Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
0024 MEADOW FARM ROAD
•` #"w. .a,:?'- -. i,'�".:. $- - ....i, .,�;_e.. F„s „ .. ,y. .. .,.�4..• a; >. <. rafiwn k. A,;z Ki r aY_ _%as-= m M a>.,.,::. 4 r.. ,„ � a,+, ,._ ,xL '.�... �t ,sf'. r .„a.,x.to:. .•,�'. a?,e�, � ..• .,� :k? �:;" go z k t:• '..i+'�,. n.. }. '....sYn -fS-:^ ba,. ;� yl! •. qz...s;.. ej= - n .. '<� r r� ' .6.' ._o ,. .'.,��n '�,� 'A,m��t T} u &4c'.��a� ya�y-y�tv ^A•�.q � z� � - .. ! H -'a.v� �'"� y. -3,A �� �" • ..-�r � .,. ", ". � +, '. {^ �'.y„' m .��rr..�. #�'r,�'a.,.,'p��y� :a�rn .v ,�`u� ?a "�'4"' +�l` ,-�Efl ` �- ' ,p.. c a ' r' ".. t k.a. ... � �" .. r,•h.�Y' S h F'.,�a" k�v�� .t�. k � as a a' " a ! a o , .A o J n ^ a :. o c ' , '{ ',�" a .:n r-. , •! � .� ". ' - ° q p y , a c e - < r el + r , n , , y R , C ... • ..a ,®. F R° r f < '" �<'P �<��r. ,� n ��.,. � Q y', r �pA � •a a ., .: � � y � r � � n' � " � F + r 4 x i , r: e " o� JJ a . 6 n � F aT v ° A . r ° a , r o " ^ " r r • ,e n r .l e , a' a `Sw" ry a , S x i .-..,«- .....«yam... .- ..._.,..,.... ,_.,.,.,.-,. .o ...F.-.,.....:...- ...rti,., OWN OF BARNSTABLE BUILDING PERMIT APPLICAVON Map Parcel DO Application~ #BLE r 1� — �'U✓ Health Division Date Issued 3I2_Y 16 Conservation Division %/' (Ir i " ~2 AM n. 15 s Application Fee Planning Dept. Permit Fee I ( - Date Definitive Plan Approved by Planning Board` I:` Aa S T Historic - OKH _ Preservation/ Hyannis Project Street Address j qy JJ_40otej EV-M Village "E-syimy'/LLI~ Owner XicN4-e-D 3 �A izwT Address GE Telephone 6�� (5--0 ��� y—G�y3 IT T: p60�S (5�J-)999- 1/60 Permit Request `TO Cg fl- a3 1 Y ` 3 a: emu' �VIPJVL-� lAi C-ArLavD ..Square feet:,1 st floor: existing proposed 2nd floor: existing proposed Total new .Zoning District Flood. Plain Groundwater Overlay Project Valuation MQ Construction Type ,.Lot Size *Tlo2 Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family ❑ Two Family ❑ Multi-Family (# units) ZE _ a ZE Age of Existing Structure Historic House: ❑Yes ❑ No On Old Kings'Highway: ❑Yes, LJ No Basement Type: ❑ Full 0 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 Detached garage: ❑ existing ❑ new size_Pool: ❑ existing X new sizebAWBarn: ❑ existing ❑ new size_ Attached garage: ❑ existing ' ❑ new size _Shed: ❑ existing ❑ new size — Other: Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ Commercial ❑Yes ❑ No If yes, site plan review# Current Use Proposed Use a APPLICANT INFORMATION (BUILDER OR HOMEOWNER) Name koi_Rt/ �_ -Llr 3 JL Telephone Number ( "� j5�- +106 Address �Aft tl--r PIE&e-NT ST License # D� y S -74 �-W (Reb "oKLD Kon 621-1 3 Home Improvement Contractor# k i kZ / Email b Ary.C:o s%I:p_J)KTd10 LkW(t8 1-S4N D M.C601 Worker's Compensation # tp& �- ALL CONSTRUCTION DEB IS R ULTING FROM THIS PROJECT WILL BE TAKEN TO Z✓� �S /7ig_ SIGNATURE ��f^ � DATE abl)5 IZO16 FOR OFFICIAL USE ONLY APPLICATION# DATE ISSUED MAP/PARCEL NO. — 4 r., j. ADDRESS VILLAGE OWNER DATE OF INSPECTION: FOUNDATION ® yla�llc�,1 w s. FRAME INSULATION , FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING i f Y CLOSED OUT A$—S-C� IATION PLAN NO. The Cortznr.:on wealth of Massachusetts Department of Industrial Acc dents 0fftre oflrtvestigatiotzs .� 1. 600.ffjashingtotz.Street Boston MA 02111 wli'm tzzass.go v1d is Workers' CompeimAiwi.Instirance Affidavit: Bit i,ldei-s ContractorslElecti•iciins/Pittttil)ers A plimit.Information _ _ Please,Print Leib ! Name(Business/Orgarizatiorlindividual): Dartmouth Pools 8t Spas Inc. Address: 880 Mt. Pleasant St � City/State/zip: New Bedford Ma,02745 pho11e#. 508-998-7100 Are you an employer?.Check the appropriate boa.: Type of project(required): 1.® I am a employer with 10 4. ❑ [any a general contractor and i. employees(full and/or part-tune). • have hired the sub-contractors h• ❑New construction r listed on the attached slieet. 7. ❑Remodeling 2:❑ 1 am a sore,proprietor or partner- and have no employees These sub-contractors have pS. ❑C)emoli-lion Working for me in any capacity. employees and have workers' 9 Building addition (No workers'comp.insurance comp.insurance.t g required.] 5. F] We are a corporation and its 1.011 :) lectrical repairs or additions 1❑ I ant a homeowner doing all work officers have exercised their 11.171 Plumbing repairs or additions myself..[No workers'comp: right of exerription per.:ivlGL 12.❑Roof repairs insurance.requ.ired:]t C. 152,§1(4),and we have no In Ground Pool employees.(No workers' 1.?.®Other comp.insurance required,) *Any applicant that checks box 41 must also fill out the section below showing their workers'compensation policy infinination. t Homeowners who submit this affidavit indicntin:g they are doing all work and then lire outside contractors must submit a aew affidavit indicatingsueb. =Contractors that checkthis box must attached an additional sliect showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractars,have ernployee,v,bey inust provide their workers'comp.policy number. I ant an employer:thut isproviding workers'compensation insurance.joor my employees. Belot,is thepolicy tend job site rnforntatron. Firemen's Ins Company of Washington Insurance Company Name: Policy#or Self-ins.Lie.#:___ W PA 0226069-17 _ _ Expiration Date:_ 1/1/17 Jab site Address: - Ci y(S-fate/Zip:24 Meadow Farm Rd. Centerville Ma 02632 -_' __ Attach a copy of:t,h.e workers`compensation policy declaration page(showing the policy witriber and expiration date). Failure to secure coverage as required.under.Section 25A ofMGL c. 152 can lead to the.impositioii of criminal penalties of'a fine up to$1,500.1010 andlor one-year.innprisotunent,a.s well as civil penalties in the form of a STOP tt10RKOR ER and a free of up to$250.00 a day against tl e,vial or. Be advised that a copy of tliis statemeut.may be.foi•n=-arded to the Office,of Investigations of th )lA or i uran e overage verification. I do hereby certif} .ride he airts :r tl:pertolti s of perivay that the in orrrratioit provided above is true and correct. Si. nature: _ ✓l _ Date:\/ L ze/6 50 -998-7100 Phone#: ... .....__ _ ,rcral.use only,.,-,Do ttol ryt cte iii,�tlus ai,'Pa,to be�c6ih lnteid`la,cif 1 nr toiiiiz a r<rdl ` . -. __.._ ..._ w _ all � p • 1 l ff• _.� City or Towvn: Permit/License# Issuing Authority.(circle one)- 1.Iioard:.of Health 2.$uilding,Depar#tnettt.z<C:tyl�o�vn�lec'1s tl Electric at Iittipcctor 5.1'litztttiiug Insper.tor 6.Othet° Contact Person: _ Phone it: z office of Consumer Affairs&Business Regulation ° , OME IMPROVEMENT CONTRACTOR + hRegistratton 109821 Type: Expiratwn 9129/2016. Private Corporatiot License or registration x•cdid for individul use,only ?i y 'before the,e\iriration date. If found rkurn'tt1 DARTMOUTH.POOLS&SPAS Office of:Cons unter Afrairs and Business'Itrratlnt unqd 10 Park flaza-Su te;170 NORRY ALVES Boston,D11 021 t6 866 MOUNT"PLEASANT Sl NEW BEDFORD,.MA 02745 ' indetsecretr- :%o valicPvithout signature r. Massachusetts -Department of Public Safety Board of Building Regulations and Standards Unrestricted Buiidiugs.ofam us.e^,-roup%v.lii t Cr;lfsilultiat�;Sat,�tslsrsr contain less than:aiMO cubic feet(09,1❑t')of enclosed space.. License M6074577„ d p L .... Norry K Alves,Jr r - 880 MountPleas4i St`1 New.Bedford mA 027 Failure to possess a currem edition of tie Massachusetts State Building Cod,is:cause for revoratior,.of.ths license. Fe.DP5`U acnsmp,infoiuiatiiin virtr w�n4.h�17,�,.tirtfgr5 J.�., �1f- ` 'I Expiration Commissioner 12/17/2016 m. ma3 • a e � 1` &APSPThe.Assodation of Poo/&Spa Profess/ona/s® 2111 Eisenhower Avenue;:Alexandria,VA22314,www.APSPorg 703.838.0083•:703.549.0493 fn r cl@APSP.org Norry K.Alves,Jr.,CBP Member ID: 3437616 Expires: 12/31/2015' CBP CERTIFIED BUILDING PROFES510NAL®' r THE TOYc. Town of Barnstable • sutvsrwst.E, Regulatory Services M" Thomas F. Geiler,Director 059. `�Fn ►'�' Building Division Tom Perry,Building Commissioner 200 Main Street,Hyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 Property Owner Must Complete and Sign This Section If Using A Builder I' � fte= --SiA6it , as Owner of the subject property hereby authorize 0UI:14` BoaC.S 11 .5'L94-S to act on my behalf, in all matters relative to pork authorized by this building permit (Address of Job) *Pool fences and alarms are the responsibility of the applicant. Pools are not to be filled or utilized before fence is installed and all final inspections are performed and accepted. b Signature of et S tLn o plicant �RA,wd ,R Print Name Print Name &0 Date Q:FORM&OWNERPERMISSIONPOOLS 62012 Town of Barnstable Regulatory Services snar ST,431.>~ ' Thomas F.Geiler,Dir tec or Building Divis'on Tom Perry,Building C missioner 200 Main Street, Hy s,MA 02601 www.town.ba stable.ma.us Office: 508-862-4038 Fax: 508-790-6230 HOMEOWNE LICENSE EXEMPTION lease Print DATE: JOB LOCATION: number street � village "HOMEOWNER": name home hoe work phone# j I CURRENT MAILING ADDRESS: city/town / state zip code The current exemption for"homeowners"w extended o/,include owner-occupied dwellings of six units or less and to allow homeowners to engage an individual for hire ho does oIt' t possess a license,provided that the owner acts as supervisor. DE ON OF HOMEOWNER Person(s)who owns a parcel of land on which a/she r ides or intends to reside,on which there is,or is intended to be,a one or two- family dwelling, attached or detached structures ccess /ry to such use and/or farm structures. A person who constructs more than one home in a two-year period shall not be considere a ho eowner. Such"homeowner"shall submit to the Building Official on a form acceptable to the Building Official,that he/she sh 11 b res onsible for all such work performed under the buildingperTut. (Section The undersigned"homeowner"assumes responsibil for compliance with the State Building Code and other applicable codes, bylaws,rules and regulations. The undersigned"homeowner"certifies that he/she erstands the Town of Barnstable Building Department minimum inspection procedures and requirements and that he/she will co p y with said procedures and requirements. Signature of Homeowner Approval of Building Official Note: Three-family dwellings containing 5,000 cu is feet or larger will be required to comply with the State Building Code Section 127.0 Construction Control. HOMEO R'S EXEMPTION The Code states that: "Any homeowne performin work for which a building permit is required shall be exempt from the provisions of this section(Section 1109 .1 -Licensin of construction Supervisors);provided that if the homeowner engages a person(s)for hire to do such wor t at such Home o er shall act as supervisor." Many homeowners who use this ek�e tion are unawar that they are assuming the responsibilities of a supervisor (see Appendix Q,Rules&Regulations ford icensing Constructio Supervisors,Section 2.15) This lack of awareness often results in serious problems,particularly en the homeowner hire unlicensed persons. In this case,our Board cannot proceed against the unlicensed `person as' would with a licensed Su ervisor. The homeowner acting as Supervisor is ultimately responsible. To ensure that the homeowner is fully aware of his/her responsibilities,many communities require,as part of the permit application,that the homeowner ertify that he/she understandNthe responsibilities of a Supervisor. On the last page of this issue is a form currently used by everal towns. You may care t amend and adopt such a form/certification for use in your community. C:\Users\decollik\AppData\Local\Microsoft\Windo \TemporarylnternetFiles\Content0utlookl RE6ZUBN=RFSS.doc Revised 053012 Client#:79286 DARTMOUTHP ACORD. CERTIFICATE OF LIABILITY INSURANCE D01/0112'0"16 01/01i2016 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 1f the certificate holder is an ADDITIONAL INSURED,.the policy(ies)must be endorsed.if SUBROGATION I&WAIVED;subject to the terms and conditions of the policy,certain policies may require an endorsement.A statement on this certificate does not Confer rights to the certificate holder In lieu of such endorsement(s).. PRODUCER CONTACT NAME: HUB International New England PHONE (AIC,No.Et:978 657-5100 jArc�No}; 978-988-0038 222 Milliken Blvd EMAIL Fall River,MA 02722 ADDRESS: INSURER(S)AFFORDING RFFORDINGCOVERAGE NAIC:# 5 ...::............. 08 235-220Q __...._........_..._. __._......:_: _ rINSURER A:Acadia Insurance.Company 31325 INSURED __ 1 INSURERB.:Firemen's Ins Co Washington DC 21784 Dartmouth Pools&Spas,Inc. _ 880 Mount Pleasant Street _SURERC: .IN,.-.-.:.._.— INSURER-D.: New Bedford,MA 02746 INSURER E a INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR 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 ADDLSUBR POLICY EFF POLICY EXP LIMITS IN$R l LTR TYPE Of INSURANCE p. POLICY NUMBER ;(MMIOOIYYYY MMIODIYYYY _ ____— _.................. ___.._......___._:: ,. A cENERALLIABILITY CPA022606816 1/01/2016 01/01/201 IEACHOCCURRENCE $1 000000 X COMMERGIALGENERAL1tABILITY FAEFAIS Eaoronce s250000 _......-.......... -__._.._._........_.._.... CLAIMS-MADE FRI OCCUR MED EXP(Any one person) $5 000 PERSONAL&ADV INJURY S1,000,000. GENERAL AGGREGATE s2,006,000 GEN'L AGGREGATE LIMIT APPUES PER:. .PRODUCTS.LLCOMPIOPAGG s2,000,000 _.._.. III POLICY X PLO- LOC I .S _. .._.__:..............L...._..., _._.............__........... .....__._. _ __._.._ ____.___....__._. AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT _ A MAA022606717 1/01(2016 01701/201. .Eaaccldentt s1,000.00Q ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY(Per accident)!$ AUTOS X AUTOS .__._._..._....-_�.� ...._ X- - NOWOWWD i PPe�acatic tDAtAAGE. S, HIRED AUTOS AUTOS , X rive Oth Car ) $ I UMBRELLA LIAR 11 OCCUR .EACH OCCURRENCE S EXCESS UAe CLAIMS-MADE ! AGGREGATE i DED .�..i RET ELATION 8 B WORKERS COMPENSATION WPA022606916 01110112016.01/01/201 X f.w'c sTATu- oTi1. AND EMPLOYERS'LIABILITY ANY PROPR'ETOR/PARTNERIEXECUTIVE YIN N E.L.EACH ACCIDENT $500 000 OFFICEWMEMBER EXCLUDED? a N I A� - (Mandatory In NH) E.L,DISEASE_EA EMPLOYEES500 000 JAB,describe under DESCRIPTION OF OPERATIONS below, ,_...___... ,_ c'.L.DISEASE:POLICY LIMIT $500 0Q0. DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES(Attach ACORD 101,Additional Remarks Schedule,If more space Is required) Operations usual to Pool and Spa Construction and Installation.. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Town of Barnstable ACCORDANCE WITH' THE POLICY PROVISIONS. (Centerville) AUTHORIZED REPRESENTATIVE ©1988-2010 ACORD CORPORATION.All rights reserved. ACORD 26(2010105) 1 of 1 The ACORD name and logo are registered marks of ACORD #S15552671M1S55266 RB004 5-44 f t i €, .Height 5' [ILL 2 1.0 Min, .10 TOI-NRi OF BARNSTABLE Sy I a KO ®a . St] ! " ..... E �J f i. `x0i63, ¢7 Approved Pool R=2r�12;9` -441 _ { Code Barrier with -_ '12� ` Self Latching Gate(s) CD Q CID 0 N ?3 ft. gin. �+ -I LOT- 2 7 CL 445467,0 S.F. Z+L 56 ft. f �� ^o � N 'V ° o co / U t Lot 2 NOISIAI0' Plan Book 558 Page 78 Dartmouth Pools & Spas Inc. :519 Designed by: 880 Mt. Pleasant St Phone: 508-998-7100 Dan Cosby Designed Sargent Family New Bedford Ma 02745 Fax: 508-998-2307 3/3/2016 for: 7 r y� Town of Barnstable Building Department - 200 Main.Street saxwsras�;MAC Hyannis, MA 02601 * 9$A 1639- a.� (508) 862-4038 rFu� Certificate of Occupancy Application 75380 CO Number: 20060026 Parcel ID: 189118.007 CO Issue Date: 05119106 Location: 24 MEADOW FARM DRIVE a Zoning Classification: RESIDENCE D-1 DISTRICT Owner: SEMINARA, ANNE I Proposed Use: PO BOX 1219 S DENNIS, MA 02660 Gen Contractor: SEMINARA, LOUIS J Permit Type: RC00 P.O. BOX 1219 CERTIFICATE OF OCCUPANCY RES 93 COLES POND DR.RR#3 S.DENNIS, MA 02660-1219 Comments: „ Bu din Depa ment Signature Date Signed OWN OF BARN 8TAbbis' BUILDING PERMIT PARCEL ID 189 116 0.07 GFOEhSE ID ADDRESS 24 MEADOW FARM' DR_ PHONE CENTHRVI'LLE •'IIA ► ;° u:I:P 0263�- , LOT. BLOCK LOT SIZE .� DBA 6EVELOPMENT DISTRICT PERMIT 75330 DESCRIPTION SIN FAM/3 BATH/SBDRM PERMIT TYPE BUILD TITLE NEW RNIbENTIAL BLDG PMT CONTRACTORS: LOUTS J SEMI NARA D Department of ARCHITECTS: Regulatory Services TOTAL i'EE:' $1,257.49 BOND $_00 Ox1HE CONS`I.'RUO'i i ON COSTS �. SINGLE FAM HOME DETACHED , 1 PRIVATE '10ARivsTnsIE, Mass. 1639. 4 _ BUILDING DIVISION BY k\,. i`°.�/1 DATE ISSUED 03/06/2004 EXPIRATION DATE 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- (READY TO LATH). PANCY IS REQUIRED, SUCH BUILDING SHALL NOT BE ELECTRICAL,PLUMBING AND MECH- ANICAL INSTALLATIONS. 3.INSULATION. OCCUPIED UNTIL FINAL INSPECTION HAS BEEN MADE. 4.FINAL INSPECTION BEFORE OCCUPANCY. lo:l 0 d;I RM;I gjagg 1:114 A a;Lei&Ux--I M g BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS Doe# j/0 2 2 2,�'�< i ut �;ova' y 3 1 H ATIIN13 INSPECtPN APPROVALS ENGINEERING DEPARTMENT 2 HEA H LI M D� OTHER: SITE PLAN REVIEW APPROVAL WORK SHALL NOT P THIS BY A- F w< C Y �r P jp I .q TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION i A "Ma Parcel "` p � Permit# 5 � () Health Division �t > a-/� 716_/ Date Issued Conservation Division �J o? �l1 ��r� ��£ ®fl' Application Fee Tax Collector 1, cb 4 53,04 Permit Fee I� O t7 i Treasurer Planning Dept. SEPTIC SYSTEM I T OF. T,,,LED,N COMPUANC S . Date Definitive Plan Approved Planing armed S �/_� v D �'p/'''�' Historic OKFi Preservation/Hyannis 9 """`'`�Cr: 1'F-NTAL CODE ANO Project Street Address ,, �q`7 A1 AAM14154RA'1 J Lur ar� Village Owner ,r9HIY)*- _51?,i ll�S 4 Address �G�L /,;lLl C7 Telephone 60 9--3 31 S''a C15, Permit Request &Oyv ©v Square feet: 1st floor: existing proposed 006 2nd floor: existing proposed 'total new3Y�19 Zoning District Flood Plain N'® Groundwater Overlay „&Q: Project Valuation 3 000 Construction Type lid` 0,0 RXf C� Y'• Lot Size qf YP Grandfathered: ❑Yes ❑ No If yes, attach supporting1documerftation.112, Dwelling Type: Single Family Two Family Cl Multi-Family(#units) Age of Existing Structure storic House: ElYes Oho On Old King's Highway: ❑Yes Basement Type: ❑Full ❑Crawl alkout ❑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 15- . i Total Room Count(not including baths): existing new_ First Floor Room Count Heat Type and Fuel.: 21 as ®Oil ❑ Electric ❑Other Central Air: C�i Yes ❑No Fireplaces: Existing New--,-, ,S Existing wood/coal stove: ❑Yes Ol o Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑new size Attached garage:❑existing ❑new size Shed:❑existing ❑new size Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial ❑Yes O'IQo If yes, site plan review# Current Use Proposed Use BUILDER INFORMATION Name. Ol�� 5/"11911?4- Telephone Number. Address B�>( Ca 12 License# Q/5!7:( ` Home Improvement Contractor# /Da S'30 Worker's Compensation# U 8 7 3v21!�1+7.5'/ S ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO � %�-/C c�a I SIGNATUR DATE FOR OFFICIAL USE ONLY j 4 J PERMIT NO. - r DATE ISSUED - MAP/PARCEL-NO. ADDRESS ..f VILLAGE { , OWNER ` DATE OF INSPECTION: FOUNDATION' �: _ D /Z Y..ot b � FRAME M INSULATION` ` ), It � T 0 ter— - FIREPLACE ` ELECTRICAL: ROUGH FINAL J PLUMBING: ROUGH t FINAL r GAS: ROUGH FINAL ' FINAL BUILDING DATE CLOSED OUT t ASSOCIATION PLAN NO. Y i - . .4 Town of Barnstable Regulatory Services y`"R''MASS.1e'�' Thomas F. Geiler,Director Fo;a. Building Division Thomas Perry, CBO,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 November 29, 2005 Louis Seminara Box 1219 " South Dennis,MA 2660 24 Meadow Farm Drive Dear Homeowner/Contractor: A recent review of our records indicates that you either had a new home constructed or were involved in the construction. The files show that this construction has never been finalized and closed out. Please contact this office at 508-862-4038 to make arrangements to finalize this matter. Your anticipated co,operation is greatly appreciated. Sincerel Thomas Perry Building Commissioner gcomfinalize �ffME fpk� The Town of Barnstable O� RNSTABLE Department of Health Safety and Environmental Services _MASS ' M Building Division 367 Main Street,Hyannis,MA 02601 508-862-4038 508.790-6230 PLAN REVIEW Owner: I l QTYA Y\C CT 9V — Map/Parcel:_ Project Address: 2-4 N\ae_J U l-) FC,Wh, -brBuilder: t VA aV G�c The following items were noted on reviewing: LLV L. r ( !1 � /� ---- 1 P Z), 0—'r I Reviewed by: �41�0 02, Date: ^ r� NWP`�FiHEip��� The Town of Barnstable BARE.MASS Department of Health Safety and Environmental Services 9 0a t679. �0 pIEOMPya, Building Division 200 Main Street,Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Inspection Correction Notice Type of Inspection ( r-z"W)-e Location -Z`l 1''I e ��.�, , Fu K� Permit Number r7 5-3'Fb Owner Builder One notice to remain on job site, one notice on file in Building Department. The following items need correcting: `�� tr'C�)Ucr( j/�eG �� G1�� C9YD✓oeJ CCr fr0140) 54el 0, M,Q-er1v ai'-4 (kew- 1/ r I v y `P��1 ec�r s7� r�icK- ►ti �jU St°t«�-�^'� h a T"f`l V 0 9, Q / � /Y`r cf- r $7�! h J C l m f Lit war QhGK- Sl�l� r r yv),)tl Please call: 508-8 62-4053'8"for re-inspection. Inspected by Date f Qdqu U L ' n r 1 ` The Commonwealth of Massachusetts u�) ( Department of Industrial Accidents F 600 Washington Street i Boston,Mass. 02111 y y Workers' Com ensation Insurance Affidavit-General Businesses namer1"Ll _: � address: city 4aawz I state: IAN' zip:Q eA L/aQ phone# �S 5 3 6 0 work site location(full address): ❑ I am a sole proprietor and have no one Business Type: ❑Retail❑Restaurant/Bar/Eating Establishment working in-any capacity. ❑Office❑Sales(including Real Estate,Autos etc.) ❑I am Toyer with em loyees(full& art time). ❑Other //% %%%�i,'�i���i. ill/%/% %%%/G%%%%���%%%/%%%//GG///%%%//%%%%%%�/ am an employer providing workers'compensation for my employees working on this job. comps nv name: AR addr'essr --r city: phone insurance.co:•: d '' . ...`::: .::;: >:.z olic .#.:(�` ;" I am a sole proprietor and have hired the independent contractors listed below who have the following workers' compensation polices: , company namee addmssd :. city:.' phone'#; insurance co. =`' '- olic`:# comDeriy naate:.,: address - city::. phone# insuraticp so. olicv Failure to secure coverage as required under Section 25A of MGL 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one years'imprisonment as well as civ enalties' the form of a STOP WORK ORDER and a fine of$100.00 a day against me. I understand that e copy of this statement ma be forwar ed.to a ice of Investigations of the D1A for coverage verification. I do hereby c i 'un a ai s d penalties ofperjury that the information provided above is true and correct. Signature Date �• :92�-- n Print nam PJ!J zS it s&./f-P �/�ilc°� T Phone# official use only do not write in this area to be completed by city or town official rc city or town: permit/license# []Building Department check if immediate response is required ❑Licensing Board ❑ P 9 ❑Selectmen s Office i a ❑Health Department contact person: phone#; k(memisedSepL2010.3) ❑Other Information and Instructions Massachusetts General Laws chapter 152 section 25 requires all employers to provide workers' compensation for their employees. As quoted from the"law", an employee is defined as every person in the service-of another under any contract of hire, express or implied, oral or written. , An employer is defined as an individual,partnership, association,corporation or other legal entity, or any two or more of the foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer, or the receiver or trustee of an individual,partnership, association or other legal entity,employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein, or the occupant of the dwelling house of another who employs persons to do maintenance, construction or repair work on such dwelling house or on the grounds or 1 ent be dee med to be employer. thereto shall not because of such.employment errs y building appurtenant th �p 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 maybe submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested, not the Department of Industrial Accidents. Should you have any questions regarding the"law'or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below. 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 will be used as a reference number. The affidavits.may be 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 BMW of inlresdamens 600 Washington Street Boston,Ma 02111 fax#: (617)727-7749 phone#: (617) 7274900 ext.406 RESIDENTIAL BUILDING PERMIT FEES APPLICATION FEE New Buildings,Additions $50.00 ' U Alterations/Renovations $25.00 Building Permit Amendment $25.00 FEE VALUE WORKSHEET NEW LIVING SPACE N13 square feet x$96/sq.foot= a x.003t= -- 3 plus from below(if applicable) ALTERATIONS/RENOVATIONS OF EXISTING SPACE square feet x$64/sq.foot= x.0031= plus from below(if applicable) GARAGES(attached&detached) / 5 7 x.0031= ( G square feet x$32/sq.ft.= O� ACCESSORY STRUCTURE>120 sq.ft. 3 69 >120 sf-' 500 sf $35.00 >500 sf-750 sf 50.00 >750 sf- 1000 sf 75.00 >1000 sf-1500 sf 100.00 >1500 sf-Same as new building permit: square feet x$96/sq.foot= x.0031= STAND ALONE PERMITS Open Porch � x$30.00= .����� (number) Deck _x$30,00= ® p. o6 (number) Fireplace/Chimney x$25.00= (number) Inground Swimming Pool $60.00 Above Ground Swimming Pool $25.00 Relocation/Moving $150.00 (plus above if applicable) �� Permit Fee__����u i projcost Affidavit of Substantial Financial Interest 1, OUIS SlfAIMIZ4— of S�r�i' i�la C.&,qrt— , on oath depose and state as follows: 1. 1 am an applicant for a building permit for the property located at Map ' Parcel I1 p o The address of the property is�_ a 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. 67 3. Within in the last twelve months from today's date, which is /— — 61, 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 Address111C� �1 •e�i e��GG� - -� -4 Within-the last twelve months, from today's date,which is 1_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 v4 R to 5. Within this calendar year, I have submitted_building permit applications-for._ property in-which I have a 1% or greater legal or equitable interest. 6. Within the last ten days, I have submitted C) building permit applications for property in which I have a 1% or greater legal or equitable interest. 1_- 7.-1Nlthin;..this`month, l have submitted building permit applications.for..property "-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. rrr� Signed under the pains and penalties of perju iZ5 of 200_. 2001-0050/affin 1 Q/LOTTERY/AFFIDAVIT Multi-Span Floor Beam(99 BOCA National Building Code(97 NDS)1 Ver:6.00.5 By:Jay Malaspino, CAD Designs on: 02-27-2004: 10:53:09 AM Protect: MEAFRM2- Location: rear deck girder midspan girder. Summary: (4) 1.5 IN x 7.25 IN x 21.75 FT(7.2+7.2+7.2)/#2-Southern Pine-Wet Use Section Adequate By:2.1% Controlling Factor:Area/Depth Required 7.1 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Left Span Deflections: Dead Load: DLD-Left= 0.01 IN Live Load: LLD-Left= 0.09 IN= U934 Total Load: TLD-Left= 0.11 IN=U828 Center Span Deflections: Dead Load: DLD-Center- 0.00 IN Live Load: LLD-Center- 0.06 IN=U1369 Total Load: TLD-Center- 0.06 IN=U1350 Right Span Deflections: Dead Load: DLD-Right= 0.01 IN Live Load: LLD-Right= 0.09 IN=U934 Total Load: TLD-Right= 0.11 IN= U828 Left End Reactions(Support A): Live Load: LL-Rxn-A= 1762 LB Dead Load: - DL-Rxn-A= 292 LB Total Load: TL-Rxn-A= 2053 LB Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-A-min= -1 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.90 1N Center Span Left End Reactions(Support B): Live Load: LL-Rxn-B= 4698 LB Dead Load: DL-Rxn-B= 802 LB Total Load: TL-Rxn-B= 5500 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 2.42 IN Center Span Right End Reactions(Support C): Live.Load- LL-Rxn-C= 4698 LB Dead Load: DL-Rxn-C= 802 LB Total Load: TL-Rxn-C= 5500 LB Bearing Length Required(Beam only support capacity not checked): BL-C= 2.42 IN Right End Reactions(Support D): Live Load: LL-Rxn-D= 1762 LB Dead Load: DL-Rxn-D= 292 LB Total Load: TL-Rxn-D= 2053 LB Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-D-min= -1 LB Bearing Length Required(Beam only, support'capacity not checked): BL-D= 0.90 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 7.25 FT Left Span Unbraced Length-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 7.25 FT Center Span Length: L2= 7.25 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom 7.25 FT Right Span Length: L3= 7.25 FT Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 7.25 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Left Span Loading: Uniform Load: Floor Live Load: FLL-1= 60.0 PSF Floor Dead Load: FDL-1= 10.0 PSF Floor Tributary Width Side One: Trib-1-1= 9.0 FT Floor Tributary Width Side Two: Trib-2-1= 0.0 FT Beam Self Weight: BSW= 11 PLF Wall Load: Wall-1= 0 PLF Total Live Load: wL-1= 540 PLF Total Dead Load: wD-1= 90 PLF Total Load: wT-1= 641 PLF Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 60.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 9.0 FT Floor Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 11 PLF Wall Load: Wall-2= 0 PLF Total Live Load: + wL-2= 540 PLF Total Dead Load: wD-2= 90 PLF Total Load: wT-2= 641 PLF Right.Span Loading: Uniform Load: Page: 2 Multi-Span Floor Beam!99 BOCA National Building Code(97 NDS)1 Ver:6.00.5 By: Jay Malaspino,CAD Designs on: 02-27-2004: 10:53:09 AM Project: MEAFRM2-Location: rear deck girder midspan girder Floor Live Load: FLL-3= 60.0 PSF Floor Dead Load: FDL-3= 10.0 PSF Floor Tributary Width Side One: Trib-1-3= 9.0 FT Floor Tributary Width Side Two: Trib-2-3= 0.0 FT Beam Self Weight: BSW= 11 PLF Wall Load: Wall-3= 0 PLF Total Live Load: wL-3= 540 PLF Total Dead Load: wD-3= 90 PLF Total Load: wT-3= 641 PLF Properties For.#2-Southern Pine Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 565 PSI Adjusted Properties Fb'(Compression Face in Tension): Fb'= 1169 PSI. Adjustment Factors:Cd=1.00 Cm=0.85 CI=1.00 Cf=1.00 Cr-1.15 Fv': Fv'= 87 PSI Adjustment Factors: Cd=1.00 Cm=0.97 E': E'= 1440000 PSI Adjustment Factors: Cm=0.90 Fc'_perp: Fc'_perp= 379 PSI Adiustment Factors:. Cm=0.67 Design Requirements: Controlling Moment: M= -3840 FT-LB Over right support of span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: V= 2480 LB At a distance d from the right support of span 1 (Left Span) - Critical shear created by combining all dead loads and live loads on span(s) 1,2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= -39.41 IN3 S= 52.56 IN3 Area(Shear): Areq= 42.62 IN2 Moment of Inertia(Deflection): A= 43.50 IN2 Ireq= 73.44 IN4 1= 190.54 IN4 I Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)j Ver: 6.00.5 By:Jay Malaspino, CAD Designs on:02-27-2004 Project: MEAFRM2-Location: rear deck girder midspan girder Summary: (4) 1.5 IN x 7.25 IN x 21.75 FT(7.2+7.2+7.2)/#2-Southem Pine-Wet Use Section Adequate By:2.1% Controllin Factor:Area/Depth Required 7.1 In IL A B C D Left Span =7.25 ft Center Span =7.25 ft F Right Span =7.25 ft Reactions A 1762 Lb 292 Lb 2053 Lb -1 Lb B 4698 Lb 802 Lb 5500 Lb 0 Lb C 4698 Lb 802 Lb 5500 Lb 0 Lb D 1762 Lb 292 Lb 2053 Lb. -1 Lb Left Span Uniform Loading W 540 Plf 90 Plf 11 Plf 641 Plf Center Span Uniform Loading W 540 Plf 90 Plf 11 Plf 641 Plf Right Span Uniform Loading W 540 Plf 90 Plf 11 Plf 641 Plf oFTME Teti Town of Barnstable hP °� Regulatory Services B Thomas F.Geiler,Director 9�''TEDMAiR,�� Building Division _ Tom Perry, Building Commissioner 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..0urnet of the.subject property_ ........._... .: hereby authorize o!y I :-_.to°act on thy.behalf,. in all shatters relative to work authorized-by this building.permit-application for: (Addtess of Job) Signature of er Date Pont Name a Permit Number REScheck Compliance Certificate Checked By/Date Massachusetts Energy Code RES check Software Version 3.5 Release le Data filename: C:\Program Files\Check\REScheck\Meafrm2.rck CITY:Barnstable STATE:Massachusetts HDD: 6137 CONSTRUCTION TYPE: 1 or 2 Family,Detached HEATING SYSTEM TYPE: Other(Non-Electric Resistance) DATE: 02/27/04 DATE OF PLANS: 2/27/04 PROJECT DESCRIPTION: -`-=lOT Lot 2(424)Meadow Farm Road Centerville,Ma. DESIGNER/CONTRACTOR: Seminara Construction Corp. ' Dennis,Ma. (508)385-2605 + PROJECT NOTES: Prepared by CAD Designs South Yarmouth,Ma. (508)398-4144 COMPLIANCE:Passes Maximum UA=762 Your Home UA=726 4.7%Better Than Code(UA) Gross Glazing.. Area or Cavity Cont, or Door Perimeter R-Value R-Value U-Factor,UA Ceiling 1:Flat Ceiling or Scissor Truss 2624 30.0 0.0 9\2 Wall L Wood Frame, 16 o.c. 3689 13.0 0.0 232 Window: 18310: Vinyl Frame,Double Pane with Low-E 22 0.340 8 Window: 24310: Vinyl Frame,Double Pane with Low-E 10 0.340 3 Window: 2446: Vinyl Frame,Double Pane with Low-E 48 0.340 16 Window: 2846: Vinyl Frame,Double Pane with Low-E 108 0.340 37 Window: 2856: Vinyl Frame,Double Pane with Low-E 98 0.340 33 Window:DHT 2811 OVER 2856: Vinyl Frame,Double Pane with Low-E 45 0.340 15 Window: G 65:Vinyl Frame,Double Pane with Low-E 60 0.350 21 Window: G 45: Vinyl Frame,Double Pane with Low-E 40 0.350 14 Window:C 24:Vinyl Frame,Double Pane with Low-E 16 0.340 5 Window: AXW 51: Vinyl Frame,Double Pane with Low-E 15 0.330 5 Window:FLEXI 60 X 40: Vinyl Frame,Double Pane with Low-E 17 0.300 5 Window: A 21: Vinyl Frame,Double Pane with Low-E 4 0.330 1 Window: 2036: Vinyl Frame,Double Pane with Low-E 16 0.340 6 Window: 28310:Vinyl Frame,Double Pane with Low-E 23 0.340 8 Window: 2442: Vinyl Frame,Double Pane with Low-E 11 0.340 4 Window:2832:Vinyl Frame,Double Pane with Low-E 19 0.340 7 Window: CTCW2: Vinyl Frame,Double Pane with Low-E -7 0.300 2 Window: 24310:Vinyl Frame,Double Pane with Low-E 10 0.340 3 Window: AFFW 5045: Vinyl Frame,Double Pane with Low-E 21 0.310 7 Door: 3080 W/SIDELITES: Solid 41 0.350 14 Door:2870: Solid 21 0.350 7 Door:FWG 8080: Glass 128 0.330 42 Door: FWG 5080: Glass 40 0.330 13 Door: FWG 6068: Glass 40 0.330 13 Floor 1: All-Wood Joist/Truss,Over Unconditioned Space 475 30.0 0.0 16 Floor 2: All-Wood Joist/Truss,Over Unconditioned Space 2064 19.0 0.0 97 Furnace 1:Forced Hot Air,90 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 Massachusetts Energy Code requirements in RES checkVersion 3.5 Release le (formerlyMECchecl and to comply with the mandatory requirements listed in the RES checkInspection Checklist. The heating load for this building, and the cooling load if appropriate,has been determined using the applicable Standard Design Conditions found in the Code. The HVAC equipment selected to heat or cool the building shall be no greater than 125%of the design load as specified in Sections 780CMR 1310 and J4.4. Builder/Designer Date { f REScheck Inspection Checklist Massachusetts Energy Code REScheckSoftware Version 3.5 Release le DATE: 02/27/04 Bldg. Dept. Use Ceilings: ( ] 1. Ceiling 1:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments: Above-Grade Walls: [ ] 1. Wall 1:Wood Frame, 16"o.c.,R-13.0 cavity insulation Comments: { Windows: [ ] 1. Window: 18310:Vinyl Frame,Double Pane with Low-E,U-factor: 0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No Comments: [ J { 2. Window:24310:Vinyl Frame,Double Pane with Low-E,U-factor: 0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No Comments: [ ] 3. Window: 2446: Vinyl Frame,Double Pane with Low-E,U-factor: 0.340 For windows without labeled U-factors,describe features: { #Panes Frame Type Thermal Break?[ )Yes[ ]No Comments: [ ] 4. Window: 2846:Vinyl Frame,Double Pane with Low-E,U-factor: 0.340 For windows without labeled U-factors, describe features: #Panes Frame Type Thermal_Break?[ )Yes[ ]No Comments: [ ] 5. Window: 2856: Vinyl Frame,Double Pane with Low-E,U-factor: 0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes[ }No Comments: [ ] 6. Window:DHT 2811 OVER 2856:Vinyl Frame,Double Pane with Low-E,U-factor: 0.340 For windows without labeled U-factors, describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No - Comments: [ ) 7. Window:G 65: Vinyl Frame,Double Pane with Low-E,U-factor:0.350 For windows without labeled U-factors, describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No Comments: [ ] 8. Window: G 45: Vinyl Frame,Double Pane with Low-E,.U-factor: 0.350 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?[ )Yes[ ]No Comments: [ ] ( 9. Window: C 24: Vinyl Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No Comments: [ ] { 10. Window: AXW 51:Vinyl Frame,Double Pane with Low-E,U-factor:0.330 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes[ )No i Comments: [ ] 11. Window:FLOU 60 X 40: Vinyl Frame,Double Pane with Low-E,U-factor: 0.300 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No Comments: [ ] 12. Window:A 21:Vinyl Frame,Double Pane with Low-E,U-factor: 0.330 For windows without labeled U-factors, describe features: #Panes Frame Type Thermal Break?[ )Yes[ J No Comments: [ ] 13. Window:2036:Vinyl Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors, describe features.- #Panes Frame Type Thermal Break? [ J Yes[ ]No Comments: [ ] 14. Window: 28310: Vinyl Frame,Double Pane with Low=E,U-factor: 0.340 For windows without labeled U-factors, describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No Comments: [ ] 15. Window: 2442:Vinyl Frame,Double Pane with Low-E,U-factor: 0.340 For windows without labeled U-factors, describe features: #Panes Frame Type Thermal Break?[ J Yes[ ]No Comments: [ ] 16. Window: 2832:Vinyl Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors, describe features: #Panes Frame Type Thermal Break?[ J Yes[ ]No Comments: [ ) 17. Window: CTCW2:Vinyl Frame,Double Pane with Low-E,U-factor: 0.300 For windows without labeled U-factors, describe features: #Panes Frame Type Thermal Break? [ . ]Yes[ ]No Comments: [ ] 18. Window: 24310: Vinyl Frame,Double Pane with Low-E,U-factor: 0.340 For windows without labeled U-factors, describe features: #Panes Frame Type Thermal Break?[ ]Yes[ }No Comments: [ ] 19. Window: AFFW 5045:Vinyl Frame,Double Pane with Low-E,U-factor: 0.310 For windows without labeled U-factors, describe features: #Panes Frame Type Thermal Break? [ ]Yes[ ]No Comments: Doors: [ ] 1. Door:3080 W/SIDELITES: Solid,U-factor:0.350 Comments: [ ] 2. Door: 2870: Solid,U-factor: 0.350 Comments: [ ) 3. Door:FWG 8080: Glass,U-factor: 0.330 Comments: [ ] I 4. Door:FWG 5080: Glass,U-factor: 0.330 Comments: [ ] 5. Door:FWG 6068: Glass,U-factor: 0.330 Comments: Floors: [ ] 1. Floor 1: All-Wood Joist/Truss,Over Unconditioned Space,R-30.0 cavity insulation Comments: [ ] 2. Floor 2: All-Wood Joist/Truss,Over Unconditioned Space,R-19.0 cavity insulation Comments: Heating and Cooling Equipment: [ ] 1. Furnace 1:Forced Hot Air,90 AFUE or higher , Make and Model Number Air Leakage: [ ] Joints,penetrations,and all other such openings in the building envelope that are sources of air leakage must be sealed. [ ] When installed in the building envelope, recessed lighting fixtures shall meet one of the following requirements: 1. Type IC rated,manufactured with no penetrations between the inside of the recessed fixture and ceiling cavity and sealed or gasketed to prevent air leakage into the unconditioned space. 2. Type IC rated,in accordance with Standard ASTM E 283,with no more than 2.0 cfin(0.944 L/s)air movement from the the conditioned space to the ceiling cavity. The lighting fixture shall have been tested at 75 PA or 1.57 lbs/ft2 pressure difference and shall be labeled. Vapor Retarder: [ ] Required on the warm-in-winter side of all non-vented framed ceilings,walls,and floors. Materials Identification: [ ] Materials and equipment must be identified so that compliance can be determined. [ ] Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment must be provided. [ ] Insulation R-values,glazing U-factors, and heating equipment efficiency must be clearly marked on the building plans or specifications. Duct Insulation: [ ] Ducts shall be insulated per Table J4.4.7.1. Duct Construction: [ ] All accessible joints, seams,and connections of supply and return ductwork located outside conditioned space,including stud bays or joist cavities/spaces used to transport air, shall be sealed using mastic and fibrous backing tape installed according to the manufacturer's installation instructions. Mesh tape may be omitted where gaps are less than 1/8 inch. Duct tape is not permitted. [ ] The HVAC system must provide a means for balancing air and water systems. Temperature Controls: [ ] Thermostats are required for each separate HVAC system. A manual or automatic means to partially restrict or shut off the heating and/or cooling input to each zone or floor shall be provided. Heating and Cooling Equipment Sizing: [ ] Rated output capacity of the heating/cooling system is not greater than 125%of the design load as specified in Sections 780CMR 1310 and J4.4. Circulating Hot Water Systems: [ ] Insulate circulating hot water pipes to the levels in Table 1. Swimming Pools: [ ] All heated swimming pools must have an on/off heater switch and require a cover unless over 20% of the heating energy is from non-depletable sources. Pool pumps require a time clock. Heating and Cooling Piping Insulation: [ ] HVAC piping conveying fluids above 120 T or chilled fluids below 55 OF must be insulated to.the levels in Table 2. Table 1: Minimum Insulation Thickness for Circulating Hot Water Pipes. Insulation Thickness in Inches by Pipe Sizes Heated Water Non-Circulating Runouts Circulating Mains and Runouts Temperature(F) Up to 1„ Up to 1.25" 1.5"to 2.0" Over 2" 170-180 0.5 1.0 1.5 2.0 140-160 0.5 0.5 1.0 1.5 100-130 0.5 0.5 0.5 1.0 Table 2: Minimum Insulation Thickness for HVAC Pipes. Fluid Temp. Insulation Thickness in Inches by Pipe Sizes Piping System Types Range F 2"Runouts V and Legs 1.25"to 2" 2.5"to 4" Heating Systems Low Pressure/Temperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120-200 0.5 1.0 1.0 1.5 Steam Condensate(for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems Chilled Water,Refrigerant, 40-55 0.5 0.5 0.75 1.0 and Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD (Building Department Use Only) a Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver.6.00.5 i By:Jay Malaspino,CAD Designs on: 02-27-2004 : 10:53:21 AM Proiect: MEAFRM2-Location: rear ex deck girder rear Summary: (2) 1.5 IN x 7.25 IN x 21.75 FT(7.2+7.2+7.2)/#2-Southern Pine-Wet Use Section Adequate By:2.1% Controlling Factor Area/Depth Required 7.1 In * Laminations are to be fully connected to provide uniform transfer of loads to all members Left Span Deflections: Dead Load: DLD-Left= 0.01 IN Live Load: LLD-Left= 0.09 IN=U934 Total Load: TLD-Left 0.11 IN= U828 Center Span Deflections: Dead Load: DLD-Center- 0.00 IN Live Load: LLD-Center- 0.06 IN= U1369 Total Load: TLD-Center- 0.06 IN=U1350 Right Span Deflections: Dead Load: DLD-Right= 0.01 IN Live Load: LLD-Right= 0.09 IN= U934 Total Load: TLD-Right= 0.11 IN= U828 Left End Reactions(Support A): Live Load: LL-Rxn-A= 881 LB Dead Load: DL-Rxn-A= 146 LB Total Load: TL-Rxn-A= 1027 LB Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-A-min= -1 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.90 IN Center Span Left End Reactions(Support B): Live Load: LL-Rxn-B= 2349 LB Dead Load: DL-Rxn-B= 401 ' LB Total Load: TL-Rxn-B= 2750 LB Bearing Length Required(Beam only, support capacity not checked): BL-B 2.42 IN Center Span Right End Reactions(Support C): Live Load: LL-Rxn-C= 2349 LB Dead Load: DL-Rxn-C= 401 LB Total Load: TL-Rxn-C= 2750 LB Bearing Length Required(Beam only, support capacity not checked): BL-C= 2.42 IN Right End Reactions(Support D): Live Load LL-Rxn-D= 881 LB Dead Load: DL-Rxn-D= 146 LB Total Load: TL-Rxn-D= 1027 LB, Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-D-min= -1 LB Bearing Length Required(Beam only, support capacity not checked): BL-D= 0.90 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 7.25 FT Left Span Unbraced Length-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 7.25 FT Center Span Length: L2= 7.25 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.25 FT Right Span Length: L3= 7.25 FT Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced.Length-Bottom of Beam: Lu3-Bottom= 7.25 FT Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 240 Left Span Loading: Uniform Load: Floor Live Load: FLL-1= 60.0 PSF Floor Dead Load: FDL-1= 10.0 PSF Floor Tributary Width Side One: Trib-1-1= 4:5 FT Floor Tributary Width Side Two: Trib-2-1= 0.0 FT Beam Self Weight:_ BSW= 5 PLF Wall Load: Wall-1= 0 PLF Total Live Load: wL-1= 270 PLF Total Dead Load: wD-1= 45 PLF Total Load: wT-1= 320 PLF Center Span Loading:. Uniform Load: Floor Live Load: FLL-2 60.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 4.5 FT Floor Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 270 PLF Total Dead Load: wD-2= 45 PLF. Total Load: wT-2= 320 PLF Right Span Loading: Uniform Load: X Page:2 Multi-Span Floor Beam(99.BOCA National Building Code(97 NDS))Ver:6.00.5 By: Jay Malaspino,CAD Designs on:02-27-2004 : 10:53:21 AM Project: MEAFRM2-Location: rear ex deck girder rear Floor Live Load:. FLL-3= 60.0 PSF Floor Dead Load: FDL-3= 10.0 PSF Floor Tributary Width Side One: Tdb-1-3= 4.5 FT Floor Tributary Width Side Two: Tdb-2-3= 0.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-3= 0 PLF Total Live toad: wL-3= 270 PLF Total Dead Load: wD-3= 45 PLF Total Load: wT-3= 320 PLF Properties For:#2-Southern Pine Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb'(Compression Face in Tension): Fb'= 1007 PSI Adjustment Factors:Cd=1.00 Cm=0.85 CI=0.99 Cf=1.00 Fv': Fv'= 87 PSI Adjustment Factors: Cd=1.00 Cm=0.97 E': E'= 1440000 PSI Adiustment Factors: Cm=0.90 Fc'_perp: Fc'perp= 379 PSI Adiustment Factors: Cm=0.67 Design Requirements: Controlling Moment: M= -1920 FT-LB Over right support of span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: V= 1240 LB At a distance d from the right support of span 1 (Left Span) Critical shear created by combining all dead loads and live loads on span(s) 1,2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 22.89 IN3 S= 26.28 IN3 Area(Shear): Areq= 21.31 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 36.72 IN4 1= 95.27 IN4 f Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS) Ver:6.00.5 By: Jay Malaspino,CAD Designs on: 02-27-2004 Project: MEAFRM2-Location: rear ex deck girder rear Summary: (2) 1.5 IN x 7.25 IN x 21.75 FT(7.2+7.2+7.2)/#2-Southern Pine-Wet Use Section Adequate By:2.1% Controlling Factor:Area/Depth Required 7.1 In A B C D Left Span =7.25 ft F Center Span =7.25 ft Right Span, =7.25 ft Reactions . A 881 Lb 146 Lb 1027 Lb -1 Lb B 2349 Lb 401 Lb 2750 Lb 0 Lb C 2349 Lb 401 Lb 2750 Lb 0 Lb D 881 Lb 146 Lb 1027 Lb -1 Lb Left Span Uniform Loading W 270 Plf 45 Plf 5 Plf 320 Plf Center Span Uniform Loading W 270 Plf 45 Plf 5 Plf 320 Plf Right Span Uniform Loading W 270 Plf 45 Plf 5 Plf 320 Plf t yeses Multi-Span Floor Beam[AISC 9th Ed ASD 1 Ver: 6.00.5 By:Jay Malaspino CAD Designs on:02-27-2004: 10:52:59 AM Protect: MEAFRM2-Location: 1st floor beam f Summary: A36 W8x13 x 16.0 FT Section Adequate By:34.0% Controlling Factor. Moment Center Span Deflections: Dead Load: DLD-Center 0.17 IN Live Load: LLD-Center- 0.30 IN= U650 Total Load: TLD-Center- 0.47 IN=U409 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 987 LB Dead Load: DL-Rxn-A= 580 LB Total Load: TL-Rxn-A= 1567 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.56 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2702 LB Dead Load: DL-Rxn-B= 1597 LB Total Load: TL-Rxn-B= 4299 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.56 IN Beam Data: Center Span Length:. L2= 16.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:. Lu2-Bottom= 16.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L1 240 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 1.0 FT Floor Tributary Width Side Two: Trib-2-2= ,. 0.0 FT Beam Self Weight: BSW= 13 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 40 PLF Total Dead Load: wD-2= 10 PLF Total Load: wT-2= 63 PLF Point Load Live Load: PL-2= 3049 . LB Dead Load: PD-2= 1809 LB Location(From left end of span): X-2= 12.5 FT Properties for:W8x13/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 7.99 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 4.00 IN Flange Thickness: tf= '0.26 IN Distance to Web Toe of Fillet: k= 0.56 IN Moment of Inertia About X-X Axis: lx= 39.60 IN4 Section Modulus About X-X Axis: Sx= 9.91 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.01 IN. Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.84 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 34.74 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 4.22 FT Allowable Bending Stress: : Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 32.52 Limiting Web Height to Thickness Ratio for Fv=.4'Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison.- Controlling Moment: M= 14646 FT-LB 12.48 Ft from left support of span 2(Center Span) " Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr- 19622 FT-LB Controlling Shear: V= 4299 LB 16.0 Ft from left support of span 1 (Left Span) Critical shear created by combining all dead.loads and dive loads on span(s)2 Nominal Shear Strength: Vr- 26463 LB Moment of Inertia(Deflection): Ireq= 23.26 IN4 1= 39.60 IN4 Multi-Span Floor Beam[RISC 9th Ed ASD]Ver:6.00.5 By:Jay Malaspino ,CAD Designs on: 02-27-2004 Project: MEAFRM2-Location: 1 st floor beam f Summary: A36 W8x13 x 16.0 FT Section Adequate By: 34.0% Controlling Factor: Moment P1 A B Center Span = 16 ft Reactions A 987 Lb 580 Lb 1567 Lb 0 Lb B 2702 Lb 1597 Lb 4299 Lb 0 Lb Center Span Uniform Loading W 40 Pif 10 Pif 13 Plf 63 Plf Point Loading P1 3049 Lb 1809 Lb 12.5 Ft I i I r j Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver. 6.00.5 By:Jay Malaspino, CAD Designs on: 02-27-2004: 10:52:47 AM Proiect: MEAFRM2- Location: garage girder Summary: A36 W12x30 x 32.0 FT(12.5+ 19.5) Section Adequate By:41.2% Controlling Factor: Moment Left Span Deflections: Dead Load: DLD-Left= 0.01 IN Live Load: LLD-Left= 0,04 IN= U4194 Total Load: TLD-Left= 0.05 IN=U3069 Center span Deflections: Dead Load: DLD-Center- 0.03 IN Live Load: LLD-Center- 0.14 IN=U1620 Total Load: TLD-Center- 0.17 IN=U1383 Left End Reactions(Support A): Live Load: LL-Rxn-A= 1343 LB Dead Load: DL-Rxn-A= 654 LB Total Load: TL-Rxn-A= 1997 LB Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-A-min= -676 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.74 IN Center span Left End Reactions(Support B): Live Load: LL-Rxn-B= 11764 LB Dead Load: DL-Rxn-B= 5508 LB Total Load: TL-Rxn-B= 17272 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.74 IN Center span Right End Reactions(Support C): Live Load: LL-Rxn-C=. 3967 LB Dead Load: DL-Rxn-C= 1058 LB Total Load: TL-Rxn-C-- 5025 LB Bearing Length Required(Beam only, support capacity not checked): 'BL-C= 0.74 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 12.5 FT Left Span Unbraced Length-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 12.5 FT Center span Length: L2= 19.5 FT Center span.Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center span Unbraced Length-Bottom of Beam: Lu2-Bottom= 19.5 FT Live Load Deflect. Criteria: U 360 Total Load.Deflect. Criteria:. U 240 Left Span Loading: Uniform Load: Live Load: wL-1= 0 PLF Dead Load: wD-1= 0 PLF Beam Self Weight: BSW 30 PLF Total Load: wT-1= 30 PLF Point Load 1 Live Load: PL1-1= 6327 LB Dead Load: PD1-1= 3920 LB Location(From left end of span): X1-1= 9.0 FT Center span Loading: Uniform Load: Live Load: wL-2= 480 PLF Dead Load: wD-2= 120 PLF Beam Self Weight: BSW= 30 PLF Total Load: wT-2= 630 PLF Properties for.W12x30/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.34 IN Web Thickness: tw= 0.26 IN Flange Width: bf 6.52 IN Flange Thickness: tf 0.44 IN Distance to Web Toe of Fillet: k= 0.74 IN Moment of Inertia About X-X Axis: lx= 238.00 IN4 Section Modulus About X-X Axis: Sx= 38.60 IN3 Radius of Gyration of Compression Flange+.1/3 of Web: rt= 1.73 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= 47.46 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 19.5 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.88 FT Limiting Unbraced Length for Fb=.6*Fy w/Cb: Lu= 10.76 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Egn F1-6: F1-6= 8.5 KSI Allowable fb per ASD Eqn F1-7: F1-7= 9.29 KSI Page: 2 Multi-Loaded Beamf AISC 9th Ed ASD I Ver.6.00.5 Bv: Jay Malaspino, CAD Designs on: 02-27-2004 : 10:52:48 AM Project: MEAFRM2-Location: garage girder Allowable fb per ASD Eqn F1-8: F1-8= 11.92 KSI Elastic Limit of ASD Eqn F1-6: EL1-6= 17.16 FT Allowable Bending Stress: Fb= 11.92 KSI Web Height to Thickness Ratio: h/tw= 44.08 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling.Moment: M= -27151 FT-LB Over left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s) 1,2 . Nominal Moment,Strength: Mr- 38349 FT-LB Controlling Shear: V= 9737 LB At right support of span 1 (Left Span) Critical shear created by combining all dead loads and live loads on span(s) 1,2 Nominal Shear Strength: Vr- 46201 LB Moment of Inertia(Deflection): Ireq= 52.90 IN4 1= 238.00 IN4 Multi-Loaded Beam[AISC 9th Ed ASD j Ver:6.00.5 . By:Jay Malaspino,CAD Designs on: 02-27-2004 Project: MEAFRM2-Location: garage girder Summary: A36 W12x30 x 32.0 FT(12.5+ 19.5) Section Adequate By-41.2% Controlling Factor: Moment P P1 A B C Left Span = 12.5 ft Center span = 1.9.5 ft Reactions A 1343 Lb 654 Lb 1997 Lb -676 Lb B 11764 Lb 5508 Lb 17272 Lb 0 Lb C 3967 Lb 1058 Lb 5025 Lb 0 Lb Left Span Uniform Loading W 0 Plf 0 Plf 30 Plf 30 Plf Point Loading P1 6327 Lb 3920 Lb 9 Ft Center span Uniform Loading W 480 Plf 120 Plf 30 Plf 630 Plf Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver. 6.00.5 Bv:Jav Malaspino, CAD Designs on: 02-27-2004: 10:52:32 AM Proiect: MEAFRM2- Location: basement j Summary: A36 W12x35 x 29.0 FT(14+ 15) Section Adequate By: 37.7% Controlling Factor: Moment Left Span Deflections: Dead Load: DLD-Left= 0.03 IN Live Load: LLD-Left= 0.13 IN= U1320 Total Load: TLD-Left= 0.16 IN=U1082 Center span Deflections: Dead Load: DLD-Center- 0.01 IN Live Load. LLD-Center- 0.10 IN=U1812 Total Load: TLD-Center- 0.11 IN= U1601 Left End Reactions(Support A): Live Load: LL-Rxn-A= 6253 LB Dead Load: DL-Rxn-A= 1655 LB Total Load: TL-Rxn-A= 7908 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.82 IN Center span Left End Reactions(Support B): Live Load: LL-Rxn-B= 28085 LB Dead Load: DL-Rxn-B= 8177 LB Total Load: TL-Rxn-B= 36262 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.99 IN Center span Right End Reactions(Support C): Live Load: LL-Rxn-C= 7746 LB Dead Load: DL-Rxn-C= 2369 LB Total Load: TL-Rxn-C= 10116 LB Bearing Length Required(Beam only, support capacity not checked): BL-C= 0.82 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 14.0 FT Left Span Unbraced Length-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 14.0 FT Center span Length: L2= 15.0 FT Center span.Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.0 FT Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 240 Left Span Loading: Uniform Load: Live Load: wL-1= 560 PLF Dead Load: wD-1= 140 PLF Beam Self Weight: BSW= 35 PLF Total Load: wT=1= 735 PLF Point Load 1 Live Load: PL1=1= 4382 LB Dead Load: PD1-1= 2805 LB Location(From left end of span): X1-1= 9.75 FT Point Load 2 Live Load: PL2-1= 4249 LB Dead Load: PD2-1= 1281 LB Location(From left end of span): X2-1=. 9.75 FT. Trapezoidal Load 1 Left Live Load: TRL-Left-1-1= 3100 PLF Left Dead Load: TRD-Left-1-1= 75 PLF Right Live Load: TRL-Right-1-1= 310 PLF Right Dead Load: TRD-Right-1-1= 75 PLF Load Start: AAA= 9.75 FT Load End: B-1-1= 14.0 FT Load Length: C-1-1= 4.25 FT Center span Loading: Uniform Load: Live Load: wL-2= 560 PLF Dead Load: wD-2 140 PLF Beam Self Weight: BSW= 35 PLF Total Load: wT-2= 735 PLF Point Load 1 Live Load: PLI-2= 2702 LB Dead Load: PD1-2= 1597 LB Location(From left end of span): X1-2= 12.17 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 310 PLF Left Dead Load: TRD-Left-1-2= 75 PLF Right Live Load: TRL-Riqht-1-2= 310 PLF Right Dead load: TRD-Right-1-2= 75 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 15.0 FT n Page: 2 Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver:6.00.5 By: Jay Malaspino, CAD Designs on: 02-27-2004 : 10:52:33 AM Project: MEAFRM2- Location: basement j Load Length: C-1-2= 15.0 FT Properties for:W12x35/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.50 IN Web Thickness: tw= 0.30 IN Flange Width: bf= 6.56 IN Flange Thickness: tf= 0.52 IN Distance to Web Toe of Fillet: k= 0.82 IN Moment of Inertia About X-X Axis: Ix= 285.00 IN4 Section Modulus About X-X Axis: Sx= 45.60 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.74 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.31 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 41.67 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 15.0 FT Limiting Unbraced Length for Fb=.66*Fy:. Lc-- 6.92 FT Limiting Unbraced Length for Fb=.6*Fy w/Cb: Lu= 12.63 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Eqn F1-6: F1-6= 14.94 KSI Allowable fb per ASD Eqn F1-7: F1-7= 15.89 KSI Allowable fb per ASD Eqn F1-8: F1-8= 18.19 KSI Elastic Limit of ASD Eqn F1-6: EL1-6= 17.26 FT Allowable Bending Stress: Fb= 18.19 KSI Web Height to Thickness Ratio: h/tw= 38.2 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= -50206 FT-LB Over left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 1,2 Nominal Moment Strength: Mr- 69134 FT-LB Controlling Shear. V= 23704 LB At right support of span 1 (Left Span) Critical shear created by combining all dead loads and live loads on span(s) 1,2 Nominal Shear Strength: Vr- 54000 LB Moment of Inertia(Deflection): Ireq= 77.72 IN4 1= 285.00 IN4 r Multi-Loaded Beam[AISC 9th Ed ASD]Ver:6.00.5 By:Jay Malaspino CAD Designs on: 02-27-2004 Project: MEAFRM2-Location: basement j Summary: A36 W12x35 x 29.0 FT(14+ 15) Section Adequate By: 37.7% Controlling Factor: Moment P1-2 P1 AL A B C Left Span = 14 ft Center span = 15 ft Reactions lM we vepbN low nva tpvptaN A 6253 Lb 1655 Lb 7908 Lb 0 Lb B 28085 Lb 8177 Lb 36262 Lb 0 Lb C 7746 Lb 2369 Lb 10116 Lb 0 Lb Left Span Uniform Loading W 560 Plf 140 Plf 35 Plf 735 Plf Trapezoidal Loading TR1 3100 Plf 75 Plf 310 Plf 75 Plf 9.8 Ft 14 Ft Point Loading P1 4382 Lb 2805 Lb 9.8 Ft P2 4249 Lb 1281 Lb 9.8 Ft Center span Uniform Loading W 560 Plf 140 Plf 35 Plf 735 Plf Trapezoidal Loading �LL TR1 310 Plf 75 Plf 310 Plf 75 Plf 0 Ft 15 Ft Point Loading P1 2702 Lb 1597 Lb 12.2 Ft t4. Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver:6.00.5 By:Jay Malaspino, CAD Designs on: 02-27-2004: 10:52:20 AM Proiect: MEAFRM2-Location: basement h Summary: A36 W12x35 x 29.0 FT(14+ 15) Section Adequate By: 37.7% Controlling Factor: Moment Left Span Deflections: Dead Load: DLD-Left= 0.03 IN Live Load: LLD-Left= 0.13 IN=U1320 Total Load: TLD-Left= 0.16 IN= U1082 Center span Deflections: Dead Load: DLD-Center- 0.01 IN Live Load: LLD-Center- 0.10 IN= U1812 Total Load: TLD-Center- 0.11 IN= U1601 Left End Reactions(Support A): Live Load: LL-Rxn-A= 6253 LB Dead Load: DL-Rxn-A= 1655 LB Total Load: TL-Rxn-A= 7908 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.82 IN Center span Left End Reactions(Support B): Live Load: LL-Rxn-B= 28085 LB Dead Load: DL-Rxn-B= 8177 LB Total Load: TL-Rxn-B= 36262 LB Bearing Length Required(Beam.only, support capacity not checked): BL-B= 0.99 IN Center span Right End Reactions(Support C): Live Load: LL-Rxn-C= 7746 LB Dead Load: DL-Rxn-C= 2369 LB Total Load: TL-Rxn-C= 10116 LB Bearing Length Required(Beam only, support capacity not checked): BL-C= 0.82 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 14.0 FT Left Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Left Span Unbraced Length=Bottom of Beam: Lu1-Bottom= 14.0 FT Center span Length: L2= 15.0 FT Center span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center span Unbraced Length-Bottom of Beam: Lu2-Bottom 15.0 FT Live Load Deflect.Criteria: U 360 Total Load Deflect.Criteria: U 240 Left Span Loading: Uniform Load: Live Load: wL-1= 560 PLF Dead Load: wD-1= 140 PLF Beam Self Weight: BSW= 35 PLF Total Load: wT-1= 735 PLF Point Load 1 Live Load: PL1-1= 4382 LB Dead Load: PD1-1= 2805 LB Location(From left end of span): X1-1= 9.75 FT Point Load 2 Live Load: PL2-1= 4249 LB Dead Load: PD2-1= 1281 LB Location(From left end of span): X2-1= 9.75 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-1= 3100 PLF Left Dead Load: TRD-Left-1-1= 75 PLF Right Live Load: TRL-Right-1-1= 310 PLF Right Dead Load: TRD-Right-1-1= 75 PLF Load Start: AAA= 9.75 FT Load End: B-1-1 14.0 FT. Load Length: C-1-1= 4.25 FT Center span Loading: Uniform Load: Live Load: wL-2= 560 PLF Dead Load: wD-2= 140 PLF Beam Self Weight: BSW= 35 PLF Total Load: wT-2= 735 PLF Point Load 1 Live Load: PL1-2= 2702 LB Dead Load: PD1-2= 1597 LB Location(From left end of span): X1-2= 12.17 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 310 PLF Left Dead Load: TRD-Left-1.2= 75 PLF Right Live Load: TRL-Right-1-2= ' 310 PLF Right Dead Load: TRD-Right-1-2= 75 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 15.0 FT cf Pape: 2 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver:6.00.5 By:Jay Malaspino ,CAD Designs on: 02-27-2004 : 10:52:20 AM Project: MEAFRM2-Location: basement h Load Length: C-1-2= 15.0 FT Properties for.W12x35/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.50 IN Web Thickness: tw= 0.30 IN Flange Width: bf 6.56 IN Flange Thickness: tf= 0.52 IN Distance to Web Toe of Fillet: k= 0.82 IN Moment of Inertia About X-X Axis: Ix-- 285.00 IN4 Section Modulus About X-X Axis: Sx= 45.60 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.74 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.31 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 41.67 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 15.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.92 FT Limiting Unbraced Length for Fb=.6*Fy w/Cb: Lu= 12.63 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Eqn F1-6: F1-6= 14.94 KSI Allowable fb per ASD Eqn F1-7: F1-7= 15.89 KSI Allowable fb per ASD Eqn F1-8: F1-8= 18.19 KSI Elastic Limit of ASD Eqn F1-6: EL1-6= 17.26- FT Allowable Bending Stress: Fb= 18.19 KSI Web Height to Thickness Ratio: h/hw-- 38.2 Limiting Web Height to Thickness Ratio forFv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= -50206 FT-LB Over left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Nominal Moment Strength`. Mr- 69134 FT-LB Controlling Shear: V= 23704 LB At right support of span 1 (Left Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Nominal Shear Strength: Vr- 54000 LB Moment of Inertia(Deflection): Ireq= 77.72 IN4 1= 285.00 IN4 Multi-Loaded Beam[AISC 9th Ed ASD)Ver:6,00.5 By:Jay Malaspino ,CAD Designs on: 02-27-2004 Project: MEAFRM2-Location: basement h Summary: A36 W12x35 x 29.0 FT(14+ 15) Section Adequate By: 37.7% Controlling Factor: Moment P1-2 P1 3v A B C Left Span = 14 ft Center span = 15 ft Reactions Live Load Dead Load Total Load Uplift Load A 6253 Lb 1655 Lb 7908 Lb 0 Lb B 28085 Lb 8177 Lb 36262 Lb 0 Lb C 7746 Lb 2369 Lb 10116 Lb 0 Lb Left Span Uniform Loading Live Load Dead Load Self Weight Total Load W 560 Plf 140 Plf 35 Plf 735 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 3100 Plf 75 Plf 310 Plf 75 Plf 9.8 Ft 14 Ft Point Loading Live Load Dead Load Location P1 4382 Lb 2805 Lb 9.8 Ft P2 4249 Lb 1281 Lb 9.8 Ft Center span Uniform Loading Live Load Dead Load Self Weight Total Load W 560 Plf 140 Plf 35 Plf 735 Plf Trapezoidal Loading Left LL Left DL Ri ht LL Right DL Load Start Load End TR1 310 Plf 75 Plf 310 Plf 75 Plf 0 Ft 15 Ft Point Loading Live Load Dead Load Location P1 2702 Lb 1597 Lb 12.2 Ft Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver:6.00.5 By:Jay Malaspino,CAD Designs on: 02-27-2004: 10:52:07 AM Proiect: MEAFRM2-Location: basement girder I Summary: A36 W8x18 x 12.5 FT Section Adequate By:42.6% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center- 0.07 IN Live Load: LLD-Center- 0.25 IN= U601 Total Load: TLD-Center- 0.32 IN= U471 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5202 LB Dead Load: DL-Rxn-A= 1433 LB Total Load: TL-Rxn-A= 6635 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.63 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4331 LB Dead Load: DL-Rxn-B= 1209 LB Total Load: TL-Rxn-B= 5540 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.63 IN Beam Data: Center Span Length: L2= 12.5 FT Center Span Unbraced Length-Top.of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.5 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 18 PLF Point Load 1 Live Load: PL1-2= 1233 LB Dead Load: PD1-2= 342 LB Location(From left end of span): X1-2= 5.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 380 PLF Left Dead Load: TRD-Left-1-2= 95 PLF Right Live Load: TRL-Right-1-2= 380 PLF Right Dead Load: TRD-Right-1-2= 95 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 6.5 FT Load Length: C-1-2= 6.5 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 560 PLF Left Dead Load: TRD-Left-2-2= 140 PLF Right Live Load: TRL-Right-2-2= 560 PLF Right Dead Load: TRD-Right-2-2= 140 PLF Load Start: A-2-2= 6.5 FT Load End: B-2-2= 12.5 FT Load Length: C-2-2= 6.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 380 PLF Left Dead Load: TRD-Left-3-2= 95 PLF Right Live Load: TRL-Right-3-2= 380 PLF Right Dead Load: TRD-Right-3-2= 95 PLF Load Start: A-3-2= 0.0 FT Load End: B-3-2= 6.5 FT Load Length: C-3-2= 6.5 FT Properties for: W8x18/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.14 IN Web Thickness: tw=. 0.23 IN Flange Width: bf=14 5.25 IN Flange Thickness: 0.33 IN Distance to Web Toe of Fillet: k-��: 63 Moment of Inertia About X-X Axis: I - 0. IN x- 61.63 IN4 Section Modulus About X-X Axis: S;� 15.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt- 1.39 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.95 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 35.39 Allowable Web Buckling Ratio: AWBR=. 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc-; 5.54 FT Page: 2 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver:6.00.5 By: Jay Malaspino, CAD Designs on: 02-27-2004 : 10:52:07 AM Project: MEAFRM2- Location: basement girder I Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 32.52 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: hltw-Limit 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 21100 FT-LB 5.25 Ft from left support of span 2(Center Span) Critical moment created by,combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr- 30096 FT-LB Controlling Shear: V= 6635 LB At left support of span 1 (Left Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr= 26960 LB Moment of Inertia(Deflection): Ireq= 37.08 IN4 1= 61.90 IN4 Multi-Loaded Beam[AISC 9th Ed ASD j Ver:6.00.5 By:Jay Malaspino, CAD Designs on:02-27-2004 Project: MEAFRM2-Location: basement girder I Summary: A36 W8x18 x 12.5 FT Section Adequate By: 42.6% Controlling Factor: Moment } P1 ILL A B Center Span = 12.5 ft Reactions Live Load Dead Load Total Load Uplift Load A 5202 Lb 1433 Lb 6635 Lb 0 Lb B 4331 Lb 1209 Lb 5540 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 18 Plf 18 Plf Trapezoidal Loading Left LL Left DL Riaht L Right DL Load Start Load End TR1 380 Plf 95 Pif 380 Plf 95 Pif 0 Ft 6.5 Ft TR2 560 Plf 140 Plf 560 Plf 140 Plf 6.5 Ft 12.5 Ft TR3 380 Plf 95 Plf 380 Plf 95 Pif 0 Ft 6.5 Ft Point Loading Live Load Dead Load Location P1 _1233 Lb 342 Lb 5 Ft Multi-Loaded Beamf AISC 9th Ed ASD i Ver:6.00.5 By:Jay Malaspino, CAD Designs on: 02-27-2004: 10:51:53 AM Proiect: MEAFRM2-Location:2nd floor beam a Summary: A36 W8x21 x 16.75 FT Section Adequate By:77.2% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center 0.18 IN Live Load: LLD-Center- 0.30 IN= U681 Total Load: TLD-Center- 0.47 IN= U427 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3049 LB Dead Load: DL-Rxn-A= 1809 LB Total Load: TL-Rxn-A= 4858 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.70 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3049 LB Dead Load: DL-Rxn-B= 1809 LB Total Load: TL-Rxn-B= 4858 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= . 0.70 IN Beam Data: Center Span Length: L2= . 16.75 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced length-Bottom of Beam: Lu2-Bottom= 16.75 FT Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 70 PLF Dead Load: wD-2= 18 PLF Beam Self Weight: BSW= 21 PLF Total Load: wT-2= 109 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 294 PLF Left Dead Load: TRD-Left-1-2= 177 PLF Right Live Load: TRL-Right-1-2= 294 PLF Right Dead Load: TRD-Right-1-2= 177 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 16.75 FT Load Length: C-1-2= 16.75 FT Properties for:W8x21/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.28 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 5.27 IN Flange Thickness: tf= 0.40 IN Distance to Web Toe of Fillet: k= 0.70 IN Moment of Inertia About X-X Axis: Ix= 75.30 IN4 Section Modulus About X-X Axis: Sx= 18.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.41 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.59 Allowable Flange Buckling Ratio: AFBR 10.83 Web Buckling Ratio: WBR= 33.12 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy. Lc= 5.56 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 29.92 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 20341 FT-LB 8.375 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr- 36036 FT-LB Controlling Shear. V= 4858 LB At left support of span 1 (Left Span) Critical,shear Created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr- 29808 LB Moment of Inertia(Deflection): Ireq= 42.29 IN4 1= 75.30 IN4 Multi-Loaded Beam[AISC 9th Ed ASD]Ver:6.00.5 By:Jay Malaspino, CAD Designs on: 02-27-2004 Project: MEAFRM2- Location:2nd floor beam a Summary: A36 W8x21 x 16.75 FT ' Section Adequate By: 77.2% Controlling Factor: Moment - A B Center Span = 16.75 ft Reactions Live Load Dead Load Total Load Uplift Load A 3049 Lb 1809 Lb 4858 Lb 0 Lb B 3049 Lb 1809 Lb 4858 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 70 Plf 18 Plf 21 Plf 109 Plf Trapezoidal Loading Left LL Left DL Ri, aht LL Right DL Load Start Load End TR1 294 Plf 177 Plf 294 Plf 177 Plf 0 Ft 16.8 Ft Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver. 6.00.5 By: Jay Malaspino, CAD Designs on: 02-27-2004: 10:51:41 AM Proiect: MEAFRM2- Location: 1 st floor beam h front porch deck girder. Summary: (3) 1.5 IN x 9.25 IN x 24.84 FT(10.7+7+7.2)/#2-Southern Pine-Wet Use Section Adequate By: 33.0% Controlling Factor.Area/Depth Required 7.45 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Left Span Deflections: Dead Load: DLD-Left= 0.02 IN Live Load: LLD-Left= 0.13 IN= U1014 Total Load: TLD-Left= 0.15 IN=U859 Center Span Deflections: Dead Load: DLD-Center- 0.00 IN Live Load: LLD-Center- -0.03 IN= U2461 Total Load: TLD-Center- -0.04 IN= U2267 Right Span Deflections: Dead Load: DLD-Right= 0.01 IN Live Load: LLD-Right= 0.04 IN=U2447 Total Load: TLD-Right= 0.04 IN= U2129 Left End Reactions(Support A): Live Load: LL-Rxn-A= 7211 LB Dead Load: DL-Rxn-A= 2964 LB Total Load: TL-Rxn-A= 10175 LB Bearing Length Required(Beam only, support capacity not checked): BL-A=M 5.97 IN Center Span Left End Reactions(Support B): Live Load: LL-Rxn-B= 12899 LB Dead Load: DL-Rxn-B= 6093 LB Total Load: TL-Rxn-B= 18992 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 11.15 IN Center Span Right End Reactions(Support C): Live Load: LL-Rxn-C= 2320 LB Dead Load: DL-Rxn-C= 368 LB Total Load: TL-Rxn-C= 2688 LB Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-C-min= -273 _ LB Bearing Length Required(Beam only, support capacity not checked): BL-C= 1.58 IN Right End Reactions(Support D): Live Load: LL-Rxn-D= 4675 LB Dead Load: DL-Rxn-D= 2219 LB Total Load: TL-Rxn-D= 6894 LB Bearing Length Required(Beam only, support capacity not checked): BL-D= 4.05 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 10.67 FT Left Span Unbraced Length-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 10.67 FT Center Span Length: L2= 7.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.0 FT Right Span Length: L3= 7.17 FT Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 7.17 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Left Span Loading: Uniform Load: Live Load: wL-1= 270 PLF Dead Load: wD-1= 45 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-1= 325 PLF Point Load 1 Live Load: PL1-1= 5982 LB Dead Load: PD1-1= 2723 LB Location (From left end of span): X1-1= 0.0 FT Center Span Loading: Uniform Load: Live Load: wL-2= 270 PLF Dead Load: wD-2= 45 PLF Beam Self Weight- BSW= 10 PLF Total Load: wT-2= 325 PLF Point Load 1 r Live Load: PLI-2= 9826 LB Dead Load: PD1-2= 5501 LB Location(From left end of span): X1-2= 0.0 FT Right Span Loading: Uniform Load: Live Load: wL-3= : 270 PLF Dead Load: wD-3= 45 PLF I Page: 2 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.5 By:Jay Malaspino, CAD Designs on: 02-27-2004.: 10:51:42 AM Project: MEAFRM2-Location: 1st floor beam h front porch deck girder Beam Self Weight: BSW= 10 PLF Total Load: wT-3 325 PLF Point Load 1 Live Load: PL1-3= 3752 LB Dead Load: PD1-3= 2050 LB Location(From left end of span): X1-3= 7.17 FT Properties For:#2-Southern Pine Bending Stress: Fb= 1050 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Compression Face in Tension): Fb'= 1015 PSI Adjustment Factors: Cd=1.00 CI=0.99 Cf=1.00 Cr-1.15 Ci=0.85 Fv': Fv'= 87 PSI Adjustment Factors: Cd=1.00 Cm=0.97 E': E'= 1440000 PSI Adiustment Factors: Cm=0.90 Fc'_perp: Fc'_perp= 379 PSI Adiustment Factors: Cm=0.67 Design Requirements: Controlling Moment: M= -3525 FT-LB Over right support of span 1 (Left Span) Critical moment created by combining.all dead loads and live loads on span(s) 1,2 Controlling Shear: V= 1822 LB At a distance d from the right support of span 1 (Left Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 41.67 IN3 S= 64.17 IN3 Area(Shear): Areq= 31.31 IN2 A= 41.63 IN2 Moment of Inertia(Deflection): Ireq= 105.41 IN4 1= 296.79 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver:6.00.5 By:Jay Malaspino ,CAD Designs on:02-27-2004 Project:MEAFRM2-Location: 1 st floor beam h front porch deck girder, Summary: (3) 1.5 IN x 9.25 IN x 24.84 FT(10.7+7+7.2)/#2-Southern Pine-Wet Use Section Adequate By:33.0% Controlling Factor:Area/Depth Required 7.45 In P1 P1 P1 A B C D Left Span = 10.67 ft Center Span =7 ft Right Span =7.17 ft Reactions Live Load Dead Load Total Load Uplift Load , A 7211 Lb 2964 Lb 10175 Lb 0 Lb B 12899 Lb 6093 Lb 18992 Lb 0 Lb C 2320 Lb 368 Lb 2688 Lb -273 Lb D 4675 Lb 2219 Lb 6894 Lb 0 Lb Left Span Uniform Loading Live Load Dead Load Self Weisaht Total Load W 270 Plf 45 Plf 10 Plf 325 Plf Point Loading Live Load Dead Load Location P1 5982 Lb 2723 Lb 0 Ft Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 270 Plf 45 Pif 10 Plf 325 Plf Point Loading Live Load Dead Load Location P1 9826 Lb 5501 Lb 0 Ft Right Sdan Uniform Loading Live Load Dead Load Self Weight Total Load W 270 Plf 45 Plf 10 Plf 325 Plf Point Loading Live Load Dead Load Location P1 3752 Lb 2050 Lb 7.2 Ft Multi-Loaded Beamf AI$C 9th Ed ASD 1 Ver:6.00.5 By: Jay Malaspino, CAD Designs on: 02-27-2004 : 10:51:28 AM Proiect: MEAFRM2- Location: 1 st floor beam g Summary: A36 W8x24 x 16.0 FT Section Adequate By: 76.8% Controlling Factor. Moment Center Span Deflections: Dead Load: DLD-Center- 0.18 IN Live Load: LLD-Center- 0.27 IN= U713 Total Load: TLD-Center- 0.44 IN=U432 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2667 LB Dead Load: DL-Rxn-A= 1788 LB Total Load: TL-Rxn-A= 4455 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.79 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4382 LB Dead Load: DL-Rxn-6= 2805 LB Total Load: TL-Rkn-B= 7187 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.79 IN Beam Data: Center Span Length: L2= 16.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom 16.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect.Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 24 PLF Total Load: wT-2= 24 PLF Point Load 1 Live Load: PL1-2= 3049 LB Dead Load: PD1-2= 1809 LB Location(From left end of span): X1-2= 12.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 250 PLF Left Dead Load: TRD-Left-1-2= 150 PLF Right Live Load: TRL-Right-1-2= 250 PLF Right Dead Load: TRD-Right-1-2= 150 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 16.0 FT Load Length: C-1-2= 16.0 FT Properties for: W8x24/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI . Depth: d= 7.93 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 6.50 IN Flange Thickness: tf= 0.40 IN Distance to Web Toe of Fillet: k= 0.79 IN Moment of Inertia About X-X Axis: Ix= 82.80 IN4 Section Modulus About X-X Axis: Sx= 20.90 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.77 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 8.12 Allowable Flange Buckling.Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 32.37 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.86 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 29.1 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 23401 FT-LB 10.56 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr 41382 FT-LB Controlling Shear: V= 7187 LB 16.0 Ft from left support of span 3(Right Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr- 27977 LB Moment of Inertia(Deflection): Ireq= 46.05 IN4 1= 82.80 IN4 } Multi-Loaded Beam[AISC 9th Ed ASD]Ver 6.00.5 By:Jay Malaspino, CAD Designs on: 02-27-2004 Project: MEAFRM2-Location: 1st floor beam g Summary: A36 W8x24 x 16.0 FT Section Adequate By: 76.8% Controlling Factor. Moment LOADING DIAGRAM P1 1 A B Center Span = 16 ft Reactions Live Load Dead Load Total Load Uplift Load A 2667 Lb 1788 Lb 4455 Lb 0 Lb B 4382 Lb 2805 Lb 7187 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Pif 0 Plf 24 Plf 24 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 250 Plf 150 Plf 250 Plf 150 Plf 0 Ft 16 Ft Point Loading Live Load Dead Load Location P1 3049 Lb 1809 Lb 12.5 Ft Combination Roof and Floor Beamf AISC 9th Ed ASD 1 Ver:6.00.5 By:Jay Malaspino, CAD Designs on: 02-27-2004: 10:51:19 AM Proiect: MEAFRM2-Location: 1st floor beam e Summary: A36 W8x18 x 16.0 FT Section Adequate By:41.5% Controlling Factor. Moment Deflections: Dead Load: DLD= 0.20 IN Live Load: LLD= 0.34 IN=U562 Total Load: TLD= 0.55 IN= U352 Reactions(Each End): Live Load: LL-Rxn= 3326 LB Dead Load: DL-Rxn= 1990 LB Total Load: TL-Rxn= 5316 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.63 IN Beam Data: Span: L= 16.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Roof Loading: Roof Live Load-Side One: RLL1= 25.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 14.5 FT Roof Live Load-Side Two: RLL2= 25.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Floor Loading: Floor Live Load-Side One: FLL1= 40.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 1.33 FT Floor Live Load-Side Two: FLL2= 40.0 PSF. Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT. Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 363 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 218 PLF Floor Uniform Live Load: wL-floor' 53 PLF Floor Uniform Dead Load: wD-floor- 13 PLF Beam Self Weight: BSW= 18 PLF Combined Uniform Live Load: wL= 416 PLF Combined Uniform Dead Load: wD= 249 PLF Combined Uniform Total Load: wT= 665 PLF Controlling Total Design Load: wT-cunt= 665 PLF Properties for.W8x18/A36 . Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.14 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 5.25 IN Flange Thickness: tf= 0.33 IN Distance to Web Toe of Fillet: k= 0.63 IN Moment of Inertia About X-X Axis: Ix-- 61.90 IN4 Section Modulus About X-X Axis: Sx= 15.20 IN3 Radius of Gyration of Compression Flange.+ 1/3 of Web: rt= 1.39 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.95 Allowable Flange Buckling Ratio: . AFBR= . 10.83 Web Buckling Ratio: WBR= 35.39 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 5.54 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 32.52 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress:: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 21264 FT-LB Nominal Moment Strength: Mr- 30096 FT-LB Controlling Shear: V= 5316 LB Nominal Shear Strength: Vr- 26960 LB Moment of Inertia(Deflection): Ireq= 42.23 IN4 1= 61.90 IN4 Combination Roof and Floor Beam[AISC 9th Ed ASD]Ver. 6.00.5 By:Jay Malaspino, CAD Designs on: 02-27-2004 Project: ME.AFRM2-Location: 1st floor beam e Summary: A36 W8x18 x 16.0 FT Section Adequate By: 41.5% Controlling Factor: Moment LOADING DIAGRAM AIL A B Span = 16 ft Reactions Live Load Dead Load Total Load Uplift Load A 3326 Lb 1990 Lb 5316 Lb 0 Lb B 3326 Lb 1990 Lb 5316 Lb 0 Lb Span Uniform Loading Live Load' Dead Load Self Weight Total Load W 416 Plf 231 Pif 18 Plf 664 Plf Footing Design f 99 BOCA National Building Code(97 NDS))Ver:6.00.5 BY:Jay Malaspino ,CAD Designs on: 02-27-2004: 10:51:10 AM Proiect: MEAFRM2-Location:footing under beam j right side Summary: Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement:#5 Bars @ 14.00 IN. O.C. E/W/(3)min. Footing Loads: Live Load: PL= 7746 LB Dead Load: PD= 2369 LB Total Load: PT= 10115 LB Ultimate Factored Load: Pu= 16485 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: C= . 3.00 IN Footing Size: Width: W= 3.0 FT Length: L= 3.0 FT Depth: Depth= 10.00- IN Effective Depth to Top Layer of Steel: d= 6.06 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 4.00 IN Column Depth: n 4.00 IN Baseplate Width: bsw= 6.00 IN Baseplate Length: bsl= 6.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1124 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 7.36 SF Area Provided: A= 9.0 SF Baseplate Bearing: Bearing Required: Bearing= 16485 LB Allowable Bearing: Bearing-Allow 107100 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 4322 LB Allowable Beam Shear: vc1= 18551 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 44.25 IN Punching Shear: Vu2= 14928 LB Allowable Punching Shear(ACI 11-35): vc2-a= 68408 LB Allowable Punching Shear(ACI 11-36): vc2-b= 85284 LB Allowable Punching Shear(ACI 11-37): vc2-c= 45605 LB Controlling Allowable Punching Shear: vC2= 45605 LB Bending Calculations: Factored Moment: Mu= 62333 'IN-LB Nominal Moment Strength: Mn= 192808 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.48 IN Steel Required Based on Moment: As(1)= 0.29 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.72 IN2 Controlling Reinforcing Steel As-reqd= 0.72 IN2 Selected Reinforcement: #5 Bars @ 14.00 IN. O.C. E/W/(3)Min. Reinforcement Area Provided:. As= 0.92 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= - 13.50 IN Note: Plain concrete adequate for bending,therefore adequate development length not required. Footing Design f 99 BOCA National Building Code(97 NDS)1 Ver:6.00.5 By: Jay Malaspino , CAD Designs on: 02-27-2004: 10:50:59 AM Proiect: MEAFRM2-Location: basement girder column back left side Summary: Footing Size: 5.5 FT x 5.5'FT x 12.00 IN Reinforcement:#5 Bars @ 11.00 IN. O.C. E/W/(6) min. Footing Loads: Live Load: PL= 28085 LB Dead Load: PD= 8177 LB Total Load: PT= 36262 LB Ultimate Factored Load: Pu= 59192 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 3000 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover. C= 3.00 IN Footing Size: Width: W= 5.5 FT Length: L= 5.5 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.06 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Baseplate Width: bsw= 10.00 IN Baseplate Length: bsl 10.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1199 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Required Footing Area: Areq= 26.86 SF Area Provided: A= 30.25 SF Baseplate Bearing: Bearing Required: Bearing= 59192 LB Allowable Bearing: Bearing-Allow= 357000 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 19226 LB Allowable Beam Shear. vc1= 49548 LB Punching Shear Calculations(Two way shear): Critical Perimeter.. Bo= 60.25 IN Punching Shear: Vu2= 56109 LB Allowable Punching Shear(ACI 11-35): vc2-a= 135693 LB Allowable Punching Shear(ACI 11-36): vc2-b= 166285 LB Allowable Punching Shear(ACI 11-37): vc2-c= 90462 LB Controlling Allowable Punching Shear: vc2= 90462 LB Bending Calculations: Factored Moment: . Mu= 473651 IN-LB Nominal Moment Strength: Mn= 519533 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.44 IN Steel Required Based on Moment: As(1)= 1.67 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 1.58 IN2 Controlling Reinforcing Steel: As-reqd= 1.67 IN2 Selected Reinforcement: #5 Bars @ 11.00 IN. O.C. E/W 1(6)Min. Reinforcement Area Provided: As= 1.84 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 29.50 IN BC CALC®2003 DESIGN REPORT- US Friday,February 27,200410:56 V Triple 1 3/4" x 91/2" VERSA-LAM(g)2900 SP File Name: Meadow Farm 2.BCC:FB01 Job Name: Description:2nd floor beam b Address: Specifier: Jay Malaspino City,State,Zip:DENNIS,Ma. Designer: Jay Malaspino Customer: Company: CAD Designs Code reports: ICBO 5512,NER 629 Misc: (508) 39&4144 .1 2 Standard load-60 psf(10 psf Tributary 08-00-00 BO 81 3517 Ibs LL 42491bs LL 958 Ibs DL 1281 Ibs DL Total Horizontal Length-09-06-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 09-06-00 Live 60 psf 08-00-00 100% Member Type: Floor Beam Dead 10 psf 08-00-00 90% Number of Spans: 1 1 floor load left sicUnf.Area Left 00-00-00 04-06-00 Live 40 psf 02-06-00 100% Left Cantilever: No Dead 10 psf 02-06-00 90% Right Cantilever: No 2 floor right side Unf.Area Left 04-06-00 09-06-00 Live 40 psf 06-00-00 100% Dead 10 psf 06-00-00 90% Slope: 0/12 3 roof load left sid Unf.Area Left 00-00-00 04-06-00 Live 25 psf 03-00-00 115% Tributary: 08-00-00 Dead 15 psf 03-00-00 90% 4 roof load right siUnf.Area Left 04-06-00 09-06-00 Live 25 psf 09-09-00 115% Dead 15 psf 09-09-00 90% Live Load: 60 psf Controls Summary Dead Load: 10 psf Control Type Value• %Allowable Duration Load Case Span Location Partition Load: 0 psf Moment 12096 ft-Ibs 53.7% 115% 3 1-Internal Duration: 100 Neg.Moment 0 ft-Ibs n/a 100% End Shear 4529 Ibs 40.8% 115% 3 1 -Right Disclosure Total Load Defl. U440(0.259' 54.5% 3 1 The completeness and accuracy of Live Load Defl. U567(0.201') 63.5% 3 1 the input must be verified by anyone Max Defl. 0,259" 25.9% 3 1 who would rely on the output as evidence of suitability for a Notes particular application. The output Design meets Code minimum(1-1240)Total load deflection criteria. above is based upon building Design meets Code minimum(U360)Live load deflection criteria. code-accepted design properties Design meets arbitrary(1')Maximum load deflection criteria. and analysis methods. Installation Minimum bearing length for BO is 1-1/2". of BOISE engineered wood Minimum bearing length for B1 is 1-1/2 products must be in accordance Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing. with the current Installation Guide and the applicable building codes. Connection Diagram To obtain an Installation Guide or if Bolts are assumed to be Grade 5 or higher. you have any questions,please call Member has no side loads. (800)232-0788 before beginning product installation. Connectors are:1/2 in.Staggered Through Bolt BC CALC®,BC FRAMER®,BCI®, a=2" BC RIM BOARD- BC OSB RIM b d BOARDT"" BOISE GLULAMTm, b=2-1/2" "c VERSA-LAM®,VERSA-RIM®, =24 -1— VERSA-RIM PLUS®, d=24 a VERSA-STRAND1m, VERSA-STUD®,ALLJOISTO and AJSIm are trademarks of Boise Cascade Corporation. C Page 1 of 1 SC CALC®2003 DESIGN REPORT US Friday,February 27,200410:56 Triple 1 3/4" x 91/2" VERSA-LAW 2900 SP File Name: Meadow Farm 2.BCC:F1302 Job Name: Description:2nd floor beam c Address: Specifier: Jay Malaspino City,State,Zip:DENNIS,Ma Designer. Jay Malaspino Customer: Company: CAD Designs Code reports: ICBO 5512,NER 629 Misc: (508) 398-4144 111211111111 1 Standard Load-40 psf 110 psf Tributary 00 05 00 12-00.00 M2-03-08. . BO B1 B2 2191 Ibs LL 6327 Ibs LL 2237 Ibs LL 1152 Ibs DL 3920 Ibs DL 1199 Ibs DL Total Horizontal Length-24-03-08. General Data Load Summary Version: US Imperial ID Description Load Typer Ref. Start End Type. Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 24-03-08 Live 40 psf 00-05-00 100% Member Type: Floor Beam Dead 10 psf 00-05-00 90% Number of Spans: 2 1 dormer roofloa(Unf.Area Left 00-00-00 24-03-08 Live 25 psf . 11-00-00 115% Left Cantilever: No Dead 15 psf 11.00-00 900/0 Right Cantilever: No 2 left shed roof IorUnf.Area Left 00-00-00 24-03-08 Live 25 psf 05-00-00 115% Slope: 0/12 Dead 15 psf 05-00-00 90% Tributary: 00-05-00 Controls Summary. Control Type Value %Allowable Duration Load Case Span Location Moment 12450 ft-Ibs 55.3% 115% 3 2-Left Neg.Moment -12450 ft-Ibs 55.3% 115% 3 1 -Right Live Load: 40 psf Dead Load: 10 1 psf End Shear 2902 Ibs 26.2% 115% 5 2-Right Cont.Shear 4626 Ibs 41.7% 115% 3 2-Left Partition Load: Total Load Deft. U537(0.275") 44.7% 5 2 Duration: 00 Live Load Defl. U742(0.1991) 48.5% 5 2 Disclosure Total Neg.Defl. -0.044" 8.9% 5 1 The completeness and accuracy of Max Defl. 0.275" 27.5% 5 2 the input must be verified by anyone Notes who would rely on the output as Design meets Code minimum(L/240)Total load deflection criteria. evidence of suitability for a Design meets Code minimum(U360)Live load deflection criteria. particular application. The output Design meets arbitrary(1')Maximum load deflection criteria. above is based upon building Minimum bearing length for BO is 1-1/2". code-accepted design properties Minimum bearing length for B1 is 3" and analysis methods. Installation Minimum bearing length for B2 is 1-1/2". of BOISE engineered wood Entered/Displayed Horizontal Span Length(s)=Clear Span+12 min.end bearing+112 intermediate bearing products must be in accordance with the current Installation Guide Connection Diagram and the applicable building codes.To obtain an Installation Guide or if Bolts are assumed to be Grade 5 or higher.you have any questions,please call Member has no side loads. 32-0788 before beginning produ Connectors are:1/2in.Staggered Through Bolt product installation. , BC CALC@;BC FRAMER®,BCIS, a-2" b d. BC RIM BOARDTM BC.OSB RIM b=2-1/2 BOARDTm,BOISE GLULAMTm, c-24"5-1 a- VERSA-LAM®,VERSA-RIMS, d=24 a VERSA-RIM PLUS®, VERSA-STRAND-, .VERSA-STUDS,ALLJOISTS and AJSTA°are trademarks of C Boise Cascade Corporation. • Page 1 of 1 I BC CALL®2003 DESIGN REPORT - US Friday,February 27,200410:56 Double 1 3/4" z 91/2" VERSA-LAM(g)2900 SP File Name: Meadow Farm 2.13CC:FB03 Job Name; Description:2nd floor beam k Address: Specifier: Jay Malaspino City,State,Zip:DENNIS,Ma. Designer: Jay Ma►aspino Customer: Company: CAD Designs Code reports: ICBO 5512,NER 629 Misc: (508) 398-4144 Standard Load-40 psf 11.0 psf Tributary 0&06-00 BO 61 1233 Ibs LL 1233 Ibs LL 342 Ibs DL 342 Ibs DL Total Horizontal Length-07-0340 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib'. Dur. S Standard Load Unf.Area Left 00-00-00 07-03-00 Live 40 psf 08-06-00 100% Member Type: Floor Beam Number of Spans: 1 Dead 10 psf 08-06-00 90% Left Cantilever: No Controls Summary Right Cantilever: No Control Type Value %Allowable Duration Load Case Span Location Moment 2854 ft-Ibs 21.9% 100% . 2 1 -Internal Slope: 0/12 Neg.Moment 0 ft-Ibs n/a 100% Tributary: 08-06-00 End Shear 1231 Ibs 19.1% 100% 2 1 -Left Total Load Defl. U1612(0.054') 14.9% 2 1 Live Load Defl. U2059(0.042") 17.5% 2 1 Live Load: 40 psf Max Defl. 0.054" 5.4% 2 1 Dead Load: 10 psf Notes Partition Load: 0 psf Design meets Code minimum(U240)Total load deflection criteria. Duration: 100 Design meets Code minimum(U360)Live load deflection criteria. Disclosure Design meets arbitrary(1')Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". The completeness and accuracy of Minimum bearing length for 81 is 1-1/2". the input must be verified by anyone Entered/Displayed Horizontal Span Length(s)=Clear Span+12 min:end bearing+1/2 intermediate bearing who would rely on the output as evidence of suitability for a Connection Diagram particular application. The output Bolts are assumed to be Grade 5 or higher. above is based upon building Member has no side loads. code-accepted design properties and analysis methods. Installation Connectors are:12 in.Staggered Through Bolt of BOISE engineered wood products must be in accordance a=2" with the current Installation Guide b=2-1/2" b d— and the applicable building codes. c=5-12" l— To obtain an Installation Guide or if d=24„ a you have any questions,please call (800)232-0788 before beginning product installation. BC CALCS,BC FRAMER®,BCIS, C BC RIM BOARD-,BC OSB RIM BOARD-,BOISE GLULAM-, VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUSS, VERSA-STRANDTm, VERSA-STUDS,ALLJOISTO and AJSnA are trademarks of Boise Cascade Corporation. Page 1 of 1 BC CALC®2003 DESIGN REPORT - US Friday,February 27,200410:56 Double 1 3/4" x 91/2" VERSA-LAM®2900 SP File Name: Meadow Farm 2.BCC:F804 Job Name: Description:basment girder m Address: Specifier: Jay Malaspino City,State,Zip:DENNIS,Ma. Designer: Jay Malaspino Customer: Company: CAD Designs Code reports: ICBO 5512,NER 629 Misc: (508) 398-4144 1 Standard Load-40 psf 110 psf Tributary 10-06.00 I BO B1 3675 Ibs LL 3675 ibs LL 960 Ibs DL 960 Ibs DL Total Horizontal Length-08-09-00 General Data Load Summary Version: US Imperial ID Description Load Type. Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 08-09-00 Live 40 psf 10-06-00 100% Member Type: Floor Beam Dead 10 psf 10-06-00 90% Number of Spans: 1 1 2nd floor load Unf.Area Left 00-00-00 08-09-00 Live 40 psf 10-06-00 100% Left Cantilever: No Dead 10 psf 10-06-00 90% Right Cantilever: No Controls Summary Slope: 0/12 Control.Type Value %Allowable Duration Load Case Span Location Tributary: 10-06-00 Moment 10138 ft-Ibs 77.6% 100% 2 1 -Internal Neg.Moment 0 ft-Ibs n/a 100% End Shear 3796 Ibs 59.1% 100% 2 1-Left Total Load Defl. U376(0.279') 63.9%u 2 1 Live Load: 40 psf Live Load Defl. U474(0.222') 75.9% 2 1 Dead Load: 10 psf Max Defl. 0.279" 27.9% 2 1 Partition Load: 0 psf Duration: 100 Notes Disclosure Design meets Code minimum(U240)Total load deflection criteria. The completeness and accuracy of Design meets Code minimum(U360)Live load deflection criteria. the input must be verified anyone Design meets arbitrary(V)Maximum load deflection criteria. who would rely a the output Minimum bearing length for BO is 1-1/2". Minimum bearing length for B1 is 1-1/2". evidence of suitability for a Entered/Displayed Horizontal Span Length(s).=Clear Span+1/2 min.end bearing+1/2 Intermediate bearing particular application: The output above is based upon building Connection Diagram code-accepted design properties Bolts are assumed to be Grade 5 or higher. and analysis methods. Installation Member has no side loads. of BOISE engineered wood products must be in accordance Connectors.are:1/2 in.Staggered Through Bolt with the current Installation Guide and the applicable building codes. a=2„ d To obtain an Installation Guide or if b you have any questions,please call b=2-1/2" -1— (800)232-0788 before beginning c-5-1/2 product installation. d=24" a BC CALC®,BC FRAMER®,BCI®, BC RIM BOARD-,BC OSB RIM BOARD-,BOISE GLULAMT"-, C VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, . VERSA-STRAND- VERSA-STUD®,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. Page 1 of 1 BO;4011111 ,.� BC CALC®2003 DESIGN REPORT- US Friday,February 27,200410:56 Double 1 3/4" x 91/2" VERSA-LAM®2900 SP File Name: Meadow Farm 2.BCC:FB05 Job Name: Description:basement girder n Address: Specifier: Jay Malaspino City,State,Zip:DENNIS,Ma. Designer: Jay Malaspino Customer: Company: CAD Designs . Code reports: ICBO 5512,NER 629 Misc: (508) 398-4144 11.3 2 1 Standard Load-40 psf 110 psf Tributary 06m 6 r 10.00-00' 11-09-00 BO B1 B2 3363 Ibs LL 9542 Ibs LL 2760 Ibs LL 733 Ibs DL 2513 Ibs DL 640 Ibs DL Total Horizontal Length-21-09-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 21-09-00 Live 40 psf 06-06-00 100% Member Type: Floor Beam Dead 10 psf 06-06-00 90% . Number of Spans: 2 1 front left side floUnf.Area Left 00-00-00 14-03-00 Live 40 psf 03-00-00 100% Left Cantilever: No Dead 10 psf 03-00-00 90% Right Cantilever: No 2 2nd floor load Unf.Area Left 00-00-00 21-09-00 Live 40 psf 06-06-00 100% Dead 10 psf 06-06-00 90% Slope: 0/12 3 2nd floor front IeUnf.Areaor Ioal-eft 00-00-00 14-03-00 Live 40 psf 03-00-00 100% Tributary: 06-06-00 Dead 10 psf 03-00-00 90% Controls Summary Control Type Value %Allowable Duration Load Case Span Location Live Load: 40 psf Moment 12643 ft-Ibs- 96.8% 100% 2 2-Left Dead Load: 10 psf Neg.Moment -12643 ft-Ibs 96.8% 100% 2 1 -Right Partition Load: 0 psf End Shear 3336 Ibs 51.9% 100% 4 1 -Left Duration: 100 Cont.Shear 5302 Ibs 82.5% 100% 2 1 -Right Total Load Defl. U355(0.3971 67.6% 5 2 Disclosure Live Load Defl. U416(0.3391 86.6% 5 2 , The completeness and accuracy of Total Neg.Defl. -0.099" 19.7% 5 1 the input must be verified by anyone Max Defl. 0.397" 39.7% 5 2 who would rely on the output as evidence of suitability for a Notes particular application. The output Design meets Code minimum(U240)Total load deflection criteria. above is based upon building Design meets Code minimum(U360)Live load deflection criteria. code-accepted design properties Design meets arbitrary(1')Maximum load deflection criteria, and analysis methods. Installation Minimum bearing length for BO is 1-1/2". of BOISE engineered wood Minimum bearing length for B1 is 4". products must be in accordance Minimum bearing length for B2 is 1-12". with the current Installation Guide Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing and the applicable building codes. To obtain an Installation Guide or if Connection Diagram you have any questions,please call golfs are assumed to be Grade 5 or higher. (800)232-0788 before beginning product installation. Member has no side loads. BC CALC®,BC FRAMER®,BCI®, Connectors are:1/2 in.Staggered Through Bolt BC RIM BOARD- BC OSB RIM a=2„BOARDTM' BOISE GLULAMi1°, b=22-1/2" d " b VERSA-LAM®,VERSA-RIM®, = l— VE c 5-12" RSA-RIM PLUS®, d=6-1 a VERSA-STRAND rm, VERSA-STUD®,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. C e Page 1 of 1 f BC CALCO 2003 DESIGN REPORT US Friday,February 27,200410:56 Double 1 3/4" x 91/2" VERSA-LAM®2900 SP File Name: Meadow Farm 2.BCC:FBO6 Job Name: Description:basement girder o Address: Specifier: Jay Malaspino City,State,Zip:DENNIS,Ma. Designer: Jay Malaspino Customer: Company: CAD Designs Code reports: ICBO 5512,NER 629 Misc: (508) 3984144 1 Standard Load-40 psf l 10 psf Tributary 08-00 00 E , r 10-06-00 10-06-00 p�00.pp BO B1 B2 2 B3 931 Ibs LL 7964 Ibs LL 64921bs LL 6 1984 Ibs LL 93 Ibs DL 2064 Ibs DL 1491 Ibs DL 323 Ibs DL Total Horizontal Length-27-00-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 27-00-00 Live 40 psf 08-00-00 100% Member Type: Floor Beam Dead 10 psf 08-00-00 90% Number of Spans: 3 1 2nd floor load .Unf.Area, Left 00-00-00 27-00-00 Live 40 psf 08-00-00 100% Left Cantilever: No Dead 1 °� Right Cantilever: No 0 psf 08-00-00 90 Controls Summary Slope: 0/12 Control Type Value %Allowable Duration Load Case Span Location Tributary: 08-00-00 Moment 10115 ft Ibs 77.5% 100% 6 2-Left Neg.Moment -10115 ft-Ibs 77.5% 100% 6 1 -Right End Shear 2983 Ibs 46.4% 100% 4 1 -Left Cont.Shear 4572 Ibs 71.1% 100% 6 1 -Right Live Load: 40 psf Uplift 439 Ibs n/a 5 3-Right Dead Load: 10 psf 1 Total Load Defl. U437(0.288') 54.9% 4 1 Partition Load: psf Live Load Defl. U518(0.243') 69:6% 4 1 Duration: 00 Total Neg.Defl. -0.088" 17.6% 4 2 Disclosure Max Defl. 0.288" 28.8% 4 1 The completeness and accuracy of Cautions the input must be verified by anyone Uplift of 439 Ibs found at span 3-Right. who would rely on the output as evidence of suitability for a Notes particular application. The output Design meets Code minimum(L/240)Total load deflection criteria. above is based upon building Design meets Code minimum(U360)Live load deflection criteria. code-accepted design properties Design meets arbitrary(1')Maximum load deflection criteria. and analysis methods. Installation Minimum bearing length for BO is 1-1/2". of BOISE engineered wood Minimum bearing length for 61 is 3-3/8". products must be i accordance Minimum bearing length foe B2 is 3". with the current Installation Guide Minimum bearing length for B3 is 1-1/2". and the applicable building codes. Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing To obtain an Installation Guide or if 9 g you have any questions,please call Connection Diagram (800)232-0788 before beginning product installation. Bolts are assumed to be Grade 5 or higher. Member has no side loads. BC CALCO,BC FRAMER®,BCI®, BC RIM BOARD-,BC OSB RIM Connectors are 1/2 in.Staggered Through Bolt BOARDTM BOISE GLULAMTM VERSA-LAM®,VERSA-RIM@, a=2" b d VERSA-RIM PLUS®, b=2-1/2" VERSA-STRANDTM c=5-1/2" VERSA-STUD®,ALLJOISTO and d=24" a AJSTM are trademarks of Boise Cascade Corporation. C Pane 1 of 1 I BQ�Ere BC CALC®2003 DESIGN REPORT - US Friday,February27,2004 10:56 Double 1 3/4" x 16" VERSA-LAM®2900 SP File Name: Meadow Farm 2.BCC:FB07 Job Name: Description:16'garage door header Address: Specifier: Jay Malaspino City,State,Zip:DENNIS,Ma Designer: Jay Malaspino Customer: Company: CAD Designs Code reports: ICBO 5512,NER 629 Misc: (508) 3984144 Standard Load-40 W 110 pe Tributary 06 0 4 J .I BO 61 1980 lbs LL 1980 lbs LL 625 lbs DL 625 lbs DL Total Horizontal Length-16-06-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 16-06-00 Live 40 psf 06-00-00 100% Member Type: Floor Beam Number of Spans: 1 Dead 10 psf 06-00-00 90% - Left Cantilever: No Controls Summary Right Cantilever: No Control Type Value %Allowable Duration Load Case Span Location Moment 10745 ft-lbs 30.7% 100% 2 1 -Internal Slope: 0/12 Neg.Moment 0 ft-lbs n/a 100% Tributary: 06-00-00 End Shear 2184 lbs 20.2% 100% 2 1 -Left Total Load Defl. U898(0.22') 26.7% 2 1 Live Load Defl. U1182(0.168') 30.5% 2 1 Live Load: 40 psf Max Defl. 0.22" 22.0% 2 1 Dead Load: 10 psf Notes Partition Load: 0 psf Design meets Code minimum(L/240)Total load deflection criteria. Duration: 100 Design meets Code minimum(L/360)Live load deflection criteria. Disclosure Design meets arbitrary(V)Maximum load deflection criteria. The completeness and accuracy of Minimum bearing length for BO is 1-1/2". the input must be verified Minimum bearing length for B1 is 1-1/2". who would rely a the verified by anyone Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2min.end bearing+1/2 intermediate bearing as evidence of suitability for a Connection Diagram particular application. The output Bolts are assumed to be Grade 5 or higher. above is based upon building code-accepted design properties Member has no side loads. and analysis methods. Installation Connectors are:1/2in.Staggered Through Bolt of BOISE engineered wood • products must be in accordance a=2" with the current Installation Guide b=2-1/2„ b d and the applicable building codes. c=12" To obtain an Installation Guide or if d=24„ _a you have any questions,please call (800)232-0788 before beginning product installation. BC CALC®,BC FRAMER®,BCIG, C BC RIM BOARD'*',BC OSB RIM BOARD-,BOISE GLULAM-, VERSA-LAMS,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRAND-, VERSA-STUD®,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. Page 1 of 1 f BC CALCO 2003 DESIGN REPORT - US Friday,February 27,200410:57 Single 91/2" AJSTm 10 APG• File Name: Meadow Farm 2.BCC:J01 Job Name: Description:2nd floor joist over master bed at deck Address: Specifier: Jay Malaspino City,State,Zip:DENNIS,Ma. Designer: Jay Malaspino Customer: Company: CAD Designs Code reports: BOCA 22-09,SBCC19707D,ICBO PFC-5504 Misc: (508) 3984144 Standard Load-40 psf 110 psf OC Spacing 16' 12 Ak BO,1-1/2" 427 lbs LL B1,t L 7 lbs 107 lbs DL 1L 07 lbs DL Total Horizontal Length-16-00-00 General Data Load Summary Version: US Imperial ID Description Load.Type Ref. Start End Type Value OCS Dur. S Standard Load Unf.Area Left 00-00-00 16-00-00 Live 40 psf 16" 100% Member Type: Joist Dead 10 psf 16" 90% Number of Spans: 1 Left Cantilever: No Controls Summary Right Cantilever: No Control Type Value %Allowable Duration Load Case Span Location Slope: 0/12 Moment 2133 ft-lbs 77.9% 100% 2 1 -Internal OC Spacing: 0/1 Neg.Moment 0 ft-lbs n//a 1000 End Reaction 533 lbs 46.6l0 100% 2 1 -Left Repetitive: Yes Total Load Dell. U463(0.415') 51.9% 2 1 Construction Type:Glued Live Load Defl. U578(0.332") 83.0% 2 1 Max Dell. 0.415" 41.5% 2 1 Live Load: 40 psf Dead Load: 10 psf Span/Depth 20.2 n/a 1 • Partition Load: 0 psf Notes Duration: 100 Design meets Code minimum(L/240)Total load deflection criteria. Disclosure Design meets User specified(U480)Live load deflection criteria. Design meets arbitrary(1')Maximum load deflection criteria. The completeness and accuracy of Minimum bearing length for BO is 1-1/2". the input must be verified by anyone Minimum bearing length for B1 is 1-1/2". who would rely on the output as Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing evidence of suitability for a particular application. The output above is based upon building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with the current Installation Guide and the applicable building codes. To obtain an Installation Guide or if you have any questions,please call (800)232-0788 before beginning product installation. BC CALCO,BC FRAMER®,BCI®, BC RIM BOARD-,BC OSB RIM BOARD-,BOISE GLULAM-, VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRAND-, VERSA-STUD®,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. Page 1 of 1 �SEry BC CALC®2003 DESIGN REPORT- US Monday,February 23,200416:59 Double 1 3/4" x 14" VERSA4-AMO 2900 SP File Name: Meadow Farm 2.BCC:RB01 Job Name: Description:2nd floor beam d-porch beam Address: Specifier: Jay Malaspino City,State,Zip:DENNIS,Ma. Designer: Jay Malaspino Customer: Company: CAD Designs Code reports: ICBO 5512,NER 629 Misc: (508) 398-4144 0 12 1 2 Standard Load-20 psf 110 psf Tributary 12-00-00 f AL 12.08-00 AL 10-08-00 AL 14-02-00 BO B1 B2 B3 1708 Ibs LL 5982 Ibs LL 9826 Ibs LL 3752 Ibs LL 800 Ibs DL 2723 Ibs DL 5501 Ibs DL 2050 lbs DL Total Horizontal Length-37-06-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 37-06-00 Live 20 psf 12-00-00 100% Member Type: Roof Beam Dead 10 psf 12-00-00 90% Number of Spans: 3 1 roof load left sidUnf.Area Left 00-00-00 13-09-00 Live 25 psf 01-OMO 115% Left Cantilever: No Dead 15 psf 01-09-00 90% Right Cantilever: No 2 roof load middleUnf.Area Left 13-OMO 21-07-00 Live 25 psf 18-00-00 115% Dead 15 psf 18-00-00 90% Slope: 0/12 3 roof load right siUnf.Area Left 21-07-00 37-06-00 Live 25 psf 15-00-00 115% Tributary: 12-00-00 Dead 15 psf 15-00-00 90% Controls Summary Control Type Value %Allowable Duration Load Case Span Location Live Load: 20 psf Moment 19572 ft-Ibs 62.7% 115% 7 3-Left Dead Load: 10 psf Neg.Moment -19572 fl-Ibs 62.7% 115% 7 2-Right Partition Load: 0 psf End Shear 4666 Ibs 42.8% 115% 4 3-Right Duration: 100 Cont.Shear 7143 Ibs 65.6% 115% 7 3-Left Total Load Defl. U494(0.3441 36.4% 4 3 Disclosure Live Load Defl. U728(0.233") 32.9% 4 3 The completeness and accuracy of Total Neg.Defl. -0.08" 10.7% 4 2 the input must be verified by anyone Max Defl. 0.344" 22.9% 4 3 who would rely on the output as evidence of suitability for a Notes particular application. The output Design meets Code minimum(L/180)Total load deflection criteria. above is based upon building Design meets Code minimum(L/240)Live load deflection criteria. code-accepted design properties Design meets arbitrary(15)Maximum load deflection criteria. and analysis methods. Installation Minimum bearing length for BO is 1-12 of BOISE engineered wood Minimum bearing length for B1 is 3". products must be in accordance Minimum bearing length for B2 is 5-1/8". with the current Installation Guide Minimum bearing length for B3 is 2". and the applicable building codes. Member Slope=0,consider drainage. To obtain an Installation Guide or if Entered/Displayed Horizontal Span Length(s)=Clear Span+12 min.end bearing+12 intermediate bearing you have any questions,please call (800)232-0788 before beginning Connection Diagram product installation. Bolts are assumed to be Grade 5 or higher. BC CALC®,BC FRAMER®,MID, Member has no side loads. BC RIM BOARD- BC OSB RIM Connectors are:12 in.Staggered Through Bolt BOARD-,BOISE GLULAM- gg g VERSA-LAM®,VERSA-RIM®, a=2" VERSA-RIM PLUS®, b=2-1/2" b d VERSA-STRAND- c=10" VERSA-STUD@,ALLJOISTO and d=24" a AJSTm are trademarks of Boise Cascade Corporation. C Page 1 of 1 I 0 QUITCLAIM DEED Property address: Lots 1, 2, 5, 6, &9 Meadow Farm Road, Centerville, MA Plan Book 558, Page 78 I, LOUIS J. SEMINARA, Trustee of FULLER FARM REALTY TRUST under declaration of trust dated as of May 16, 2000 and recorded Book 13189, Page 1 at Barnstable County Registry of Deeds, for nominal consideration of less than One Hundred Dollars($100.00) paid, hereby grant to ANNE I. SEMINARA, of 93 Coles Pond Rd., South Dennis, MA. with QUITCLAIM COVENANTS The parcels of land situate in Barnstable (Centerville),,Barnstable County, Massachusetts, being described as follows: The parcels of land shown and known as Lots 1, 2, 5, 6, & 9 on a plan of land entitled "Fuller Farms Subdivision 4777. Definitive Subdivision Plan of Land in Centerville (Barnstable), MA, Prepared for Fuller Farm Realty Trust, Scale: 1" =40', Date: April 20, 2000, Revised Date: June 5, 2000 Add Parcel B, Notes" , said plan recorded in Plan Book 558, Page 78. 1 further certify.as follows: 1) 1 am the sole trustee; 2) The Declaration of Trust has not been altered, modified, amended or terminated since.its recording, except as may already appear of record at said Registry of Deeds; 3) No beneficiary is a minor, incompetent, a corporation selling all or substantially all of its assets,or a personal representative of an estate subject to tax liens; 4) The beneficiaries of the Trust have authorized.and directed the Trustee to execute this deed. For Grantor's title reference see deed recorded at Barnstable County Registry of Deeds in Book 13189, Pages 6 and 61. WITNESS my hand and seal this 27th day of February, 2001 FULLER ASSOCIATES REALTY TRUST L UIS J 91&ARA, Trustee L` COMMONWEALTH OF MASSACHUSETTS Barnstable, ss February 27, 2001 Then personally appeared before me the above-named LOUIS J. SEMINARA, Trustee of FULLER ASSOCIATES REALTY TRUST and acknowledged the foregoing instrument to be his free act and deed as aforesaid,before me. =otary Pub ic- e s Esq, mission expires: 11/6/03 g\deeds\fu ier.seminaraA < 6 G 6 • w. �1B P bi b 05g^ 1 LOCUS NFP SC E 1"-2000'. iOR TIEp51Rr USE $��' �<x'. �goN ASSESSmS YV 189 PARCFL lte . BARra'Eti&�E POAr¢L/]•ADOI DDts c Er�m. eRe yyTT ZOMG; RD-t ]seD n-uul utu ADdar re.,gas ">''I i•wt Rm. mA'y T4TOn1PlY zD'raN. GRMOM- 3]; rl'o••am mE LL FftONf-SO Ff �aaAraNDa�TRCT::"P SET1901- (T¢t� 10� vs'ro FU f sm6 . ownER m RFLT�. ate. o t3, t zra.ar R ROAD pT wNT s`sKDs" REAR-'tD iT r "mr:Rnn�m e�wa ss a $�i '�•tRr. "'oP; 'rz.J>• _ rmAl AAG m PAam-st64» AREA W PRO905m ILIS-4]B,6)6 S(tt ARG Di PARCEL An J- AlT Sk f.S4 ]S 8O3S'M'E NVA Oi PARLiL a-1n,34)Sk Y 3 / 1 EfAlwl'TNT T(a PtAM II/a BFFIr RQFMFD '�S / PARCEL A CONfONWiEME TIE RIAEs Arp R>NU1 nEmTRnS a 1.1 0�FiiEmNE JNL t. 97b ' xa �^ � re i cansunAeln'.ruA w E•DI tm d4a�8� it e�.�g�, o '`'e°as v'rk \ rTzy�� t,Pd'm tp DEUNEAIE ME w4D l6C � �/ g a/cih. -7 (t.mi/ r�p 3 RK 449 bil 3,4 W� rf a' F/YYFM - 3 10'wIOE 4T.Bt2 bS. ; .a7, G •ga I n J as.Ja• :S: '�s1nPc lt.aD Amu) i.. �a��3 � A ! Ps/NZDse ;�-� /. / e.ra•w' x!,^ �' E/af]rENI ^i-1 � „ ¢ a ni aumi S'I� Ynm � SLOPE EASprEM p ^i/ toT s p1 6_TL_zpm �83 w,tsa sr. " n mama-r (iAt ACP6) $r^• -E3EOt4�1mCT i t0a9p' / nti$ hi trB9'6J's0�R l i \ SiOo �$. apa,AO 'Kitr�•TO ]- *� �� P.P/M I84 W / �B. '�� ! ._ �'� @�r• e•`}F-eo-ppTi'• 6'P�i '�^_I�.h "'�n%ik P'��g ztsz' w.na u. - �87 /.7/ (z,s Ao¢s) />�.m n seJi'oe'r 4 H<>x9s• "aapn'z.year"'?/ea•?/ � - o �� PJ/MI).N Oo'�' - /q� $M1� 1Dr/J✓ i\ . Tmy.�asu- I" PIN10 ARG.S.A9) €8^$I > ! TD aE RF1q/m P.P/Ntea ox aza]D ss.usA o':p'� yi.J' ti/ -�' �4ag'"g 3m ,1=MAE. 'TONFAE aH j '-'�•ti4 ,M?A vuPE TO MPE q �,�a Sesys>Jp�:i Z A 1-4 I TO BE RF1rONFD '/•t)f-�'b�"�.J'allv'BZJ�TY �`�b0' e i T; ��'- €AAA i .Ru a wt.nD-alsla:�.IT. 98 I v.P/N16.6a Dx Is ACRE.>tFi. �/ �sar3=;v? y y /y� r�z^' wERArm : ¢s°o`0• ' FULLER FARMS C9./D11 aenT �.aMZY ~n </Z •S / Ron PaE In °v suwrvmml/n> fDUND Wl,�j:` 0,."j6 G'a C i swxD 1 rEn wD �c DEFINITIVB W11DM9 LA°N PLAN f waaaE `ice z'''" .�8.5'l LD.-6�0;' i',?',?% +4 ).zt• ' mwaia lA =.I• V 'h3 ].J sE Iqott n g' �' '""m'•wu za>;,� pr° I"o; ,L °.act B4ArS axawT A 9Ulama Lar.EYED CENTERVILLE (BARNSTABLE), MA APPROVAL IS REQUIRED 8 �� JErinals NOWNEE TR1rST UNDER THE SUOMWON CONiRm ur PRWP 10R -°p "' SARNST LE PLANNING;NG OARD FULLER FARM REALTY TRUST 06?I£m `\a sae\ 't9.eY' A. h~ PwE ''=}%%%?�. 1•.40' OAIE Mfm Z0.300D cRumEaat'a0o '� J.f ; PARm a.'mNpIES Z000 JAUFa A JEr0104 T16 •�� '>6.�. aIA ii 2�/•� I JJ_ AwOns NOumEE TRUsf I '�'�.0� '46' o� 14 - ly Iyr_ D8 999.P.IIt tl[ ,{ 0 40 90 t30 PM down cape engineering, inc. ` K m'Na RAN s9a¢c TD A com w ro eE REGamm NVNrTN .` UND/.wUTCNEHRNFA,CU:Ra Di MC Town m BMNSIA&F,CEmwY 1 1 ME CIVIL ENGINEERS � �.i• rionCE DP AwRw.L ai Tres RAx wAs REw.FD AxD IamaoEo w nls mTteE AxD T14T m nDlcE a.vPE ws REru+m puonc v¢rwENrc w.s Nm LAND SURVEYORS POLLQnxG llrt RECEIPt ANp REC01O910 Of 5"0 II0110E 939 mein sL Yarmouth',ma 02675 %-W36�- -Raea n '' The ioanvnzarcurea/,C�i a�/�aaoac�ivaelld a w BOARD OF BUILDING,REGULATIONS License CONSTRUCTION SUPERVISOR j Number. C. 015836 B4rt a�te 09/07/a1946 _ 77— w ,! E+i f6iif- 0 7420,05 Tr. no: 3196 Re`stnicted'00 i LOUIS J SEMINAR�A� PO BOX 12d19 S DENNIS, MA 02660 Administrator- r is I � s nrrrw_■r._.r.Cr�____._.____--__,_-�. ...�.-...-.r-r,� �_. _•I,-,,.....,,, .: ' ;;i l'��ira,ii�!!'•'ll'1�, _.rrrr_rrr wrlili - r _ -- --�r w r - _ 11'•i�'!i!i i. '! �E'.fi Ii S i+.i,I;t!�'�i;! A'=_A ._ �.� � S�� - �Ir+r':■m i.E?.i'!ii irlill.4''i'} '�Il�!+jt;!!;fl �'Ei��i'I?;;'iE�'!!!! ;j iiirwr.rrrw_■r�.i.■.•- - - -. - � - -.__ - r -_ !!! I!I � i',.(I,r'.I,n.,.iil i;.!,! rrr.r ■rrr_w■rrr� Grr.� _ � - � - � �.� - � _rr.rr �,i,,I�!il;.r,q•!ig!gl!i!�!lil'y�E!I!�j !li' li'.ii'c:.i r. .�7 r - ._. w _ _ w - w _■r.r' i'.r,'1,.1?.1•!.irinp.lr.li.lir.!,Ir.l r. .I�.tll!!i!,Lr,,.p ltE!!P,f�!r;,4;i(,tp. nr.rv�_■r.rw rr.■ _ � � r. �w� _ � - _ -_ �rr_■r I '!.L:I„I., ,L,ry Li i•..h;!1�.!1�.!!r i.. 4•.11.,!r.+, .1 trwrr ■r._wrrrr_� _ � r� _ _ •.r .!,.g'''!e:!i!i;.ii!Et,!rlr:.. ,r iii!!rr.!,.!r!:7 rrrw ■r.rv= +i+' _ �- r.l I r`' -_-- -., r - .`- ,Ir!r.li!:4J;!,y'4,:A,..1.5. .J Il y,!t,d!,.li ,!,.,!§!ti;?r• - � - �. .rrr_. .! I!,•-=•xr-:'_._--=-T_=___._._ �:.rr l:.!r.l:. - _ ■rrr, __ __ _ _- ,.!, ■ � _ _ r•fi�b'•a _Y r .1 iYw _ r — �- _w r � rwrr■---._.....--_—�.�u.—_—� -.- -- _ _ - _ _ All.I - •�rii�: w■ wi w _ � r — � — .rw■r. w■.rrr■i.�-ii._rr_r. __ _ �I!.::1 i:l'!!1'!!i•- - - _ .Al it it.!i Ir:_.:�:.�:.._...._�___._.._._^-_�_..�.(1:i1..i rll_ w■rrrrw■rr r w w r — r r r — w. - .� w. r w rrwmrrY_r■rrraw■wlrf E;!!Ii'!1,.e.lr.I,I,..I;I,,.,_._;_-._._._.-._._.-._._._.___.-.___._..:..r.!r.:!,!!is::'I'!!I'!!I'!;I�'i w■rr .��■■r�wwlr_rrww■rr■ - -_ r- - __� - _- - - r _ w■r ,I,,,.,,.,: __ -w _� r�: r■r.rww■r._.'rrr ,.I,.!hop.4,,!!I,..li"p�_._._.:c_._._..:_.-._._.___._.___._...__._._..!h'!4'!h'4,!h!•i.y.!,.4.,4. _ -.r- - r r. ... - � •■i_.rrwr■rrrw �k,.y;_,r...,•ar.,l..I. --__--_--_-_ __ --__ ',hr.y'•ry'A,.u•.Il.q r■r.■._ww■rrr _� _ rT -. S .A�r - r■r._w_r wl ..h.n'!r:! �s._:_._:i--:::tea_:- _?��r.,.,!r'u•'.4!.,..r.r :...,. wr■r.rwwrr.Ywa,- � _ � � _� ��-. _ _ �wrrr._r ■ r r■r.�� __ _ __ _ _ __ ,,.I,.n:. -" __ w _ _ __ w r ._rii■.14.rw.r A_ r.r __ __ ___- _ __ - .!!�!11:111':I.t ,!Ihllh!'i J�. _ _ _ - _ r�rw.rr__,r■rrrrrrw.rr�i .'1�!I,!!'r.l:'.Ilr,lu. — w w- -- _ w■rrr r_ww■r -_ _ _ _ _ __- ?!I'!' ! MIMM w■r_rrw. - _ r - r - - r_w_■ rrr __ _ _ _ __■fir _- r -w_. _. ______ _____ __ _ _ r r w■r■.r_mr.rrr __ _ ___ _ _- _rr r rrrr_w■■rrrw_rr_ ____ _ _ ------------ rrrww.rrrww■ ____ _ _ _ _ .rrrrs _ la __ r l �ri■r.�_. -_ _ _----- ---------- Mill .1. - _ �_■.rrr_rrrr__w■rrs ':!!li`=-_-_?--_.-_Fr,a•_-.._..._`__-_�_..._:_._.__._:r:-w::_= ____ ._ __ - � _r■rrr_w■rr_w_■wl 4!R•!_z__.�____:_: -:___.__•___•a_s�..:____r^!"_ _ __--_ _�__-_ , w _ -� i r--- __ ��„ .w_r...w..I ..r.a 'way�r�� o•� rt!!r!!j!!llr,7l--_ems_- :.m I!.1 1 1 ----="'___- f' I �,� .rrw�r_r .r�r■r.rr► '.ram_rr..r__w■rr__. y___-_„ _ !r I!'a ' ■io G I - �.�.w-..r..� �.�r , ♦r r _rro :!t•..4i.!1:!�tr. _ - ..r:f♦•:!r•ft�:_��.L':r=��•�r:_5.�:__.::::_•:�n'!Il,!!rNi.i!p.l.uiy__-__�b_...� ■■I I �_ ,� '-�'�-•�' ..`wrwr •.r:rw�■iir�,._■r. !r,�-r 1 q r r:irp!l.-0!1:'!r,•!i:--r,-�`---•r.:=-_r:= fll l'.0+y f'ry+!II!r*_- =_ _ " ___- �' w- L : �-'�^ "'�"� •r■rrr.w■r.r_wr •.4•.y.,lr.i;r-r:r:•v!r,! - -- ,'.I !'; a!,!.. - --__->__ ��.. _ � �+ , Illi _.r.__mr.__. •,r.!1:;!lp;:!,:_: ._:..__:—.-:1„ ,I!!rl!I,,!'.lill.!! ---- _- --_- ro I �� �w�._... r�w� .•4,gi;:!,:!L. ,yi.!R!'r:'.1•'!r:•-y.I!;__::._•__?_•_:•rrr'-::.__�:.__q.r;I,I Ir.I.II,rrS;�.__s-_"a_ I O� I . I ,A.G _ ___- _ ter_ ���� 'r_w■rrr__rrr_ :!1:1 1 I I I 1:•!ih!4r!r:dr,•!1!rl,'_•.^-rvn:_._::4!'!li'=�._ �.Y'i:!I•,Ir�l;!',!+'!'i l!:,'I r::--:-----_ I -' � ■■ ���� - w■r 1-I•.y!r•,,1.,,..ry.,ry,yi.i,..::r.r:=:::<_:Irrlr!r!1<:a_2:x,r,Ir•y�'!1',i;,l,!I,•+ !,!1 rl r!.La_a i_- - riir I � I �-.L�.:r_�r�i■ir �--' -- ..w._i- •�r^�rrri■iYiri�'i !ri;!:;�?ry!a'.•:!;.:1,:!!•!!7,fj':!;:!,.;:E':"�__• :::{ I 1 p !.i_ �11III r 1.I I I, 11I i-I! _=_ � '�� :■■ It�I _■rrr_r.rr' _ _ - -- .r■rrr.fwrru ! r i 1 ' �..-. � I �� .wrorrrwr• :rr�w■r.r__i - -_- _ .- __. _ - - •._w.r._r.w._. 1�!q•!y!h.!4-,1!G 4rl:,atr!!,Ir,I 1 ! _ _ r.�s�.w._��■r.r�.w■rs�_■_. .Ir•Ir 1.•rr. I 1 t 1 1 q? 1 11 i i i-i.. r r�■orrrr■r..r__■r ■r.rwa.■�._..�■r wr__ ■ __ _: - tr.�.rw■r.rw�■�:r_r:■r.rr��■�ra.w■_wrr��n�`�.rr_-'��,■■"i_-.�_r +i:'!i••!rr!i:;!ii li:�!i r�r 1 r' I 1 ly 1 11!1!;, r�ir��_.... w r_..■r._ rrvwmrr rr■��rrrr. ii!! '!,•.'i;.�;{.!:•!4'.!?.rr:'I 4i'yi i!i;�i,y a r rwinri■�rr w��irur�ir:-��■��i_ r����■�■�rr:_w rir��. t 1 I 14:'!r.'!Ir'ir''I 1 I +I Ir I e r 1 1 iii!ry!!R•!!y 1 1 1 1 li iyN • l' I' ' '4:•!r,•!r•h:•:: Gi'',!!•! !!isls!si��9Ei�lii'('•.IEllil'�?'if?id!!!:iEr'aSr'r1%j IM '__ i; �I I�� r■I = ICI I IF ME M.-IM11"AAA WONT MVP ELEVA11ON5 - � 'E•� ICI ■■� .,_ Ili I��I ICI Ili ICI ,I�i . , _- - , . . .. . .. • ii ® I I !.... _... - film a 11' _:....4! i 3 � 1 � ' � '' L7 pr■�■❑ ❑ � I r t e+rfwrlirfLriwrrr iirC� __ --- i /., ■r..': - ..��.�_ •...-�.r._r_r_.�_=�+.�� r_.r �rYrYf. r /!rr_w■lydf,rl rr.... �� ._�. ..-r•......_-r_r.._..o� _-_.. r �w_ n+rrrfw,l.rrw,lrrr .!. � �L�Tr���_��r��.�-r.�.��Z�-. � r■_!rr rr�wrlrrfwrl+, ■� _ '• •' r! Y:wrlrrfr/,.r .rw.�� ��=ram o��-i-=�r���-s��_=�===' r. r�.rlr---^--r`-----------�--�---a rfwr■rrrfrrlrrr }�■� rrfrrlrrfw■lrsfr,l.rrwrlrr.f� .r�rYfr,rY+rfrrrrr, - - -=� =- _" = _ _ w_ =- _'- - �■rr_wr■rrrfrrlrrrr■lydfrf■rrr. rw■!rr_r,l+rfr,Y r-- -- r-- - -- ___w -. -- _ _. .wn.dfra.drrrlrr.�r,.rr.rfr/s iw■lrrrr,lrrra - -- --- - �ixrlrYfw■lrre,rrrr__�rlydfrr� t .! rawrlrr. •�....-=_ -s-S r.=--_�-===== - - a.r_wrlyd.r l.r..wa.r-. .• nlififreir.rfw■!/i r r�--= r-- =�_-=_�i�e,lrr�rfrr�r�fnr:�da.rwlrrrrwrlrf"rrr.Lr.frr■w l�fr■ww.rfrr.rw.rsfr■wlrrYr!r fr�r.fd.st•�'L`-=,r---r-�,�-_.-•'w r----�'- _r----.r-.�-- -�w�r._ -_�w df �:- �- ��'—_ww� vua�Sfrrrvwi.�efe lr.lrr.riw�lr��r rlrrr�fYr"irs�rrfYrrw l+f�■r wr!r�rrr..irr.i�Y:rr,a�rfra rr irfrir,_rr.�rdder,�.ilrr..rY'rrrrrffYr.rrrlinrof:iaw�■r��a.l �w,l.dnrrirrw•r.rfw -..., -e w --'^'-•�--'�"- ��rrfrrr.rrrw lrrfw■rrr re-r,l.rrrfrrrr.r..r"r� r-� _ w _.._ ,�,�_��._.f.,.r• ' _ _ .srwn.rlrrfwrlr.- �+ '� _- -'��� .- -� _ -rr,Yrrr■rer�r�l.dr�t i■lsfr.rrlrrfr% ._r �,_ �_-_ rf _ter w'r �r_ ___r r�i wrrrrd_r,lrrrw■lrrw. �e�rrl.irrfwv �.r.r�_ erdfr■.nlrr� .r.f.r`_r� �� w+�•��r �_�.�_r rfr■_rdww,lrr_wer.u.� � ,lrrfrew�r . ..—...� �---�ws_ _ --._.r. �rYr.rrl.r_wrr.+.rfr■!. � rr�rr�r � .w�rwwrr /r\ �r�., __ ���r�s�a�■�riwi�/�r.�..nr �®® ..Pr...._. �.i�iYfr.rwr-i i���iii,Yi+■u'+� I �fwrrdurfw■lrrfwr I rY_rrYr.Yrw■!rY_. Ac wo pop "-1 I r— „„� ' orrr■lrrfw■rera _ �r .r-r I '. �,_ J �__ ■. wr_rrrrrnrrr_� I I � rf _ - __ � �:i�■��Yi��ri� a ra dfw/_.r.�I �lrr_irirlYl. i��i� ' ��_._ r!■rfwr! r■rlrrfrrreri' -_ �r■Yrrrfir wrY��.Y,rrfi■_rdfi■lyd�or�rY�rr�rdi.dry \fwrlrrfprs'. '�_w■lrrr rlrrfw,l.rfw,l.rfw,n.rrfr■lrrrw■lrrf_,�..-•Y_rrlrrfwr. Yfw/lrrrrfrlrdfwrlrY_wrlrYfrrlrrfw,lrrfwr�errfw lrrrwrlrYfp `rrrfw■!rY rlrrfw■lrl.fr■rrrY.r■_`rd_�rMrrr.rr�riY.i�r■irr_�r..r.i ��r.r.���rri�Lr:idrL':.r��.�r'�r�.•r: rr,rrfr,lydrr■lrrfrird,rd.rrl� . -_ ! rfr.�rrr_.lrea._rr.rrfre_rrfw,\ ._. -__ .� __. s _.._ .- ■I ■ - _...5...�.. '.;= '- I,is ■ ___ I_._-__.._ I- _ ., I-I ICI al - I�i �:� �:� ICI .fin! �.� _ _ _ _ ;■I i��1, �■ _ - -1-�57 WIC Ili 101 �.! — — '=-�■= -_r-_—_——_--_—�=-___=_ - d_.rrlrrf�.!/rrw■lydfr■lydr�,lrrf�,. ___ ,, ^---r'rrdfw,lrYf�rAr.rr_r, l.rY_wrlrr_�rlrrad • �_ - -- -rrlrr_=■!rr w■lrrrT s■r.rd.wr.r".Y_lrlrr, -� � -� ��. � - -r-w ,�.�wrl+r r:/r,+r..rrlrY .Yrlrs.er■lrrw.rrlr -� -r ��-_.-� -r-� r_� _ r-.� r■_rr,lrr ■ror _rlyd r.Y,rY.rwrlrY_r■n - -_r _ .._-.-.�_ �w _r.. r_- !_r- l.rf_wr_lrr�wr�rriY�r.lir�.r/,r.rf.drrrr■■.r-r-�� ��r--� �•� r•-�� ---5 •�■i�r _ram.rrr_r�.frY �!rr_w■rwrY_rslrr, `��-�'-� wr!` '�-�!+�`r- '=�- d rYerr rsr'ri w/rYrdwrrlrrrw■!. :�r--��_�_�_�r���.�7.�:^_�.���n,Yrrrlrr_wrl..i+w■rrrrfrrls..rrlrwfw■. .r•lirr.e•wrlrr.wr_rlrerurrlrrr�rrwrrrre.■rdrYfd IGr?rr�wrGC+r��■rTirir'�/�r�r� 'i`. fir'-'���_�_��� ��-�'����.:�'-�:�rlrr�r■lydr.rrl.drrrlydfrr■drY.rrrlrr, ■lrrf.rrlrYfw■!rY_rrr�r�rwir�lr��- _ r_-r+._.r.-rr-.r..�---�.-.�. r■de /rrdrrrfr=+rYfwrlrrfr■lydMrr�lr _ _ .-fr./l.rfirrlrYfw/rrrY_wr_r■�-r-�.��_�.Z.�_�.�-..-_�.l-r-_�_._�-r-_r..i�rrfr d��di/rlrrr_rY�i~ram�fri�r.l�%�frr�.�f� • Irrfw,frrrfr/rldrrfrlrrf=■■..�_r-_w.r.w-_��.-rir--�r_r `i rr_r��.�r i=rrfw■lrYfrrYerrfw■!= wt • . - .� �r..�•drlrr_w,lrYrrr■lrY.wrlrYs�rr..rYfrrlrYe rr.rOrlydf.rrlrrfw, ds��L�rl�����.- ��.-�`����,.�`.������fwrlrr_w/!rr_w,rdrrfw,rrrd_r■lrr+_r!r _ � lrtrrw.r.r.,frrl.drwrLr...��-;,,�.�-„_�����r_-r-�....r....-�......- ;+r..r■r.rrfrrlrr.wr�+r.rel.rr.wrsrrrwr� �r�rr,lrrfw,lrYfw,lrrfw■r^'�� .r-�,.---r-_�.-_�����-�`��-�`�.i�rYrwrlrd.rr■YrrYf/■/�Irdfr,lrrfy■wlrYfr ;■rorfwrrorfw7r,rrfwr!_frn��.�. . -�.��-•-�._�. _ ._-_- ,lrr_welsrfr■_rYfw■!rr_�rlydfr,!_r_r.w._,.._ �■lydfrr.rrrf.rli�rf�\��f��.���i-��-i�-�...��i�:��._�-! ��-r-- ��i r'�■�r��r�1�i,��r�f�■�r�r�re�r�rw-�r��■���.1�\� - _wrlrrf�lrrtrYf Yfwre,r.or/lr., rlrMfwrr..�.`�.��.�-^�"�-�-�=.7r�-�`��-r.�..r��=.rfw/lrr.wr_rrrrr■lrs.w■lrrfr,lrrfr■lruirr =�rYfrt�rY.r._r>.f�rrYr+�r,r�.�. __ _ r.rrrfw■lrrrirrlydfwrlrr.�rr.rrYfrslydra■lrr. .lrr_wrlydrrrluY_wrlrrr_�r'�����=�! --w,_.,,- __,_,�: ,r,���r'rrlrrfrr_lrr.r■lyd�sr■rrrfrr■lr,.r�r■!.r__w■d,ri iY�lrrfw■rrrifw■!rr_welrr..r. ._�-...-�.r-r-�_r_-r'�"r._-....��.�..��..�fi-rfrrrfi-�-rt.�..�rrfrs rrYfr�.�r�r��d,r.,rr �.. w■r,rrfw/lrrfw■lydfw■i r-�_~ir-� _ �-rrfwrlydfrr!■rfwr!_fw.--r�..`�'-��-� ._.- -... �- r- ��� r- rrlrrfrrlrrfrrrr,rrfwrlrrfrrr._frracrY rplrY. ■lrr.w■lrr.w■YrrrfwarY_:�� �,- � _� �_-� �- -�-•���f+rYrrYfr■_r.Yf.rrY.rrfrrr.rYf,rr�rYr'rnrn i,frrY.ri e_rrrw.lrr�r.rrd.r,rrrs�-� �- � � �- - �.�� r.-ram�:+df.r,Ord_r■rerrflrlrrfrrl.r..w,lrs.w,�ur.rrn irrri:o■d'iw irii.f'�i• • ."'-.fe'ii+�i�:r. �,�rr�rli■�+r�/ \�ri�ri�irT�s.rn-_.®rr_ .rrrr_ ■lrrfrr■rrr/ \�r���rYY ■lrYr. ... r � �fwrlrY_rr,■ry \.Y,rYfr.r.r.rar.ri li,.wf�rri�rr�i �Ti■w.r�ifL�rii� �i�rr":,iriri�r/� �.rir�rrfw��i� � � rr.rr \�rri_fr/, i r■rrrrfw,ls �\:wrlrr��■r�� ,� r! rfrrr/ �l�rf. I-._-I,_.—, r■rorfr// r_w,lrr/ \��=-_ . Iie I it I I,� i. ��i■�.r�.� \�s��r. �w rrrdir�/ \� I ir�rrr/ �■ ■■ -- - � I II �;� I I ` I illijIII(�I����il�; �1l�If I I,l�I11'I�I�I�i�l'�II!I�I�I!I I�ll!hl l�l�l'Ii�.la�hi�iljllllUl:i�I�Pp IIIBIIII�11 I. II I I � i i�,,,�1111111.• ' 11 d` �n OWPVEW5 AM FOP poop z V15U&IZA1 ION ONLY - 5M 5MC 5. & 13UILMF FOP ACCUM LEFT ELEVATION � v TRIM ITTAII-5 N El r `Y p RIGHT EL.EVATI®NN Q 0 VATS OF FINAL 155M 5GALE UME tdMV ofIU1n5E I/4" IrLq ' , 4 � �N id FOUNDATION PLAN r- - o1 wruewvnAPMve -3 IL -0' 410' 90'. H=99I16' 't14115/16• r - - - -- - siz AT ! I I i L o i i i ,�%�•.� aO5Ef j 66•Y 60'%LY M0.PM® CDVa"LAUY(DIYNN P/O V/ mlRp[IALr MO1NW1YAVW/•s SfORAC�AREA s'v. LPBN Ei�Ke%'BL fA01NfECAW ®/R•Wof-PAmvwwN PATH *\/ e -71 i 51l1"COICFEfEfLLLN� I i i 4 � � SiHL LN1.Y CMIUgN 1 _ m t— � �X'.0°rb"pJ@Px 1 �30"z•A°%10"POIKN -0' � Q 3 ! wt2%l9 (Dpp'Ek LNLP fDWMNF/GS CMCPSiE LNA.Y LM4ILW i . SI11L V9EM1 _— 4'-111M" 3'3 12-6• �I n/D' I ou" .. ,, or 00-X0-11`1/2'P"n r� i _ uoca.uNu N�uwai tn- I 0 L - 1 M %ozle anrawrMrarsl�I.ceiAi°L^ L� ,sfvD. � 1 sv2' Iso•%�o•zro 1v. I srta NxrtawNc . � WALL/suowrnaz ...;..,.. [ — — __ M (2)19 "z9.V7^in farorwALL,WWUL soYB' N a i -- — uum no PMCI.Ef iG%(1) D/PO !. O I 91/2 Ln5 b. umfl'Y/ MEG}VINIClU m ! DATA OF FINAL 15511E - - - - - - - - - - - - - - - - - - - - - - - - - 21zr/o4 as ofvn ww i i > SCALE UME . N B O9V SIR' 0'-41/4' 21, 17 16'-310 '�• '� �1 }4'-9 3/4" -1117 It-0" r 4'-4 3/4: 4'-6° 1 2 fly • `./-0• 44f 1/2' Bi rcC r SL r ' � VA61Y.A51G1 _ - 41/7"5N9 VOG.Ef - '. S 55 aoser ! ! a.� p suN�oon� ` L I ! VEIUfR ca ow vw"wO � MA5TEK RB PPD A ,z r \ '' ! AKI:ASf �1 ss,o , P to ° y pMA51 RODOM 40 I. _ _ _ _azav°•Ima — — — — — — iPATH 4 3° 3 3" 3'-9. —riu ro znonAr ov H• • }� wu irove tNHVKW_. � zero wawrtoorzxw I , -� QA`VDM MOM N PA4¢C 4 f " 1.F1-Af POOH q p FBI � � � � S h7 oaEr / � I - - i - �I N oom 0 u 1 q r a Mil OOM ' ' ' - ri � � lI1LN •5 mrouxnrvworzMw � � .. 1 a - � � b. _ O • .X b 10[pUx .. O1PR 4 e F S T ZL. 4'-1I" CPA •f6' -0' ° ._ - - •S — DEAMW/SVe F'a&Na/ZOJW.O,YE - • /(V,'„\J _.• - �, - Z — _ -- — — — — — = — - - TCOV `t"lCN" o o 0 0 waxso sIER I-0E/IA I2,$• 19'-6' U\ vJ - $ I ! I 'faro/4°xlc°In•s - 38 U2" ' - . .. � i raceucexcalv+a>� PATEOf - `� 2/ -7104 t S , ^ .. ^^// ��11]. � 66" 130 7(Y5' 3'-91IH' 'O JIH• '-07/H' 4'-I1/B' . v _ • �_ NOfE17 1ST FLOOR PLAi�T F " • �. N Q' N 6 t 14" .-6-03/k" 13'-31/2" -73/4" , b 5. 46 II_$" 4=4 SH• 5-0 $ll8• 5651H' e - .. _ Fol AMCK Y z� VfMOOM 4 R +13Ahi #2 Vv - - - — = - - - - ♦ r VV u2 r � .M. 's .- ... -.. ... •�*. a ., 3-%' 4'.3112". -0•. 5, � /. m .. --. Ld Y n \SIOVJ� - R/AN'i S51FA N O v a x I BATH#1 WA4.K IN LOFt AMA �G405Ef $ � � r a AREA 6 A i0�3•.' .. a _5-51 M1 F ink II r t 1 . 1 ]/8• 3!6' ,,-p, j 6EMOOM c I o A I 's Iw s 5$Ire I VATS OF d I AM EAVE5 I I Af'(IC EAVES - FINN.ISSi, r D 2/27/f�4 3'-5 19^e Iz ' 1,13/4' 6'O• 'J 103FY 2T-q 5 V4' 9- V2' . 69-0 3/4° ' SCALEIRU55 NMI? 4. OTW=15E ZleTD FL®OR PLAN /4" # ti 0 e Y -. • ,' < ^ -� 1A7a/6MKfAR6115NPM ^ �. G SpYle5 an I YB tFWCE WAVCOLLT .' wamromw 8%oalm. POSfW fa lKN . 5. _ �p. AA'RO+Cf ' • 1X6fAL5E eAP16e5 '' ., NjPfAL 6 P. �VXB t6L1�MIH/fAI.AX �le1G•P - - - _ • �CA>M LINtfOIaN (?:IS/4 x - . IM 5/8",1YA y \IN , ^ . ' opts Ilaw RaDR - - _ - - ego WN �Mo�p WeIEC�'AFB@YA.L5 7%10 I'I$MMAW - - 1... ,.~ :•:•' O _ M rLZO12 ON 4L ed9NR 16/9"%9117 oral_\ vajo615¢161 ac. IxA MNC(J.VY s - * , ` WALLS WfPKWi fl'aNf 'VEa.fRAgWEN(AxEK+ - Matz � 96-1K15M5 s - - �. y ¢16"o.4 VV ` (3)-mew 4FARV t eWLAf19N rNNJJ �, ?V2"%91/1" ei9l`9XAeoN WB%1851EELFNEAN 3%*'SFoe Fwwf - -� . '..KWZIA15i 1110: Wll9>GH ON 6X Mt.xDsP w(01CQfE e �alb"oz. WAltM4e55[LIgNj/--r _ ' - - SEE roo1W.RAN foe 5Qe5 .- - FPfJNfwo F'OOIYY6- 'x $oGfl(a 06 Y7AU WOFTX6e E--Ep •SR RaaX FEll4 1 95pD5a1E" _ -..f0lXKER9J0 • r - - 4--SeGS¢o"a.4� -_—PL t ; 1 �■/V� . /—Af ALLVEa. AffXJ51ENf/6EA5 . G r CRASS ���TI®�T A - F¢vwsreeA®aa. zva^x91/r xexls axlo.o'5AI w"a4 ?xaver!RE (A) KLm A6N)PlaLl Mom ei9 . writ/o65e OAfW2%8'5fm jzr a W.o'L' W4fIP(A9LR 6ARAix1N p{�j`RE BFAfRY7% . 6 SLL MW 5U 51W Pa�LPxPsrefawnroN9 VATS OF " - S .. T - 9"%p"MM1AS SFCflAJ-SCE. ' IUJ.AWNPLANPa2o4%X FIN&15511E P 2/271 Ok CWJISEo:4lo 61 r_, Pa�ccaa+X NOW r 'ION CROSS SEC '11/4" 1P Its/��/�Irl/�AtM ��� !•ram � (� N Al FL OOP, J015f5 ON 15T 2N12-FLOOp TO M 2 1/ 2'' X 9 1/ 2" - AlJ0151' vs AJ5-10 I-JO151'5 @ 16", 0.(:I - 'MrIpf I e ca�vaevarae reenrmaxe's � .. -Q / � m - O {' a ALL M RIOR FLOOR J015f fOTB r X 9'1/Z"ALL,Mf AJ5-10 I-JO15f5 , JI6"O.C.MLM NGMP 0fftPYV15E WF 9 � - -- :rasnnrar°a _ 4 ,. n.• w.' -.` - I r _ FOR gtlI PW GRi 4� - • - �i axe's � Ig _, F I I I I Ii II II �� t-.. J WC'9Yl iFlASPoa%8'SR16"01. • t `y , L I - a - I f 6 Au wa ArcAaw[urism W/xal sreu tzv weXpslaa.rserrn _ - W/I.MfdR ON RR W/I.iV�OV fOP =W/L41GFI'.L412R -- g , V i I �__^ +, �a.nelacuvulnlaa.savlR�ube.�aru " �I e Iz NIN t � �. l I - - - • .. I ',. .. ( Ali nR4 AffKJ'J61e18Ks� -. u• Y . a ' A• 5 } x ` • _IL I . - I ikY:912E&EAt Ma AtoosawAum MaJ00'SR_' ne0:J06W915 _ L U>FRC9.IB.E 171nt9�a%l05 V J .•. 4 � PLRW6rIPGgh4 .. r VATE Of FIN&155U� i 2/27/04 IST FLOOR F . G PLAN A , IFALL F1.00p J015T5 ON 15T & 2Nn FLOOr fO K 21/ 211 X 91/ 2" ALLJO15f N AJ5-10 (-JO15T5 @ 16" OLC, - MC�Pf � 7 ALL INWOR FLOOR JOI5f fO M 21/2" ` X 91/2"ALLJOrA AJ5101-JOI5i5 e jib"O.C.U LE55 NOTF17 OfltRVft Oil �c / \ . LK'sroPrwalL+Peu A O , .. - SOLOq.CO.PY PNEL50%�NA OP/AIY IPG u - r wi.oaoadnn�m.s�v.'�i+.Ll�rcuu�u K V ` - I I v��n`n`mLsmm ur oreo°P . .. `ALV yILt].pY.Pk$sAmN.L OPIRPY./KEA J7615-9r cwss5K/tl11 .. 1 DATA Gf 1 9 FINAL 155i11 m-spo FUS om 2/ 7/ A 2I[09 �LULJUJL IL Lill . V 1l4fiYY1V % 2ND FLOOR .F G PLAN 1�4,L n ,. FAa# y tr# r W i N + - rn A=4O.I2; \ tti, A LOT 2 �+ 4,4540V S.F. ; `' Z � // 0-IX 3�8 GIRT I f I ED PLOT PLAN co ' wcATm: M MEADOW: FARM RD_, GENTERVII I F, MA OF. PREPARED FOR SEMINARA, GONSTRUGTION SGIK F DRAWN pY: �" .F EVEN W. G TMW 2 UMBA �� 1 Jpp NllvtpER DATE afET: OoLll2 OA-22-2004 GPP-I FSsl SUR WELLLER & ASSOG I AT ES �- W45 FAt� afi-i W ~ SUITE 46 GEN MVUY-, W OUM I; TEL: (505) N FAX (508) 775-,0754 Ma=E56MAL ENOMERS & LAW SIRVEYORS . i POOL SHAPE 8 SIZE FND DEPT-H QEP .._I,.PODL TYPE - -- 0 6"Radius Rectangle 2'Radius Rectangle r Radms Rectangle-1z x 24 40" 7,. F- 0 ---- Oval . _ ...._ecta... ..- " I.._ 40" 12'x 24' � KeYhofe 6-Radius Rectangle-14'x 28' _ _ 12'x 24' 16'x 32' 16'x 32' s RaeiusRecta'ngle-I-F z 3z-- 40" 8' II 14'x 28' 16'X 32' 18'x 36' 18'x 36' 6-Radius Rectangle-18 x 36 40" 8' I II _ B - f-- II 16'x 32' 16'x 36' 20'x 40' 20'x 40' 6 RadlusRectangle-20 x 40'- 40 8_ I. . .II _.. 18'x 36' 18'x 36' Radius itue tz IT x 38 x i_4- - 40 _ 20'x 40' 20'x 40' r'Radius i_azy eL 1s.x 4V 4D $ '-- - 0 7 Radius Rectangle'17 x 24' 40, _ 8III } 7 Radius Rectangle•IV x 37 40'� t- .-• YRadius Rectangle-1Gx36' 40" II -k - -"- ---- -11-------- ......__ ..._ -'--.. ... ..--..__.8. II 7 Radius Rectan le-1 r x 3V 40" -8.- - 19dne 7 Radius Rectangle•20'x 40 -- 40" —._-- -� -- ------- li ll 6"Radius Lazy EL 4'Radius Rectangle 15'x 26' 2 Radius True EL-16'x 3T x 24' 40" 18'x 45' 2'Radius Lazy EL 16'x 32' 16'x 30' 7 Radius True EL-IV x 3T x 26 18'x 43' 18'x 36' 16'x 33' 7 Radius True EL-20•x 47 x 28' 40" 20'x 40' 18'x 36' 7 Radius Lazy EL-1V x 4T 40" _- - -- - 20'x 38' a Radius Rectangle-1B x 32' __40" -_{------8- ----- ' 4'Radius Rectangle-1S x 39 40 - 4'Radius Rectangle:20'x 40' 40" _.- 4'Redlus Lazy EL-18'x 43' Jewel-IVx28' 40" 6' 0 • Jewel-16'x 37 40" Jewel-16'x 3V 40" 2'Radius True EL Jewe;-18 x 36' 40" 8'S. -II --�--- 6"Radius True EL 16'x 3T x 24' 4'Radius Lary EL Lagoon patio-zr x 2r 40" 5' 0 16'x 38'x 24' 18'x 3T x 26' 18'x 43' 16'x 34'x 25' patio-zc x zs 40" 6' 0 20'x 43'x 28' 18'x 3T x 29' 40' _ 7' 0 20'X 42'x 31' Grecian-15•x 29' Grecian-1T x 3T40" B' II Grecian-1T x 3T 40" - Grecian-IV x 3T 40" Grecian-217 x 36' 40" 8' II _ I Grecian-20'x40' 40" 6• II i Grecian Lazy EL-1T x 39' 40" 8• II Grecian LazyEL-2(r x 44' 40" - 8' II Grecian Roman End Oval-is•x 3r 40". 8• II Jewel 1 r x 29' 16'x 35' l Mountain Pond Oval-IV x W 40" 8• II 16'x 28' 17'x 33' 16'x 37' 18'x 30' Oval-20'x 4D' 40" 8' II 16'x 32' 1 T x 3T 18'x 39' ,� 20'x 34' Roman End-tG x 3s 40" T 18'x 41' 22'X 36' Roman End-IV x 3T 40" 16'x36' 18'x3 i Roman End-IVx'35 40" - 24'x 40'. -------- - - --- - - - 18'x 38' 20 x 36' 20'x 41' - - 20'x 40' 20'x 43" Roman End-te x 41 40" 8' II --__-_ Roman End-20'x 41' --------- 40" Roman End-2W x 43• 40" Roman ErM Lazy F3-1B'x 44 - 40•.---- --a• ----------II— Mountain Lake Keyhole-1s 20'x 32' !Keyhole-IIr x 36' 40" 6'6" 0 -- Grecian Lazy EL Roman End Lazy EL 21'x 32' KKeyhole-20'x 417 40" ---- 8 - --- II Patio 21'x 40' Kidney-IV x 2V 40" 6' 0 18'x 44' 21'X 21' 1T X 39' 23'x 37� Kidney-IF x 30 40" 6' 1 24'x 24' 20'x 44' ! 23'x 42 y-_ 40" 8' I Kidney 1G x 33' 26'x 26' 25'x 40' Kidney-1V x 36' 40- 8' II 24•x 44' IGdney-20 x 38 40" 8' II j Mountain Pond-IT x 30' 40" 6' 0 Mountain Pond-20'x 34' 40" 8' - I Mountain Pond-27 x 3V- 40" 8' II ' - Mountaln Pond-24'x 4tr 40" ADJUSTABLE A-FRAME PANEL BRACE GENERAL INSTALLATION NOTES Mountain Lake-20'x37 40" 6' .-- -_ o Mountain Lake-21'x 32 40" 6' 0 3'NOMINAL �) Installation is to be done in accordance with all Federal,State and Local building codes as well as ANSI/NSPI-5 Standard for Mountain Lake-21'x CY 40 8' II y Mounta In Lake-2T x 3T 40" 8' II CONCRETE DECK Residential Inground Swimming POO/S. Mountain Lake-23'x 47 40" II COPING 2) Pour 2500P:S.1.concrete bond beam around entire perimeter;of pool, minimum 8"deep X 2'wide. Mountain Lake-26'x40• 40" 6• II i i Mountain Lake-24'x 44'- 40" 5"FLANGE AT o o /\ 3) Back fill with clean porous earth free of roots and debris. Carefully tamped, in layers not to exceed 12'thick. Fill pool with water TOP 8,BOTTOM • Lagoon,•16'x 34'x 2S 40" 6' 0 OF PANEL RO THREADED \\/ during back filling. Water level should not differ from back fill�level by more than 12 . Lagoon-18'x 3T x 2Lr 40- 4) Pool system is not designed for-earthquake or surcharge loading (i.e.neighboring structures,vehicles,trees, equipment,etc.). Lagoon,-2tr x 47 x 31' r 40 s U EA.PANEL ALL BACKFILL TO BE \/j UNDISTURBED 5) The basic design of the pool is predicated on a typical installation being soils not containing organic clays, peat, humus soil or highly END NOMEXPANSIVE SOIL \�/\ EARTH expansive soils;also any uncontrollable groundwater within the depth of excavation. If site conditions such as these exist,the.pool .18Ii1e.S A IIA>sloCJr. Imperial Pools, Inc.- • de Rd BOLTS A-FRAME BRACE \\ purchaser]installer shall contact a local Geofechnical(Soils)1 Engineer for additional guidance and direction prior to pool_installation. �. �W � Lath33 am, NY 12110 8 NUTS TYP.EA. \//\ FMVWIDK ' PANEL END \ 6) Finished decks and/or grades shall be constructed so that they slope away from the pool coping at a rate not less than 1/4"per foot. NAM7�18I39y 7) Grade site around pool and use inert back fill to limit equivalent fluid pressure of retained soil to 50tb. per cu. Ft.or less. VINYL LINER 18•STAKE \//\ I' HORIZONTAL B'CONCRETE _ STEEL WALL POOLS .I81'lIC3��I�X.tf BRACE \\\ COLLAR AROUND COMPONENT NOTES MA Professio_Ig31 A i .36365 edition ;.•r.• .,.ter \/ FULL PERIMETER 7 MIN.FILL o .=.-: \//\ OF POOL POOL BOTTOM " o , \\ 1) All gauge steel is formed from material conforming to ASTM A-653 with a G-235 galvanized coating. ��o ACyG ;::_7 �, ':,_: 0:'.; .•.;•. \/\ LEVELING PLATE 2) All steel angles(panel stiffeners at frame braces)are made from material conforming to ASTM A-653 with a G-235 galvanized coating. s� f AM3) All bolts,threaded components and washers are from material conforming to ASTM A-307,nuts A563GA,and are zinc plated. o``' GPM X N R��Y 4) Concrete decks shall be 3000 P.S.I. compressive strength concrete;minimum by design. MPS l�-2'_0• 1 6"- `L C'\n6 6y REVISION DATE PAGE _ I POOL COMPLIES TONSPI-S CODE COMPLIANCE NG•_ ��Q'. - -6- 1 3-1 s-to 1 2' OVEREXCAVATION --J ADo1noN,u NOTE I MA RESIDENTIAL BUILDING CODE-780 CMR 8`"ED. 01 _ IF POOL IS FURNISHED WITH DRAINS OR SUBMERGED SUCTION OUTLETS, THAN COMPLIANCE TO THE VIRGINIA GRAEME BAKER POOL AND SAFETY ELECTRICAL 8 PLUMBING FF3SIONP�' ACT IS REQUIRED: DRAIN COVERS ASME A112.19.8 2007 AT 3'-0-MIN APART THE CONSTRUCTION AND INSTALLATION OF ELECTRICAL WIRING.GROUNDING AND BONDING,AND rro.o ecn r evnlnANCF.MI1ST RF.MSTALLED. EQUIPMENT ARE SUBJECT To THE STATE CODE AND TO THE CURRENT ADOPTED NATIONAL ELECTRIC Y. i IZZ) 0.13 �� LOT 2 y< 4A5400 sP. No t / eA yOk e - r OERT I f I ED `PLOT . PLAN \ wcATm: 2A' MEADOW FARM RD_, GEIJTERVII LE, MAOF PREPARED Faz : SEMINARA GONSTRWTION ss9 SGNLE DRAWN PY: /;`j, 1,. _ �O, TMW o UMBA y DATE: 51ffT: O�II?;e 04-22—Z004 GPP—� �g9OFEsslo oQ sUR�Ey WELLER & ASSOG 1 ATES =z 3 - 16d5 FA�AOIJTIi RD — 6WE AG GENTMVLLE, MA 6U'* TfI_: (596) -n5 vm FAX: (506) T75-61754 PROFE5510NA1_ ENORC f3ZS & LAW %R\EYORS PfzO=ILE: NOT TO SCALE TEST r10L_E LOCH 2"LAYER OF�/t5"PEASTO� �1 a- Yet o FIR5T PIPE LEN6T H OVER'>/a"-1 V2"DO,"-E DATE: ✓vc.y'i/ e000 Z e CA RS TO WITIIN To C� 5ET LntL WA5t1ED STOW- n1 TOP ralhUATIAJ b- TEST f�Y: Cr rINIS U 6RF- rOR MIN. 2'A,D A CL�F�Li4, G5� n0v7' ff • (1 I"IN16H 6?A?-= Q 3s PERC RATE: N, A" PV�i/lam �, L (w ru `Cti O A" .A., � TOP 0 EL 51.'�0 4 p -�Z.o b v 41.o ZS 33. o0 3�' Ll zi 41.6 DO1TGiv1 EL Z9.o z �Z.GZ i A G. 5. 3B,o LS IwrK�Tcr+tit n y/Z .S Z " vIsr. pax .3L,vs /oy2/ , 2/ 111 6LN 'SEPARATION 5E � rANK i Z, Syz -2/y TI�i Q y` ��• G ,�c_G.VEs)Tii/ �3ASEy �,l�' /yOTEr MGD, F=U. E.�/cov,uT�2c—'O, �02 �9 5'',�•:�us Z,Sy2 7 /g2ou.v/� T/��• ,.5.�5, c ,e��.�c� GcJ/Tf7� GG Ei9 -/ S•4^✓D- 4 .o Z. �AaI� t33,B DESIGN PA-FA zAp 2c ' PA I LY FLOW: (5)P>E FZOOMS x 10 C6PD = 13w:►-o^NY 6P9 Io` r-G/b 1 ��`�E FHB.Z��Z P- l oL75 SSEPTL TANK:5So OPP x2001=//oa6PD �'• G, =MEa,w 5�^, W/TtiESs.- ,O, ygn/TcMJ ,es U13E:/Soo0ALL.ON PRECAST SEPTC TANK 2.5y7/g L`_AGHI FAGIL(TY: GI 28q �p�r�c ,�,aT� • r z,c�i„�,�,vc,�/ /�. USE: C� S•x 8. S x z ti Soo� D�fi'u�GLLS _ Y�3 N / CAPACITY: Z 5 sIDEWALL: /10 *' z 'X o.2r— �° BOTTOM: /3'x vZ'X 0.2y T Gaya �32� 1z3a OEN'::RAL NOTES 4 2a' TOTAL: I CONTRACTOR TO f5E RESPONSt�LE FOR THE LOCAT0NOF ALL UTLTES, r At5OVE AND UNDERGROUND,PR OR TO ANY tXGAVAl-UN OR GON6TRV T U� 1 ,� / /R�,X� 2. SEPTCSYSTEMTO fir= NSTALLED NCOVIPL�INCF WIM��'GMR SOD:TITL �` TT" ) R ,c G?r I ni=TF �AnI ? �7 LAN � �!O �C J%�,� f O. . PR C � Y �t,._. ,_ _ . . At, ALL D STURrC-D AREAS TO bL LOA !CD AN,; SEEDED Yin i` Zk t \ a Q f 5. GONI-RAOTOR TO PROVDE 24 HOUR NOT6E t-OR ANY REQURI=D N5PEC7e tip v Jd� i v � SEVVAa'ff: � LOCATION: Z'/.yc-"9.Go,�J ,G;q,e�,tea v\ l FFFPARFD FOR: s�.�l�r✓�9,�A CoST,2UC�o.✓ �v,t . • DRAWN �,Y: Of psi 4rf4 0�5 NLNDER: DATE:DEB, Z 2ocy 6t1EFT: TFVEN �e :, f FEC3 . Z�3 2,:, S/O IFRA ;70 `� 1° iFFSS1 JRV�0N Fy,c��__-. , W�L L�� VC. A ✓�Ol/ I A I �� ��- Z _2 c4 S Z . 04 Jloh5 FALMOUTTf l RP SUITE GENTERVILLE, MA O: T•EL.: (505) 775-0735 N f-AX: (505) T15-07' PROFFS510NAL ENOIN FRS & LAND SURVEYORS