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0104 TRACEY ROAD
�o� � ;��. i 0 I� 1 �I'1 �" '�) - '-'C� -_ � - -- i it ,I t ��� i f TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map Parcel ;Application #ZOCC6S Health Division ?'Date Issued l �' Conservation Division 5�3 U y�} J;Application Fee Planning;Dept, Permit Fee �O Date Definitive Plan Approved by Planning Board Historic ' OKH = Preservation / Hyannis Project Street Address Village �, — . Owner �1 ° � ,i ��� Address Telephone Permit Request 190 5!/2:�� Square feet: 1 st floor: existing proposed 2nd floor: existing proposed Total new JZoning District Flood Plain Groundwater Overlay Project Valuation Construction Type1) G9ti`� Lot Size Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family ❑ Two Family ❑ Multi-Family(# units) Age of Existing Structure Historic House: ❑Yes ❑ No On Old King's Highway: ❑Yes ❑ No Basement Type: ❑ Full ❑ Crawl ❑Walkout ❑ Other Basement Finished Area(sq.ft.) Basement Unfinished Area (sq.ft) Number of Baths: Full: existing new Half: existing new Number of Bedrooms: existing _new Total Room Count (not including baths): existing new First Floor Room Count Heat Type and Fuel: ❑ Gas ❑Oil ❑ Electric ❑ Other Central Air: ❑Yes ❑ No Fireplaces: Existing New Existing wood/coal stove: ❑Yes ❑ No b a Detached garage: ❑ existing ❑ new size_Pool: ❑existing ❑ new size _ Barn: ❑existi% 4ew size_ v Attached garage: ❑existing ❑ new size _Shed: ❑ existing ❑ new size _ Other: rn z T Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ CD Commercial ❑Yes ❑ No If yes, site plan review# 3 Current Use � � Proposed Use w r rn APPLICANT INFORMATION (BUILDER OR HOMEOWNER) ,�, Name yl�9. ff Telephone Number Address _ _ /� License# C��T Home Improvement Contractor# Worker's Compensation ��rl, ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO 4 v PT7;P SIGNATURE DATE FOR OFFICIAL USE ONLY APPLICATION# . DATE ISSUED - r" MAP/PARCEL NO. ADDRESS VILLAGE OWNER ell �, w .DATE OF INSPECTION: FOUNDATION FRAME INSULATION ' FIREPLACE . ELECTRICAL: ROUGH FINAL.. z 3 _ PLUMBING: ROUGH FINAL .GAS: ROUGH FINAL FINAL BUILDING _ r DATE CLOSED OUT ' s ASSOCIATION PLAN NO. h The Commonwealth of Massachusetts y Department oflndustrial Accidents Office of Investigations 600 Washington Street Boston, MA 02111 i� www.rnass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly a ' Name (Business/Organiza n/Individual): Address: City/State/Zip: Phone Are you an employer? Check t e appropriate box: Type of project(required): ns? am a employer with 4. I am a general contractor and I 6. ❑New construction employees(ftiLl and/or p rt-time).* have hired the sub-contractors.. . _ _ _..-.,_..,..-__... _..._..- . . 2.❑ I ain a sole proprietor.or partner- listed on the attached sheet. 7. ❑ Remodeling ship and have no employees These sub-contractors have g. Demolition working for me in`any capacity. ' employees and have workers' 9 Building addition [No workers' comp. insurance comp, insurance. required.] 5. [] We are a corporation and its 10.❑ Electrical repairs or additions 3.❑ I am a homeowner.doing all work officers have exercised their 1 LE]Plumbing repairs or additions myself, [No workers' comp. right of exemption per MGL 12.❑ Roof repairs insurance required.] t c, 152, §1(4), and we have no employees. [No workers' 13.❑ Other comp. insurance required.] *Any applicant that checks box 41 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a now affidavit indicating such, tContractors 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'co nip ensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: C� Policy# or Self-ins.Lic. #: Expiration Date: Job Site Address: City/State/Zip: h'/State/Zi P.: .• 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. Ldo hereby certi tnder th id p nalties ofperjury that the information provided abo e is true nd correct. Si nature; Date: Phone#: Official use on y. Do not.write in this area, to be completed by city or town officiaL City or Town: Permit/License# Issuing Authority (circle one): 1. Board of Health 2, Building Department .3. City/Town Clerk 4. Electrical Inspector 5. Plumbing Inspector 6. Other Contact Person: Phone#: L9/22/2010 11 :23 FAX 5085635587 MURRAV&MACDONALD 0001/002 R CERTIFICATE OF LIABILITY INSURANCE DATE(MWDDrrYYY) 7/12/2010 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 pollcy(Ies) must be endorsed. If SUBROGATION IS WAIVED, subJect to the terms and conditions of the policy,certain pollcles may require an endorsement. -A statement on this certificate does not Confer rights to the certificate holder in Ileu of such endorsements . PRODUCER e: Zaoh Lynkiewicz Murray & Ma*Donald. Insurance services, Inc. PHONE (508)5d0-2400 FAX. •Ieoe)ses-ails 550 MacArthur Blvd. EMAIL • oureR :000gsael Bourne MA 02532 _ INBUREa(3)APPORDIN0 COVERAOC INSURED INSUReRA:St:arr Indemni & Liz Ins Co NpIC E INOURERE:Trayeler,s Ind. Co. OF CT 25602 Gillmore Marine 586 INSURERC:Travelers Indemnit Company 5658 PO Box JN RERD: INSURER E: COtuit MA 02636 INSURERP: COVERAGES CERTIFICATE NUMBERk�eter 10-11 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 ADDLSUIRR TYPE OF INSURANCE POLICY EF POLICY EXP POLICY N M9ER LIMITS GENERAL UA841TY EACH OCCURRENCE g 1,000,000 X COMMERCIAL GENERAL LIABILITY ® SO,OOO A CLAIMS-MADE FX-1 OCCUR KhBILEINO0005409 /15/2030 9/15/2011 HIED EXP An oneperson) $ 5,000 PERSONAL&ADV INJURY 3 1,000,000 GENERAL AGGREGATE S 2 000,000 GEN'L AGGREGATE LIMIT APPLIES PER! PRODUCTS-COMP/OP AGO $ 1,000,000 X POLICYEl 4r-1 PRO- LOC S AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT 3 ANY AUTO (Ee ecold*nt) B ALL OWNED AUTOS -3955A605-10-EEL 9/15/2610 9/15/2011 BODILY INJURY(Perporson) I 500 000 BODILY INJURY Per eeoldent 3 X SCHEDULED AUTOS � � ( ) SOO DOO X PROPERTY DAMAGE HIRED AUTOS (Per mldanq 5 X NON-OWNED AUTOS Uninsured mmorlel 91*Pill Ilmll S 20,000 ffi X UMBRe LA LIAa OCCUR EACH OCCURRENCE 3 1,000,000 EXCESS LIAe CLAIMS-MADE AGGREGATE ® 1,000,000 DEDUCTIBLE $ p► X R 25,000 SILBN000D5509 9/15/2010 9/15/2011- C WORKERS COMPENSATION I WC STATU- I OTH• AND EMPLOYERS' ,ABILITY ANY PROPRIETORIPARTNERIEXE ECUTIV YIN OFFICERIMEMBER EXCLUOE07 � N l A E.L.EACH ACCIDENT 3 1,000,000 (Mandatory In NH) 6KUB0702NI5310 7/1/2010 /1/2011 E.L.DIgEASE•EA EMPLOYE g 1 1 000 1 000 u yyu dsoriba under DESCRIPTION F OPERATIONS bolow ' - E,L,DISE, - BLIC -LI 3 0' 000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLEO (Attach ACORD 101,Additlonsl Romplra Schedu(a,If mom space 11 required)Building application tor, 278 Clamehall'cove card SEP 2 2 RECTO By CERTIFICATE HOLDER CANCELLATION (508)790-6230 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Town of Barnstable ACCORDANCE WITH THE POLICY PROVISIONS. 230 South Street Hyannis, I-M 02 601 AUTHORIZED REPRHSENTAnvc- ' S Harrington, CIC/sMi o►wr.. f"lcX�Lrrbv� �rti ACORD 26(2009/09)' 9)1988-2009 ACORD CORPORATION. All rights reserved, INS02S(200909) The ACORD name and logo are registered marks of ACORD of r Towi n of Barnstable Regulatory Services vRAMSTABLL KAM $ Thomas F.Geller,Director s6Jq. �m Building Division Tom Perry, Building ComoiWoner 200 Main,Street, Hyannis,MA 02601 office: 508-862-4038 Fax: 508-790-6230 Property Owner Must Complete and Sign-This Section If Using A Builder _;as.Owner..ofthe.subjectpxoperty ._......._.. .. hereby authorize� � ��iL U ' :.totact on my.behalf,. in all matters relative to work authorized-by this building-permit-application for: (Address of job) 0 signature of Owner Date c Print Name (1•Ff1RMS:nWNERPERMTSSTnN • Massachusetts- Department of Public Safety Board of Building Regulations and Standards Construction Supervisor License License: CS 68433 Restricted to: 00 GEORGE R GILLMORE PO BOX 946 COTUIT, MA 02635 Expiration: 6/10/2012 ('onuuissiuncr Tr#: 26853 � ,{� ✓lee Toovnimorturec�A� o�../�,uaaacc�`tuaelta ; yt Board of Building Regulations a'nd Standards I HOME IMPROVEMENT CONTRACTOR Regist% tlo 123494 26/2011 Tr# 27S1577 I� u e :11 ate Corporation. Gillmore Marine do r itt�t George Gill re 37 Bowdoin fUla'shpe�,IVIA 02649 Ad'ndiilislrgtor ' Restricted to: 00 00- Unrestricted 1G-1 2 Family Homes Failure to possess a current edition of the Massachusetts State Building Code is cause for-revocation of this license. Refer to: WWW.Mass.Gov/DPS License or registration.valid for individul use only s before the expiration date.'If found return to B,Qard otBbilding Regulations and Standards t ry„Ashburton F aceAm 130.1. E lbston,Ma.021'4 vali 'tvlt uA goture 6 �, Town of Barnstable Building Department - 200 Main Street ASTABLE, Hyannis, MA 02601 MASS (508) 862-4038 rFD MA'i A Certificate of Occupancy Application Number: 84675 CO Number: 20060121 Parcel ID: 004004 CO Issue Date: 10/05106 Location: 104 TRACEY ROAD Zoning Classification: RESIDENCE F DISTRICT Owner: BRANCA, THOMAS R & Proposed Use: VACANT 426 BOXFORD RD BRADFORD, MA 01830 Village: COTUIT Gen Contractor: GROVER, CAREY C Permit Type: RC00 CERTIFICATE OF OCCUPANCY RES' Comments: I C9 le.1 Building Department Signature Date Signed THE FOLLOWING IS/ARE THE BEST IMAGES FROM POOR QUALITY ORIGINAL (S) I M A�C(, C DATA r L+ j3j. HR S,., Jjjs 1 i BUILDING PERMIT P RCEL ID 004 004 GEOBASE ID 14 DRESS 104 TRACEY ROAD' ; PHONE COTUIT ZIP - LOT 13 BLOCK LOT SIZE DBE DEVELOPMENT DISTRICT CT P RM TYPE B ILD �Y�EJIPTION N GR SI TIA ��I, GPN GE CONTRACTORS: GROVER & MCELHENY BUILDER Department of ARCHITECTS: Regulatory Services TOTAL FEES: $2,970.00 ' BbND $-00 �tHE CONSTRUCTION COSTS $700,000.00 101 SINGLE FAM HOME DETACHED 1 PRIVATERAM'* 0srnsLE• MAM i639• QED MA'S A BUILDING DIVISION BY �� DATE ISSUED 06/08/2005 EXPIRATION,DATE � `° TOWN- OF; BARNSTABLE o� BUILDING -PERMIT ` PARCEL ID 004 004 , GEOBASE IDA14 ADDRESS 104 TRACEY ROAD PHONE COTUIT LIP LOT 13 BLOCK. LOT SIZE DFiA DEVELOPMENT DISTRICT CT y P IT 4 S IPTION' WVESF L/TYPE DDGG�RRAGE T CONTRACTORS: GROVER & MCELHENY BUILDER Department ARCHITECTS: ofRe Regulatory Services TOTAL FEES: $2,970.00 g Y BOND � CONSTRUCTION COSTS $700,000.00 101. SINGLE FAM HOME DETACHED I PRIVATE * BARN&rnBLE, MASS. ED MAC A . _ BUILDING DIVISION } BY = '' -DATE ISSUED 06/08/2005 EXPIRATION DATE P U THIS PERMIT CONVEYS NO RIGHT TO OCCUPY ANY STREET, ALLEY OR SIDEWALK OR ANY PART THEREOF, EITHER TEMPORARILY OR PERMANENTLY.EN- CROACHMENTS ON PUBLIC PROPERTY,NOT SPECIFICALLY PERMITTED UNDER THE BUILDING CODE,MUST BE APPROVED BY THE JURISDICTION.STREET OR ALLEY 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 CONSTRUCTION WORK: APPROVED PLANS MUST BE RETAINED ON JOB AND WHERE APPLICABLE, SEPARATE 1,FOUNDATIONS OR FOOTINGS THIS CARD KEPT POSTED UNTIL FINAL INSPECTION PERMITS ARE REQUIRED FOR 2. PRIOR TO COVERING STRUCTURAL MEMBERS HAS BEEN MADE.WHERE A CERTIFICATE OF OCCU- ELECTRICAL,PLUMBING AND MECH- (READY TO LATH). PANCY IS REQUIRED, SUCH BUILDING SHALL NOT BE ANICAL INSTALLATIONS. 3.INSULATION. OCCUPIED UNTIL FINAL INSPECTION HAS BEEN MADE. 4.FINAL INSPECTION BEFORE OCCUPANCY. W , a BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS 2 �i 1 tow, 3 1 HEATING INSPECTION APPROVALS ENGINEERING DEPARTMENT BOARD OF HEALTH OTHE . 1- SITE PLAN REVIEW APPROVAL C1 s: ' WORK &ALL NOT PROCEED UNTIL PERMIT WILL BECOME NULL AND VOID IF CON- INSPECTIONS INDICATED ON THIS THE INSPECTOR HAS APPROVED THE STRUCTION WORK IS NOT STARTED WITHIN SIX CARD CAN BE ARRANGED FOR BY VARIOUS STAGES OF CONSTRUC- MONTHS OF DATE THE PERMIT IS ISSUED AS TELEPHONE OR WRITTEN NOTIFICA- TION. NOTED ABOVE. TION. BUILDING, PERMIT t TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map ®® Parcel 00 �"' /� Permit# S467S Health Division fJ�F/ el - Date Issued ®� Conservation Division Application Fee A&2 Tax Collector 13oori e f j,'Pf= Permit.Fee WO>00 Treasurer ^rr.-ITIC SYSTEM MUST BE g ii .: ALLED IN COMPUANM Planning Dept. WITH TITLE 5 "_ � "� ENVIRONMENTALCOOEAND Date Definitive Plan Approve by PlanningBoard a TOWN REGULATIONS Historic OKH Preservation/Ffy nnis ti0 40 01 y� �l%JI),3 Project Street Address ��1r %/ i1� � � //a 6DW LOB- V J Village Owner rlywl -5 � ,64 �l�6�F &W111194, Address Cal Telephone Permit Request 45!-&C-57 e-V-7— "41 .�� Sy o Square feet: 1st floor: existing proposed ;Q�52nd floor: existing proposed -1� o Total new Zoning District Flood Plain NO Groundwater Overlay -A P Project Valuation t?0P ®X- Construction Type Brow PI Lot Size A, P / e;&5 Grandfathered: Zes ❑No If yes, attach supporting documentation. Dwelling Type: Single Family Two Family ❑ Multi-Family(#units) Age of Existing Structure - Historic House: 0 Yes uiqO On Old King's Highway: ❑Yes UNo Basement Type: ull ❑Crawl Ql alkout 0 Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) oa &525--� Number of Baths: Full: existing new . Half:existing new Number of Bedrooms: existing new 7 Total Room Count(not including baths): existing new First Floor Room Count �! Heat Type and Fuel: 'Gas 0 Oil ❑ Electric ❑Other Central Air: &Yes ❑ No Fireplaces: Existing New Existing wood/coal stove: ❑Yes 0 No Detached garage:0 existing ❑new size Pool: 0 existing ❑new size Barn:0 existing ❑new size Attached garage:0 existing mew size (0Y& Shed:0 existin ❑new size Other: 6 a Zoning Board of Appeals Authorization ❑ Appeal# 1 10 Recorded❑ Commercial 0 Yes ❑No If yes, site plan review# o© 03 Current Use [osed Use -n •-•--_�. BUILDER I4 ORMATION Name P20ie- •APlif / �E' Telephone Number Address '.a 6a m License# Lj Home Improvement Contractor# Worker's Compensation# �S�D•j/ �r� ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO SIGNATURE DATE ®� +. FOR OFFICIAL USE ONLY s� PERMIT NO. DATE ISSUED r MAP/PARCEL NO. ADDRESS VILLAGE OWNER DATE OF INSPECTION: FOUNDATION2s�a - FRAME 1AQV13jt,64 l INSULATION( U C3L-Ttj �1�� "A`u FIREPLACE J ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH > = FINAL, 4 . 5 03.. GAS: ROU&jj' s FINAL „4 ., � � FINAL BUILDIN ,V -E F_ 00 03 ®6 �C• 00 i'. DATE CLOSED OUT N , ASSOCIATION PLAN NO. v """ 3 The Commonwealth of Massachusetts -- Department of Industrial Accidents _ wrsel1AW009M — 600 Washington Street r Boston,Mass. 02111 Workers' Com ensation Insurance Affidavit-General Businesses narn- address+ - city state:: ziv work site location full address): ❑ I am a sole proprietor and have no one Business type.: []Retail❑Restaurant/Bar/Eating Establishment gin any capacity ❑Office[I Sales(including Real Estate,-Auios etc.) am an em toyer with ere 1 ees(full& art time). Other ' I am an employer providing-Yorkers' compensatio,n�ffor my employees working on/this job, " A. coin an name: , . ew•,, .. •. :'",,,�:'u;. ,r�;: :'•r`. •'1'. . pboni citl -instirence.cb:. -I am-a-sale"propriefor and have hired the independent contractors listed below who have the following workers' compensation polices: coin�en' nsme: •< flddressd '• � '''•'` ' phone'#. ;'} '•i city •.. � ' -. insurance co. oddresr .. , cif phone#i ' iiistirsnce�co,:J,:•.;.•:,..::. ..� •:t'::����:�::;•; '''olicv#-.'•`• • Fallure to secure coverage as required under Section 25A of MGL 152 csa lead to the imposition of criml�l penalties of a fine up to$1,500.00 and/or one years'Imprisonment as well s,civllpeaeltia is the form of a 5TOP R'ORK ORDER and a fine of 5100.00 a day against me. I understand that p copy of this atatemeat may be forwarded to the OfiSce of Invnligatlons of the DIAfor coverage verification L da.bere4cerd er epafn : es of perjury that the information provided above is true and correct Signature ' -_ DatePrint na �4 Phan il •'~official me only do not write in this area to be completed by city or town of ew city or town: permit(license# ❑Buildi7ent ❑Licens ❑check if immediate response is required ❑Select❑Healt contact person: phone#; ❑Other (revised Sept 2DM) .. Information and Instructions to provide workers' compensation for their Laws'chapter 152 section 25 requires all employers p �P Massachusetts General L r erson in the service-of another under any contract employees. As quoted from the"lad', an employee is defined as every p of hire,express or implied, oral or written. An employer is defnied as an individual,partnership, association,corporation or other legal entity, or any two or more of . employer,or the receiver or the foregoing engaged in a joint enterprise,and including the legal representatives of a deceased errip y , 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, constriction 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 section 25 also states that every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced acceptable evidence of compliance with the insurance coverage required. Additionally,neither the commonwealth nor any of its political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority. - Applicants Please fill in the workers' compensation affidavit completely,by checking the box that applies to your situation Please supply company name, address and phone numbers along with a certificate of insurance as all affidavits may be submitted to the Department of industrial Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested, not the Department of Industrial Accidents. Should you have any questions regarding the"law"or if you are required to obtain a workers' compensation policy,please call the Department at the number listedbelow. City or Towns Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill.out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit/license number which wi71 be used as a reference number. The affidavits may b e returned to the Department by mail or FAX unless other arrangements have been made. The Office of Investigations would like to thank you in advance for you 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 B}f m at 1 mstigaideng 600 Washington Street Boston,Ma. 02111 fax#: (617)727-774.9 phone#: (617)7274900 ext,406. I r r I I MAScheck COMPLIANCE REPORT I I Massachusetts Energy Code I Permit # MAScheck Software Version 2.01 Release 3 I I I I I Checked by/Date TITLE: Proposed New Residence CITY: Barnstable STATE: Massachusetts HDD: 6137 CONSTRUCTION TYPE: 1 or 2 Family, Detached HEATING SYSTEM TYPE: Other (Non-Electric Resistance) DATE: 5-13-2005 DATE OF PLANS: 5-13-05 PROJECT INFORMATION: Branca Residence 104 Tracey Road Cotuit, MA 02635 COMPANY INFORMATION: Archi-Tech Associates, Inc. 6 School Street Cotuit, MA 02635 COMPLIANCE: Passes Maximum UA = 805 Your Home = 661 Area or Cavity Cont. Glazing/Door Perimeter R-Value R-Value U-Value UA ------------------------------------------------------------------------------- CEILINGS 289 30.0 0.0 10 CEILINGS 3588 30.0 0.0 126 WALLS: Wood Frame, 16" O.C. 3707 19.0 0.0 222 GLAZING: Windows or Doors 626 0.320 200 DOORS 20 0.290 6 FLOORS: Over Unconditioned Space 2055 19.0 0.0 97 HVAC EQUIPMENT: Furnace, 84.0 AFUE ------------------------------------------------------------------------------- COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the requirements of the Massachusetts Energy Code. The heating load jui building, . and the cooling load if appropriate, has been determinthe applicable Standard Design Conditions found in the Code. Thei ent selected to heat or cool the building shall be no great 5 of the design load as specified in Sections 780CMR 1 .Al Builder/Designer Date � I "✓ + BOARD OF BUILDING REGULATIONS License: CONSTRUCTION SUPERVISOR Number: CS 077754 ' Expires- 11/22/2005 Tr.-no: 11711 i Restricted: 1 G CAREY C GROVER PO BOX 1080 COTUIT, MA 02635 : AdministiaUor Board �C 13mid�ng Rcgu 'ails anfiStanda �: t --e.-ITRACTOR a; Registration; t443 2 1 Expiration 'a/23/2006 r T MA r. GROVER BU1iD1idG+ I>i 1 tRREY GROVER 56 EO`+VDOIN RD I,r,ASHPEE,NIA 0? :1 As:iii#n»rstor� Feh-07-05 03: 18P P.04 4TritWORKERS COMPENSATION AND EMPLOYERS LIABILITY POLICY EXTENSION OF, INFO PAGE-SCHEDULE WC 00 ug.:.:Gi ( A) POLICY NUMBER: (6S60UB-3GO1646-5--)�r) INSURER: HARTFORD UNDERWRITERS INSURANCE COMPANY 8041 i-MA INSURED'5 NAME : GROVER, CAREY DBA GROVER. BUILDING AND REMODELING ANNIVERSARY RATING DA'm . W-19-05 RATE BUREAU ID: 000134005 PREMIUM BASIS ESTIMATED RATES £S7=MATEO TOTAL ANNUAL PER $100 OF !:ANNL ,L CLASSIFICATION CODE REMUNERATION REMUNERATION PQE0d'*)M r LOCATION 001 01 FEIN 201298360 ENTITY CD 001 GROVER, CAREY DBA GROVER BUILDING AND REMODELING 1031 MAIN STREET - COTUIT, MA 02635 CARPENTRY-DETACHED ONE OR TWO FAMILY DWELLINGS 5645 IF ANY ;..9..93 CARPENTRY-DWELLINGS-THREE STORIES OR LESS 5651..,: ::624D0 ;9:793 619b MERIT RATING/EXPERIENCE MOD: NONE MODIFIED PREMIUM NONE TOTAL ESTIMATED ANNUAL STANDARD PREMIUM 6196 EXPENSE CONSTANT(0900) 264 TERRORISM RISK INS ACT 2002 (9740) 19 4.90% MA WC SPECIAL FUND AND TRUST FUND 304 TOTAL ESTIMATED PREMIUM 6783 DEPOSIT AMOUNT DUE 6783 DATE CF ISSUE: 01 -1 8-05 GP ST ASSIGN: VIA SCHEDULE NO: i OFIL 457 Town of Bamtable B '1'�amoa�►�t��'t+�mcGrs . •9 'PAW Sol=DOm �, m ,ote d Sly s Section.. .,._ (s °AtI�iJE S Bea ratF� �D� TlPstcEy �'o �orviT' RESIDENTIAL BUILDING PERMIT FEES App LICATION FEE ; New Buildings $100.00 Residential Addition $50.00 Alterations/Renovations $50.00 Building Permit Amendment $25.00 .. FEE VALUE WORKSHEET NEW LIVING SPACE square feet x$96/sq.foot= x.0041= plus from below(if applicable) pI,TER.ATIONS/RENOVATIONS OF EXISTING SPACE ___square feet x$64/sq.foot= x.0041= ' plus frombelow(if applicable) GARAGES(attached&detached) square feet x$32/sq.ft. -x..0041= ACCESSORY STRUCTURE>120.sq.ft. >120 sf-500 sf $35.00 >500 sf-750 sf . 50.00 >756 sf-1000 sf 75.00' >1000 sf-1500 sf 100.00 - >1500 sf-Same as new building permit: x.0041= square feet x$96/sq.foot= STAND ALONE PEPMTS 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 Relo cation/Moving S150.00 (plus above if applicable) Permit Fee Projcost Rev-.063004 y , Affidavit of Substantial Financial Interest f A of v.,l on oath depose and dtate as follows: 1, I am an applicant for a building permit for the property located at Maps , Parcel . The address of the property is `®q 2. 1 have % 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 the following individuals or entities have had a 1% or greater legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above: Name Address 4. Within the�last twelve months, from today's date, which is .3/.o o , 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 equitable interest. 6. Within the last ten days, I have submitted C� building permit applications for property in which I have a 1% or greater legal or equitable interest. 7. Within this month, I have submitted 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 perjury, this 16e d y of 200- 2001-0050/affin 1 Q/LOTTERY/AFFIDAVIT Coy �� is f o,qL4 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:05-13-2005 :09:30:26 AM Project: BRANCA- Location: (1)9.5' BEAM @ DRMR.AT STAIRS (� Summary: (2) 1.75 IN x 9.25 IN x 9.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:46.2% Controlling Factor: Moment of Inertia/Depth Required 8.15 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.10 IN Live Load: LLD= 0.16 IN=U733 Total Load: TLD= 0.26 IN=U438 Reactions(Each End): Live Load: LL-Rxn= 1769 LB Dead Load: DL-Rxn= 1187 LB Total Load: TL-Rxn= 2956 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.13 IN Beam Data: Span: L= 9.5 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= 4.0 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= 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= 5.0 PSF Floor Tributary Width-Side One: FTW1= 7.25 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= 300 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 203 PLF Floor Uniform Live Load: wL-floor= 73 PLF Floor Uniform Dead Load: wD-floor= 36 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 373 PLF Combined Uniform Dead Load: wD= 240 PLF Combined Uniform Total Load: wT= 622 PLF Controlling Total Design Load: wT-cont= 622 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= 7021 FT-LB 4.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2956 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 27.20 IN3 S= 49.91 IN3 Area(Shear): Areq= 13.53 IN2 A= 32.38 IN2 Moment of Inertia (Deflection): Ireq= 157.95 IN4 1= 230.84 IN4 5 Z_ .t Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:05-13-2005 : 09:33:11 AM Proiect: BRANCA-Location: (2) 14' RAFTER @ DRMR.AT STAIRS Summary: (3) 1.75 IN x 9.25 IN x 14.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 69.6% Controllinq Factor: Section Modulus/Depth Required 7.46 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= 0.26 IN=U652 Total Load: TLD-Center= 0.44 IN= U381 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 785 LB Dead Load: DL-Rxn-A= 585 LB Total Load: TL-Rxn-A= 1371 LB Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A= 0.35 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1544 LB Dead Load: DL-Rxn-B= 1094 LB Total Load: TL-Rxn-B= 2638 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.67 IN Beam Data: Center Span Lenqth: L2= 14.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Center Span Loading: Uniform Load: Live Load:. wL-2= 40 PLF Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 75 PLF Point Load 1 Live Load: PL1-2= 1769 LB Dead Load: PD1-2= 1187 LB Location (From left end of span): X1-2= 10.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fcl_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 9912 FT-LB 9.94 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 2638 LB At riqht support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 44.16 IN3 S= 74.87 IN3 Area(Shear): Areq= 13.88 IN2 A= 48.56 IN2 Moment of Inertia(Deflection): Ireq= 181.91 IN4 1= 346.26 IN4 Combination Roof and Floor Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:05-13-2005:09:30:36 AM Protect: BRANCA-Location: (3) 15'BEAM @ REAR DRMR. CREASE(LVL) Summary: (3) 1.75 IN x 14.0 IN x 15.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv: 36.1% Controlling Factor: Moment of Inertia/Depth Required 12.63 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.15 IN Live Load: LLD= 0.22 IN= U834 Total Load: TLD= 0.37 IN=U490 Reactions(Each End): Live Load: LL-Rxn= 3244 LB Dead Load: DL-Rxn= 2276 LB Total Load: TL-Rxn= 5519 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.40 IN Beam Data: Span: L= 15.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 5.0 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= 7.0 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= 5.0 PSF Floor Tributary Width-Side One: FTW1= 7.25 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= 360 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 244 PLF Floor Uniform Live Load: wL-floor- 73 PLF Floor Uniform Dead Load: wD-floor= 36 PLF Beam Self Weight: BSW= 23 PLF Combined Uniform Live Load: wL= 433 PLF Combined Uniform Dead Load: wD= 280 PLF Combined Uniform Total Load: wT= 736 PLF Controlling Total Design Load: wT-cont= 736 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'= 2928 PSI Adjustment Factors: Cd=1.15 Cf=0.98 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 20697 FT-LB 7.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 5519 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 84.83 IN3 S= 171.50 IN3 Area(Shear): Areq= 25.26 IN2 A= 73.50 IN2 Moment of Inertia(Deflection): Ireq= 882.21 IN4 1= 1200.50 IN4 .,R Roof Beam[AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:05-13-2005 : 11:03:37 AM Project: BRANCA-Location: (4) 17'BEAM @ REAR DRMR./GABLE(STL) Summary: A36 W10x15 x 17.0 FT Section Adequate By:22.2% Controlling Factor: Moment of Inertia Deflections: Dead Load: DLD= 0.20 IN Live Load: LLD= 0.27 IN=U761 Total Load: TLD= 0.46 IN = U440 Reactions(Each End): Live Load: LL-Rxn= 2423 LB Dead Load: DL-Rxn= 1771 LB Total Load: TL-Rxn= 4193 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.69 IN Beam Data: Span: L= 17.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 11 : 12 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Roof Loading: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 5.0 FT Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 4.5 FT Beam Self Weight: BSW= 15 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 17.0 FT Beam Uniform Live Load: wL= 285 PLF Beam Uniform Dead Load: wD_adj= 208 PLF Total Uniform Load: wT= 493 PLF Properties for:W10x15/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 9.99 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 4.00 IN Flange Thickness: tf= 0.27 IN Distance to Web Toe of Fillet: k= 0.69 IN Moment of Inertia About X-X Axis: Ix= 68.90 IN4 Section Modulus About X-X Axis: Sx= 13.80 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 0.99 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.41 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 43.43 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 4.22 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 41.09 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= 17821 FT-LB Nominal Moment Strength: Mr- 27324 FT-LB Controlling Shear: V= 4193 LB Nominal Shear Strength: Vr= 33087 LB Moment of Inertia(Deflection): Ireq= 56.40 IN4 1= 68.90 IN4 1:« Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:05-13-2005:09:34:14 AM Project: BRANCA- Location: (5)9'BEAM @ MSTR. BDRM. BALCONY Summary: (3) 1.5 IN x 9.25 IN x 8.25 FT(6.3+2)/#2-Spruce-Pine-Fir-Dry Use Section Adequate By:36.5% Controlling Factor:Area/Depth Required 6.78 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.02 IN =U4656 Total Load: TLD-Center- 0.02 IN=U4378 Right Cantilever Deflections: Dead Load: DLD-Riqht= 0.02 IN Live Load: LLD-Riqht= -0.02 IN=21J2910 Total Load: TLD-Right= 0.02 IN =2U2033 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 609 LB Dead Load: DL-Rxn-A= 327 LB Total Load: TL-Rxn-A= 937 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.49 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1062 LB Dead Load: DL-Rxn-B= 1587 LB Total Load: TL-Rxn-B= 2648 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.38 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 6.25 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 0.0 FT Right Cantilever Length: L3= 2.0 FT Right Cantilever Unbraced Lenqth-Top of Beam: Lu3-Top= 0.0 FT Right Cantilever Unbraced Length-Bottom of Beam: Lu3-Bottom= 2.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 25.0 PSF Floor Tributary Width Side One: Trib-1-2= 6.5 FT Floor Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 195 PLF Total Dead Load: wD-2= 163 PLF Total Load: wT-2= 368 PLF Right Cantilever Loading: Uniform Load: Floor Live Load: FLL-3= 30.0 PSF Floor Dead Load: FDL-3= 25.0 PSF Floor Tributary Width Side One: Trib-1-3= 6.5 FT Floor Tributary Width Side Two: Trib-2-3= 0.0 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-3= 0 PLF Total Live Load: wL-3= 195 PLF Total Dead Load: wD-3= 163 PLF Total Load: wT-3= 368 PLF Point Load Live Load: PL-3= 0 LB Dead Load: PD-3= 490 LB Location (From left end of span): X-3= 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'(Compression Face in Tension): Fb'= 1105 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.10 Cr-1.15 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= -1715 FT-LB Over left support of span 3(Right Span) Critical moment created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: V= 1423 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2, 3 r~ ti Page:2 Multi-Span Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:05-13-2005: 09:34:14 AM Project: BRANCA-Location: (5)9'BEAM @ MSTR. BDRM. BALCONY Comparisons With Required Sections: Section Modulus(Moment): Sreq= 18.63 IN3 S= 64.17 IN3 Area(Shear): Areq= 30.50 IN2 A= 41.63 IN2 Moment of Inertia(Deflection): Ireq= 43.79 IN4 1= 296.79 IN4 Uniformly Loaded Floor Beam(99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 05-13-2005: 09:22:25 AM Project: BRANCA-Location: (6) 13'BEAM @ MSTR. BDRM. BALCONY Summary: (2) 1.5 IN x 9.25 IN x 13.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:65.5% Controllinq Factor: Section Modulus/Depth Required 7.19 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.20 IN Live Load: LLD= 0.00 IN= U156000000 Total Load: TLD= 0.20 IN= U761 Reactions(Each End): Live Load: LL-Rxn= 0 LB Dead Load: DL-Rxn= 574 LB Total Load: TL-Rxn= 574 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.45 IN Beam Data: Span: L= 13.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loadinq: Floor Live Load-Side One: LL1= 0.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 0.66 FT Floor Live Load-Side Two: LL2= 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= 75 PLF Beam Loadinq: Beam Total Live Load: wL= 0 PLF Beam Self Weiqht: BSW= 7 PLF Beam Total Dead Load: wD= 88 PLF Total Maximum Load: wT= 88 PLF Properties For:#2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc—perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 866 PSI Adjustment Factors:Cd=0.90 Cf=1.10 Fv': Fv'= 63 PSI Adjustment Factors:Cd=0.90 Design Requirements: Controllinq Moment: M= 1866 FT-LB 6.5 ft from left support Critical moment created by dead loads only on all span(s). Controllinq Shear: V= 574 LB At support. Critical shear created by dead loads only on all span(s). Comparisons With Required Sections: Section Modulus(Moment): Sreq= 25.85 IN3 S= 42.78 IN3 Area(Shear): Areq= 13.67 IN2 A= 27.75 IN2 Moment of Inertia(Deflection): Ireq= 77.97 IN4 I= 197.86 IN4 k Roof Beam(99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 05-13-2005: 09:30:07 AM Project: BRANCA-Location: (7) 10 STRUCT.VALLEY @ MSTR. BATH. Summary: (2) 1.75 IN x 9.5 IN x 10.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 18.2% Controllinq Factor: Section Modulus/Depth Required 8.74 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.18 IN Live Load: LLD= 0.26 IN =U469 Total Load: TLD= 0.43 IN =U276 Reactions(Each End): Live Load: LL-Rxn= 2700 LB Dead Load: DL-Rxn= 1883 LB Total Load: TL-Rxn= 4583 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.75 IN Beam Data: Span: L= 10.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof. RP= 11 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loadinq: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 10.5 FT Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 7.5 FT Roof Duration Factor: Cd= 1.15 Beam Self Weiqht: BSW= 10 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladi= 10.0 FT Beam Uniform Live Load: wL= 540 PLF Beam Uniform Dead Load: wD_adi= 377 PLF Total Uniform Load: wT= 917 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc,_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3087 PSI Adjustment Factors: Cd=1.15 Cf=1.03 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 11458 FT-LB 5.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 4583 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 44.55 IN3 S= 52.65 IN3 Area(Shear): Areq= 20.98 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): Ireq= 180.89 IN4 1= 250.07 IN4 Roof Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 05-13-2005: 11:05:23 AM Project: BRANCA-Location: (8)7'STRUCT.VALLEY @ MSTR. BATH. Summary: 1.75 IN x 9.5 IN x 7.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:32.1% Controlling Factor:Area/Depth Required 8.01 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.11 IN =U795 Total Load: TLD= 0.18 IN =U470 Reactions(Each End): Live Load: LL-Rxn= 1628 LB Dead Load: DL-Rxn= 1122 LB Total Load: TL-Rxn= 2750 LB Bearing Length Required (Beam only,Support capacity not checked): BL= 2.09 IN Beam Data: Span: L= 7.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof. RP= 11 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loadinq: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 9.0 FT Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 6.5 FT Roof Duration Factor: Cd= 1.15 Beam Self Weiqht: BSW= 5 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 7.0 FT Beam Uniform Live Load:• wL= 465 PLF Beam Uniform Dead Load: wD_adi= 321 PLF Total Uniform Load: wT= 786 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3087 PSI Adjustment Factors: Cd=1.15 Cf=1.03 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 4812 FT-LB 3.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 2750 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 18.71 IN3 S= 26.32 IN3 Area(Shear): Areq= 12.58 IN2 A= 16.63 IN2 Moment of Inertia(Deflection): Ireq= 53.17 IN4 1= 125.03 IN4 Combination Roof and Floor Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:05-13-2005: 09:30:55 AM Proiect: BRANCA-Location: (9)9.5'HDR.AT GARAGE DOOR Summary: (3) 1.75 IN x 9.5 IN x 9.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv: 79.8% Controlling Factor: Moment of Inertia/Depth Required 7.81 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= 0.15 IN =U778 Total Load: TLD= 0.21 IN= U539 Reactions(Each End): Live Load: LL-Rxn= 2708 LB Dead Load: DL-Rxn= 1197 LB Total Load: TL-Rxn= 3904 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.99 IN Beam Data: Span: L= 9.5 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= 10.0 PSF Roof Tributary Width-Side One: RTW1= 12.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 10.0 PSF Roof Tributary Width-Side Two: RTW2= 1.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 30.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 6.0 FT Floor Live Load-Side Two: FLL2= 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= 390 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 176 PLF Floor Uniform Live Load: wL-floor= 180 PLF Floor Uniform Dead Load: wD-floor= 60 PLF Beam Self Weight: BSW= 16 PLF Combined Uniform Live Load: wL= 570 PLF Combined Uniform Dead Load: wD= 236 PLF Combined Uniform Total Load: wT= 822 PLF Controlling Total Design Load: wT-cont= 822 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 Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 9273 FT-LB 4.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3904 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 36.05 IN3 S= 78.97 IN3 Area(Shear): Areq= 17.87 IN2 A= 49.88 IN2 Moment of Inertia (Deflection): Ireq= 208.60 IN4 1= 375.10 IN4 z. Uniformly Loaded Floor Beam[AISC 9th Ed ASD 1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 05-13-2005 : 09:07:46 AM Protect: BRANCA-Location: (10)24'STL. BM.AT GARAGE CLG Summary: A36 W 12x26 x 24.0 FT Section Adequate By: 17.8% Controlling Factor: Moment of Inertia Deflections: Dead Load: DLD= 0.23 IN Live Load: LLD= 0.59 IN=U491 Total Load: TLD= 0.82 IN=U353 Reactions(Each End): Live Load: LL-Rxn= 5580 LB Dead Load: DL-Rxn= 2172 LB Total Load: TL-Rxn= 7752 LB Bearing Length Required(Beam only,Support capacity not checked): BL= 0.88 IN Beam Data: Span: L=- 24.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 8.0 FT Floor Live Load-Side Two: LL2= 30.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 7.5 FT Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 465 PLF Beam Self Weight: BSW= 26 PLF Beam Total Dead Load: wD= 181 PLF Total Maximum Load: wT= 646 PLF Properties for:W12x26/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.22 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 6.49 IN Flange Thickness: tf= 0.38 IN Distance to Web Toe of Fillet: k= 0.88 IN Moment of Inertia About X-X Axis: Ix= 204.00 IN4 Section Modulus About X-X Axis: Sx= 33.40 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.72 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 8.54 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 53.13 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.85 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 49.83 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 46512 FT-LB Nominal Moment Strength: Mr- 66132 FT-LB Controlling Shear: V= 7752 LB Nominal Shear Strength: Vr- 40473 LB Moment of Inertia(Deflection): Ireq= 173.19 IN4 1= 204.00 IN4 z.. 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:05-13-2005 : 09:30:28 AM Proiect: BRANCA-Location: (11)6'BM.AT SIDE ENTRY MUD HALL Summary: (3) 1.5 IN x 7.25 IN x 6.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate Bv: 15.3% Controlling Factor:Area/Depth Required 6.29 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.04 IN= U1734 Total Load: TLD= 0.07 IN= U976 Reactions(Each End): Live Load: LL-Rxn= 855 LB Dead Load: DL-Rxn= 664 LB Total Load: TL-Rxn=. 1519 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.79 IN Beam Data: Span: L= 6.0 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= 8.5 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 1.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 0.0 PSF Floor Tributary Width-Side One: FTW1= 0.0 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 2.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 285 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 193 PLF Floor Uniform Live Load: wL-floor= 0 PLF Floor Uniform Dead Load: wD-floor- 20 PLF Beam Self Weight: BSW= 8 PLF Combined Uniform Live Load: wL= 285 PLF Combined Uniform Dead Load: wD= 213 PLF Combined Uniform Total Load: wT= 506 PLF Controlling Total Design Load: wT-cont= 506 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1389 PSI Adjustment Factors:Cd=1.15 Cf=1.20 Cr=1.15 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2278 FT-LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1519 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 19.69 IN3 S= 39.42 IN3 Area(Shear): Areq= 28.30 IN2 A= 32.63 IN2 Moment of Inertia(Deflection): Ireq= 43.93 IN4 1= 142.90 IN4 t. a Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 05-13-2005 :09:33:04 AM Proiect: BRANCA-Location: (12)4'BEAM AT LAUNDRY/BROOM Summary: (3) 1.5 IN x 9.25 IN x 4.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 32.8% Controllinq Factor:Area/Depth Required 6.96 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.01 IN= L/7561 Total Load: TLD-Center- 0.01 IN =U4737 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 916 LB Dead Load: DL-Rxn-A= 546 LB Total Load: TL-Rxn-A= 1462 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 0.76 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 916 LB Dead Load: DL-Rxn-B= 546 LB Total Load: TL-Rxn-B= 1462 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.76 IN Beam Data: Center Span Lenqth: L2= 4.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 4.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 458 PLF Dead Load: wD-2= 263 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 731 PLF Properties For:#2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc-perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1107 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cr=1.15 Fv': Fv'= 70 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 1462 FT-LB 2.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 1462 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= 15.85 IN3 S= 64.17 IN3 Area(Shear): Areq= 31.33 IN2 A= 41.63 IN2 Moment of Inertia(Deflection): Ireq= 18.80 IN4 1= 296.79 IN4 i. Uniformly Loaded Floor Beam(99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 05-13-2005 : 09:19:14 AM Project: BRANCA-Location: (13)7' BM.AT KITCHEN Summary: (2) 1.75 IN x 7.25 IN x 7.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 141.7% Controllinq Factor: Moment of Inertia/Depth Required 5.4 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= 0.08 IN =U1043 Total Load: TLD= 0.12 IN = U725 Reactions(Each End): Live Load: LL-Rxn= 1103 LB Dead Load: DL-Rxn= 483 LB Total Load: TL-Rxn= 1585 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.60 IN Beam Data: Span: L= 7.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 300 Floor Loadinq: Floor Live Load-Side One: LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 2.0 FT Floor Live Load-Side Two: LL2= 30.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 8.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 25 PLF Beam Loadinq: Beam Total Live Load: wL= 315 PLF Beam Self Weiqht: BSW= 8 PLF Beam Total Dead Load: wD= 138 PLF Total Maximum Load: wT= 453 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2785 PSI Adjustment Factors: Cd=1.00 Cf=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 2774 FT-LB 3.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1585 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 11.96 IN3 S= 30.66 IN3 Area(Shear): Areq= 8.34 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 45.99 IN4 1= 111.15 IN4 Uniformly Loaded Floor Beam(AISC 9th Ed ASD I Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:05-13-2005 : 09:20:45 AM Proiect: BRANCA-Location: (14) 17'CLG. BM.AT SECOND FLOOR Summary: A36 W8x15 x 17.0 FT Section Adequate By: 15.8% Controlling Factor: Moment of Inertia Deflections: Dead Load: DLD= 0.21 IN Live Load: LLD= 0.38 IN= U540 Total Load: TLD= 0.59 IN= U347 Reactions(Each End): Live Load: LL-Rxn= 2380 LB Dead Load: DL-Rxn= 1318 LB Total Load: TL-Rxn= 3698 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.75 IN Beam Data: Span: L= 17.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loadinq: Floor Live Load-Side One: LL1= 20.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 6.75 FT Floor Live Load-Side Two: LL2= 20.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 7.25 FT Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 280 PLF Beam Self Weiqht: BSW= 15 PLF Beam Total Dead Load: wD= 155 PLF Total Maximum Load: wT= 435 PLF Properties for:W8x15/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.11 IN Web Thickness: tw= 0.25 IN Flanqe Width: bf= 4.01 IN Flanqe Thickness: tf= 0.31 IN Distance to Web Toe of Fillet: k= 0.75 IN Moment of Inertia About X-X Axis: Ix= 48.00 IN4 Section Modulus About X-X Axis: Sx= 11.80 IN3 Radius of Gyration of Compression Flanqe+ 1/3 of Web: rt= 1.03 IN Design Properties per AISC Steel Construction Manual: Flanqe Bucklinq Ratio: FBR= 6.37 Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= 33.10 Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 0.0 FT Limitinq Unbraced Lenqth for Fb=.66*Fy: Lc= 4.24 FT Allowable Bendinq Stress: Fb= 23.76 KSI Web Heiqht to Thickness Ratio: h/tw= 30.53 Limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controllinq Moment: M= 15714 FT-LB Nominal Moment Strength: Mr- 23364 FT-LB Controllinq Shear: V= 3698 LB Nominal Shear Strenqth: Vr= 28612 LB Moment of Inertia(Deflection): Ireq= 41.45 IN4 1= 48.00 IN4 Uniformly Loaded Floor Beam[AISC 9th Ed ASD I Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:05-13-2005 : 09:20:48 AM Proiect: BRANCA-Location: (15) 15'BM.AT SECOND FLOOR Summary: A36 W10x12 x 15.0 FT Section Adequate By:77.6% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.11 IN Live Load: LLD= 0.20 IN=U881 Total Load: TLD= 0.32 IN= U571 Reactions(Each End): Live Load: LL-Rxn= 2100 LB Dead Load: DL-Rxn= 1140 LB Total Load: TL-Rxn= 3240 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.63 IN Beam Data: Span: L= 15.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loadinq: Floor Live Load-Side One: LL1= 20.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 6.75 FT Floor Live Load-Side Two: LL2= 20.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 7.25 FT Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 280 PLF Beam Self Weiqht: BSW= 12 PLF Beam Total Dead Load: wD= 152 PLF Total Maximum Load: wT= 432 PLF Properties for:W10x12/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 9.87 IN Web Thickness: tw= 0.19 IN Flanqe Width: bf= 3.96 IN Flanqe Thickness: tf= 0.21 IN Distance to Web Toe of Fillet: k= 0.63 IN Moment of Inertia About X-X Axis: Ix= 53.80 IN4 Section Modulus About X-X Axis: Sx= 10.90 IN3 Radius of Gyration of Compression Flanqe+ 1/3 of Web: rt= 0.95 IN Design Properties per AISC Steel Construction Manual: Flanqe Bucklinq Ratio: FBR= 9.43 Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= 51.95 Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 0.0 FT Limitinq Unbraced Lenqth for Fb=.66*Fy: Lc= 3.9 FT Allowable Bendinq Stress: Fb= 23.76 KSI Web Heiqht to Thickness Ratio: h/tw= 49.74 Limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controllinq Moment: . M= 12150 FT-LB Nominal Moment Strength: Mr- 21582 FT-LB Controllinq Shear: V= 3240 LB Nominal Shear Strenqth: Vr- 27004 LB Moment of Inertia(Deflection): Ireq= 28.28 IN4 1= 53.80 IN4 Multi-Loaded Beam(AISC 9th Ed ASD I Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:05-13-2005 : 09:33:06 AM Project: BRANCA-Location: (16) 17'STL. BM.AT KITCH/DINING Summary: A36 W10x19 x 17.0 FT Section Adequate By: 11.6% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.23 IN Live Load: LLD-Center= 0.31 IN=U649 Total Load: TLD-Center= 0.55 IN= U373 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2146 LB Dead Load: DL-Rxn-A= 1805 LB Total Load: TL-Rxn-A= 3951 LB Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A 0.81 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 3834 LB Dead Load: DL-Rxn-B= 2905 LB Total Load: TL-Rxn-B= 6740 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.81 IN Beam Data: Center Span Lenqth: L2= 17.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 17.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 64 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 123 PLF Point Load 1 Live Load: PL1-2= 2100 LB Dead Load: PD1-2= 1100 LB Location (From left end of span): X1-2= 10.0 FT Point Load 2 Live Load: PL2-2= 3200 LB Dead Load: PD2-2= 2200 LB Location(From left end of span): X2-2= 12.0 FT Properties for:W10x19/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.24 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 4.02 IN' Flange Thickness: tf= 0.40 IN Distance to Web Toe of Fillet: k= 0.81 IN Moment of Inertia About X-X Axis: lx= 96.30 IN4 Section Modulus About X-X Axis: Sx= 18.80 IN3 Radius of Gyration of Compression Flanqe+ 1/3 of Web: rt= 1.03 IN Design Properties per AISC Steel Construction Manual: Flange Bucklinq Ratio: FBR= 5.09 Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= 40.96 Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 0.0 FT Limitinq Unbraced Lenqth for Fb=.66*Fy: Lc= 4.24 FT Allowable Bendinq Stress: Fb= 23.76 KSI Web Heiqht to Thickness Ratio: h/tw= 37.8 Limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controllinq Moment: M= 33349 FT-LB 10.03 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 37224 FT-LB Controllinq Shear: I V= 6740 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr= 36864 LB Moment of Inertia(Deflection): Ireq= 77.40 IN4 1= 96.30 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:05-13-2005 : 09:33:09 AM Protect: BRANCA-Location: (17)21'STL. BM.AT GATH./DINING Summary: A36 W 10x54 x 21.0 FT Section Adequate By:21.2% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.30 IN Live Load: LLD-Center- 0.40 IN= U636 Total Load: TLD-Center- 0.69 IN= U363 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5177 LB Dead Load: DL-Rxn-A= 4210 LB Total Load: TL-Rxn-A= 9388 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.25 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 5763 LB Dead Load: DL-Rxn-B= 4668 LB Total Load: TL-Rxn-B= 10430 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.25 IN Beam Data: Center Span Length: L2= 21.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 21.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 64 PLF Beam Self Weight: BSW= 54 PLF Total Load: wT-2= 158 PLF Point Load 1 Live Load: PL1-2= 4500 LB Dead Load: PD1-2= 2400 LB Location(From left end of span): X1-2= 10.0 FT Point Load 2 Live Load: PL2-2= 5600 LB Dead Load: PD2-2= 4000 LB Location(From left end of span): X2-2= 12.0 FT Properties for:W10x54/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.09 IN Web Thickness: tw= 0.37 IN Flange Width: bf= 10.03 IN Flange Thickness: if= 0.62 IN Distance to Web Toe of Fillet: k= 1.25 IN Moment of Inertia About X-X Axis: lx= 303.00 IN4 Section Modulus About X-X Axis: Sx= 60.00 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 2.75 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 8.15 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 27.27 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 10.59 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 23.95 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= 87457 FT-LB 11.97 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 118800 FT-LB Controlling Shear: V= 10430 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= 53760 LB Moment of Inertia(Deflection): Ireq= 250.09 IN4 1= 303.00 IN4 Uniformly Loaded Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 05-13-2005 : 09:20:57 AM Project: BRANCA- Location: (18) 12.5' BM AT STAIR OPENING Summary: 1.75 IN x 11.875 IN x 13.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:8.4% Controlling Factor: Moment of Inertia/Depth Required 11.56 In Deflections: Dead Load: DLD= 0.13 IN Live Load: LLD= 0.35 IN =U442 Total Load: TLD= 0.48 IN= U325 Reactions(Each End): Live Load: LL-Rxn= 1658 LB Dead Load: DL-Rxn= 595 LB Total Load: TL-Rxn= 2252 LB Bearing Length Required (Beam only,Support capacity not checked): BL= 1.72 IN Beam Data: Span: L= 13.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loadinq: Floor Live Load-Side One: LL1= 0.0 PSF Floor Dead Load-Side One: DL1= 0.0 PSF Tributary Width-Side One: TW1= 0.0 FT Floor Live Load-Side Two: LL2= 30.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 8.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 255 PLF Beam Self Weiqht: BSW= 6 PLF Beam Total Dead Load: wD= 91 PLF Total Maximum Load: wT= 346 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 7320 FT-LB 6.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 2252 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 33.74 IN3 S= 41.13 IN3 Area(Shear): Areq= 11.85 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 225.33 IN4 1= 244.21 IN4 Multi-Span Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 05-13-2005: 09:34:05 AM Project: BRANCA-Location: (19)8'BM.AT MSTR. BDRM. PRCH. FLR. Summary: 1.75 IN x 11.875 IN x 8.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:67.9% Controlling Factor:Area/Depth Required 8.47 In Center Span Deflections: Dead Load: DLD-Center- 0.06 IN Live Load: LLD-Center- 0.03 IN=U3144 Total Load: TLD-Center= 0.09 IN=U1056 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 275 LB Dead Load: DL-Rxn-A= 726 LB Total Load: TL-Rxn-A= 1001 LB Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A= 0.76 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 825 LB Dead Load: DL-Rxn-B= 1526 LB Total Load: TL-Rxn-B= 2351 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.79 IN Beam Data: Center Span Lenqth: L2= 8.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 0.0 PSF Floor Dead Load: FDL-2= 0.0 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= 6 PLF Wall Load: Wall-2= 75 PLF Total Live Load: wL-2= 0 PLF Total Dead Load: wD-2= 75 PLF Total Load: wT-2= 81 PLF Point Load Live Load: PL-2= 1100 LB Dead Load: PD-2= 1600 LB Location(From left end of span): X-2= 6.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 4539 FT-LB 6.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 2351 LB At riqht support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 20.92 IN3 S= 41.13 IN3 Area(Shear): Areq= 12.37 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 69.37 IN4 1= 244.21 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: 05-13-2005 : 09:33:14 AM Project: BRANCA-Location: (20)2.5'BM.AT GATHERING OPENING Summary: (3) 1.75 IN x 11.875 IN x 2.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 10.7% Controlling Factor:Area/Depth Required 10.72 In 'Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.00 IN=U27694 Total Load: TLD-Center- 0.00 IN=U15487 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5931 LB Dead Load: DL-Rxn-A= 4764 LB Total Load: TL-Rxn-A= 10696 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 2.72 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1531 LB Dead Load: DL-Rxn-B= 1484 LB Total Load: TL-Rxn-B= 3016 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.77 IN Beam Data: Center Span Length: L2= 2.5 FT Center Span Unbraced Lenqth-Top"of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 2.5 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= 545 PLF Dead Load: wD-2= 280 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 844 PLF Point Load 1 Live Load: PL1-2= 5800 LB Dead Load: PD1-2= 4800 LB Location(From left end of span): X1-2= 0.25 FT Point Load 2 Live Load: PL2-2= 300 LB Dead Load: PD2-2= 700 LB Location(From left end of span): X2-2= 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'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2648 FT-LB 0.25 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= 10696 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= 12.20 IN3 S= 123.39 IN3 Area(Shear): Areq= 56.29 IN2 A= 62.34 IN2 Moment of Inertia(Deflection): Ireq= 14.19 IN4 1= 732.62 IN4 Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:05-13-2005: 09:30:30 AM Proiect: BRANCA-Location: (21)6.5'BM. @ GATHERING CLG. Summary: 1.75 IN x 11.875 IN x 6.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:20.5% Controlling Factor:Area/Depth Required 9.86 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.07 IN= U1113 Total Load: TLD= 0.10 IN=U777 Reactions(Each End): Live Load: LL-Rxn= 2633 LB Dead Load: DL-Rxn= 1136 LB Total Load: TL-Rxn= 3769 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 2.87 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= 4.5 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 80.0 PSF Floor Dead Load-Side One: FDL1= 20.0 PSF Floor Tributary Width-Side One: FTW1= 4.5 FT Floor Live Load-Side Two: FLL2= 30.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 10.5 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 75 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 135 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 73 PLF Floor Uniform Live Load: wL-floor- 675 PLF Floor Uniform Dead Load: wD-floor= 195 PLF Beam Self Weight: BSW= 6 PLF Combined Uniform Live Load: wL= 810 PLF Combined Uniform Dead Load: wD= 268 PLF Combined Uniform Total Load: wT= 1160 PLF Controlling Total Design Load: wT-cont= 1160 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'= 2994 PSI Adjustment Factors: Cd=1.15 Cf=1.00 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 6124 FT-LB 3.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3769 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 24.54 IN3 S= 41.13 IN3 Area(Shear): Areq= 17.25 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 94.27 IN4 1= 244.21 IN4 (I. Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 5.07 Bv:Archi-Tech Assoc.Inc. ,Archi-Tech Assoc. Inc. on:05-13-2005: 09:33:16 AM Project: BRANCA-Location: (22)22'BM.AT PORCH OVERHANG Summary: A36 W 10x26 x 22.0 FT Section Adequate By: 12.6% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.30 IN Live Load: LLD-Center- 0.48 IN= U548 Total Load: TLD-Center= 0.78 IN =U338 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4656 LB Dead Load: DL-Rxn-A= 3166 LB Total Load: TL-Rxn-A= 7822 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= 4819 LB Dead Load: DL-Rxn-B= 3063 LB Total Load: TL-Rxn-B= 7882 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= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-2= 26 PLF Point Load 1 Live Load: PL1-2= 800 LB Dead Load: PD1-2= 1500 LB Location (From left end of span): X1-2= 3.0 FT Point Load 2 Live Load: PL2-2= 800 LB Dead Load: PD2-2= 1500 LB Location (From left end of span): X2-2= 16.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 485 PLF Left Dead Load: TRD-Left-1-2= 223 PLF Right Live Load: TRL-Riqht-1-2= 485 PLF Right Dead Load: TRD-Right-1-2= 223 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= 270 PLF Left Dead Load: TRD-Left-2-2= 50 PLF Right Live Load: TRL-Riqht-2-2= 270 PLF Right Dead Load: TRD-Right-2-2= 50 PLF Load Start: A-2-2= 3.0 FT Load End: B-2-2= 16.0 FT Load Length: C-2-2= 13.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 485 PLF Left Dead Load: TRD-Left-3-2= 223 PLF Right Live Load: TRL-Riqht-3-2= 485 PLF Right Dead Load: TRD-Right-3-2= 223 PLF Load Start: A-3-2= 16.0 FT Load End: B-3-2= 22.0 FT Load Length: C-3-2= 6.0 FT Properties for:W10x26/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.33 IN Web Thickness: tw= 0.26 IN Flange Width: bf= 5.77 IN Flange Thickness: tf= 0.44 IN Distance to Web Toe of Fillet: k= 0.88 IN Moment of Inertia About X-X Axis: Ix= 144.00 IN4 Section Modulus About X-X Axis: Sx= 27.90 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.54 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.56 Allowable Flange Buckling Ratio: AFBR= 10.83 4 f4 Page: 2 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:05-13-2005: 09:33:17 AM Project: BRANCA-Location: (22)22'BM.AT PORCH OVERHANG 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= 36085 FT-LB 12.54 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= 7882 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= 127.85 IN4 1= 144.00 IN4 Combination Roof and Floor Beam[AISC 9th Ed ASD I Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 05-13-2005 : 10:46:13 AM Project: BRANCA-Location: (23) 13.6 BM.AT REAR PORCH Summary: A36 W 10x26 x 13.5 FT Section Adequate By: 138.5% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.11 IN=U1453 Total Load: TLD= 0.18 IN= U890 Reactions(Each End): Live Load: LL-Rxn= 4205 LB Dead Load: DL-Rxn= 2659 LB Total Load: TL-Rxn= 6864 LB Bearing Length Required(Beam only,Support capacity not checked): BL= 0.88 IN Beam Data: Span: L= 13.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof 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= 2.6 FT Floor Loading: Floor Live Load-Side One: FLL1= 30.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 6.0 FT Floor Live Load-Side Two: FLL2= 20.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 8.5 FT Wall Load: WALL= 75 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 273 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 148 PLF Floor Uniform Live Load: wL-floor- 350 PLF Floor Uniform Dead Load: wD-floor- 145 PLF Beam Self Weight: BSW= 26 PLF Combined Uniform Live Load: wL= 623 PLF Combined Uniform Dead Load: wD= 293 PLF Combined Uniform Total Load: wT= 1017 PLF Controlling Total Design Load: wT-cont= 1017 PLF Properties for:W10x26/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.33 IN Web Thickness: tw= 0.26 IN Flange Width: bf= 5.77 IN Flange Thickness: tf= 0.44 IN 'Distance to Web Toe of Fillet: k= 0.88 IN Moment of Inertia About X-X Axis: Ix= 144.00 IN4 Section Modulus About X-X Axis: Sx= 27.90 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.54 IN Design Properties per AISC Steel Construction Manual Flange Buckling Ratio: FBR= 6.56 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 39.73 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66"Fy: Lc=. 6.09 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 36.35 Limiting Web Height to Thickness Ratio for Fv=.4`Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 23166 FT-LB Nominal Moment Strength: Mr= 55242 FT-LB Controlling Shear: V= 6864 LB Nominal Shear Strength: Vr= 38676 LB Moment of Inertia(Deflection): Ireq= 48.52 IN4 1= 144.00 IN4 Uniformly Loaded Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 05-13-2005:09:21:03 AM Proiect: BRANCA-Location: (24) 15'BM.AT STUDY CLG. Summary: 1.75 IN x 11.875 IN x 15.0 FT /1.9E Microllam-Trus Joist-MacMillan - Section Adequate By: 53.3% Controlling Factor: Moment of Inertia/Depth Required 10.3 In Deflections: Dead Load: DLD= 0.28 IN Live Load: LLD= 0.05 IN=U3704 Total Load: TLD= 0.33 IN =U552 Reactions(Each End): Live Load: LL-Rxn= 149 LB Dead Load: DL-Rxn= 848 LB Total Load: TL-Rxn= 997 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.76 IN Beam Data: Span: L= 15.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Floor Loadinq: Floor Live Load-Side One: LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 0.66 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= 100 PLF Beam Loadinq: Beam Total Live Load: wL= 20 PLF Beam Self Weiqht: BSW= 6 PLF Beam Total Dead Load: wD= 113 PLF Total Maximum Load: wT= 133 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 3738 FT-LB 7.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 997 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 17.23 IN3 S= 41.13 IN3 Area (Shear): Areq= 5.25 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 159.32 IN4 1= 244.21 IN4 Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:05-13-2005: 10:49:02 AM Project: BRANCA-Location: (25)4'HDR.AT STUDY Summary: (3) 1.5 IN x 9.25 IN x 4.0 FT /Select Structural-Spruce-Pine-Fir-Dry Use Section Adequate Bv:20.5% Controlling Factor:Area/Depth Required 7.68 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN =U6453 Total Load: TLD= 0.01 IN =U4003 Reactions(Each End): Live Load: LL-Rxn= 1150 LB Dead Load: DL-Rxn= 704 LB Total Load: TL-Rxn= 1854 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.97 IN Beam Data: Span: L= 4.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof 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= 1.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 30.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 6.0 FT Floor Live Load-Side Two: FLL2= 20.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 8.5 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 75 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 225 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 122 PLF Floor Uniform Live Load: wL-floor= 350 PLF Floor Uniform Dead Load: wD-floor= 145 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 575 PLF Combined Uniform Dead Load: wD= 267 PLF Combined Uniform Total Load: wT= 927 PLF Controlling Total Design Load: wT-cont= 927 PLF Properties For: Select Structural-Spruce-Pine-Fir Bending Stress: Fb= 1250 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticitv: E= 1500000 PSI Stress Perpendicular to Grain: Fc-perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1818 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= 1854 FT-LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1854 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 12.23 IN3 S= 64.17 IN3 Area(Shear): Areq= 34.55 IN2 A= 41.63 IN2 Moment of Inertia(Deflection): Ireq= 22.24 IN4 1= 296.79 IN4 0 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 05-13-2005 : 09:33:31 AM Proiect: BRANCA-Location: (26)T HDR.AT STUDY CLG. Summary: (3) 1.75 IN x 5.5 IN x 3.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 179.6% Controlling Factor:Area/Depth Required 2.73 In Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.01 IN = U4757 Total Load: TLD-Center= 0.01 IN= U2444 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 831 LB Dead Load: DL-Rxn-A= 1131 LB Total Load: TL-Rxn-A= 1962 LB Bearing Length Required(Beam only, Support capacity not checked):. BL-A= 0.50 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 837 LB Dead Load: DL-Rxn-B= 631 LB Total Load: TL-Rxn-B= 1467 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.37 IN Beam Data: Center Span Length: L2= 3.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 3.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 9 PLF Total Load: wT-2= 9 PLF Point Load 1 Live Load: PL1-2= 200 LB Dead Load: PD1-2= 900 LB Location (From left end of span): X1-2= 0.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 210 PLF Left Dead Load: TRD-Left-1-2= 80 PLF Right Live Load: TRL-Riqht-1-2= 210 PLF Right Dead Load: TRD-Right-1-2= 80 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= 545 PLF Left Dead Load: TRD-Left-2-2= 318 PLF Right Live Load: TRL-Riqht-2-2= 545 PLF Right Dead Load: TRD-Right-2-2= 318 PLF Load Start: A-2-2= 0.5 FT Load End: B-2-2= 3.0 FT Load Length: C-2-2= 2.5 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2891 PSI Adjustment Factors: Cd=1.00 Cf=1.11 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1235 FT-LB 1.32 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1962 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= 5.13 IN3 S= 26.47 IN3 Area(Shear): Areq= 10.33 IN2 A= 28.88 IN2 Moment of Inertia(Deflection): Ireq= 8.93 IN4 1= 72.79 IN4 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: 05-13-2005 :09:21:08 AM Protect: BRANCA-Location: (27)5.5'HDR.AT GUEST SUITE Summary: (2) 1.75 IN x 5.5 IN x 5.6 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:64.9% Controlling Factor: Moment of Inertia/Depth Required 4.66 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.10 IN=U667 Total Load: TLD= 0.14 IN =U495 Reactions(Each End): Live Load: LL-Rxn= 1176 LB Dead Load: DL-Rxn= 409 LB Total Load: TL-Rxn= 1585 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.60 IN Beam Data: Span: L= 5.6 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 7.5 FT Floor Live Load-Side Two: LL2= 30.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 6.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 420 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 146 PLF Total Maximum Load: wT= 566 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= 2219 FT-LB 2.8 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1585 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 9.21 IN3 S= 17.65 IN3 Area(Shear): Areq= 8.34 IN2 A= 19.25 IN2 Moment of Inertia(Deflection): Ireq= 29.42 IN4 1= 48.53 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:05-13-2005 : 09:21:13 AM Protect: BRANCA-Location: (28)3'HDR.AT GUEST SUITE Summary: (2) 1.5 IN x 7.25 IN x 3.0 FT /Select Structural-Spruce-Pine-Fir-Dry Use Section Adequate By: 19.7% Controlling Factor:Area/Depth Required 6.06 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN =U6722 Total Load: TLD= 0.01 IN = U4994 Reactions(Each End): Live Load: LL-Rxn= 630 LB Dead Load: DL-Rxn= 218 LB Total Load: TL-Rxn= 848 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.67 IN Beam Data: Span: L= 3.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 7.5 FT Floor Live Load-Side Two: LL2= 30.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 6.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 420 PLF Beam Self Weight: BSW= 5 PLF Beam Total Dead Load: wD= 145 PLF Total Maximum Load: wT= 565 PLF Properties For: Select Structural-Spruce-Pine-Fir Bending Stress: Fb= 1250 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: Fc perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1500 PSI Adjustment Factors: Cd=1.00 Cf=1.20 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 636 FT-LB 1.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 848 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 5.09 IN3 S= 26.28 IN3 Area(Shear): Areq= 18.17 IN2 A= 21.75 IN2 Moment of Inertia (Deflection): Ireq= 5.72 IN4 1= 95.27 IN4 1 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 05-13-2005 : 09:33:34 AM Project: BRANCA-Location: (29) 15'CLG. BM.AT GUEST SUITE Summary: (2) 1.75 IN x 11.875 IN x 15.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 58.3% Controlling Factor: Moment of Inertia/Depth Required 10.19 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.16 IN Live Load: LLD-Center= 0.22 IN =U831 Total Load: TLD-Center= 0.38 IN= U475 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1420 LB Dead Load: DL-Rxn-A= 1173 LB Total Load: TL-Rxn-A= 2593 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.99 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 780 LB Dead Load: DL-Rxn-B= 567 LB Total Load: TL-Rxn-B= 1347 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.51 IN Beam Data: Center Span Length: L2= 15.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 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= 13 PLF Total Load: wT-2= 66 PLF Point Load 1 Live Load: PL1-2= 1600 LB Dead Load: PD1-2= 1100 LB Location(From left end of span): X1-2= 4.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 50 PLF Right Live Load: TRL-Riqht-1-2= 0 PLF Right Dead Load: TRD-Right-1-2= 50 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 5.0 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'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 10495 FT-LB 4.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2593 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= 48.37 IN3 S= 82.26 IN3 Area(Shear): Areq= 13.65 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 308.55 IN4 1= 488.41 IN4 r Uniformly Loaded Floor Beam(99 BOCA National Buildinq Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 05-13-2005 : 09:21:21 AM Project: BRANCA-Location: (30) 13.5' BM.AT FRONT PORCH CLG. Summary: 1.75 IN x 11.875 IN x 13.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:205.7% Controlling Factor: Moment of Inertia/Depth Required 8.18 In Deflections: Dead Load: DLD= 0.11 IN Live Load: LLD= 0.06 IN=U2521 Total Load: TLD= 0.18 IN= U917 Reactions(Each End): Live Load: LL-Rxn= 269 LB Dead Load: DL-Rxn= 471 LB Total Load: TL-Rxn= 740 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.56 IN Beam Data: Span: L= 13.5 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loadinq: Floor Live Load-Side One: LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 1.33 FT Floor Live Load-Side Two: LL2= 0.0 PSF Floor Dead Load-Side Two: DL2= 0.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 50 PLF Beam Loadinq: Beam Total Live Load: wL= 40 PLF Beam Self Weiqht: BSW= 6 PLF Beam Total Dead Load: wD= 70 PLF Total Maximum Load: wT= 110 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 2499 FT-LB 6.75 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 740 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 11.52 IN3 S= 41.13 IN3 Area(Shear): Areq= 3.90 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 79.89 IN4 1= 244.21 IN4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:05-13-2005 : 09:33:37 AM Proiect: BRANCA-Location: (31) 7.5' BM.AT FOYER C.O. Summary: (2) 1.75 IN x 11.875 IN x 7.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv:20.6% Controllinq 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= 0.06 IN=U1458 Total Load: TLD-Center= 0.10 IN =U881 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2215 LB Dead Load: DL-Rxn-A= 1308 LB Total Load: TL-Rxn-A= 3523 LB Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A= 1.34 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 3935 LB Dead Load: DL-Rxn-B= 2615 LB Total Load: TL-Rxn-B= 6550 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 2.50 IN Beam Data: Center Span Lenqth: L2= 7.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.5 FT Live Load 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= 420 PLF Dead Load: wD-2= 190 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 623 PLF Point Load 1 Live Load: PL1-2= 300 LB Dead Load: PD1-2= 500 LB Location (From left end of span): X1-2= 5.0 FT Point Load 2 Live Load: PL2-2= 2700 LB Dead Load: PD2-2= 1900 LB Location(From left end of span): X2-2= 6.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 9817 FT-LB 5.025 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 6550 LB At riqht support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 45.24 IN3 S= 82.26 IN3 Area(Shear): Areq= 34.47 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 166.35 IN4 1= 488.41 IN4 Uniformly Loaded Floor Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:05-13-2005 : 09:21:30 AM Proiect: BRANCA-Location: (32)T HDR.AT BASEMENT ENTRY Summary: (2) 1.5 IN x 5.5 IN x 3.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:49.2% Controlling Factor:Area/Depth Required 3.69 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN=U4511 Total Load: TLD= 0.01 IN=U3344 Reactions(Each End): Live Load: LL-Rxn= 383 LB Dead Load: DL-Rxn= 134 LB Total Load: TL-Rxn= 516 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.40 IN Beam Data: Span: L= 3.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 8.5 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= 255 PLF Beam Self Weight: BSW= 4 PLF Beam Total Dead Load: wD= 89 PLF Total Maximum Load: wT= 344 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 Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 387 FT-LB 1.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 516 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 4.08 IN3 S= 15.13 IN3 Area(Shear): Areq= 11.06 IN2 A= 16.50 IN2 Moment of Inertia(Deflection): Ireq= 3.73 IN4 1= 41.59 IN4 i Multi-Span Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 05-13-2005:09:34:08 AM Protect: BRANCA-Location: (33) 12' BM.AT FRONT PORCH ENTRY Summary: 1.75 IN x 11.875 IN x 12.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:59.5% Controlling Factor: Section Modulus/Depth Required 10.13 In Center Span Deflections: Dead Load: DLD-Center= 0.18 IN Live Load: LLD-Center= 0.12 IN =U1220 Total Load: TLD-Center= 0.30 IN=U483 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 663 LB Dead Load: DL-Rxn-A= 990 LB Total Load: TL-Rxn-A= 1653 LB Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A= 1.26 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 657 LB Dead Load: DL-Rxn-B= 978 LB Total Load: TL-Rxn-6= 1635 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.25 IN Beam Data: Center Span Lenqth: L2= 12.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 3.25 FT Floor Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 6 PLF Wall Load: Wall-2= 100 PLF Total Live Load: wL-2= 98 PLF Total Dead Load: wD-2= 133 PLF Total Load: wT-2= 236 PLF Point Load Live Load: PL-2= 150 LB Dead Load: PD-2= 300 LB Location(From left end of span): X-2= 5.75 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fcl_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 5596 FT-LB 5.76 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 1653 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= 25.79 IN3 S= 41.13 IN3 Area(Shear): Areq= 8.70 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 151.58 IN4 1= 244.21 IN4 Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver:5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:05-13-2005 : 10:51:20 AM Project: BRANCA-Location: (34)6.5'BM.AT FRONT PORCH ENTRY Summary: 1.75 IN x 11.875 IN x 6.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:85.3% Controlling Factor:Area/Depth Required 7.49 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.03 IN =U2436 Total Load: TLD= 0.07 IN= U1195 Reactions(Each End): Live Load: LL-Rxn= 1202 LB Dead Load: DL-Rxn= 1248 LB Total Load: TL-Rxn= 2450 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.87 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= 11.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 1.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 30.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 0.33 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 5.5 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 75 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 360 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 244 PLF Floor Uniform Live Load: wL-floor- 10 PLF Floor Uniform Dead Load: wD-floor- 58 PLF Beam Self Weight: BSW= 6 PLF Combined Uniform Live Load: wL= 370 PLF Combined Uniform Dead Load: wD= 302 PLF Combined Uniform Total Load: wT= 754 PLF Controlling Total Design Load: wT-cont= 754 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'= 2994 PSI Adjustment Factors: Cd=1.15 Cf=1.00 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 3981 FT-LB 3.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2450 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 15.96 IN3 S= 41.13 IN3 Area(Shear): Areq= 11.21 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 61.28 IN4 1= 244.21 IN4 Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:05-13-2005: 09:30:50 AM Protect: BRANCA-Location: (35) 12' BM.AT REAR PORCH Summary: 1.75 IN x 11.875 IN x 12.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:334.2% Controlling Factor: Moment of Inertia/Depth Required 7.28 In Deflections: Dead Load:, DLD= 0.09 IN Live Load: LLD= 0.02 IN=U7234 Total Load: TLD= 0.11 IN=U1303 Reactions(Each End): Live Load: LL-Rxn= 119 LB Dead Load: DL-Rxn= 541 LB Total Load: TL-Rxn= 660 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.50 IN Beam Data: Span: L= 12.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 0.33 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 Loadinq: Floor Live Load-Side One: FLL1= 30.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 0.33 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 75 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 10 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 5 PLF Floor Uniform Live Load: wL-floor= 10 PLF Floor Uniform Dead Load: wD-floor- 3 PLF Beam Self Weight: BSW= 6 PLF Combined Uniform Live Load: wL= 20 PLF Combined Uniform Dead Load: wD= 9 PLF Combined Uniform Total Load: wT= 110 PLF Controllinq Total Desiqn Load: wT-cont= 110 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc-perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2343 PSI Adjustment Factors: Cd=0.90 Cf=1.00 Fv': Fv'= 257 PSI Adjustment Factors: Cd=0.90 Design Requirements: Controllinq Moment: M= 1623 FT-LB 6.0 ft from left support Critical moment created by dead loads only on all span(s). Controllinq Shear: V= 541 LB At support. Critical shear created by dead loads only on all span(s). Comparisons With Required Sections: Section Modulus(Moment): Sreq= 8.31 IN3 S= 41.13 IN3 Area(Shear): Areq= 3.16 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 56.24 IN4 1= 244.21 IN4 Combination Roof and Floor Beam(99 BOCA National Buildinq Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 05-13-2005 :09:30:53 AM Proiect: BRANCA-Location: (36)6.5'BM.AT SIDE ENTRY Summary: (3) 1.5 IN x 9.25 IN x 6.5 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 14.9% Controllinq Factor:Area/Depth Required 8.05 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 =U2242 Total Load: TLD= 0.06 IN=U1349 Reactions(Each End): Live Load: LL-Rxn= 1170 LB Dead Load: DL-Rxn= 774 LB Total Load: TL-Rxn= 1944 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.02 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 Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 8.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 1.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 20.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 4.5 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor- 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 270 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 183 PLF Floor Uniform Live Load: wL-floor= 90 PLF Floor Uniform Dead Load: wD-floor= 45 PLF Beam Self Weiqht: BSW= 10 PLF Combined Uniform Live Load: wL= 360 PLF Combined Uniform Dead Load: wD= 228 PLF Combined Uniform Total Load: wT= 598 PLF Controllinq Total Design Load: wT-cont= 598 PLF Properties For:#2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1273 PSI Adjustment Factors: Cd=1.15 Cf=1.10 Cr=1.15 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 3160 FT-LB 3.25 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1944 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 29.79 IN3 S=. 64.17 IN3 Area(Shear): Areq= 36.23 IN2 A= 41.63 IN2 Moment of Inertia(Deflection): Ireq= 66.00 IN4 1= 296.79 IN4 Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:05-13-2005 : 09:21:33 AM Project: BRANCA-Location: (37) 10.5'GIRT AT GST. BATH./STUDY-OPT 2 Summary: (3) 1.75 IN x 11.875 IN x 10.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 34.3% Controlling Factor: Section Modulus/Depth Required 10.43 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.08 IN Live Load: LLD= 0.20 IN= U632 Total Load: TLD= 0.28 IN = U443 Reactions(Each End): Live Load: LL-Rxn= 5329 LB Dead Load: DL-Rxn= 2268 LB Total Load: TL-Rxn= 7597 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.93 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= 70.0 PSF Floor Dead Load-Side One: DL1= 25.0 PSF Tributary Width-Side One: TW1= 8.0 FT Floor Live Load-Side Two: LL2= 70.0 PSF Floor Dead Load-Side Two: DL2= 25.0 PSF Tributary Width-Side Two: TW2= 6.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load:. WALL= 50 PLF Beam Loading: Beam Total Live Load: wL= 1015 PLF Beam Self Weight: BSW= 19 PLF Beam Total Dead Load: wD= 432 PLF Total Maximum Load: wT= 1447 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= 19941 FT-LB 5.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 7597 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 91.91 IN3 S= 123.39 IN3 Area(Shear): Areq= 39.98 IN2 A= 62.34 IN2 Moment of Inertia(Deflection): Ireq= 495.83 IN4 1= 732.62 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:05-13-2005 : 09:33:42 AM Project: BRANCA-Location: (38) 7.5'GIRT AT GST. BATH./STUDY OPT. 1 Summary: (3) 1.75 IN x 11.875 IN x 7.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv:21.5% Controlling Factor:Area/Depth Required 9.78 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.05 IN Live Load: LLD-Center= 0.04 IN= U2185 Total Load: TLD-Center= 0.09 IN =U987 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3626 LB Dead Load: DL-Rxn-A= 6127 LB Total Load: TL-Rxn-A= 9753 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 2.48 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3709 LB Dead Load: DL-Rxn-B= 4702 LB Total Load: TL-Rxn-B= 8411 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 2.14 IN Beam Data: Center Span Length: L2= 7.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform.Load: Live Load: wL-2= 560 PLF Dead Load: wD-2= 260 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 839 PLF Point Load 1 Live Load: PL1-2= 1200 LB Dead Load: PD1-2= 4200 LB Location (From left end of span): X1-2= 0.25 FT Point Load 2 Live Load: PL2-2= 1200 LB Dead Load: PD2-2= 4200 LB Location(From left end of span): X2-2= 5.75 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 420 PLF Left Dead Load: TRD-Left-1-2= 190 PLF Right Live Load: TRL-Riqht-1-2= 420 PLF Right Dead Load: TRD-Right-1-2= 190 PLF Load Start: A-1-2= 5.75 FT Load End: B-1-2= 7.5 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 Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc-perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 12634 FT-LB 5.175 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 9753 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= 58.23 IN3 S= 123.39 IN3 Area(Shear): Areq= 51.33 IN2 A= 62.34 IN2 Moment of Inertia(Deflection): Ireq= 222.75 IN4 1= 732.62 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:05-13-2005 :09:33:48 AM Project: BRANCA-Location: (39)7'GIRT AT GATHERING OPT. 1 Summary: (2) 1.75 IN x 11.875 IN x 7.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv:60.4% Controlling Factor:Area/Depth Required 7.9 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.05 IN=U1621 Total Load: TLD-Center= 0.07 IN =U1133 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3464 LB Dead Load: DL-Rxn-A= 1458 LB Total Load: TL-Rxn-A= 4922 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.88 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2734 LB Dead Load: DL-Rxn-B= 1217 LB Total Load: TL-Rxn-B= 3951 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.51 IN Beam Data: Center Span Length: L2= 7.0 FT Center Span Unbraced Lenqth-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 13 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 525 PLF Left Dead Load: TRD-Left-1-2= 175 PLF Right Live Load: TRL-Riqht-1-2= 525 PLF Right Dead Load: TRD-Right-1-2= 175 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 3.5 FT Load Length: C-1-2= 3.5 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 560 PLF Left Dead Load: TRD-Left-2-2= 260 PLF Right Live Load: TRL-Riqht-2-2= 560 PLF Right Dead Load: TRD-Right-2-2= 260 PLF Load Start: A-2-2= 0.0 FT Load End: B-2-2= 3.0 FT Load Length: C-2-2= 3.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 670 PLF Left Dead Load: TRD-Left-3-2= 298 PLF Right Live Load: TRL-Riqht-3-2= 670 PLF Right Dead Load: TRD-Right-3-2= 298 PLF Load Start: A-3-2= 3.0 FT Load End: B-3-2= 7.0 FT Load Length: C-3-2= 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'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 7898 FT-LB 3.22 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 4922 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= 36.40 IN3 S= 82.26 IN3 Page:2 Multi-Loaded Beamf 99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:05-13-2005:09:33:48 AM Project: BRANCA-Location: (39)T GIRT AT GATHERING OPT. 1 Area(Shear): Areq= 25.91 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 129.37 IN4 1= . 488.41 IN4 Uniformly Loaded Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:05-13-2005: 11:09:24 AM Project: BRANCA- Location: (40)4'GIRT AT GST BED/GATHERING OPT 2 Summary: (2)'1.75 IN x 11.875 IN x 4.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 119.5% Controllinq Factor:Area/Depth Required 5.41 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN =U6225 Total Load: TLD= 0.01 IN=U4299 Reactions(Each End): Live Load: LL-Rxn= 2485 LB Dead Load: DL-Rxn= 1113 LB Total Load: TL-Rxn= 3598 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.37 IN Beam Data: Span: L= 4.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loadinq: Floor Live Load-Side One: LL1= 70.0 PSF Floor Dead Load-Side One: DL1= 25.0 PSF Tributary Width-Side One: TW1= 10.25 FT Floor Live Load-Side Two: LL2= 70.0 PSF Floor Dead Load-Side Two: DL2= 25.0 PSF Tributary Width-Side Two: TW2= 7.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 100 PLF Beam Loadinq: Beam Total Live Load: wL= 1243 PLF Beam Self Weiqht: BSW= 13 PLF Beam Total Dead Load: wD= 557 PLF Total Maximum Load: wT= 1799 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc,_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 3598 FT-LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 3598 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 16.58 IN3 S= 82.26 IN3 Area(Shear): Areq= 18.94 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 34.09 IN4 1= 488.41 IN4 Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc..lnc. ,Archi-Tech Assoc. Inc. on: 05-13-2005 :09:21:48 AM Protect: BRANCA-Location: (41)4.5'GIRT AT FOYER ENTRY OPT. 1 Summary: (2) 1.75 IN x 11.875 IN x 4.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 151.5% Controlling Factor:Area/Depth Required 5.28 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN =U5748 Total Load: TLD= 0.01 IN= U3893 Reactions(Each End): Live Load: LL-Rxn= 2126 LB Dead Load: DL-Rxn= 1014 LB Total Load: TL-Rxn= 3140 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.20 IN Beam Data: Span: L= 4.5 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 70.0 PSF Floor Dead Load-Side One: DL1= 25.0 PSF Tributary Width-Side One: TW1= 10.25 FT Floor Live Load-Side Two: LL2= 70.0 PSF Floor Dead Load-Side Two: DL2= 25.0 PSF Tributary Width-Side Two: TW2= 3.25 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 100 PLF Beam Loading: Beam Total Live Load: wL= 945 PLF Beam Self Weight: BSW= 13 PLF Beam Total Dead Load: wD= 450 PLF Total Maximum Load: wT= 1395 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= 3532 FT-LB 2.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3140 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 16.28 IN3 S= 82.26 IN3 Area(Shear): Areq= 16.53 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 37.64 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: 05-13-2005 : 09:21:57 AM Project: BRANCA-Location: (42)8'GIRT AT FOYER ENTRY OPT. 1 Summary: (2) 1.75 IN x 11.875 IN x 8.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 130.8% Controlling Factor:Area/Depth Required 7.63 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.05 IN= U1790 Total Load: TLD= 0.08 IN =U1130 Reactions(Each End): Live Load: LL-Rxn= 2160 LB Dead Load: DL-Rxn= 1262 LB Total Load: TL-Rxn= 3422 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.30 IN Beam Data: Span: L= 8.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 10.25 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 3.25 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 100 PLF Beam Loading: Beam Total Live Load: wL= 540 PLF Beam Self Weight: BSW= 13 PLF Beam Total Dead Load: wD= 315 PLF Total Maximum Load: wT= 855 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= 6844 FT-LB 4.0 f:from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3422 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 31.54 IN3 S= 82.26 IN3 Area(Shear): Areq= 18.01 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 129.65 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:05-13-2005 :09:22:05 AM Proiect: BRANCA-Location: (43)4.5'GIRT AT FOYER ENTRY OPT. 1 Summary: (2) 1.75 IN x 11.875 IN x 4.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:238.5% Controlling Factor:Area/Depth Required 4.58 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN = U7571 Total Load: TLD= 0.01 IN =U5240 Reactions(Each End): Live Load: LL-Rxn= 1614 LB Dead Load: DL-Rxn= 718 LB Total Load: TL-Rxn= 2333 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.89 IN Beam Data: Span: L= 4.5 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 70.0 PSF Floor Dead Load-Side One: DL1= 25.0 PSF Tributary Width-Side One: TW1= 10.25 FT Floor Live Load-Side Two: LL2= 0.0 PSF Floor Dead Load-Side Two: DL2= 0.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 50 PLF Beam Loading: Beam Total Live Load: wL= 718 PLF Beam Self Weight: BSW= 13 PLF Beam Total Dead Load: wD= 319 PLF Total Maximum Load: wT= 1037 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 Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2624 FT-LB 2.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2333 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 12.09 IN3 S= 82.26 IN3 Area(Shear): Areq= 12.28 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 27.96 IN4 1= 488.41 IN4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 05-13-2005 :09:33:51 AM Proiect: BRANCA-Location: (44)7.5'GIRT AT KITCHEN Summary: (2) 1.75 IN x 11.875 IN x 7.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv:49.2% Controllinq Factor:Area/Depth Required 7.96 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.06 IN = U1488 Total Load: TLD-Center= 0.08 IN=U1080 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3843 LB Dead Load: DL-Rxn-A= 1450 LB Total Load: TL-Rxn-A= 5293 LB Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A= 2.02 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 2670 LB Dead Load: DL-Rxn-B= 1010 LB Total Load: TL-Rxn-B= 3680 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.40 IN Beam Data: Center Span Lenqth: L2= 7.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.5 FT Live Load 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= 655 PLF Dead Load: wD-2= 235 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 903 PLF Point Load 1 Live Load: PL1-2= 1600 LB Dead Load: PD1-2= 600 LB Location (From left end of span): X1-2= 1.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 7497 FT-LB 3.45 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 5293 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= 34.55 IN3 S= 82.26 IN3 Area(Shear): Areq= 27.86 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 135.73 IN4 1= 488.41 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: 05-13-2005 : 09:33:54 AM Project: BRANCA-Location: (45)7.5'GIRT AT KITCHEN Summary: - (2) 1.75 IN x 11.875 IN x 7.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:34.9% Controlling Factor:Area/Depth Required 8.8 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.06 IN=U1461 Total Load: TLD-Center= 0.08 IN= U1061 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2863 LB Dead Load: DL-Rxn-A= 1082 LB Total Load: TL-Rxn-A= 3945 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.50 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4250 LB Dead Load: DL-Rxn-B= 1602 LB Total Load: TL-Rxn-B= 5852 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 2.23 IN Beam Data: Center Span Length: L2= 7.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 735 PLF Dead Load: wD-2= 265 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 1013 PLF Point Load 1 Live Load: PL1-2= 1600 LB Dead Load: PD1-2= 600 LB Location(From left end of span): X1-2= 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: 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= 7683 FT-LB 3.9 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 5852 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= 35.41 IN3 S= 82.26 IN3 Area(Shear): Areq= 30.80 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 138.16 IN4 1= 488.41 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: 05-13-2005:09:33:56 AM Proiect: BRANCA- Location: (46)5.5'GIRT AT KITCHEN Summary: (2) 1.75 IN x 11.875 IN x 5.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv:98.7% Controlling Factor:Area/Depth Required 6.64 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.02 IN= U2898 Total Load: TLD-Center= 0.03 IN=U2023 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2721 LB Dead Load: DL-Rxn-A= 1172 LB Total Load: TL-Rxn-A= 3893 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.48 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2770 LB Dead Load: DL-Rxn-B= 1204 LB Total Load: TL-Rxn-B= 3974 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.51 IN Beam Data: Center Span Length: L2= 5.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 5.5 FT Live Load 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= 176 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 659 PLF Point Load 1 Live Load: PL1-2= 1100 LB Dead Load: PD1-2= 500 LB Location(From left end of span): X1-2= 1.0 FT Point Load 2 Live Load: PL2-2= 1100 LB Dead Load: PD2-2= 500 LB Location (From left end of span): X2-2= 3.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 353 PLF Left Dead Load: TRD-Left-1-2= 168 PLF Right Live Load: TRL-Right-1-2= 353 PLF Right Dead Load: TRD-Right-1-2= 168 PLF Load Start: A-1-2= 3.5 FT Load End: B-1-2= 5.5 FT Load Length: C-1-2= 2.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc-Perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 5588 FT-LB 3.465 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= 3974 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= 25.75 IN3 S= 82.26 IN3 Area(Shear): Areq= 20.92 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 72.44 IN4 1= 488.41 IN4 Uniformly Loaded Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:05-13-2005:09:22:12 AM Proiect: BRANCA-Location: (47)7'GIRT AT KITCHEN Summary: (2) 1.75 IN x 11.875 IN x 7.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:99.8% Controllinq Factor:Area/Depth Required 7.39 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= 0.05 IN=U1755 Total Load: TLD= 0.07 IN=U1278 Reactions(Each End): Live Load: LL-Rxn= 2879 LB Dead Load: DL-Rxn= 1074 LB Total Load: TL-Rxn= 3952 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.51 IN Beam Data: Span: L= 7.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 70.0 PSF Floor Dead Load-Side One: DL1= 25.0 PSF Tributary Width-Side One: TW1= 8.5 FT Floor Live Load-Side Two: LL2= 70.0 PSF Floor Dead Load-Side Two: DL2= 25.0 PSF Tributary Width-Side Two: TW2= 3.25 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 823 PLF Beam Self Weiqht: BSW= 13 PLF Beam Total Dead Load: wD= 307 PLF Total Maximum Load: wT= 1129 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 6917 FT-LB 3.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 3952 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 31.88 IN3 S= 82.26 IN3 Area(Shear): Areq= 20.80 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 114.65 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:05-13-2005:09:22:16 AM Proiect: BRANCA-Location: (48)6.5 HDR.AT REAR PORCH Summary: (3) 1.75 IN x 7.25 IN x 6.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 119.8% Controlling Factor: Section Modulus/Depth Required 5.55 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= 0.08 IN= U932 Total Load: TLD= 0.12 IN=U669 Reactions(Each End): Live Load: LL-Rxn= 2145 LB Dead Load: DL-Rxn= 843 LB Total Load: TL-Rxn= 2988 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.76 IN Beam Data: Span: L= 6.5 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= 60.0 PSF Floor Dead Load-Side One: DU= 10.0 PSF Tributary Width-Side One: TW1= 4.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 10.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 50 PLF Beam Loading: Beam Total Live Load: wL= 660 PLF Beam Self Weight: BSW= 12 PLF Beam Total Dead Load: wD= 259 PLF Total Maximum Load: wT= 919 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: Fcl_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2785 PSI Adjustment Factors: Cd=1.00 Cf=1.07 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 4856 FT-LB 3.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= .2988 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 20.93 IN3 S= 45.99 IN3 Area(Shear): Areq= 15.73 IN2 A= 38.06 IN2 Moment of Inertia(Deflection): Ireq= 74.74 IN4 1= 166.72 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: 05-13-2005:09:34:00 AM Protect: BRANCA-Location: (49)6'GIRT AT LAUNDRY ROOM Summary: (2) 1.75 IN x 11.875 IN x 6.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 103.9% Controlling Factor:Area/Depth Required 6.13 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.02 IN =U3179 Total Load: TLD-Center= 0.03 IN=U2183 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2648 LB Dead Load: DL-Rxn-A= 1225 LB Total Load: TL-Rxn-A= 3873 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.48 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2648 LB Dead Load: DL-Rxn-B= 1225 LB Total Load: TL-Rxn-B= 3873 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.48 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 300 Center Span Loading: Uniform Load: Live Load: wL-2= 430 PLF Dead Load: wD-2= 161 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 604 PLF Point Load 1 Live Load: PL1-2= 900 LB Dead Load: PD1-2= 500 LB Location (From left end of span): X1-2= 1.0 FT Point Load 2 Live Load: PL2-2= 900 LB Dead Load: PD2-2= 500 LB Location(From left end of span): X2-2= 5.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 458 PLF Left Dead Load: TRD-Left-1-2= 203 PLF Right Live Load: TRL-Riqht-1-2= 458 PLF Right Dead Load: TRD-Right-1-2= 203 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= 458 PLF Left Dead Load: TRD-Left-2-2= 203 PLF Right Live Load: TRL-Right-2-2= 458 PLF Right Dead Load: TRD-Right-2-2= 203 PLF Load Start: A-2-2= 5.0 FT Load End: B-2-2= 6.0 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= 4448 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= 3873 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= 20.50 IN3 S= 82.26 IN3 Page:2 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:05-13-2005 : 09:34:00 AM Project: BRANCA-Location: (49)6'GIRT AT LAUNDRY ROOM Area(Shear): Areq= 20.38 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 67.13 IN4 1= 488.41 IN4 r. Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 05-13-2005 : 09:34:02 AM Protect: BRANCA-Location: (50)6'GIRT AT LAUNDRY ROOM Summary: (2) 1.75 IN x 11.875 IN x 6.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 108.1% Controlling Factor:Area/Depth Required 6.71 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.03 IN =U2581 Total Load: TLD-Center= 0.04 IN =U1812 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2664 LB Dead Load: DL-Rxn-A= 1131 LB Total Load: TL-Rxn-A= 3795 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.45 IN i Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2664 LB Dead Load: DL-Rxn-B= 1131 LB Total Load: TL-Rxn-B= 3795 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.45 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= 888 PLF Dead Load: wD-2= 364 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 1265 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 Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 5692 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= 3795 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= 26.24 IN3 S= 82.26 IN3 Area(Shear): Areq= 19.97 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 80.88 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:05-13-2005 :09:22:20 AM Protect: BRANCA-Location: (51) 15'BM.AT PORCH ARCHWAY Summary: (4) 1.5 IN x 11.25 IN x 15.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:27.3% Controlling Factor: Section Modulus/Depth Required 10.14 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= 0.27 IN =U656 Total Load: TLD= 0.34 IN =U531 Reactions(Each End): Live Load: LL-Rxn= 1800 LB Dead Load: DL-Rxn= 423 LB Total Load: TL-Rxn= 2223 LB Bearing Length Required(Beam only,Support capacity not checked): BL= 0.87 IN Beam Data: Span: L= 15.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect.Criteria: U 480 Total Load Deflect. Criteria: U 360 Floor Loading: Floor Live Load-Side One: LL1= 60.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 4.0 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= 240 PLF Beam Self Weight: BSW= 16 PLF Beam Total Dead Load: wD= 56 PLF Total Maximum Load: wT= 296 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'= 1006 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Cr=1.15 Fv': Fv'= 70 PSI Adiustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 8336 FT-LB 7.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2223 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 99.42 IN3 S= 126.56 IN3 Area(Shear): Areq= 47.64 IN2 A= 67.50 IN2 Moment of Inertia(Deflection): Ireq= 520.63 IN4 1= 711.91 IN4 ,o> 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:05-13-2005: 09:22:22 AM Protect: BRANCA-Location: (52) 11' BM.AT PORCH ARCHWAY Summary: (4) 1.5 IN x 11.25 IN x 11.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 31.2% Controlling Factor:Area/Depth Required 8.87 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= 0.12 IN=U1110 Total Load: TLD= 0.14 IN=U915 Reactions(Each End): Live Load: LL-Rxn= 1980 LB Dead Load: DL-Rxn= 420 LB Total Load: TL-Rxn= 2400 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.94 IN Beam Data: Span: L= 11.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Floor Loading: Floor Live Load-Side One: LL1= 60.0 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= 360 PLF Beam Self Weight: BSW= 16 PLF Beam Total Dead Load: wD= 76 PLF Total Maximum Load: wT= 436 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'= 1006 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Cr=1.15 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 6601 FT-LB 5.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2400 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 78.72 IN3 S= 126.56 IN3 Area(Shear): Areq= 51.43 IN2 A= 67.50 IN2 Moment of Inertia(Deflection): Ireq= 307.98 IN4 1= 711.91 IN4 r 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:05-13-2005 : 10:55:39 AM Proiect: BRANCA-Location: (53)2.75 HEADER AT GABLE WINDOW Summary: (3) 1.75 IN x 5.5 IN x 2.75 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:53.1% Controlling Factor:Area/Depth Required 3.59 In Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.01 1N= U4608 Total Load: TLD-Center= 0.01 IN= U2521 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2010 LB Dead Load:. DL-Rxn-A= 1574 LB Total Load: TL-Rxn-A= 3583 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= 468 LB Dead Load: DL-Rxn-B= 447 LB Total Load: TL-Rxn-B= 914 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.23 IN Beam Data: Center Span Length: L2= 2.75 FT Center Span Unbraced Lenqth-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= 0.0 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 9 PLF Wall Load: Wall-2= 75 PLF Total Live Load: wL-2= 20 PLF Total Dead Load: wD-2= 82 PLF Total Load: wT-2= 110 PLF Point Load Live Load: PL-2= 2423 LB Dead Load: PD-2= 1771 LB Location(From left end of span): X-2= 0.5 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI 1 Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2891 PSI Adjustment Factors: Cd=1.00 Cf=1.11 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1763 FT-LB 0.522 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= 3583 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= 7.32 IN3 S= 26.47 IN3 Area(Shear): Areq= 18.86 IN2 A= 28.88 IN2 Moment of Inertia(Deflection): Ireq= 8.66 IN4 j 1= 72.79 IN4 p" I,, Abl:a J.F!P1A, Trustee of FEn FA,kIL'! :I C U -_1 iL:ji 10!- of Trust dated Leceri:.(..: il, i's71*., , _:I :,arns a' 1.. Lce " in hook 2445, Fa ' 0,',. Ez;rts:ai.ir �:...:. : . I iur the fuL'rmi+idcratiou of Seventy 7% T'.uusa..c e n ....., ,caue. Dolla a paid grant to (THOFAS 4.BRAECA and GERALDIhE S.F.tATCA/ Iw:G. .� �w of 426 Boxford Road, Bradford, 'Massachusetts eith quitclaim rsurnindsihe land in =Barnstable ICotuit), Barnstable County, Nassachusctts, bounded and described as follows: Northerly by Tracey Road, 74.93 feet; Southeasterly by Lot 12 and Poponesset Bay, about 385 feet: Southvi:sterly by said Bay; and Northwesterly by said Bay and Lot 14, about 346 feet. All of'said boundaries are determined by the Court to be f located as shown on subdivision plan 11260-D dated March 1972, drawn by Whitney 6 Bassett, Surveyors, and filed in the Land Registration Office at Boston, a copy of which is filed in Barnstable County Registry of Deeds in Land Registration Book 463, page 115 with Certificate of Title No.57,755 and said land is shown thereon as Lot 13. No fee in any road on said plan is conveyed. Said lot is conveyed subject to restrictions set forth in Document No.171,356, which expire.on December 31,2030. Together with a right of way for all purposes over the ways shown on said plan to Clamshell Cove Road, a public way. There is conveyed as appurtenant to said land the benefit of the right set forth in Document No.140,706, so far as the same is in force and applicable. Said premises are conveyed subject to an easement to New England Telephone 6 Telegraph Company et al, dated June 2, 1976, registered as Document No.208,101, and a grant set forth in Document No.226,676, so far as the same are in force and applicable For title see Land Court Certificate of Title No.73,587, Registry District of Barnstable County. ' yr lisroukrl ss n wal,rl i,i-trinnent thi. ��! - day u( - �Ile�,.otammtwe�lthOf tY fts i Barnstable �• � ! ! ejL Iv _ Then personally appear ed the above name d Danie l J.Fern Tru stee and acknowledged the foregoing instrument to be his r c art and deed before me Noraq Prtlir , 'a OMW9)NWEAUI4 Of mASS OWSETISS bly com�;iission expires �I t r7N OUITY IN L •l�� 1 LL . Cis ..ram z - - Nam. a ZClW ui im WO� 4 - _Q LU V m st OI O E c•D. gurl"17.9 �� S Ss •i't o Georg* G' Co. 1�.78 D s so° f p 11260 202.98 z���.al90'�am ' o t° a3.00 .. � �• 3k . 0' 60 N •ie'So re•,�. �a� .o% a b' m o^ s oo `�' �r�• •ram 6�. h� � c ,o � . N ; s;' �°,, n 20 N� cbe ti N Q r-'r /°✓5.00 1 tom— �p. h .,N69°2a,o0°w + �� .rn b ►� 1} h N69 28'09`w a, " b � .�0�r 4%� .dry• h^✓�%-'': / 2.06' G. m .c: /8 1941 e0 0 $ . ., ►, 1. 4 lb fj N�9'2e'oo"w 22042 .4 o.� I lk s69.26'oo'E :cr. % ///.25 r• � ce. .o I �u 17 o �N7j• 24'06'W SO M. � � j �. tz 16 00 0 � ^fie �,%� •,000 ��.' 74.98S. ' $ + 0 g. --may�''•.,. / H 4� 0 ti . 3 ,`... 'g �t •gip `• sf %3 ai My rn f I o e /6 f U D. eq �n- ! t 3e'' . .Ul � moo► , m �/V ��`S. �1�/ .Reerf.i22! N —� Separate ce�tiffcate�s of tit/e mey be issued for land Shown herew esle s--A.Mcv•gP---------- - Copy of rl ofplon By the Court. —nfYi — LAND REGISTRATION MICE 04r io G972 Scale of this plan W feet to an inch Act An l dY1 lie rde� !�[.Woodbury,Ensineer l6s Court Massachusetts Department of Environmental Protection �� . Bureau'of Resource Protection - Watervi a s Re uWion`Program x232692 °. Y 9 - : A „eTransmittal No.,, < Chapter 91 Waterways License Application-310 CMR 9.'00` v: • .Simplified;Water-Dependent,;Nonwater-Dependent,"Amendment G.`Munlcpal Zoning Certificate `n -- . " ,•Thomas&Geraldine Branca- .Name ofApplicant ' - 104.Tracey Road ,:Popponessett Bay Cotuit' Project street address, , : Waterway- City/Town- 'Description of use or change In Use:.,, wt Y rm {Non=commercialidocking'and boating access to navigable;waters.. . , To be completed..by rriunicipal clerk or appropriate municipal official: " hereb 'certif Y- that,'the'. ro•ect described above and.more-full detailed in,the applicant's waterways Y 7 p � ' .. Y. pp Y ` .license application and plans is not�in,violation°of local zoning ordinances and bylaws." Pointe an)'e MuniciaalOfficial Dat oyPr4 ?_�U S` 1 t�ignature of Municipal,Offici m Title• City town 8`r3 3• x ,it � w i i CH914 .doc-Rev. 10/02 w P9 6 of 17 "Page ORIGINAL CIVIL ENGINEERING WETLANDS PERMITTING WASTEWATER DESIGN ` COASTAL ENGINEERING TITLE 5 PLOT PLANS PIERS AND DOCKS LAND USE PLANNING COMMERCIAL/RESIDENTIAL Serving Cape Cod and Southeastern Massachusetts March 30, 2010 Thomas Perry, Building Commissioner 200 Main Street Hyannis, MA 02601 RE: 104 Tracey Road, Cotuit,MA/Our Job No. 09132 Dear Mr. Perry: Enclosed is a copy of the Chapter 91 License Application and plan for the above referenced property. Kindly review it and call us if you have any questions or concerns. If it is acceptable, please sign page;6 of 17 (Municipal Zoning Certificate) labeled original where indicated. I have enclosed a self-addressed stamped envelope for you to send back the one signed original page (we do not need the copy of the application back). Thank you. Sincerely, Michael Borselli, P.E., President MJB:mbm Enclosures d n 3 -v � r w n F TROJECT&Branca,Mr.&Mrs.Thomas109132-BrancMGet Building Comm.Ch.91 signature for Branca.doc 141 Locust Street, Unit A • Falmouth,MA 02540 . 508.495.1225 • 508.495.3229 fax •wwwfaltnouthengineering.com a APPLICATION FOR CHAPTER 91 WATER WAYS LICENSE Filing Under the Massachusetts Waterways Regulations (310 CMR 9.00) BRANCA PIER 104 TRACEY ROAD COTUIT, MASSACHUSETTS PREPARED FOR: THOMAS&GERALDINE BRANCA 426 BOXFORD ROAD BRADFORD,MA 01835 PREPARED BY:. FALMOUTH ENGINEERING,INC. 141 LOCUST STREET,UNIT A FALMOUTH,MA 02540 Enter your transmittal number ♦ X232692 Transmittal Number Ll Your unique Transmittal Number can be accessed online: hftp://mass.gov/dep/service/online/trasmfrm.shtmI.or call MassDEP's InfoLine at 617-338-2255 or 800-462-0444 (from 508,781, and 978 area codes). Massachusetts Department of Environmental Protection Transmittal Form for Permit Application and Payment 1. Please type or A. Permit Information print.A separate Transmittal Form BRPWW01 a Ch. 91 License for Water-Dependant Structure must be completed 1.Permit Code:7 or 8 character code from permit instructions 2. Name of Permit Category for each permit Non-commercial docking and boating access to navigable waters. application. 3.Type of Project or Activity 2. Make your check payable to B, Applicant Information - Firm or Individual the Commonwealth of Massachusetts and mail it with a 1. Name of Firm-Or,if party needing this approval is an individual enter name below: copy of this form to: Branca Thomas &Geraldine DEP,P.O.Box 4062, Boston,MA 2. Last Name of Individual 3.First Name of Individual 4.MI 02211. 426 Boxford Road 5.Street Address 3. Three copies of Bradford MA 01835 this form will be 6.Cityrrown 7.State 8.Zip Code 9.Telephone# 10.Ext.# needed. Copy 1 -the 11. Contact Person 12.e-mail address(optional) original must accompany your permit application. C. Facility, Site or Individual Requiring Approval Copy 2 must accompany your Thomas& Geraldine Branca fee payment. 1. Name of Facility,Site Or Individual Copy 3 should be 104 Tracey Road retained for your 2.Street Address records Cotuit MA 02635 4. Both fee-paying 3.City/Town 4.State 5.Zip Code 6.Telephone# 7. Ext.# and exempt applicants must 8.DEP Facility Number(if Known) 9.Federal I.D. Number(if Known) 10. BWSC Tracking#(if Known) mail a copy of this transmittal for,to: D. Application Prepared by (if different from Section B)* MassoEP Falmouth Engineering, Inc. P.O.Box 4062 Boston,MA 1.Name of Firm Or Individual 02211 141 Locust Street, Unit A 2.Address Falmouth MA 02540 508-495-1225 *Note: 3.City/Town 4.State 5.Zip Code 6.Telephone# 7.Ext.# For BWSC Permits, enter the LSP. Michael Borselli 8.Contact Person 9. LSP Number(BWSC Permits only) E. Permit- Project Coordination 1. Is this project subject to MEPA review? ❑yes ® no If yes, enter the project's EOEA file number-assigned when an Environmental Notification Form is submitted to the MEPA unit: EOEA File Number F. Amount Due DEP Use Only Special Provisions: 1. ❑ Fee Exempt(city,town or municipal housing authority)(state agency if fee is$100 or less). Permit No: There are no fee exemptions for BWSC permits, regardless of applicant status. 2. ❑ Hardship Request-payment extensions according to 310 CMR 4.04(3)(c). Rec'd Date: 3. ❑Alternative Schedule Project(according to 310 CMR 4.05 and 4.10). 4. ❑ Homeowner(according to 310 CMR 4.02). Reviewer. $175.00 Check Number Dollar Amount Date Ch 91 Transmittal Form.doc•rev. 1/07 Page 1 of 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program X232692 Chapter 91 Waterways License Application -310 CMR 9.00 Transmittal No. Simplified,Water-Dependent, Nonwater-Dependent,Amendment Important: A. Application Information Check one When filling out pp forms on the computer,use Name(Complete Application Sections) Check One Fee Application# only the tab key to move your SIMPLIFIED - cursor-do not use the return Water-dependent and key. Nonwater-dependent(A-E) ❑ Residential with <4 units $65.00 BRP WW06a ❑ Other $65.00 BRP WW06b WATER-DEPENDENT- General (A-H) ® Residential with <4 units $175.00 BRP WW01 a For assistance in completing this ❑ Other $270.00 BRP WW01 b application, please seethe ❑ Extended Term $2730.00 BRP WW01c ,Instructions". ._..-.._.._..-•--.-.--..-•--.---.----..--.-..-.--..-.--------.--.--.._.._.._.._.._..--.--.----.---._.._..-•--•---•--.-•--.._..--............................ Amendment(A-H) ❑ Residential with <4 units $85.00 BRP WW03a ❑ Other $105.00 BRP WW03b NONWATER-DEPENDENT- Full (A-H) ❑ Residential with <4 units $545.00 BRP WW15a ❑ Other $1635.00 BRP WW15b ❑ Extended Term $2730.00 BRP WW15c Partial(A-H) ❑ Residential with <4 units $545.00 BRP WW14a ❑ Other $1635.00 BRP WW14b ❑ Extended Term $2730.00 BRP WW14c Municipal Harbor Plan (A-H) ❑ Residential with <4 units $545.00 BRP WW16a ❑ Other $1635.00 BRP WW16b ❑ Extended Term $2730.00 BRP WW16c Joint MEPA/EIR(A-H) ❑ Residential with <4 units $545.00 BRP WW17a ❑ Other $1635.00 BRP WW17b ❑ Extended Term $2730.00 BRP WW17c Amendment(A-H) ❑ Residential with <4 units $435.00 BRP WW03c ❑ Other $815.00 BRP WW03d ❑ Extended Term $1090.00 BRP WW03e CH91App.doc•Rev.10/02 Page 1 of 17 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Waterways Regulation Program X232692 Chapter 91 Waterways License Application -310 CnnR 9.00 Transmittal No. Simplified,Water-Dependent, Nonwater-Dependent,Amendment B. Applicant Information Proposed Project/Use Information 1. Applicant: rho as&Ger'�aldinr'�a' "ca Name E-mail Address Mailing Address Note:Please referw to the"Instructions" � 01':� MA 01.6.35; City/Town State Zip Code Telephone Number Fax Number 2. Authorized Agent(if any): rr" in�i nil it G, r ik U buf �n�It :erlr zL' Name E-mail Address o 0�I Kotstreet l lntt A Mailing Address 31 M, Ut_ MA 6 d0 City/Town State Zip Code 5084951225 5p8 `� 322.9; Telephone Number Fax Number C. Proposed Project/Use Information 1. Property Information (all information must be provided): Owner Name(if different from applicant) & b 41°35'54"N 70027'33"W Tax Assessor's Map and Parcel Numbers Latitude W,,. I:yA�� VIA VEND Street Address and City/Town State Zip Code 2. Registered Land ® Yes ❑ No 3. Name of the water body where the project site is located: ION 4. Description of the water body in which the project site is located (check all that apply): Type Nature Designation ❑ Nontidal river/stream ® Natural ❑Area of Critical Environmental Concern ® Flowed tidelands ❑ Enlarged%dammed ❑ Designated Port Area ❑ Filled tidelands ❑ Uncertain ❑ Ocean Sanctuary Great Pond ❑ Uncertain ❑ Uncertain CH91App.doc-Rev. 10/02 Page 2 of 17 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Waterways Regulation Program X232692 Chapter 91 Waterways License Application -310 CMR 9.00 Transmittal No. Simplified,Water-Dependent, Nonwater-Dependent,Amendment C. Proposed Project/Use Information (cont.) Select use(s)from Project Type Table 5. Proposed Use/Activity description on pg.2 of the "Instructions" Non-commercial docking and boating access to navigable waters. 6. Is the project a pre-1984 existing structure AND less than 600 square feet? ❑ Yes ® No 7. Is the project a post-1984 existing or new structure, less than 300 square feet AND water dependent? ❑ Yes ® No 8. What is the estimated total cost of proposed work(including materials &labor)? $20,000 9. List the name&complete mailing address of each abutter(attach additional sheets, if necessary). An abutter is defined as the owner of land that shares a common boundary with the project site, as well as the owner of land that lies within 50' across a waterbody from the project. Daniel &Wendy Kraft 1 Patriot Place, Foxboro, MA 02035 Name Address Bruce & Christine 7040 92"d Ave S E, Mercer Island,WA 92040 Thompson Address Jo-Ann M Archer Trs 110 Tracey Road, Cotu it, MA 02635 Jo-Ann Archer Family Tr. Address D. Project Plans 1. I have attached plans for my project in accordance with the instructions contained in (check one): ❑ Appendix A(License plan) ❑ Appendix B (Simplified License plan) ❑ Appendix C(Permit plan) 2. Other State and Local Approvals/Certifications ❑ 401 Water Quality Certificate Date of Issuance ®Wetlands SE3-4867 File Number ❑ Jurisdictional Determination JD- File Number ❑ MEPA File Number ❑ EOEA Secretary Certificate Date ❑ 21 E Waste Site Cleanup RTN Number CH91App.doc•Rev. 10/02 Page 3 of 17 Mar 23 10 04: 28p P. Massachusetts Department of Environmental Protection. Bureau of Resource Protection -Waterways Regulation Program X232692 Chapter 91 Waterways License Application -310 CMR 9.00 Transmittal No. Simplified,Wager-Dependent, Nonwater-Dependent,Amendment E. Certification All applicants, property owners and authorized agents must sign this page. All future application correspondence may be signed by the authorized agent alone. °I hereby make application for a permit or license to authorize the activities 1 have described herein. Upon my signature, l agree to allow the duly authorized representatives of the Massachusetts Department of Environmental Protection and the Massachusetts Coastal Zone Management Program to enter upon the premises of the project site at reasonable times for the purpose of inspection." "I hereby certify that the information submitted in this application is true and accurate to the best of my knowledge'22 �e�-- . Z ZO/ a Applicant's signature Date Property Owners signature(If different than applicant) Date Agent's signature(if applicable) Date APPLICANTS FILING A SIMPLIFIED APPLICATION STOP HERE CH91App.doc•Rev.10/02 Page 4 of 17 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program X232692 Chapter 91 Waterways License Application -310 CMR 9.00 Transmittal No. Simplified,Water-Dependent,Nonwater-Dependent,Amendment F. Waterways Dredging Addendum 1. Provide a description of the dredging project ❑ Maintenance Dredging (include last dredge date & permit no.) ❑ Improvement Dredging N/A Purpose of Dredging 2. What is the volume(cubic yards)of material to be dredged? N/A 3. What method will be used to dredge? ❑ Hydraulic ❑ Mechanical ❑ Other 4. Describe disposal method and provide disposal location (include separate disposal site location map) N/A 5. Provide copy of grain size analysis. If grain size is compatible for beach nourishment purposes, the Department recommends that the dredged material be used as beach nourishment for public beaches. Note: In the event beach nourishment is proposed for private property, pursuant to 310 CMR 9.40(4)(a)1, public access easements below the existing high water mark shall be secured by applicant and submitted to the Department. CH91App.doc•Rev.10/02 Page 5 of 17 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program x232692 Transmittal No. Chapter 91 Waterways License Application -310 CMR 9.00 Simplified,Water-Dependent, Nonwater-Dependent,Amendment G. Municipal Zoning Certificate Thomas& Geraldine Branca Name of Applicant 104 Tracey Road Popponessett Bay Cotuit Project street address Waterway City/Town Description of use or change in use: Non-commercial docking and boating access to navigable waters. To be completed by municipal clerk or appropriate municipal official: "I hereby certify that the project described above and more fully detailed in the applicant's waterways license application and plans is not in violation of local zoning ordinances and bylaws." Printed Name of Municipal Official Date Signature of Municipal Official Title City/Town CH91App.doc-Rev.10/02 Page 6 of 17 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program X232692 Transmittal No. Chapter 91 Waterways License Application - 310 CMR 9.00' Simplified,Water-Dependent, Nonwater-Dependent,Amendment H. Municipal Planning Board Notification Notice to Thomas& Geraldine Branca Applicant: Name of Applicant Section H should 104 Tracey Road Popponessett Bay Cotuit be completed and Project street address Waterway City/Town submitted along with the original Description of use or change in use: application material. Non-commercial docking and boating access to navigable waters. To be completed by municipal clerk or appropriate municipal official: "I hereby'certify that the project described above and more fully detailed in the applicant's waterways license application and plans have been submitted by the applicant to the municipal planning board." Printed Name of Municipal Official Date Signature of Municipal Official Title Cityfrown Note: Any comments, including but not limited to written comments, by the general public, applicant, municipality, and/or an interested party submitted after the close of the public comment period pertaining to this Application shall not be considered, and shall not constitute a basis for standing in any further appeal pursuant to 310 CMR 9.13(4) and/or 310 CMR 9.17. CH91App.doc-Rev. 10/02 Page 7 of 17 i ATTACHMENT A SITE LOCATION MAP �"',(�11.,�rlo � �7 f ..':7] y -.y'� 4Y t,�{►.' � Nam .. I'� -•,- "'per° � .�j` �`s,-]�-a ' 1 6*.'li i`.� 1 � `f-1h� 4 CRY J' � °I^f + �[ ri• P �tw.,J , JIGI� "4; ~ � Dk `. +gyp t �''i r .�" O •'�' �'Aer�r �,. AOt a �-. ° � � -.,n• �` ° �,y"'��f f.. � 4.� ,I•r {i00Pen •d7' `�?ai"�. 5i, (j : .I �!�P!• 1+� 1, i` j�+ '���+crr.. � '' �'f7�1'�#' +4' 'l B�.reh" :S f ! r°�1 ri, � °ti � JS� ni ' � `w`J . `' � • ' y5}�' �fvitti, � 5 ��,_^t{ ^.+'f „Q :J � (5� 1. i }°y'o� f /}� -:1 •� {� � �.�'} ''�� yk'r12v'', �i'� -- - `i..` ..1't.��"'i� /�� '•-�' ,/'';sf: >��' ��+ � ', p e,..aax 3 yr1,' J'✓�b�4} ' l�l lJ 5 � (. �i�, ,�'/ ; I"/ p J� !E ' }, ♦.i 7 �i a1• �M1 o TYd l • I� �-:.-� 5 arm) ', � ' , F �{ �r i" •�: �✓�':• ��✓ J/ V •1 0 4 fig+ f L ' a{ es •. 5 - .5 � Pun +KS�s �I �• aG J;UeAaL Ilk/ Is*nd ,� «� r b �� �a '•! etch i 8 6 � 1�. t .�'�. tif,TheUeh lf•r �., 777 kc Printed from TOPO!01"S Wildflower Productions j(mmmtopo.com) FIGURE 1 -- PROJECT LOCATION MAP THOMAS AND GERALDINE BRANCA 104 TRACEY ROAD COTUIT Page A-2 ATTACHMENT B ORDER OF CONDITIONS LlMassachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands MassDEP File Number: WPA Fora 5 - Order of Conditions SE3- 4867 Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 and § 237-1 to § 237-14 Town of Barnstable Code A. General Information Important: Barnstable When filling 1. From: Conservation Commission out forms on the computer, 2.This issuance is for(check one): a. ® Order of Conditions b. ❑ .Amended Order of Conditions use only the tab key to 3. To:- Applicant: ' move your cursor-do not Thomas and Geraldine Branca use the return a. First Name key. b.Last Name c.Organization 104 Tracey Road d.Mailing Address Cotuit MA 02635 e.City/Town f.State g.Zip Code 4. Property Owner(if different from applicant): a.First Name b.Last Name IKE b c.Organization BAM U,MX ; d.Mailing Address y MASS. �ib79 off• e.City/Town f.State g.Zip Code 5. Project Location: 104 Tracey Road Cotuit a.Street Address b.Village 004 004 c.Assessors Map Number d.Assessors Parcel Number Latitude and Longitude, if known: 41 35' 54"N 70 27'33"W e.Latitude f.Longitude 6. Property recorded at the Registry of Deeds for(attach additional information if more than one parcel): Barnstable 83032 11260-D Lot 13C a.County b.Certificate Number(if registered land)/Plan/Lot# c.Book d.Page 7. Dates: January 26, 2010 February.16, 2010 MAR 15 2010 a.Date Notice of Intent Filed b.Date Public Hearing Closed c.Date of Issuance 8. Final Approved Plans and Other Documents (attach additional plan or document references as needed): Revised Site Plan a.Plan Title Falmouth Engineering, Inc. Michael Borselli, P.E. b.Prepared By c.Signed and Stamped by February 19, 2010 1" =4' d.Final Revision Date e.Scale f.Additional Plan or Document Title g.Date wpaform5.doc• rev.2/27/08 Barnstable revised 4/11/2008 Page 1 of 10 Massachusetts Department of Environmental Protection- Bureau of Resource Protection-Wetlands MassDEP File Number: WPA Form 5 - Order of Conditions SE3- 4867 Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 and § 237-1 to § 237-14 Town of Barnstable Code B. Findings 1. Findings pursuant to the Massachusetts Wetlands Protection Act: Following the review of the above-referenced Notice of Intent and based on the information provided in this application and presented at the public hearing,this Commission finds that the areas in which work is proposed is significant to the following interests of the Wetlands Protection Act. Check all that apply: a. ❑ Public Water Supply b. ❑ Land Containing Shellfish c. ® Prevention of Pollution d. ❑ Private Water Supply e. ® Fisheries f• ® Protection of Wildlife Habitat g. ❑ Groundwater Supply h. ® Storm Damage Prevention i. ® Flood Control 2. This Commission hereby finds the project,as proposed,is:(check one of the following boxes) Approved subject to: a. ® the following conditions which are necessary in accordance with the performance standards set forth in the wetlands regulations.This Commission orders that all work shall be performed in accordance with the Notice of Intent referenced above,the following General Conditions, and any other special conditions attached to this Order.To the extent that the following conditions modify or differ from the plans, specifications, or other proposals submitted with the Notice of Intent, these conditions shall control. Denied because: b. ❑ the proposed work cannot be conditioned to meet the performance standards set forth in the wetland regulations.Therefore,work on this project may not go forward unless and until a new Notice of Intent is submitted which provides measures which are adequate to protect these interests, and a final Order of Conditions is issued.A description of the performance standards which the proposed work cannot meet is attached to this Order. c. ❑ the information submitted by the applicant is not sufficient to describe the site,the work, or the effect of the work on the interests identified in the Wetlands Protection Act. Therefore,work on this project may not go forward unless and until a revised Notice of Intent is submitted which provides sufficient information and includes measures which are adequate to protect the Act's interests, and a final Order of Conditions is issued.A description of the specific information which is lacking and why it is necessary is attached to this Order as per 310 CMR 10.05(6)(c). Inland Resource Area Impacts: Check all that apply below. (For Approvals Only) 3. ❑ Buffer Zone Impacts: Shortest distance between limit of project disturbance and wetland boundary(if available) a,linear feet Resource Area Proposed Permitted Proposed Permitted Alteration Alteration Replacement Replacement 4. ❑ Bank a.linear feet b.linear feet c.linear feet d,linear feet 5. ❑ Bordering Vegetated Wetland a.square feet b.square feet c.square feet d.square feet 6. ❑ Land Under Waterbodies a.square feet b.square feet c.square feet d.square feet and Waterways e.c/y dredged f,c/y dredged wpaform5.doc• rev.2/27/08 Bamstable revised 4/11/2008 Page 2 of 10 ,TLlMassachusetts Department of Environmental Protection Bureau of Resource Protection Wetlands MassDEP File Number: WPA Form 5 ® Order of Conditions SE3- 4867 Massachusetts Wetlands Protection Act M.G.L. c. 131,§40 and § 237-1 to §237-14 Town of Barnstable Code B. Findings (cont.) Resource Area Proposed Permitted Proposed Permitted Alteration Alteration Replacement Replacement 7. ❑ Bordering Land Subject to Flooding a.square feet b.square feet c.square feet d.square feet Cubic Feet Flood Storage e.cubic feet f.cubic feet g.cubic feet h.cubic feet s: ❑ Isolated Land Subject to Flooding a.square feet b.square feet " Cubic Feet Flood Storage c.cubic feet d.cubic feet e.cubic feet f.cubic feet r 9. ❑ RlVerfrOnt area a.total sq.feet b.total sq.feet Sq ft within 100 ft c.square feet -A square feet e.square feet f.square feet ,. Sq ft between 100-200 ft .i g.square feet h.square feet i.square feet j.square feet Coastal Resource Area Impacts: Check all that apply below. (For Approvals Only) 10. ❑ Designated Port Areas .Indicate size under Land Under the Ocean belo w x 11, ❑ Land Under the Ocean a.square feet b.square feet .c.c/y dredged d.c/y dredged 12. ❑ Barrier Beaches Indicate size under Coastal Beaches and/or Coastal Dunes below 13. ❑ Coastal Beaches a.square feet b.square feet c.c/y nourishmt. d.c/y nourishmt. 14. ❑ Coastal Dunes a.square feet b.square feet c.c/y nourishmt. d.c/y nourishmt. 15. ® Coastal Banks 50 a.linear feet b.linear feet 16. ❑ Rocky Intertidal Shores a.square feet b.square feet 17. .® Salt Marshes ' ` 560 a.square feet b.square feet c.square feet d.square feet 18. ❑ Land Under Salt Ponds a square feet b.square feet c.c/y dredged d.c/y dredged 1g. ❑ Land Containing Shellfish a.square feet b.square feet c.square feet d.square feet 20. ❑ Fish Runs Indicate size under Coastal Banks, inland Bank, Land Under the Ocean, and/or inland Land Under Waterbodies and Waterways, above a.c/y dredged b.c/y dredged 21. ❑ Land Subject to Coastal Storm Flowage a.square feet b.square feet wpaform5.doc• rev.2127108 Bamsftle revised 4/11/2008 ,. Page 3 of 10 LlMassachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands MassDEP File Number: WPA Form 5 Order of Conditions sE3- 4867 Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 and § 237-1 to § 237-14 Town of Barnstable Code C. General Conditions Under Massachusetts Wetlands Protection Act (only applicable to approved projects) 1. Failure to comply with all conditions stated herein,and with all related statutes and other regulatory measures, shall be deemed cause to revoke or modify this Order. 2. The Order does not grant any property rights or any exclusive privileges; it does not authorize any injury to private property or invasion of private rights. 3. This Order does not relieve the permittee or any other person of the necessity of complying with all other applicable federal, state, or local statutes, ordinances, bylaws,or regulations. 4. The work authorized hereunder shall be completed within three years from the date of this Order unless either of the following apply: - a. the'work is a maintenance dredging project as provided for in the Act; or b. the time for completion has been extended to a specified date more than three years, but less than five years,from the date of issuance. If this Order is intended to be valid for more than three years, the extension date and the special circumstances warra nting the extended time period are set forth as a special condition in this Order. 5. This Order may be extended by the issuing authority for one or more periods of up to three years each upon application to the issuing authority at least 30 days prior to the expiration date of the Order. 6. Any fill used in connection with this project shall be clean fill.Any fill shall contain no trash, refuse, rubbish,or debris, including but not limited to lumber, bricks, plaster, wire, lath, paper,cardboard, pipe,tires, ashes,refrigerators, motor vehicles,or parts of any of the foregoing. 7. This Order is not final until all administrative appeal periods from this Order have elapsed, or if such an appeal has been taken, until all proceedings before the Department have been completed. 8. No work shall be undertaken until the Order has become final and then has been recorded in the Registry of Deeds or the Land Court for the district in which the land is located,within the chain of title of the affected property. In the case of recorded land, the Final Order shall also be noted in the Registry's Grantor Index under the name of the owner of the land upon which the proposed work is to be done. In the case of the registered land,the Final Order shall also be noted on the Land Court Certificate of Title of the owner of the land upon which the proposed work is done. The recording information shall be submitted to this Conservation Commission on the form at the end of this Order, which form must be stamped by the Registry of Deeds, prior to the commencement of work. 9. A sign shall be displayed at the site not less then two square feet or more than three square feet in size bearing the words, "Massachusetts Department of Environmental Protection"[or, "MassDEP"] "File Number SE3-4867 " wpaforrn5.doc• rev.2/27/08 Barnstable revised 4/11/2008 Page 4 of 10 LlMassachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands MassDEP File Number: WPA Form 5 Order of Conditions' SE3- 4867 Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 and § 237-1 to § 237-14 Town of Barnstable Code C. General Conditions Under Massachusetts Wetlands Protection Act 10. Where the Department of Environmental Protection is requested to issue a Superseding Order,the Conservation Commission shall be a party to all agency proceedings and hearings before MassDEP. 11. Upon completion of the work described herein,the applicant shall submit a Request for Certificate of Compliance(WPA Form 8A)to the Conservation Commission. 12. The work shall conform to the plans and special conditions referenced in this order. 13. Any change to the plans identified in Condition#12 above shall require the applicant to inquire of the Conservation Commission in writing whether the change is significant enough to require the filing of a new Notice of Intent. 14. The Agent or members of the Conservation Commission and the Department of Environmental Protection shall have the right to enter and inspect the area subject p to this Order at reasonable hours to evaluate compliance with the conditions stated in this Order, and may require the submittal of any data deemed necessary by the Conservation Commission or Department for that evaluation. 15. This Order of Conditions shall apply to any successor in interest or successor in control of the property subject to this Order and to any contractor or other person performing work conditioned by this Order. . 16. Prior to the start of work, and if the project involves work adjacent to a Bordering Vegetated Wetland, the boundary of the wetland in the vicinity of the proposed work area shall be marked by wooden stakes or flagging, Once in place, the wetland boundary markers shall be maintained until a Certificate of Compliance has been issued by the Conservation Commission. 17. All sedimentation barriers shall be maintained in good repair until all disturbed areas have been fully stabilized with vegetation or other means.At no time shall sediments be deposited in a wetland or water body. During construction,the applicant or his/her designee shall inspect the erosion controls on a daily basis and shall remove accumulated sediments as needed.The applicant shall immediately control any erosion problems that occur at the site and shall also immediately notify the Conservation Commission,which reserves the right to require additional erosion and/or damage prevention controls it may deem necessary. Sedimentation barriers shall serve as the limit of work unless another limit of work line has been approved by this Order. 18. The work associated with this Order is (1)0 is not(2)❑ subject to the Massachusetts Stormwater Policy Standards. If the work is subject to the Stormwater Policy,the following conditions apply to this work and are incorporated into this Order: a) No work, including site preparation, land disturbance, construction and redevelopment,shall commence unless and until the construction period pollution prevention and erosion and sedimentation control plan required by Stormwater Standard 8 is approved in writing by the issuing authority. Until the site is fully stabilized, construction period erosion, sedimentation and pollution control measures and best management practices (BMPs)shall be implemented in accordance with the construction period pollution prevention and erosion and sedimentation control plan,and if applicable,the Stormwater Pollution Plan required by the National Discharge Elimination System Construction General Permit. wpaform5.doc• rev.2/27/08 Barnstable revised 4/11/2008 Page 5 of 10 ILIMassachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands MassDEP File Number: WPA Form 5 - Order of Conditions ' SE3- 4867 Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 and § 237-1 to §237-14 Town of Barnstable Code C. General Conditions Under Massachusetts Wetlands Protection Act (cont.) b) No stormwater runoff may be discharged to the post-construction stormwater BMPs until written approval is received from the issuing authority. To request written approval, the following must be submitted: illicit discharge compliance statement required by Stormwater Standard 10 and as-built plans signed and stamped by a registered professional engineer certifying the site is fully stabilized; all construction period stormwater BMPs and any illicit discharges to the stormwater management system have been removed; and all post-construction stormwater BMPs were installed in accordance with the plans (including all planting plans)approved by the issuing authority, and have been inspected to ensure they are not damaged and will function properly. c) Prior to requesting a Certificate of Compliance,the responsible party(defined in General Condition 18(e))shall submit to the issuing authority an Operation and Maintenance (O &M) Compliance Statement for the Stormwater BMPs.This Statement shall identify the responsible party for implementing the Operation and Maintenance Plan and also state that: 1. "Future responsible parties shall be notified in writing of their continuing legal responsibility to operate and maintain the stormwater management BMPs and implement the Pollution Prevention Plan; and 2. The Operation and Maintenance Plan for the stormwater BMPs is complete and will be implemented upon receipt of the Certificate." d) Post-construction pollution prevention and source control shall be implemented in accordance with the long term pollution prevention plan section of the approved Stormwater Report and, if applicable, the Stormwater Pollution Prevention Plan required by the National Discharge Elimination System Multi-Sector General Permit. e) Unless and until another party accepts responsibility, the issuing authority shall presume that the responsible party for maintaining each BMP is the landowner of the property on which the BMP is located. To overcome this presumption,the landowner of the property must submit to the issuing authority a legally binding agreement acceptable to the issuing authority evidencing that another entity has accepted responsibility for maintaining the BMP,and that the proposed responsible party shall be treated as a permittee for purposes of implementing the requirements of Conditions 18(f)through 18(k)with respect to that BMP. Any failure of the proposed responsible party to implement the requirements of Conditions 18(f)through 18(k)with respect to that BMP shall be a violation of the Order of Conditions or Certificate of Compliance. In the case of stormwater BMPs that are serving more than one lot, the legally binding agreement shall also identify the lots that will be serviced by the stormwater BMPs. A plan and easement deed that grants the responsible party access to perform the required operation and maintenance must be submitted along with the legally binding agreement. f) The responsible party shall operate and maintain all stormwater BMPs in accordance with the design plans,the Operation and Maintenance Plan section of the approved Stormwater Report,and the Massachusetts Stormwater Handbook. g) The responsible party shall: 1. Maintain an operation and maintenance log for the last three years including inspections, repairs, replacement and disposal (for disposal the log shall indicate the type of material and the disposal location); 2. Make this log available to MassDEP and the Conservation Commission upon request; and 3. Allow members and agents of the MassDEP and the Conservation Commission to enter and inspect the premises to evaluate and ensure that the responsible party complies with the Operation and Maintenance requirements for each BMP set forth in the Operations and Maintenance Plan approved by the issuing authority. h) All sediments or other contaminants removed from stormwater BMPs shall be disposed of in accordance with all applicable federal,state, and local laws and regulations. i) Illicit discharges to the stormwater management system as defined in 310 CMR 10.04 are prohibited. wpaform5.doc• rev.2/27/08 Barnstable revised 4/11/2008 Page 6 of 10 LlMassachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands MassDEP File Number: WPA Form 5 - Order of Conditions SE3 4861 Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 and § 237-1 to § 237-14 Town of Barnstable Code C. General Conditions Under Massachusetts Wetlands Protection Act(cont.) j) The stormwater management system approved in the Final Order of Conditions shall not be changed withoutthe prior written approval of the issuing authority. Areas designated as qualifying pervious areas for purpose of the Low Impact Site Design Credit shall not be altered without the prior written approval of the issuing authority. k) Access for maintenance of stormwater BMPs shall not be obstructed or blocked. Any fencing constructed around stormwater BMPs shall include access gates. Fence(s) shall be at least six inches above grade to allow for wildlife passage. Special Conditions (if you need more space for additional conditions, please attach a text document): D. Findings Under Municipal Wetlands Bylaw or Ordinance 1. Is a municipal wetlands bylaw or ordinance applicable? ® Yes ❑ No 2. The Barnstable hereby finds (check one that applies): Conservation Commission a. ❑ that the proposed work cannot be conditioned to meet the standards set forth in a municipal ordinance or bylaw specifically: §237-1 to §237-14 Town of Barnstable Code 1.Municipal Ordinance or Bylaw 2.Citation Therefore,work on this project may not go forward unless and until a revised Notice of Intent is submitted which provides measures which are adequate to meet these standards,and a final Order of Conditions is issued. b. ® that the following additional conditions are necessary to comply with a municipal ordinance or bylaw: §237-1 to.§ 237-14 Town of Barnstable Code 1.Municipal Ordinance or Bylaw 2.Citation 3. The Commission orders that all work shall be performed in accordance with the following conditions and with the Notice of Intent referenced above.To the extent that the following conditions modify or differ from the plans, specifications, or other proposals submitted with the Notice of Intent,the conditions shall,control. The special conditions relating to municipal ordinance or bylaw are as follows (if you need more space for additional conditions, attach a text document): See pp.7.1,7.2,and 7.3 wpaform5.doc• rev.2/27/08 Barnstable revised 4/1112008 Page 7 of 10 SE3-4867 Name: Thomas and Geraldine Branca Approved Plan= February 19,2010 Revised Site Plan by Michael J.'Borselli,P.E. Finding: The structure approved in this Order is considered to be a pier; it is approved for use and seasonal storage of kayaks. Special Conditions of Approval I. Preface Caution: Failure to comply with all Conditions of this Order of Conditions may result in serious consequences. Such consequences may include issuance of a Stop Work Order,fine(s),the requirement to - remove unpermitted structures,requirement to re-landscape to original condition,the inability to obtain a Certificate of Compliance,and more. The General Conditions of this Order begin on Page 4 and continue on Pages 5 through 7. The Special Conditions,if, necessary,are contained on Pages 7.1,7.2 and 7.3 All Conditions contained herein require strict compliance. II. Prior to the start of work,the following conditions shall be satisfied: 1. Within one month of receipt of this Order of Conditions,and prior to the commencement of any work approved herein,General Condition Number 8(recording requirement)on Page 4 shall be complied with. c 2. It is the responsibility of the applicant,the owner and/or successor(s),and the project contractor,to ensure that all conditions of this Order are complied with. The applicant shall provide copies of the Order of Conditions and approved plans(and any approved revisions thereof)to project contractors prior to the start of work. Barnstable Conservation Commission Forms A and B shall be completed and returned to the Commission prior to the start of work. 3. General Condition No.9 on Page 4(sign requirement)shall be complied with. 4. The Conservation Commission shall receive written notice one(1)week in advance of the start of work. 5. The Natural Resources Department shall be notified at least twenty-one(21)working days prior to the start of work at the site,to inspect the areas for shellfish. If deemed necessary by the Shellfish Constable, shellfish shall be removed from the work area to a suitable site and/or replanted at the locus following construction. The foregoing measures for shellfish protection shall ensue at the expense of the applicant. Page 7.1 6. The applicant shall obtain a building permit for the proposed pier from the Town Building Commissioner. III. The following additional conditions shall govern the project once work begins: 7. General Conditions Nos. 12 and 13 (changes in plan)on Page 5 shall be complied with. 8. The Conservation Commission,its employees,and its agents shall have a right of entry to inspect for compliance with the provisions of this Order of Conditions. 9. Unless extended,this permit is valid for three years from the date of issuance,until LIAR 15 2013 10. Salt marsh shall not be disturbed. 11. CCA-treated piling and structural timber(greater than three[3]inches thick)are allowed. Otherwise,no CCA-treated or creosote-treated materials shall be used. 12. The deck shall be grated surface with a minimum of 65%light penetration. 13. Work shall occur during the off-season only: October 15 through May 1. The following special conditions(in italics)shall govern boat use at the approved pier. These conditions shall continue over time. Note: for purposes of this Order of Conditions,the term"pier" shall refer not only to the linear pile-supported structure,but also to any of its components or appendages,such as the float(s),ell,tee,ramp, outhaul piling,etc. 14. Motorized craft shall not be used or berthed at the approved pier. 15. Any berthed boats shall not ground at low tide. 16. A small sign shall be displayed at the end of the pier. It shall read SE3-4867; 104 Tracey Road Limitations: • No motorcraft allowed 17. Any desired pier lighting shall receive prior approval of the Conservation Commission. 18. Lead piling caps shall not be used. 19. In this Order,a mooring permit for the applicant is neither implied nor anticipated. Such a permit is the domain of the Harbormaster. IV. After all work is completed,the following condition shall be promptly met: 20. At the completion of work,or by the expiration of this Order,the applicant shall request in writing a Certificate of Compliance for the work herein permitted. Barnstable Conservation Commission Form C shall be completed and returned with the request for a Certificate of Compliance Where a project has been Page 7.2 completed in accordance with plans stamped by a registered professional engineer,architect,landscape architect or land surveyor,a written statement by such a professional shall be submitted,certifying substantial compliance with the plans,setting forth what deviation(s),if any,exists with the approved plans. This statement, along with Form C,shall accompany the request for a Certificate of Compliance. Page 7.3 LlMassachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands MassDEP File Number: WPA Form 5 - Order of Conditions SE3- 4867 Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 and § 237-1 to § 237-14 Town of Barnstable Code E. Issuance This Order is valid for three years,unless otherwise specified as a special MAR 15 2010 condition pursuant to General Conditions#4,from the date of issuance. 1.Date of Issuance Please indicate the number of members who will sign this form: 67 This Order must be signed by a majority of the Conservation Commission. 2.Number of signers The Order must be mailed by certified mail(return receipt requested)or hand delivered to the applicant.A copy also must be mailed or hand delivered at the same time to the appropriate Department of Environmental Protection Regional Office, if not filing electronically, and the property owner, if different from applicant.tSig _ 0,1 0,0 AAa� Notary Acknowledgement Commonwealth of Massachusetts County of Barnstable On this Day of M th Year Before me,the undersigned.Notary Public_, �'✓y personally appeared Name of Document Signer proved to me through satisfactory evidence of identification, which was/were Description of evidence of identification to be the person whose name is signed on the preceding or attached document, and acknowledged to me that he/she signed it voluntarily for its stated purpose. As member of Barnstable City/Town Conservation Commission ^-- Signature of Notary Public Printed Name of.Notary Public Place notary seal and/or any stamp above My Commission Expires(Date) This Order is issued to the applicant as follows: MAR 15 2010 �-` Gem ❑ by hand delivery on by mail return receipt requested,on A! DET1'E M10 Date Name Signature Date C�nOvMMOMNEgIJH Owpaform5.doc• rev.2/27/08 Barnstable revised 4/11/2008 mrCOMMISSIONE Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands MassDEP File Number: WPA Form 5'- Order of Conditions SE3- 4867 Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 and § 237-1 to §.237-14 Town of Barnstable Code F. Appeals The applicant,the owner,any person aggrieved by this Order, any owner of land abutting the land subject to this Order, or any ten residents of the city or town in which such land is located, are hereby notified of their right to request the appropriate MassDEP Regional Office to issue a Superseding Order of Conditions. The request must be made by certified mail or hand delivery to the Department, with the appropriate filing fee and a completed Request of Departmental Action Fee Transmittal Form, as provided in 310 CMR 10.03(7)within ten business days from the date of issuance of this Order.A copy of the request shall at the same time be sent by certified mail or hand delivery to the Conservation Commission and to the applicant,if he/she is not the appellant.Any appellants seeking to appeal the Department's Superseding Order associated with this appeal will be required to demonstrate prior participation in the review of this project. Previous participation in the permit proceeding means the submission of written information to the Conservation Commission prior to the close of the public hearing, requesting a Superseding Order or Determination,or providing written information to the Department prior to issuance of a Superseding Order or Determination. The request shall state clearly and concisely the objections to the Order which is being appealed and how the Order does not contribute to the protection of the interests identified in the Massachusetts Wetlands Protection Act(M.G.L. c. 131, §40), and is inconsistent with the wetlands regulations (310 CMR 10.00). To the extent that the.Order is based on a municipal ordinance or bylaw, and not on the Massachusetts Wetlands Protection Act or regulations,the Department has no appellate jurisdiction. Section G, Recording Information is available on the following page. wpaformMoc• rev.2/27/08 Barnstable revised 4/1 112 0 0 8 Page 9 of 10 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands MassDEP File Number: WPA Form 5 - Order of Conditions SE3- 4867 Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 and § 237-1 to § 237-14 Town of Barnstable Code G. Recording Information .This Order of Conditions must be recorded in the Registry of Deeds or the Land Court for the district in which the land is located,within the chain of title of the affected property. In the case of recorded land, the Final Order shall also be noted in the Registry's Grantor Index under the name of the owner of the land subject to the Order.In the case of registered land,this Order shall also be noted on the Land Court Certificate of Title of the owner of the land subject to the Order of Conditions.The recording information on this page shall be submitted to the Conservation Commission listed below. Barnstable Conservation Commission Detach on dotted line, have stamped by the Registry of Deeds and submit to the Conservation Commission. ------------------------------------ To: Barnstable Conservation Commission Please be advised that the Order of Conditions for the Project at: 104 Tracey Road, Cotuit, MA 02635 SE3 4867 Project Location MassDEP File Number Has been recorded at the Registry of Deeds of: Barnstable County Book Page for: Property Owner and has been noted, in the chain of title of the affected property in: Book Page In accordance with the Order of Conditions issued on: Date If recorded land,the instrument number identifying this transaction is: Instrument Number If registered land, the document number identifying this transaction is: Document Number Signature of Applicant wpaform5.doc•rev.2/27/08 Bamstable revised 4/11/2008 Page 10 of 10 ATTACHMENT C CHAPTER 91 LICENSE PLAN r I CERTIFY THAT THIS PLAN WAS MADE IN ACCORDANCE WITH THE RULES AND REGULATIONS OF THE REGISTERS OF DEEDS. DATE REGISTERED PROFESSIONAL ENGINEER sc ooL ST. �osr TRACEY ROAD o COTUIT G' e eEN� j �Fc� PROJECT LOCATION LOT 14 LOT 13 i PDPPENE.S.S�T -c t L000S..MAP ;i SCALE: NOT TO SCALE TOBB3 zI To6 z EXjSnN ti US£ c N � SM106 �oT063 �MiT�pgR�H TOBB2 OrF� SM105 o o �LTO OF D. P. �T06E1 E-__FA Sz. OB T062 TOB1 N co LAND SUBJECT TO F,rj 1 COA SM104 FSTAL STORM �T�NG LOWAGE AND /Nc � 9�sy COASTAL BANK AL SALT LOT 12� SALT MARSH SM103 � ' OF Mq , ail, �,�' q AL MICHAEL T yG PROPOSED 4f BORSELLICD 17ti16ER POST CIVIL y �T ICAL) SM101 ,o No. 35o54 CI ST EM�� v� ,I, s� PROPOSED 4' ASS/OVAL (SEE DETA/L ON SALT MARSH 'II' SHEET �� o 25 z � � GRAPHIC SCALE 0 20 40 80 155E WATER SCALE:SCALE: 1 INCH = 40 FEET PURPOSE: PRIVATE RECREATIONAL USE BASED ON MLW = 0.0 PLAN ACCOMPANYING PETITION OF ELEV. ABOVE MHW BASED ON N.G.V.D. THOMAS & GERALDINE BRANCA, 104 TRACEY ROAD PLAN OF PROPOSED WALKWAY IN POPPONESSETT BAY COTUIT, BARNSTABLE COUNTY, MA A� MOUTH 141 LOCUST ST. UNIT A PLAN BY: FALMOUTH, MA 02540 �NGINEERt��4 508.495A-225 508495.3229 fax DATE: MARCH 12, 201-0 SHEET: 1 OF 3 09132CH91.DWG A I CERTIFY THAT THIS PLAN WAS MADE IN ACCORDANCE WITH THE RULES AND REGULATIONS OF THE REGISTERS OF DEEDS. If DATE REGISTERED PROFESSIONAL ENGINEER 4 x� POSTS K73P/CXZ 65.2'GI,47ING ELEI! _ JO o I I I I I SALT HARSH II II 1, 6' 12 Z V g 2"X 12" SIR/NGE/TS &f C1RAI7NC (17YP/CAL) (7YP/CAL) _ 1.7' EX/S7IN GRADE II I I SALT 1141ARSH II 12' u 12' u 12' u 12' 12' RAMP TO Q 65X G/1A17NC GRADE /(ZZ. 6't� X/STING'. . BADE I'I II 2",r 8" roATS II u of u KT)P/CALJ 12" 2 12 12, MICHAEL J. yam, BORSELLI CIVIL N0. 35054 A�or C!$T WALKWAY PROFILE AL FNG\ SCALE: 1/8" = 1' 0 4 8 16 n�A � I I I _� lY"� SCALE: 1/8 INCH = 1 FEET DATUM: PURPOSE: PRIVATE RECREATIONAL USE BASED ON MLW = 0.0 ELEV. ABOVE MHW BASED ON N.G.V.D. PLAN ACCOMPANYING PETITION OF THOMAS & GERALDINE BRANCA, 104 TRACEY ROAD _PLAN OF PROPOSED WALKWAY IN POPPONESSETT BAY COTUIT, BARNSTABLE COUNTY, MA ALMO_UT� 141 LOCUST ST. UNIT A PLAN BY. FALMOU.TH, MA 02540 508 495:1:225 508.495.3229 fax DATE: MARCH 12,. 2010 SHEET: 2 OF 3 09132CH91.DWG A i I I CERTIFY THAT THIS PLAN WAS MADE IN ACCORDANCE WITH THE RULES AND REGULATIONS OF THE REGISTERS OF DEEDS. 3 -OQ P (�- DATE REGISTE ED PROFESSIONAL ENGINEER 1i1. 1I1 SM103 SM102 -N QF � 4 O� MICHAEL J. ^ o BORSELLI `^ U CIVIL CO* 2S Na. 35054 ,e �EGISJER�� �sS�QNAL PROPOSED #fDE X4Z, �l'.4Y 111. W-4 �PROPOSEO \�I I �X4 IIrLIBErP POST (TYP/C.4L) g ST/�/NGEIrS ' 0f X4Z1(#X v ¢W 1/MBER 2",r >2` POSTS S1R/NGERS 65� �TYP/CAL) SALT MARSH GRATING EX/ST/NG 0 2 GRADE - MlN SET POST TO 8/¢tl C,4Z04N/ZED BOLTS AND DOCK ,1I 1 KTYP/CAL) u �f'4SHERS (T)'ICAL) 111, DETAIL TYPICAL WALKWAY CROSS SECTION GRAPHIC SCALE SCALE: 1/8" = 1 0 10 20 40 0 4 8 16 SCALE: 1 INCH = 20 FEET -- SCALE: 1/8 INCH = 1 FEET Dom_ PURPOSE: PRIVATE RECREATIONAL USE BASED ON MLW = 0.0 ELEV. ABOVE MHW BASED ON N.G.V.D. PLAN ACCOMPANYING PETITION OF THOMAS & GERALDINE BRANCA, 104 TRACEY ROAD PLAN OF PROPOSED WALKWAY IN POPPONESSETT BAY COTUIT, BARNSTABLE COUNTY, MA p,LMa-UT�., 141 LOCUST ST. UNIT A PLAN BY: FALMOUTH, MA .02540 ��'cbNEERZ U` 608.495.1225 5084953229 fax ,DATE: MARCH 12,._2010 SHEET: 3 ,OF 3 09132CH91.DWG A PROJECT - LOCABON ) .. c. i. N _ - LOCUS SCALE: 1'=2000't CB/DH 4 FOUND - - _ - .. 6.9 � 6ENCiiOP BK. _ - LOT 14 - -- -HYDRANT 374 OPQ EL 29.03 i� 24.7 '. :. xJTI - / CB/OH ES NO - .. 1.7. BUILDING FOUND DECK ',1�� _ _. - � 6. : Q / 26.4 % 24.6 .4.e - t 2J.3 a IA /. - 4.9 25.2 tY 235 I 1. 25.8. SB3�J °�jllm'' 24.6 1a \3\ \ P�25..0(` `- ly P 0 H 535 I 26.0 CATCH 10 094 rge63 F 02. zs 11I G OUND tof N�ti.JjS 1� - 1.7 r•!'i 77-6 i�✓�� - r .25.2 4 _ SMIO 52 ; / I22t c �0 gas6 6.4 ,� '�' TDBB? r14.TPOPPONESSE TDB I 2L3 \\ < \ � / / i I 1 \ \5 a� ' s 00 ...' SALTMARSH / % / T al / I \ 'r 237 5nl�1yAY•-- ` - 229 D� •A� `� za.7 PHON �i Gi LPA'O CdYgE7P IL'U27P - ll / / LAM7 sae !2err!O a ` - .A, 245 _ rzowAc�e'w,m 22.7 tr o .1 \ g zo q ,.6 /6 4{O� az4srAL avNK 4.,�. II FlA00 HAZARD ZWE A13(0.,x cT Y 2P7 I, .t1.3 ,•� \ f•(• IBD 10 3.8 SALTMARSH j I II "'2, 14 -14.7 � �vr rn wP.ac><' - •10.6 \\ \ \ \ 0 3 �10,3 01 91 eL,. � / .N-104 \ � LOT 13n -- - I TDB, AU TRANSECT A A ALL ,` �n� �\ ��S \� �is 3 •i6.6V _ - , SCALE: 1"=20'AL . \ 4e \ u / 4. SM102 S3680.0o•W •10.t �r f. 30 17.0 0. \ 9 SASALTMARSH�P.6 AL / - / / / / 10.9 { .20 81 17.8 AIL � .' / �� / / � LY - - ROOD HAZARD ZONE A13 EL 12)- A LOT 112 _ a. 10 �.W % ✓' % / / •12.0- 0' 4.6 „' \\ AL 5,6�$'J' j •22 3.6 SM101 - � 0 30 70 - 1.6 TRANSECT B-B SCALE 1"=20' {' 30 30 22.4 12/13/04 ADD TRANSECTS 15.2 DATE REVISION 20 20 PLOT PLAN - mcm HAZARD ZONE A13 M 1z PREPARED FOR GENERAL NOTES: 10 10 10 THOMAS & GERALDINE BRANCA ,9 7.4 IN 1. HOUSE NUMBER: 104 0 0 24 40 0 0 40 COTUIT MA 2. ASSESSOR'S NUMBER: MAP 004. PARCEL 004, LOT 13 PLAN DATE: OCTOBER 13, 2004 PLAN SCALE: 1" = 20' 3. ZONING DISTRICT: RF (AP OVERLAY) { TRANSECT C-C TRANSECT b-D q�1L QNGINEIItING CD K1lAND5PMNTNc4. FLOOD HAZARD ZONE: A13 EL. 12 �>< - SCALE: 1"=20' SCALE: 1"=20' ,5. TOPOGRAPHIC INFORMATION COMPILED FROM AN ON THE GROUND SURVEY. WAS1EWAlER OES GN COASTAL FNgNElA NO 2D 0 10 20 M - n„, n4,9c T nE 5 PLDT PLANS P,mc AND 00= 6. ELEVATIONS SHOWN ARE BASED ON NATIL NAL GEODETIC VERTICAL DATUM. - .,C.`J WASELU SCALE: 1 INCH=20 FEET - - MR. LAND USE PLANNING COLAOAGAL/RESIDENDAL NUSS }bfA9 4'9'+'P Lbd aad SauMeas!Virnufru!tuffs 2 eE 101 TOWN HALL SQUARE-FALMOUTH•MA-02540-508.495.1225- 50B.495.3229 fax PROJECT NUMBER: 031891 CAD FILE NAME: 03189PP DRAWN BY: LM..D.H.M.1 SHEET 1 OF 2 I 7d, C041e_t'-� PROJECT - .. //+)) LOCATION .J X4 LOCUS l wFE SCALE: 1"-2000't . CA/DH . - FOND .1 TopO LOT 14 - ,. -. u H71)RANT 374 O"- EL 29.D3 EpSTINC i .. - • DECK .BIAlDINO _ h i /39D3'30"W m ! POPPONESSET•' 3 TORR2 ,@ y COB UND BAY - SALT MARSH - - TO W unm urn 007t'x - ,ul. / LA4V+sr�s - ,,/ rzow.rC 84A NpApaN W� (SM1o4 caasrw[amour �c F — � I J y. -• \�2 I 3' h, Al� - IL - LOT 13 AL 45,329t S.F. AL 4S _ ..I CERTIFY, TO THE BEST.OF MY KNOWLEDGE, THE FOUNDATION SHOWN ., \X� _ ON THIS PLAN IS SHOWN AS IT.EXISTS ON THE GROUND". AL - TSM101 >,S36-OS!Q`W SM104 ABC, _ 5. DATE: 4 ��o SALT MARSH . _ FERRGIA = 19TERED PROFESSIONAL LANEW - AIL c �ND LOT 12 I CERTIFY THAT THE FOUNDATION IS LOC I FLOOD HAZARD ZONE C- S�e'09�a sAtn1 - a AS SHOWN ON COMMUNITY PANEL NU 0022 D AND THAT R FLOOD HAZARD ZONE C IS NOT A S ZARD ZONE d FERA9M01 REGISTERED PROFESSIONAL LAND TE LOT AREA: p 1. 29,703t S.F. TO MHW(PER LAND COURT PLAN 11260D DATED OCTOBER 10, 1972) - CERTIFIED PLOT PLAN PREPARED FOR - 2. 45;329f S.F. TO MLW(PER LAND COURT PLAN 11260D DATED OCTOBER 10,,1972) - THOMAS aC GER ALDINE BRANCA IN COTUIT MA GENERAL NOTES: PLAN DATE: AUGUST 16, 2005 PLAN SCALE: 1" = 20' _ aW ENORCERwO ED 1. HOUSE NUMBER: 104 - DL-SKW COASTAL E QNEERwc 2. ASSESSOR'S NUMBER: MAP 004. PARCEL 004. LOT 13 3. ZONING DISTRICT: RF (AP OVERLAY) - - - 20 0 10 20 4onTtE s PLOT Pt.v+S otLAs Aem4. FLOOD HAZARD ZONES: C& A73(EL 12) - LAM USE PLANN GCDMAIERClAL/RESIDEIIAAL SCALE: 1 INCH a 20 FEET - Lbd o�d SanMmn�•4 ��•*eff - 101 TOWN HALL SQUARE- FALMOUTH, MA- 02540- 508.495.1225 - 508.495.3229 fox PROJECT NUMBER: 03189 CAD FILE NAME: 03189AB DRAWN BY: L.M.,D.H.M. SHEET 1 OF 1 r Ab 4'-9 1/3' b'-N 3/4' 4'-7 1/B' 12'-2 3/4' 9'11 I/4' 5'-6 14'-4 - UJ SMOKE DETECTORS ~ x x Al Ab IN5'CLMOSB OKIN6 REVIEWED G A ON 8'OFU PROSTWP.LL I 0� U T O O � � BL-BUILDING DEPT. DATE 0 N ------------- --- -------------------- - --- ------ - ------------ - Q 1 - I 41' - - A, FIRE DEPARTMENT %6 251LL ON DATE BOTH SIGNATURES ARE REQUIRED FOR PERMTING IT 2X P T.SILL IW I/2' n ANCHOR BOLTS �- (6'-0'OO. TYPIOAU ry P P L - - o - x V uj a//��a,1 N P J vL O V - - • ~ �[ L r mu W lD U BASEMENT - FIRE EYST H LEt ENW- NAT DET RIA a FT BUOKE DST P/E OO P —n — —.—. —..— _. .— — —o— O fG�' FUTURE`* ...BATH jd!� / Z�OY -59-t _ w 077 �Qu YS- f 61t�3 � �O UO�r o�Y�S6my of t�oq Q%¢ • pU Lu Q I v � Lu z �= w h Z Ab Z < Z lL n'� u lmmL UJ Job no. 0366 dote MAY 15'2005 cele AS NOTED drawn KMW BASEMENT PLAN SG ALE I/4 _ 1'-0" _ v. W n �O /A\ m Ory —0 O �m N E . >M: 0 of II WOW FROST PULL TO uJ SUPPORT WALL w 4'THICK Yl Y1 CHU(o GRADE LEVEU TO •� .O 0 SUPPORT STONE VENEER ON 4'A' 14'-II I/4' 4'q' 9'-1 I/4' 4'-0• II'.1 5/4' q.0• 26 x 12 COAL.FOOTING • r�• l nr_ _____ _ __ __ ____ -------------------------------------------- -------------- , — x : TOP OF FOUND.WALL TO DROP : (R LEVEL OF SLPB(4'-2' ' (REFER TO DWG.L/A-b) : : Q • ON 24-RETE WALL •- 'W: - i •' - F TIN x 12"CONCRETE (• .'Lv - { FETING w KEY Q 4'1NI _ 2 ' GK OMU s ' m ' `------- GRADEL ------ - -------- -------- ----- ---------- TO EVE 5LPPORT VENEER ------------------------------------------------------------------ m L ... �. 1 a , t POCKET i 4'-51/4' TO�rFOUND..PULL - T E _ �i AS REOJIRED — :__ i(3)I3/4"X LIT/w LVL(BELOW WALLA (REFER TO PHIS.NA-6) - O 8"CONCRETE PULL 2 B'CONCRETE PULL ______ ON 20,X 12-CONCRETE - p ON 24'X 12'CONCRETE �30 X 30 J FOOTING w KEY - Q/ 181�1 FOOTING w KEY a n All TOP OF FOUND.WALL •. - i0 DROP(3'-4• Q (REFER TO DWG.A-5) - - - - 4'-5 3/4' 1'-4 21r32' 4'- TOP OF FOUND. 5 13/32' , 1'-3 3/4' T'-3 3/4' T'-0/B" -5-I/8' 8' 3'-P I/4' �TO DROP(I'-1'./-) ^ ' - (REFER TO DYI6.NA-6) 10'DIA.CONCRETE + ___,. 1 r _ r -— ; __ __ _ ___T ; __ ____f r__ ___i - _ BIGFOOP FOOTING (3)1 5/4'x II 1/8•L`, (j/1 3/4'%II T14 LW()1 314'%11,1 'L (2)1 314•X II 1/8'LVU )1 3/4'X II 1/8'L fv;13/4'X II 1/B LW i(2)13/4'X II 1/8'bW (2)il 3/4'%II 1/8'LW y 13/4'X II 1/8'L'W � ^ , BEAM POCKET _ `_ r�l �30%90 J c30%30 AS REWIRED %%36 42 X 42 al 42 X 42 J a.yIII� 5'-10" 5 IO 4--0' = , - — - --- - -(,�)1 3/4•x n 1/B•gVL (v 1'r9/a•x I11/B LVL - - ,m --- ----- .. �, y L J `--- B'LONLREIE PULL .. 30.30 F'OQr 'Q o o°At i °°u ON 24•X 12 CONCRETE yy5 J 6-{Q�UNEXCAVATED FCbT1NG w KEY BEAM POCKET D-'Q O,p 3 A5 REOIIRED 2' V�u�c UOU.�cc LT6 4 p ,� �8€asFafiami : m LAST 2X4 KEY IN FORM 4T : V �'Y.. : : FOR PORCH WALL � .:: ' su a 6g`o'"y fi-•Ouu 0o J B'CONCRETE FR05TWALL �'°°fi 2 s 6 O 9 p°6 : ON 20'X 12,CONCRETE o - " a`o•ei 0 0 _ c Ji __ -- -- -- -- ----- -- -- FOOTING W KEY - -- - - o ' i , , , S fi 4'UNGW ETE PAD w _ c ' HALNLNED FOOTING AT __ , i. - U�0,•°• .E p rn _____ ______ ____ _____ _� FROM PORCH _. fSEE OYIS.B(A6-0/A6) _ 4'THICK GNU TOP OF WALL 0 PORCH— Q Ii'-O" q•-0• - r _ GRADE LEVEL TO Be 4'W.)BELOW HOUSE .. - W. TO SUPPORT STONE FOUNDATION YULL '♦�— "' VENEER (SEE SECTION B-Alb) B'LONLRETE _________Ild' 3-0 ___4-6 Z ON 24•X 12,CONCRETE . FOOTING wKEY _L �__ �_ _ _____ ____ _ _ T i - P --------------- LAST 2X4 KEY IN FORM O " • FOR GARAGE YULL - • - (1 U.. FOUNDATION GENERAL NOTES: _ .,. W F _ LAST 2X4 KEY IN FORM • ^ n, Z -FULL HEI6NT CONCRETE WALLS TO BE -8A5ENEM SLABS TO 8E 4'CONCRETE FOR PORCH WALL B•THICK ON 20'X12'CONTINUOUS CONCRETE (3000 P5U ON&MIL.VAPOR BARRIER FOOTING w KEY;PROVIDE 2 ROW5 OF•4 OVER&'WELL-GGRADED GRAVEL - REBAR 0 TOP T BOTTOM OF WALL WALL COMPACTED TO 45%HAX.DRY DENSIttHESH� W FOUND.TO BE&SECTION S FO'(REFER IG _GARAGE 5LAB5 TO BE 4'CONCRETE DROP TOP OF FOUND.RAN•SECTIONS FOR WALL HEIGHTS/ WALL TO BOF OF V Q (3500 PS)BON%b'WELL-6RADEO GRAVEL -FILL STOW 6NT R TO EIE WALLS WITH 4'THICK COMP,TO 95A MA%DRY DENSItt;SLAB SLAB. Z STONE VENEER TO BE B"THICK ON 24'X12'CONT. TO BE SLOPED APPROX.3'DOWN TO h _ LONL.FOOTING w KEY;PROVIDE 2 ROWS OF OVERHEAD DOORS v4 REBAR 0 TOP N BOTTOM OP WALL.WALL HEIGHT TO BE APPROX.1'-10"(REFER TO -AREAS BELOW PORCHES TO HAVE 6' ~ Q FOLNDPLAN 1 SECTIONS FOR WALL HEIGHTS) WELL-GRADED GRAVEL O + 4 •y y 2X6 P.T.SILL V w 1/2'ANCHOR BOLTS -CONCRETE FROST WALL5 TO BE B'THICK -COLUMNS TO BE 3 I/2'DIA CONCRETE O VOL.MIN,(2)PER SILL O O ON 30'XI2'CONTINK415 LONLREIE FOOTING FILLED STEEL PIPE - w KEY(HEIGHT OF WALL TO BE BASED ON N 12'FROM CORNERS TYPICAL;MIN.(2)80LTS PER SILL - GRADE CONDITIONS F 1 MIN.FROM FIN. -ANY FOOTINGS $O CO42'X4' BE 12'THICK: • GRADE TO BOTTOM OF FOOTING) ANY FOOTIN65 42'X42'AND LARGER - 4ob no.: 05" TO NAVE 5 REBAR 0 12'OL.EACH WAY - - -CONNECTIONS OF FULL HEIGHT FOUNDATION (FOOTING SIZES NOTED ON RAN) Bete MAY 13,2005 WALLS TO FRO NI 2X4) TO BE SECURED w KEY(LAST FROM 2X4) /A DOUBLE SILLS TO BE 2xb ON PT.2Xb SILL `IAEXLAVATEO� _ w 1/2'ANCHOR BOLTS 0 6'-O'O.C.MIN.AND 0 12"FROM CORNERS,THERE SHALL BE A MIN. AS NOTED r OF 2 BOLTS PER SILL(&ARA6E5 N PORCHES w PROSTtt LL5 TO HAVE SINGLE SILL) drawn KMW 8'COCTtEiE FRO5TY !, ON 20'X 12'CONCRETE ON 2o.S w KEY r F O U N D A T 1 O N F L A N s ------------------------------------------------ SCALE: �d u4 / —1 N Q I7-2 5/4' 4'A 1/4' G m v 2'A'(fr LOL) 18--II 1/4'frr OF ooU 13'- I/4' (q OF COLD 1 6 N O D IX4 IFE DEOKIN6—� Ab K ,,ME _ €m G - <Al] A� TOM RAILINGS.BAIT TER5,AND PosTs t x Q m POS 13)2DIA.Fos (3) %b T DOWN GAS FIRED m FXx �.x ter',. �x fix ,� Y METAL FIREPLACE .. DECK �- z_ W/FLU5N IEARtII �x R P R x � f Q '--U W <ry <,u a ry C1YiiO ET FE ATIVE L STUDY _ rvM BRACKET PERGDu IIII III—VIS-6-4 (ABOVEi` ;Q p 3 __ .� _ � � Ix4)PE DECKING -ASCCON P.T.FRAME '.12 Jf J3 P 3, (14-TREADS) W r ^ 2.5 514 x 35 2.1 Q O 2-5 3/4 X 2-I 3 4 - SHELVE5J�`KITCHENN7RSA11 311 X 34t-i / X /HERING 4I o pO10'-I' '�' Q� OTOP AS M-234t ASLOH 5BEF �_ P 2A 3/4 x a-II 3/a _ ow G5T.BATH DINING � ' - 1 ASCOM434t L r.2. I'-B' I'_8' 2'-P I/2, - O X - , n 0 `'• LINEN 'F FLA.REO BA5E 12'DIA.FA COWMN - ry BELow A KITCHEN REF. (3)2xa Posy Dam P o _ 44-.�� 2-5ON IPEP.T.DECKINGON P.r.FRAME____t3X�-0G O.__ ____EWE OF CEILING___ ---- _____-_ ______60 3'-2 3/4- '-2 3/4' 2'A 3/ 3'-t 1/4' I'-t 1/2 2'A' 4'-4 V4' 4-41/4'3/4 X 2-5 3M NA - 51 DE 2-10 1/2 x 6-101n P 4 VESTIBULE % - % se, A - A am .p LP ib o 3i•.. BRM. 4 p+^ AscDH-2541 } O 1 4•-0. 2-1 3 4 X 3-11 3 65T. BEDROOM =oz,-0Ga. PORCH o na x-�---\ p �'-0' < PD o-•a`o �_� nay LAUNDRY m 4 - ASOAW-2429w�-c-. Us��Os �6 B Q 2-13/4X3113/4 ,� 2-5 5/4 x2 / sY.J,00g_Y��6mi S' mF�on -0' " 0 ASCAY2FN •L., 2-53/4X2-53/4Tv m -41 _ CL6.•LALWDRY RM„ �` UUU� c�.t,sUU(UU6 . __ ___ POWDER RM.,I M/DRM. __ _____________ ____ i Y �___ _ _ _Q+_ TO BE B-55/4 Q 4�b Jr TO=F y'�OUn"ywul -�_---_- 12'PIA.F6 GOLUNN W SS POST DOWN SEAT ASOIE BLIlE5r Ao m -1 3/4%3--111 3� m ASGAW-2924 Al 2 0 05 J u i a F u o o m m W/FIELD51OKE UDRM x = 2-5 3/4 X /4 _(VENEER)RISERS. Q ry 1 ` y Ix4 IPE DECKING 1 1 _�( Q ON P.T.FRAME 4A-.J ill <n a ry SIMFSON-t662(W DN' ry O%4 SLIDER f14'TREADS) 2-IO In X 6-IO 1 2 5'-0' ry + q 2-5x6-8 ___n - 0 Q O - W 3 9'-II 1/B' •-IO 3/ 5'-0' 3'-0' F-6 i"/2' - ° W V .. CONC.AFRON lJ- n/ Q 1JI-- L p BY'l Ar(�ORRS M1�ARj ry F ,Q\ H 5/6'FC.GYP.BD. xqx �J v O AHOII5E Lv1Al-L(TYP) E ry A, Z Q I p 4 GARAGE n m _L - I CONCRETE AVED P51)ON — - 6'w.To q5% GRAVEL coMP.TO 95R TOE DRY n DENSITY:SLAB TO BE SLOPED fob no.: 0366 APPROX.3'DOWN TO .. OVERHEAD DOORS date AlM 13,2005 O 9-0 X"CARRIAGE STYLE 0..DOOR - BY OLOPAT(OR 51MILAR) -I- A5 NOTED drawn KMW -FIRSTT FLOOR PLAN 2A55 50.FT.ADJUST x' x mx 5CALE: /4' a I'-O" bARAGE 64850.FT. 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I._O" ___ ____ _ ______ _ _ __________ XJ - 0 a 12 O � 154• W� ! 1 L/V/.. f A A6 W NON-BUILTIM RAKE ON I% v, BLOCKING 12 IID W U . FLOOR OF � N O �e SEGOIm `�fLR9— rL CURVED ROOF _ SECOND FLR.GAR U ° ® FLARED WALL ABODE LOMIN.gY FASCIA LONTIN1Qb CORNICE ® Q/ 1m11 �(�� RETURN \ 'V U' U. WC.SNINGLES FU WEAVED CORNERST\ Q 4'STONE VENEER ON - - FLARED BASE 9'LMU BASE O 0 FIRST FLOOR SDP B GARP6E 1]'DIA.F6. (31 OX6 POST DOWN BLUESTONE TREAD AND PORCH FLOOR r r r W/FIELDSTONE r (VENEERI RISERS _ _____ ______ __________ OF 5LA0 F R O N T ELEVAT I ON 12 SCALE: I/4' = I'-O' IID `tl�D'�O�Go�=i Y'Q sO-'iiOUm E u mo oo�cc6mii�¢°o ao ' A6 U 1D CIS - QOO d 0-00y J TNQ�+ o °moo 61/3D r YS �xu 2 12 It LU EL Ab LH e - - Z DECORATIVE BRPLKET 0' RETURN CORNICE t u B FLR. Q Q> SECOND FLOOR lL why..N FLR.a - 0)PIA.Fb.COLUMN W V aLONO FLR.CPA. (3)1%6 POST DOMI J . lQ`1 WV\ W ® BRACKET PEERR60r D D Z 1�L1/ CUSTOM RAILINGS, W BALUSTERS.AND POSTS DIA.F6.COLUMN 1X4 IFE DECKING Q W E3)2,POST WWN ON P.T.FRAME ' O FIRST Job no.: 0366 %4 IPE DECKING 1X4 IPE DECKING IXDAXB TRIM ON P.T FRAME ON P.T.FRAME (CONTJ (14'TREADS) (14'TREADS) date MAY IB,3005 WC.SHINGLES YN/ ecale AS NOTED WEAVED CORNERS 1 FLARED BASE drawn KMW ___________________ _ ✓� v. t I I r TOP PEEtA@_ f _ II , ----------------------- __''_ i; Dry II ,i rl , rl T Ir rr rl LL g RIGHT ELEVATION L___: , >� NQ c SCALES I/4' a I-O" _ �-------� r L-------I _f ' aWt: 4 or II Al Ld o 0 Q INN II Q1n A, '�NTRNNJLIY LORNIGE. II , O I1^1 Y! Yl + DECORATIVE BRACKET. X 12'VIA.FG. (w DYb POsT DOWN Q` - RETURNWJ"CORNICE RETURN b O - +. •+ .. V J , CUBTOMRAILINGS, ID CUSTOM DECORATIVE - . 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X (n w Uob no.: 0366 y 6 FIRST tl4le MAY 15,2005 — �Ar�Pllm , <ale AS NOTED ry WL.sEO CO S W/ &.VES l TREAD WEAVED CORIERs a YY/FIELDSTONE drawn FLARED BASE lvENEEw RISERS 9-D%B4 ON.GARAGE _ 4'STONE VENEER ON 4'TI116K CW BASE DOORS(CARRIAGE SttLE) ev. r " BY CLOP AY OR 51MILAR - K. __ _ ______ ______ _______ ______________ . - _____ _ _ _____________ _ ______ _1 ~ v b TOP OF`CAB 4 y i_ .. � t - of R1 LEFT ELEVATION �> / 1~V ` L___ ___ _____ ___ _____ ____L ____ __!I SCALE: I/6" I-O•. 5 OF ��.. RIDGE VENT LAP x II 14'-11 21/32' 2i'-0 IIl32' ' OVER 13/4' t/B'LVL r _ _ d a wDGE BOARD - O. . BWBUUB%IB STEEL BM. GAF'TIMBERLINE"ULTRA- 13 (112X POST pN5 . ROOF SHINGLES 5/0'LDX 6,O LOD IID 2x105 O I OL. 2XI05 m 16"O.G. LVL STRULNRAL .. - RAPTER BEYOND WB%15 STEEL BM. BUILT4VF W/2x5 I 12 RID6B VENT GAP � I 1 1X NAILER BOLTED i0 STO S OVER BOARD X II I/O' 2XB5 0 16'O.G. 12 TOP OF FLANGE W/ RIDGE BOARD V 6 IYJ� (5!2X4 POST DOWN - _ - .. 5/B-TI6 PLYWOOD r� YI Yl 6R�T9HIMLESNE UL I X TOP OF OBI.. .. - 5/b'COX PLYY✓<OOD 12 v J PLATE 0 DORMER - 2X105 m 12' 41-1 (SEE O .Alt) IID `. I N S Ott b BOARD .- IX3 TRAPPNG V1' 2Xb aL JOISTS GYP.BOARD - ' ON 1X3 STRAPPING - R 0 Pa.J015Tsm 16•o.L. 4 BEDROOM 2 p - -I I. R-30 F.G.INSIL. - - ZX45 oIb�OL�. V HALL I BATH.R-19IF6 1NFJA. LINEN 2'-2' f - - - 3/4'TI6 PLYWOOp V 3/4•TI6 PLYWOOD - II t/B'A -20 FLOOR - II T/B'AJ5.20 FLOOR R- F G INSTIL ` - - JOISTS 0 16'O.L. . J015T5016'PC. R-30 6.INWLATION - a 5U8 RR.m 3/4'CONT.LVL RIMLd SECOND FLOOR " TOP OF D L TOP OF PEL. a 11^^ Y1 PLATE o SECOND FLR. _. FLATE m 65T.DORM. ti 1X6 E ICTR v VI GYP.BOARD SEA BOARD I/2'GYP.BOARD ......................... � U L N ON I%3 STRAPPING ..... ... . WU)ILT STEEL BM. 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BWESTONE TREAD 4 (TYPICAL) 2%65 0 16"OL.- P.T.2x10(LOM)LEDGER (TYPICAL) (21 3/4'X II T/B'LVL LANDING + £ R-15 FG.INS , O q-THICK CM! a•THICK cw - t4)Pr 2x12 BEAM - BASEMENT or) A%�T I.*w TO SUFPORT BA5EFENT SLABS TO BE 4- Ty BpLi-qR BLOCKING TO SUPPORT BASEMENT SLABS TO BE 4' STONE VENEER CONCRETE MOOD PSI)ON STONE VENEER 6 MIL.VAPOF[BARRIER OVER AT ARCHWAYS CONILRETE f3000 PSD ON t B-CONCRETE WALL b'WELLGRAOED GRAVEL ON 24'X 12' COMPACTED TO 95%MAx. 6 MIL.VAPOR BARRIER OVER B'CONCRETE WALL 6'MIPA TE.T GRAVEL CONCRETE FOOTING DRY.11 ON 24'X 12' COMPACTED TO 95%MAX. TOP OF FOOTINS CONCRETE FOOTING r. DRY DENSItt _��___ '- - .. o TOP OF FOOTING . B'CONCRETE -. _____ ______ _____ _ �________: FROST WALL ON %I KR T GOETE FLYliINi W/KEY „ £ SEGTI ON 5EGT1 ON �1 SCALE 1/4' I'-O•' . 5 C A L E I/4" I'-O" IS'-0' m v 6AF'TINEERLINE'ULTRA - RIDGE VENT GAP 4O4 Q o r 5 Q B Q p 3 c ROOF SNIN6LE5 OVER 13/4'X II T/B' 5'�3y -•Oc_JOwL<plll�3 5/B-LDX PLYWCVD - LVL RIDGE BOARD 210 ll"c 5 Ut 6 X5 m Ib-OL CC o�.�i000 N��06 mt OF cn RIDGE VENT CAP 5u��u ° p�O�cISs9 U0 OVER13/4'%II T/b' 6AFTIMBERLINE•ULTRAu-`i�p`o=E�'ispUU 66 LVL RIDGE BOARD - 5�/80'GD%1 P�LYY51000 2XIOSm 16'oz. ' OVER 2%12 RIDGE RIDGE VENT GAP 2%IO JOISTS 016' - , S �60"m0-u0u11Utpw�pv.u.�Ep OL.(OPTIONAL:R-30 4UO+S+V�L�SQEUv�6-fib 12 6.AFROOF 1M N61 LIIK.ULTRA 12 TIG RYYal _ _ - 5/8'GD%PLYWOOD - D 12 'I 1 IID 2XI05 m Ib'OL. II � V f 1/2'GYP BOARD I/2'GYP.BOARD a FUTURE STD. Z ON 1X3 STRAPPING ON I%3 SiRAFPING - - W 2Xb CI-6.JOISTS 2X10 CL6.JOISTS o 3V F SL O Ib'OL, TOP OF DBL. R-30 Fb.INSIA.. _ - RATE o MSTR_BA1H._ 2XI2 HEADER W/ TOP OF O 1/2 Q VI'RYWWD R ID ATE 0 M ROOD M ... .—n STUDY W WL.SHINGLES KNEADER W/(3)1%b POST O 5/b'FL.GYP.BOARD O CEILING I HOUSE WALL5 TOP OF OBL.F11E lBE/oN✓D/ 1f2'GDX RYWOOD DOW1(EEYOIEJI RATE•GARAGE r 2%65 m 1&,O G. I I ..~``R-13 F 6 IN5LL W12X26 STEEL BEAM W/2x V NAILER BOLTED TO TOP OF }�.TT-( W u.I MUD RM. Y 'f FLANGE OF STEEL BEAM: I�r•.yx�i WL.S LE5 1 FLUSH) HEADER PROVIDE BLOCKING 15/e' '' \\ - I/2'GDX RYW000 (FLUSH) FL.GYP.BOARD AS NEEDED GARAGE V 2MS m Ib•OC. 3/4'TI6 RYWDDD Q R-13 Fb.IN5l III AJS-20 FLOOR JOISTS m I6.OL. I I Q Z v Z SJB RR R-19 FG.INYAATION (31 2X6 POST ON.(BEYOND) iL O FIRST FLOOR Ft/3/4"GOINT.LVL RIM _FIRSifFL POOR • SUB FLR. ' T' /2"SYP.BOARD FIRST FLOOR Q 11 ON Ix3 STRAPPING TOP FLARED SHINGLE OF FOI.PIDATION WALL TOP OF FOOTING 2X6 SILL ON BASE fBEYOND) ..'v 1X6 P.T,SILL YN I/2" --- '' — L ANCHOR BOLTS , ....... m 0 6-10.0 FIELDSTONE 2) 3/d'X II VB'LVL ., GARAGE SLABS TO BE d' TOP VENEER RISERS CONCRETE(3500 PSU ON B'GON:RETE TOP OATION WALL STONE VENEER ON PORCH YV Q z 2%6 SILL ON 6"/'ELL-6RADE0 6R4VEL FROST WALL 4 Job rro.: 0566 8'fANL.WALL BLUESTONE TREAD a £ w 2%6 P.T.SILL COMP.i0 95%MAX.DRY ON 2O'X 12 ,= Y BASEMENT ANCHOR eOLTs 's ADEPVROz 3"Datvo°I TO SLOPED NCR 0 6'-O"OL. CONCRETE FOOTING W KEY B'CONCRETE - (TYPCAU tlate BASEMENT SLABS TO BE 4' FROST HALL BASEMENT OVERIEAD DOORS MAY 1B,2oos CONCRETE WOO PSI)ON ON 20,X 12, 9 MIL,VAPOR BARRIER OVER CONCRETE FOOTING tale AS NOTED 6"WELL-6RADEO&RAVEL N KEY 4 COMPACTED TO 95%MA%. DRY DENSITY BASEMENT SLABS TO EE d' tlrewn KMW .. - .s CONCRETE(BOBA PSIRIE ON r TOP OF FOOTING b MIL VAPOR BARRIER OVER � 9'THICK CMI 6'WELL-GRADEO SRAVEL - LOMPACTED TO R5%MAX F Q i TOOSJRIORTNE ER DRY DENSITY TOP OF FOOTING F W CONCRETE MOST WALL ON 24'x 12' ' CONCRETE FOOTING N KEY m8 SEGTI ON 5EG TION 5ET1 ON ' SCALE I/4 I -O' SCALE A. 6 1/4" 1 -0- 5C AL E 1/4 1 -0 ry N E i NWt: 6 of 11 - t RiDbE VENT GAP 1!1 • i.. LVLE RIDGE BOARD N•. ,u@T' GAF'TIMBERLINE "ULTRA. ROOF SHINGLES - Y . 5/B'CD%PLYWOOD _ 2XI05 a 16'OL. B�BUU LTr 3x5 F•b N N - " • (4)2X6 POST ON. GROOF 5HIINN6REISE'ULTRA 5/e'COX PLYWOOD STD, 2X105 0 16'O.C. - RIDGE VENT LPP V X OVER 2XI2 RIDGE a _ 5/8'TeG W - •_ _ - IF v A V. r 2%10 FLOORR JOIS115 TS 0 16"OL. - R-30 F6.INSUATION 12 - TOP OF 0%. - 11 BEDRM. 21fB5 o Ib'O 1 - WBXIS 5TEEL BM BEADBOARD LWILT-OUT W/2%5 4 k2X NAILER BOLTED TO -(21 3XIO HEADER / OF FLANGE W LQ - _ V XL. (5/2%4 P05i DOWN BRALKETIVE LU5TORAGE .. ^' v ON 1X3 5TRAAP1�116 VMBRANZ 4PTSB AVMSTR. BDRM. - EEPERS SHAVED3/4'T4G PLYW VD -PER 12' IIT/8'AJS-20 FLOOR 3/4'TeG RYWFD `J015T5 a Ib'0 L. 11 T/8'AJS-25 FLOOR - - .2XIO DECK J015T5 i v mIN . JOISTS 0 Ib'O.L. 0'_ ,+R-30 FG.INSUATION b•OL SHAVED DN' L3/4'LONT LVL RIM 'PER12'W/RUBBERTOP OF DBL. -__ ..... SECOND FLOOR i m PLATE a KITCHEN TOP OF pBL. - 4 RATE a M la BABATI. r hlyy y 0 Ia,6YP.BOARD - 4 /2.GYP.BOARD IX6 EDGE 4LTR. 4 r U 0 1 7 ON 1X3 5TRAPPIN6 ON IX3 STRAPPING BEAD BOARD U ,[ 1 CO TIVE BFtALKEi WIOX26 STEEL BM. L • (21 3/4'X T 1/4'LVL 4 PE COLA ((33)) 3/4'X II 1/9'LVL gB11ILT-OUT W/2X5 1/2'GYP BOARD IIpR. 131 2X6 POST HEADER W/(4)2X6 POST ON. CT1I�1F1 ON 1X3 STRAPPING I n TO FOUND. KITCHEN �BIILT-INS DECK TD'EG�K y - (3)2XI0 HEADER I' _ GATHERING ' COLUMN 3/4'T46 -20 FLO IW/2"LD%RYWOOp - 5/4'TeG PLYWOOD CUSTOM RAILINGS,2xb5 a Ib'OL. LOAD 6EARINS 11 T/B'AJ5-20 FLOOR -19 Fb.INSUL. II T/6'AJS-2p FLOOR BALUSTERS,AND POSTS WALL J015T5 a W O L. J0151" OL. R-19 F6.INSULATION CUSTOM RAILIN65, R-19 4. INSULATION SU0 FLR W/3W CONT.LVL RIM SUB FLR 1X4 IPE DECKItG 0 FIRST FLOOR BAL TER`'•AND POST' . e FIRST FLOOR YI/3/4'CONT LVL RIM ON P.T.2%10 - - TOP OF DBL. DECK JO15T5 RATE o BASEMENT �^ TOP OF FOMDATION WALL MAM 1X4 IFE DECKING AS REOJPREO ON P.T.2%10 `EAR fCONTJ DECK JOISTS (21 3/4'%II T/a'LVL BASEMENT (4)P.T.2X12 BEAM P.T.2XI10(CONTJ LE65ER BASEMENT 3/1' Y (4)P7 2XI2 BEAM W/ARCHLVT BLOCKING ON CONL.FOOTI BASEMENT 5I-A85 TO BE 4' W/q)ILi-OUT BLOCK 4 AT ARLI0YAY5 CONCRETE(3000 P51)ON AT ARCHWAYS - BASEMENT SLABS TO BE 4' • -6 MIL.VAPOR BARRIER OVER W/ARCHq/T BLOLKI b'WELL-GRAOED 6RAVEL 8'CONCRETE .@ _ 6O'LRETE RBA BARRIER ON AT ARCHWAYS COMPACTED TO 95R MAX. FROST WALL - b MIL.VAPOR BARRIER OVER TOP OF DRY DENSITY ON 20'X 12' CgMPAL95% � WL.SHINGLES SLAB Fes' TOP OF FOOTING ORY OENSItt COX 1-11 ... 2x65 a 16'OL. R-13 Fb.INSLL. B'CONCRETE „ ON 20 WALL i 4 y ON 20'%12' i CONCRETE FOOTING Q i W/KEY - 1 i S E G T I O N S E G T 1 O N G s �a�ooa°uoo oa SCALE: 1/4' = I'-O" SCALE: 1/4' 1'-0' gU d w6 sc�jP>3 _- d T � a. �4:oaV30°'0 0°., c� v�Ryy U sE 4 - - - k"o$��u53QE0U oob W Q LU w W N Z LL - O � Job no.: 0366 MAY 15,2005 cele AS NOTED , • • - � drown KMW ' IL LL A-7 m . om e t W U � � 6 PbSi D (4)2%6 ______ r_______ _P03T-0N-r P.T 2x12 f4 P.2XI , r r r r. , _ X , r Oo Os Oo 0e Oe r r , L , r ' (4)2%6 P. "I LE R 1^ r r r r r r r , , (3 2X6 r r r r P TDN - r , r ewe r r r � r r _________ r` (3)1 3/4 X II 1 VL\ j) 4•X I T/&,LVL 2) 4'"X T/8 LVL (' 1 3/'X II /8' Lr (2)1 3/4' 1�T 'L 2 3/4 X II /B L -- -- (2) 3/4'X II B•L L---_(2)i1 3/4' II T/'Lv )1 4-X 1/5"1�4 r , ff O r ___ __ 9 m ; P.T.2XW LEDGER ------------ r------------------------------ --------------------------------------------------- 0. �a-•oon�sQaaoo3 sc uQo - QU6 .. .-...-. �Y cQi r - _ O U , c r _ �U , r e W r LL O �u$UmQ U6 �� CO2��d110 - r-- '. � • - .. 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V`�60as�Q o6eU� Ep ' - 9��V000�'Uc 6N 0�r�UU �-/ !I) 3/4'X II VB'LVL(PLVSIU ,. - Y $ aY �j°%0 p d £Unp`c� LE� Ht (SEE DW6.B/A6) - r. _ _ :i ;t§T�O a 2xuo5��-:5. H_a�ob KA NOTES ] 2XI0 0.6 alsT p. o 0 o.c. z mj W < J -ALL POSTS @ ENDS OF BEAMS TO BE 0 � 2 2X4'5 OR 2 2X - 6 S UNLE55 NOTE Z( ) ( ) L D W -5 Z -ALL WINDOW 8 EXTERIOR DOOR (3)2X6 (� H P T VNZF HEADERS TO BE (3) 2X6'5 IN/ 1/2" 2XI®ua,o15T5 N �' 4. PLYWOOD UNLE55 NOTEDLU j -5EGOND FLOOR JOISTS TO BE I C (Y- O 11 l/8"AJ5-20'5 @ 16" - 2XIo ckb ols s O O.G.UNLE55 NOTED o 16 o` < w 0 - ALL WALL5 WITH POGKET DOORS 'e Z Q Q TO BE FRAMED A5 2X6 WALL Q z ❑ - 2X P05T DOWN (FROM ABOVE) 0Pos ooN. —2 0 516.uls s Jl " x - POINT LOAD(FROM ABOVE) 2XIO CLb JOISTS Job no.: "6c, - INTERIOR LOAD BEARING WALL j j b�� date MAY 13,2005 v I tale A5 NOTED - ` m I I drawn KMW - S E G O N D FLOOR FRAM I N G P L. A N 2XIo cLb.nlsrs SCALE: 1/4' I'-O' _ e OL. . r POST.ON - ~ • 13)2X6 p -s POST ON. m Ire 1n• IL O O A—Vt,// - w w o N Q I I OANTILE EDGE 6EAM5~ • V V - o T TO PILK w bABLE BEAMS ----------------------------------------------- __= m U s o f ry� 4, POS N. TO TON. (�55)2 4 —— — )2%4 14)2%6 PPOST DN. WB 15 EILI BE D A/A) POS DN. % STE L LEI IN6 AM T D WB%IS S EL G ILINS EE 15EE WbF_.__I . Ab POST - r -- _— -- (.ED_ , _ -- DN. T DN WALL UP TO ,40.�� RAFTERS Sn�9 .. ._ •.. • P305i DN 4�}h - , (312%6 mXB LL..lOI5T5 POST DN. 0 - !�jl'0 Oaiyy{�3t Xyp- Nag°000F�b6mt o�.��,oq �Qs _5� y °LOBm�QUO u o..�_ Eoo EOU LU - ______________, W 5LL . NOTES. _ • _ Q v -ALL CEILING J015T5 @ SECOND FLOOR TO BE 2XIO' @ Ib"O.G.UNLE55 NOTED v LU p ; - INTERIOR LOAD BEARING WALL z Q „ LQ O LU MAY 15,2005 - •, A5 NOTED - drawn KMW - 5 E G O N D F L O O R G E I L I N G F L A N e 50ALE: 1/4' a 1'-0' ., ` F rev. W� gym: 10 or T CANTILEVER EDbE BEAMS • r O 0 UJ Off TO PICK UP GABLE BEAMSIN N rr° IN V 0 Q s � 1 VO 0 2X10 RAFTERS 2X10 RAFTERS 'y 'Z Ib'O.G. 2X12 RIDb __ V �o �oy � n® ne ne ne T o -- -- _ 1 1 N --- m L. le x IB TEEL BE AP T DIN IB TE IB BEA (3 2X4 C, - L Q P T WB X AM / P052 i DER _ _ TEEL P T C 4a 0 d 0 i�1 �1 O K O _ _ _ p K O O •i L U e e(11 3/4' II T 'RI e . I 2X12 RI . x 9 1 ' X4 pSc g I S! (3)2X4 PP DN. T DR!s •POST DN. WALL UP TO i Im ; I\ F—11.12 I1.12—� +P 4 I RAFTERS s'�,q O - ' i 1 I + 3XI0 RAFTERS 7x10 RAFTERS I m ZL W 2X4 a Ib'O.G. _ e Ib'O.L. t,(!� I I 'XIO RS le - ``ll i Z OL. __ _ __ __ __ __ _ _ - - R O O F P L. A N TK- -" SCALE: /B -- -- -- 0 12'OL. 2x10 RAFTERS 2VO RAFTERS I my O D o $u i t.i q ewCC. elb'OC. �I i Sp'do�.� 'Q Ut-O am, 130�011G V -JOO �96 'r l 2XIO FTERS s 2 J p-ui Q ➢ u oo � ymo RA 9a6 a u UQp J �`8ZLL r0 �OU 0�=0ip°r o� 2x10 rERs - $ °ER UEou a�o13 NOTES e W < - ALL P05T5 @ EN05 OF BEAMS TO BE ------ ---------- (2) 2X4'5 OR(2) 2X&'5 UNLESS NOTED Z w 3 - ALL WINDOW HEADERS TO BE (3) 2X&'5 2XIORAFTERs Q ~0 Z W/ 1/2" PLYWOOD UNLE55 NOTED O1b°L v J - ALL RAFTERS OVER 15'-0" LONG W (MEASURED HORIZONTALLY IN PLAN) 2x10 RAFTERS {J' � � Z iOL. TO BE 2X10'5 @ 12" O.G. - kj v Q Q - ALL RIDGES OVER 20'-0" LONG �x10 RAFTERS Z tL b TO BE (1) 1 3/4" X 11 l/8" oL. 4 ILL - INTERIOR LOAD BEARING WALL - 2XI0 RAFTERS - - i O.G. _ d Job n .. 0366 dato MAY 15,2005 ROOF FRAM I N G PLAN 2x10 RAF ERs ><a1a : AS NOTED b Ib'OL. j SCALE, 1/4" 1'-0- wm A drown KMYI . I F v. W a m _11m � . Ali QU iNA SCH OL ST. MIT CB H F OUNO BENCHMARK. P:' TO OF 6.9 , R LOT 14 - -HYDANT 374 P EL 29.03 . _ O 47 / 2 . CB , PROJECT /� G LOCATION EXISTIN FOUND 2.1 K BUILDING ILDI NG 6 i O E' DC 6. 6 ti 26.4 2.2 / 24.6 1 x / 23.3 + 0 V _ - cn 4.9 25.2 ' I N / x 2./7 � 5.o .I- N i I 61Y '' 235 N 25.8 A� , Se I lQ R Po x. r 25.024.6 H N X QO / o 26.0 �11tt ti l W <0 7.4 30 .� ; 3 N 0o S / C 1 � - H / CB 1 i F T �11fc CA CH / / .00 _d- 0 cfl .sou 5 FOUND / � � BASIN A SI P 1 MAS�EE TV N OB 4 W J B3 - .r x y I 23.8 25.1 1 17.0 r � / N .. 1 P�Mi X / I LOCUS I 25.9 I I SCALE. 1 2000 f d / I ' 2.9 X_ -� / / r \ p / r v / Q -�. N 9/ I 25. M s111t. N / / \ 7:6 r / sn 1.illy. / N r 2.1' G / / x 25.2 1 r /lL r r/ 1 / di w / 1 3 J 22.1 / 30 i �i o. l X 1 24.6 6 R / sM10 � / o_ x /, 2 1 4 5 CJO / 6 2 ,8 �. N �tllc.. >� OB62 3 / • 23.5llol 4.6 25.9 / 'i 9 3 14,1 ,.. • k V / r / T083. S �11le / J 5.9 .ill(... / 5 .9 1 tl ce H '2 :I - 2 : /D � / _ FOUND • / TV AR \. 24 SALT MARSH / I I i +9 �B, y LEGEND 1 24.7 POPPO/1/ESSET 24.5 PHONE :. LECTR / -------- •1 �r \ W, EXISTING _.CONTOUR LAND .SY/B�l�'CT T17 �_ S 2 i GI�ASlAL Sl�JV a N O '� A BAY S l I o 20 / fzowA � o/ �AND. � EXISTING 10 CONTOUR 4 g E 6 _ T 13 GnA rAL 6ANf( � 1 E 2.o LOT 2.2 04/ s I v � � / x � o N z� N _ I \ - 21.5 f ' � -o Li AREA OF UPLAND 25 .928 S.F. EXISTING SPOT ELEVATION • 1 2.8 x.1L3 �11t� I 4 14.1 X 4 7\ � \ LAND UNDER l�YAR AREA OF 11VE..1I.AND 19 4U1 t S.F. I 1 . \ � APPROXIMATE kTO B2 \ \ rP --� \ � LOCAl1ON 01Fx � _ I 10.6 i � LOT AREA A 45 329t S.F. \ � EXISTING TEST PIT TOTAL. LO E � i \ � .�, \ EXISTING SEPTIC >- � 3 \ SYSTEM i AVAILABLE TO � � � AREA L B ) -_ - fS.F. I _ x EXISTING HYDRANT DEVELOP 12,920 S. � � 21.4 / P1 \ P 2 " �, 11. ✓ ` , CONCRETE BOUND WITH DRILL HOLE AL FOUND 3. 103' \ 9 \ T061 8 +�. / O \ \ w r AfOVSW \ \ ._'\ Ul AA/BER PrtS`T .p .. 1.9 0�+�J qST \ ARE A \x16.1 LQ1 A / 4.0 14- SALT MARSH �: , SM102 W T08 q 1. 29,7G. f S.F. TO MHW PER ,LAND COURT PLAN 11260D DATED OCTOBER 10 1972 tN� / / / g36'03 � x�.7 � ) / Z / / 180• AL AL 2. 45,3,:9f S.F. TO MLW PER LAND COURT PLAN 11260D DATED OCTOBER 10 1972 1.3 -0.2 ./ � 10.9 / / v+ / f� / �IIJc . 11.6 P F r G N._RAL N IT RolAN �. N NOTES, � S , I . 1 ALE. 1 -20 1. HOUat NUMB ER:BER. 1 _ 0 12.o Y op 1 X 3.8 / 5 2.2 �O SM101 2. A ._SS R o �0 20 40 � 1� � S., 0 S NUMBER. MAP 004, PARCEL. 004, LOT 13 20 _ 5 El / , r � 3. ZONING DISTRICT. RF AP OVERLAY 2.0 4. 0') T �. _ FLOOD D HAZARD ZONES. C dt: A13 (EL.12 SCALE. 1 INCH 20 FEE ) 5. TO POGRAPHIC.GRAPHIC INFORMATION COMPILED FROM AN ON 'THE. GROUND SURVEY. �r 6. ELE�ATiONS SHOWN ARE BASED ON NATIONAL GEODETIC VERTICAL. DATUM. AIL D A • _ R AA/P ro - QPAar /7 6f _•f X!< f�i S7s TYPY /-r - ' Q'PAl1bC . : �\ s,Sr 6W,4ws EZET! _ +SJ ssx aQAT1NG 6.5A QPAnNc -- "--" jvp S IrP/ � ES r �l I\ T W, rC�/.� AINIY ,S�✓tL I 1 i / I // I I it II I II u ILI II I 11 II II it II II II II II IL u u u WALKWAY PR OFILE E 7 29 10 REVISE SCALE. 1 4 / SE CROSS SECTION AND PROFlLE. 7 14 10 RAIS E STRUCTURE A I Y .LP. � wAtKwAr _ - / / E S REQUIRED 8 D - r- r .. - X 8 SIR/NI��ZrS ,. ? X 6 SIR/NQ.°1PS 2 19 10 LOWER STRUCTURE, REDUCE PLATFORM SIZE. r w DAT E REVISION 65.t'Q4A11NlC 4 X4 AABE7P PGIST3' SITEPLAN �, SHOWING PROPOSED WALKWAY DETAILS r 0 FOR 104 TRACEY ROAD O r „ ! F , ? X s , CONSTRUCTION NOTES. o ,. PREPARED FOR THOMAS & GERALDINE BRANCA I ALL Nth M,4&MAL.5,-- /ALL BE alr IN wE UPLAND. IN C TUIT O MA Z ALL METAL rASMNE,iS.SJV�ALL AW HOT,01AcED GAL YANIZM SIF£L. PLAN DATE. NOVEMBER 4 2009 PLAN SCALE. AS SHOWN .� ALL IfGY.i�A/.41FR/.4LS.SS'ALL d NGW WA TREA7F0. i,\i.\\ WETLANDS P I N ' CIVIL ENGINEERING DS ERM TT1 G x PGtSIS.SJyALL E1E L'r9kfN NOT xnw,, 70 A A//N/MUA/AEPIf/ 9W-4 a?RE1�7/Sv4L. H Of O .7141 GAL VAN12W SI Z �,t M M U L T s I i �>��o � s Ii � � -� WASTEWATER DESIGN � COASTAL ENGINEERING PIGtS'T R7 f' - /YA.9VCRS' TYP/CA l MICHAEI �'\r . �J � DEG}Y.SJ'AGYNc SJ'/At,. BE,�/,< A//N/A/UA/. g d. y� 60RS 6 A7;W T?RC4 � Elll r r S/ O '- 1 .:' o CIVIL R*. TITLE 3 PLOT PLANS PIERS AND DOCKS r No _f FASTEN/NG Gib' NfK�N A/A1FJ�ALS.AS�ALL BE"BY Jj�f 6fX IT NUTS AND DO�i�( /f.4.SJ5�EJP.Sy 9 .35054 y F o Z . GI N E R � � E hVRR/CANE!.Y/PS c,, NRU BGLTS'&W STR/N" CGWNEz•17OV TO )ZWES GW AS/ND/C4W Gil/ NIC PLANS: �k STEP Q LAND USE PLANNING COMMERCIAL/IRESIDENTIAL WALKWAY CROSS SECTION TYPICAL L �oN I I I AL A 1»_ S Nii9 CW* Cod and Southmstatrn Massachumtts' SCALE: 2 _ OUTH U ,141 LOCUST ST. UNIT A - FAL M MA -. 02540 - 508.495.1225 - 508.495.3229 fox �.� PROJECT NUMBER.: 09132 CAD FILE NAME. 09132SP I DRAWN BY. L.M.•D.H.M. SHEET 1 OF 1