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0434 SEA VIEW AVENUE
4N smjk'quai,)� a d M ti a r !I I n 4 1 ny A RI h 7 ��, F "Fnd � CB/Cen REFERENCES: \Fnd Wetland Limit (Isolated Vegetated Wetland) / \ C2 Assessors Ma 138 os Flagged by ENSR /•k AL p• SEP/02 Bs ped - Parcel: 2-4 07 ' 'oe �69 6 ,,cJ� ZONE:RF-1 j BJ \ �'_�; Setbacks: BB!/ i/ a.CB P Fron t: 30' _ '� Fnd B1 _ B2 i \ Side: 15' yes Rear: 15' f 50' Aro cs R V' ov i \ s \ 0 � ,6 tea'. AL As \ \Z . lici�� Wetland Limit (BVW) as Flagged by ENSR i \ \�ca SEP/02 AILAe \ \`.\ Cs New Concrete ``�F I b�•a A� Foundatio_ns j d Limit (BVW) e i 57.6' EL TOF=14.7'(NGVD) as Flogged by ENSR / _ SEP/02 / A6 06 \' #434 o EL. TOF= 13.5 (NGVD) i p tc� 4 / 5o, L 1y�.57' ' i/AJ .40.00' BILP d / �/ Ilp Fnd Ps 2cz 1 %2.1 AL 1 190.0' [eC24 I L 50' / 7d• 25 I a ��Sr na 3 AL s i Wetiond Limit (BVW) 0 e4 (� r�` C22 as Flagged by ENSR v (40• SEP/02 wltn Plblic oyJ R 1S0'o s' i j J o U3 •�C18 C,I� coIm C29 I 40) CB/DH \ I XO CJ1 OF A1,�o 8S o0 s' � I certify that the foundation I a= RICHARD s R. , shown hereon conforms to the 8 LHEUREUX setback requirements of the .o #3412 Zoning Bylaws of the town PLOT PLAN 9�FESs��a Q of IN Barnstable. A /Z BARNSTABLE Zt90 Professional Land Surveyor a e IN y MASS. NOTES. DATE: May 12, 2003 SCALE: 1"--60' 0 15 30 45 60 90 120 FEET 1.) The structures shown were located on the ground by conventional survey methods on 07/MAY/03. PREPARED FOR: Robert BI"eaUl t 2.) The property information •shown hereon was compiled from available record information and PO Box 709 does not represent on actual on the ground survey. Osterville MA 02655 3.) This plan is not for recording and is not PREPARED BY: to be used for construction layout or deed CapeSury description purposes. 7 Parker Road Osterville MA 02655 DWG #: C393_4gl FIELD BY: MDH/WHK (508) 420-3994 / 420-3995fox j I ew v i 1 TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map Parcel U vo� Permit# C9 (7 o 4 Health Division 0� t7�U 3 r }3N OF Bn.omSTABLE Date IssuedA — — 0 3 Conservation Division�3 ZY,103 k Cliv . + Application�.,L�1�r,�5 FPS. I� I I App cationFee ' Tax Collector — - - /gyp ��p� /03 Permit Fee Treasurer �4 ^� " Mai- PTIC SYSTEM MUST BE Planning Dept. INSTA' L.ED IN COMPLIANCE tMTK TITLE 5 Date Definitive Plan Approved by Planning Board —0 ^"- -NyI tia*v t" 3TfaL CODE AND Historic-OKH Preservation/Hyannis �� - 1, 'o Project Street Address U s 4 seA �, ! F � Village C>:STV:P—\/ ILk-1E, Owner 20 t3—F e 1 F2 0 LT' Address Telephone SO g Permit Request 1.tz.c� E-�rrrys� :Square feet_1st floor:existing proposed �'_'2nd floor: existing proposed Total new—{J�®. Zoning District Flood Plain Groundwater Overlay �- roject Valuation pp '' 25 6' 07D O Construction Type Ix3oraD CR A4ilC of Size 14 b 115'60 Grandfathered: ❑Yes �Ao If yes, attach supporting documentation. s Dwelling Type: Single Family d' Two Family 0 Multi-Family(#units) Age of Existing Structure Historic House: O Yes O No On Old King's Highway: 0 Yes ❑ No Basement Type: ❑Full Crawl O Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full: existing. new 5 Half: existing new Number of Bedrooms: existing new Total Room Count(not including baths): existing new First Floor Room Count Heat Type and Fuel: &6as Cl Oil ❑Electric ❑Other Central Air: 2'Yes O No Fireplaces: Existing New Existing wood/coal stove: O Yes ❑No Detached garage:0 existing ❑new size Pool:0 existing 0 new size Barn:O existing ❑new size Attached garage:0 existing 2 new size Shed:0 existing 0 new size Other: Zoning Board of Appeals Authorization 0 Appeal# Recorded❑ Commercial O Yes O No If yes,site plan review# Current Use Proposed Use _ BUILDER INFORMATION Name ��� v L-T 0L-0Q Telephone Number Address ? c4 l SEA 2 cj Ax _ License# n 2qi U.?- M A- , Home Improvement Contractor# ' Worker's Compensation# ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO AN SPyti l IATI bO SIGNATURE DATE d, 123 w' FOR OFFICIAL USE ONLY ' n PERMIT NO. DATE ISSUED , - MAP/PARCELO. ) ADDRESS VILLAGE OWNER DATE OF INSPECTION: c)3 _ FOUNDATION FRAME INSULATION bd 1� r FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING,_ � _ 2- 4 -Os DATE CLOSED OUT s ASSOCIATION PLAN NO. f j , 3 4 t. F r i I i { 72� clgv t RESIDENTIAL BUILDING PERMIT FEES r APPLICATION FEE New Buildings,Additions $50.00 So Alterations/Renovations $25.00 Building Permit Amendment $25.00 FEE VALUE WORKSHEET NEW LIVING SPACE 3 3 6 square feet x$96/sq. foot C6 u x.0031= G 6 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) 4 C96 square feet x$32/sq.ft.= U x.0031= (� ACCESSORY STRUCTURE>120 sq.ft. >120 sf-500 sf $35.00 >500 sf-750 sf 50.00 >750 sf- 1000 sf 75.00 >1000 sf- 1500 sf 100.00 >1500 sf-Same as new building permit: ' square feet x$96/sq. foot= x.0031= STAND ALONE PERMITS Ali- Open Porch P x$30.00= � (number) i Deck / x$30.00= �S d (number) Fireplace/Chimney �_x$25.00= d (number) Inground Swimming Pool $60.00 Above Ground Swimming Pool $25.00 Relocation/Moving $150.00 (plus above if applicable) / Permit Fee l� projcost �a1h 4ou 8 i F O I� f 4 The Commonwealth of Massachusetts — Department of Industrial Accidents 600 Washington Street " 3 Boston,Mass. 02111 Workers' compensation Insurance Affidavit location: • O" �.V 1 � MA S hone# �oLO, d�.� 17"f-am -a homeowner performing all work myself I am a sole r rietor and have no one workin in ca aci�y OIlCeIS com eI1Sati F ;•+Y:4rA};S? %^v..? :.^+,+.Y•3:?J$;yf,};{.!:?,.^{: k: :?J$^,.:#:`,'; :;:`Es:• :,_?Y�y: 1 er_ ravidin w P,.a: >::-•. ,. .:;:.}::pn{i}>Y, {h;«?:::<::«. ,:Y:•.}$•nr.::.,4::. {..::4.::n�.}}:r :«:?.}:r{.<.:-f.:.:{:?':xinn:r :..?..x:4.' +{•:•:::+' am one Op g :?:?,.?::x,.,.wr:gy;#:q},G•.s.. .::o'j„-:•:n.}s`:.::«:y.s.:.»,>.;...:x:.{.4:.:.n4.�:$, ; I �.. ::,ra<;•i:•:i:J%'.:rr:{±::.}:,}:r ..,t ..{ ..x... •:G:'•Y:;?4}::::{r:.r:{.v;.,,,4,..:{•:{+?.;t t�:•rs'.{•: ;.;::!i'::;n•..`:i'•{::r. :Y.h...:f.:r•:!.4:;•.}:^:;: .::>•}:::•...,..{+r:::r::....:•::. •:-}:++•:•.•. \•:::::F: .:x?C•n4n•-$:;•::•. ..J}�.. ..:r..::.x-.�.;}:•:.?••...!{t-J:,!.::•::•.,•.:ni}•.$i:.'•s:;:':!::•f::..4..,:-`>:b.,,:.}.,.,..r.:.:.!�,•. {::;}??.,..,•.. .Arr:;4•:rr?%;:}::. .,..:•.....i.:,:.n....h..:!:.+r:F.-:±.r-: .:....,:•::•::+-.:•???t•.:.+•:::r:??!:i:••::.�••:......... ..,.t..:...:.:.:•... :.,.:,..rr..:r. ..... ............r:.. ........ .,:. .:.:. .....r....r......... ...,,..,N.r..r. ........ ....r...r:;{..,,•:rr..............:r.•:.:,..r..,...,,•::..:::•: .}:•r tc•}?#}�7:i:$:C..:.:::{. :•:{T�%..... a..3• . .,..::.....£>:.r..........:..:•...r,..... ,/..:...r....r.::.......l...,:,:....r....•.r. :r..r.;x.?• ....r..;}.:•.•:,.. :.,....:•:......: .,.4:.4.???+...,..,..::.::.:•,• :�')?•'•fJ ..qr: �:?•:S ,•n.. :.{..r..,..v.:,.:....,:r.:•:.+.•. {..:....:••r:i.}'•}:•}}:{•iYJ•:•,:....;,:n•a.,. {.....,�.;.., .•.: i:•::i$4. 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Iunders4and that a' copy of this statenentmay be forwarded to the Office of Investigatigns otthe DIA for coverage verification he-in ormation- rouided abvve.-islrue-ima.c " .ect I do hereby-eerti he-pai -and-p aloes-of-perj ry f P _ Date • Signature RAC L :Pfioae# Priest name -,r�� area to b e completed by city or town official ofacial use only do not write in this permiUlicense# • C3BUtldingDepartment city or town: ❑Licensing Board ❑Selectmen's Office phone-4; - contact person: r...a..A gigs PIA) 1 Information and Instructions Massachusetts General Laws chapter152 section 25 requires all employers to provide workers' compensa � tion for their employees. As quoted from the `law , an employee is:defined as every person iri the service of another under any contract .of hire,'express or implied, oral or written. association, corporation or other legal entity, or any two or more of An employer is defined as an individual, partnership, _ 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 building appurtenant thereto'shalt not because of such employment be deemed to bean employer: MGL chapter 152 section 25 also states that every state or local licensing agency shall withhold hh fo the issuance a Iic b who has of a license or permit.to operate a business or to construct buildings to the commonwealthy pP 6r the not produced acceptable evidence of compliance with the insurance coact for theverage irerfoanAdditionally, nce o public workuntd commonwealth'nor any of its political subdivisions shall enter in y P acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority. :<. .' " Applicants your Please fill in the workers' compensation affidavit completely,by checking theme of anox that Pe t� � may b6 supPly4 company names, address and phone numbers along with a certificate _ _. submitted 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 yQu ed,io obtain a workeis' cAmpensatioh policy,please call;he DepaitbiEa afthe number listed below:. aie requir •: City or.Towns Please be sure that the affidavit's complete and pied legibly. The Department has provided a space at the bottom of`affidavit he for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Ple�se. Y the eraut"Tlicense niunbei wliich will be used as a refeieace nunil?ei. Tfie affidavits may 'e're _t�•. be Buie.to fill in, «p of FAX unless othei arrangements have been made ' theDep entb mail ..,�,,.. . artm Y.,�:,,.. �• _ •_ ., . ..� estions. Investigations would like to thank you in advance for you cooperation and should ou have an The Office of Investig• s Y _� .Yam• .. please do not hesitate to give us'a call. 02 The Department's address,telephone and fax number: - The Commonwealth Of Massachusetts Department of Industrial Accidents Gftfce of fnjestlgatfons 600 Washington Street Boston,Ma. 02111 fax#: (617) 727-7749 i ;:; : phone#: (617) 727-4960 ezt. 406, 409 or 375 _ TOWN OF BARNSTABLE CERTIFICATE OF OCCUPANCY PARCEL ID 138 002 GEOBASE ID 7285 ADDRESS 434 SEA VIEW AVENUE ' PHONE OSTERVILLE ZIP. - LOT BLOCK LOT SIZE DBA DEVELOPMENT DISTRICT CO PERMIT 82211 DESCRIPTION 5BDRM SIN FAM ATT GARAGE PERMIT TYPE BC00 TITLE CERTIFICATE OF OCCUPANCY CONTRACTORS: P ARCHITECTS: De artment of S 00 Regulatory Services TOTAL FEES: #q 1' f BOND $.00 i CONSTRUCTION COSTS $.00 756 CERTIFICATE OF OCCUPANCY * * BAMSTAsLE, • Mass. ��FD MA'S A BUIlk dG11 SIGN DATE ISSUED 02/14/2005 EXPIRATION DATBY F QQ �Z .11 b TOWN OF BARNSTABLE ! 1r t �a BUILDING PERMIT ARCEL ID 138 002 66 kt GEOBASE ID 7285 i APDRESS 434 SEA VIEW AVENUE I-PHONE WIANNO ZIP - LOT BLOCK LOT SIZE DBA DEVELOPMENT DISTRICT CO PERMIT 68004 DESCRIPTION 5 BDRM SINGLE FAM ATT GAR PERMIT TYPE BUILD TITLE NEW RESIDENTIAL BLDG PMT CONTRACTORS: PROPERTY OWNER Department of ARCHITECTS: 00 . Regulatory Services- TOTAL FEES: $1,52 -Ul BOND `" $.00 pir CONSTRUCT ION_COSTS _. .. $440,80.0`.0_6 101 SINGLED'AM HOME DETACHED '1 PRIVATE 301' _.__ * BARNSTABLE, • Mass. 1639. �' QED MA'S A ' BUI lON, L� ? 'A' By-" cfh 1 t DATE ISSUED 04/09/2003 EXPIRATION DATE_ � ��. TOWN OF BARNSTABLE -, BUILDING PERMIT .� .� PARCEL ID 138 002 pd y. •GEOBASE ID 7285 " ;. �A.PDRESS 434 SEA VIEW AVENUt •,� PHONE WIANNO. 1. LIP - LOT BLOCK LOT SIZE DBA DEVELOPMENT DISTRICT CO ' PERMIT 68004 DESCRIPTION 5 BDRM SINGLE FAM ATT GAR PERMIT TYPE BUILD TITLE NEW RESIDENTIAL BLDG PMT CONTRACTORS: PROPERTY OWNER Department of ARCHITECTS: 00 Regulatory Services TOTAL FEES': $1,52 .0 , BOND $.00 pf CONSTRUCTION COSTS- $440;800.00 < i-01 SINGLE/F'AM',(HOME DETACHED 1 PRIVATE r - MASS. A � I Bid- DIN ` ISION I DATE ISSUED . 04/09/2003 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 OFTHIS 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 2. PRIOR TO COVERING STRUCTURAL MEMBERS HAS BEEN MADE.WHERE A CERTIFICATE OF OCCU- PERMITS ARE REQUIRED FOR (READY TO LATH). PANCY IS REQUIRED,SUCH BUILDING SHALL NOT BE ELECTRICAL,PLUMBING AND MECH- 3.INSULATION. OCCUPIED UNTIL FINAL INSPECTION HAS BEEN MADE. ANICAL INSTALLATIONS. 4.FINAL INSPECTION BEFORE OCCUPANCY. ta • � ! • = • • BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS 0-3 It a,,-L- 2 �.l�`l�Z `�a 2�}�/ 19t ( b'C-5 W 3 1 HEATING INSPECTION APPROVALS ENGINEERING DEPARTMENT 2 .L_ j .la. C� y BOARD OF HEALTH �al�► OTHER: !C� SITE PLAN REVIEW APPROVAL WORK SHALL NOT PROCEED UNTIL PERMIT WILL BECOME NULL AND VOID IF CON- INSPECTIONS INDICATED ON THIS THE INSPECTOR HAS APPROVED THE STRUCTION WORK IS NOT STARTED WITHIN SIX CARD CAN BE ARRANGED FOR BY VARIOUS STAGES OF CONSTRUC- MONTHS OF DATE THE PERMIT IS ISSUED AS TELEPHONE OR WRITTEN NOTIFICA- TION. NOTED ABOVE. TION. I ' I � I i i I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I . j I I I I .I • I i I i a SULLIVAN ENGINEERING INC. 7 PARKER ROAD/P O BOX 659 OSTERVILLE, MA 02655 Peter Sullivan P. E. Mass Registration No. 29733 psullpe@aol.com phone 508-428-3344 fax 508-428-3115 April 4, 2003 Jack Fitzgerald Town of Barnstable Building Department 200 Main Street Hyannis, MA 02601 RE: 434 Seaview Avenue, Osterville Dear Jack, Please find attached a copy of a 1996 LOMR from FEMA which revises the V17 Zone in question to an A13 Zone at 434 Seaview Avenue. The LOMR eliminates the need to explain in detail why the flood lines shown on our site plan are more accurately delineated than those lines shown on the Land Court Petitioners Plan by Yankee Survey Consultants. Briefly, along those lines Yankee does note on their plan, "flood zone lines shown are approximate". The flood zone lines shown on our plan were from digital information provided by the Town of Barnstable GIS Department. We have taken this data, and via computer, developed a transparency at the same scale as the FEMA map which confirms our original delineation. For your records, a.copy of the transparency is attached. Regardless, the LOMR makes the above discussion mute. I trust this meets your present needs. If you have any questions please contact our office. V - truly yours, Peter Sullivan, P. E. Sullivan Engineering Inc. Cc: Robert Breault Members of American Society of Civil Engineers, Boston Society of Civil Engineers rAY-02-1996 10:55 NUTTER MCCLENNEN & FISH Federal Emergency Management Agency Washington, D.O. 20472 MAY 119M f CUL IVIED NAIL IN IMPLY &EVER TOi UTIRN RECEIPT MinSTYD Case NW60r: 96-01-009P Community Name: Tovn of Barnstable, ttr. Varron J. Rutherford sarnstabia county. Towh of Barnstable Nanapr M SSAChusatts TOWI I Hall comanAltty tho at: 250001 367 Min street p panel Numbari 2S0001 0014 x7afuLs, Massachusetts 02601 Effective Data of this Aavision: MAY I MG ' loZ.D.A Dear, Xr. Rutherford: 'me deed Insurance Rate.Ns (FIPX) fir the Torn of barnstable, >darnstable Cou , xassauhusetts, has �aan revised by this Letter of Map lovision MGM to ratl et sere detiiled topographic 1gGrmation and Wava runup And vava height anal sea than that used to 'propaitt:ihe February 19, 1983, Flood Duurance study for he Tovn of Sarnstabia; The s.Aject area to located along Nantucket Sound. at 4e Jaeges Solvay property, starting from a point approximately 700 foot IOU at of the intersection of Vast Street and Bea view Avenue and continuing appr;Lmataly 1,000- feet in a rest-southwest dirsction along, the coast. This ravion was. initiated by Ms. Leslie Fields of Aubrey Consulting, Inc... in a letter dated January 9, 1999. we r4elved the fellowin= technical data. prepared by Aubrey Consulting. Inc. , in a'Pport of this revision: • &! certified topographl"urvey, dated'Decamber 12, 1995. at a scale of 1`-1001 , with a .contav' nterval of 2 fe' ee, annotated to shov the existing and revised 11 (l yaar) annual chance flood elevations and boundaries, as well as tr iotsoct locations; • a eertifiod-Tovn of Barnstable Assessor's map, dated Decenber 12. 1995. at a scale of 10-40• , annotated to show s of elevations along the tYsects, as well as the existing 1% annual chance ood an I . boundaries and elevations; I • a copy of nix ro obet 250001. panel 0016 D. dated July 2, 19921 annotated to show the revised flood boundaries and elavations; i � •• three undated beach profiles, annotated-to abov the ravLaed.flood zone boundaries and elevations: • "Wave Height Analysis for Flood Insurance Studies" model (version i 3.0) input and output files for three transects in the subject area; j • a Wave runup analysis for throe transeees in the subject area using i ths `"Vave Runup• model (varsien 2.0); and 5y-�t�T I cF 4- AY-02-1996 10:56 NUTTERo MCCLENNEN F15N f 2 � i • tesplecod application/cartifiaation forms. inoluaing community official aonkaurranes with the request. Vs rseeivad all data nsoessary to process this revision by February 28, 1906. Bat an our rsviev of the suboitted data, we are issuing this LOS& to rsflset dsc as$$ in the rasa (1, annual change) blood Elevations (BFEs) alert Nantu oket So . A portion of the 11 annual thanes flood lain. revlousl designated &a Soma V17, vith a $FE of 13 fast National Coodetie Vertical Datum of 1929t(NGVD), has ass revised to Zone A13. with a Bn of 12 feat NCVD. Another portion of the x annual chance floodplain, prevloualy designated as Zons A13 with a bSt of 13 g at NM. has been revised to Iona A13, with a DPI of 13 fast NM. Other por gcns of the 11 annual chance floodplain, previously designated as Eons V17 vithja Irl of 16 feet NOW have been revised to Zone V17 vitb a US of 14 feat NCVD; and Zone A13 with BFZs of 12 and 13 feet Ncn. In addition. the limit of the ;oastal high hazard area has been moved seaward. This I&% revises the Town of 11rustable FIRM number 250001, panel 0016 D, dated July 2, 19920 as shown an the I nclosad anneeated portion Of MRK panel 0016 D. He halve enclosed a copy of the public notification of the revised Bnv,, which vill1be published in the Cape Cad__Ti�nes on or about May 13, 1996, and May 20. 1996.; We will not print and distribute this L0XR to users such as insurance agaucGs or lenders. Your community will ssrve as a repository for the new data. We encourage you to supplamont the notification to appear in the C&R9 cod Xj"A by pr6p4rLnS a news release for publication in your community nawapaper. descrllbing the revision and hew your community Will provide data and interpret the National Flood Insurance Program (NFIP) maps. In addition, ve will publish a nonce of changes in the Fedexa to . Vithii 90 days of the second publication in the Cana Cod Timer, a citizen MAY request that we reconsider this determination. Any request for reconsideration must is based on scientific or technical data. This revision is effective as of the date of this letter. Hovavor, until the 90-day period elapses, the revised BFEs presented in this LOX& nay be modified. Your iftwunitY must approve all proposed floodplain development and ensure that P4=1 s required by redarel and/or Commonwealth low have been obtained. C*m40wa4lth or community officials, based an knovledge of local conditions and In ch interest of safety, oay set higher standards for construction or may limit development in floodplain areas. If the Commonwealth of Kassachusstts or the T#n of Barnstable his adopted more restrictive or comprehensive floodplain manag01ent criteria, those criteria take precedence over the minimum NFIF requirlments. We sus limit the number of physical map revisions due Co funding constraints. Conseq tiy. w4 will not republish the FIRM for the Town of Barnstable to reflda this determination. However, we will inaorporat• this determination when v ' noxt physically revise and republish FIRM panel 0016. we have enclosed a document entitled `List of current Flood Insurance study Data, which includes this letter, to help your community maintain all info glen 1Or floodplain management and flood insurance. If any of the items In thij document are not filed in your community's map zapesiCory. please I 1 I I i �r+ct:r 2 o F 4 AY-02-1996 10:56 NUTTERP MCCLENNEN & F•15H Duo rriou'� i i I I . , I ebcan aeb eur Regional Offine at the nuIDber listed bolos tex it>tto ih these items. rmatton on halo to vsef she map listed abovetnl#X&nca po14AS1 and t6viates and sated by this letCes for all flood seno�ale issued to your ooantty. We have ua mda this, deterairatien ursualat lr64sotior Act of 1973 Q.L. 93.234) and in aeeordanae virsection 206 fhkthe noad Disaster insurance Act Of 1968 as d � � amended (title YI22 of the Nousina and Urban Dewlepmeor Act of 1962, F.L. 90-448 42 Fur4lant to section 1361 of the National floodCivav=a>n4128, od 44 cpR part 45. d. commuroities partiaipatiug in the NFIP are requixeoo c to ado t� s fleo plain m+aadeavent regulation# that Meet or exceed Nnp criteria. Theenforce cri ria'o ineludir4 adoption of the FIRM and MQdifieations made b _These are h4 minims rsquisements and 40 noC supersede more stir ent y6o e � Ionai requirements to �1ch the regulation# apply, ni nveatth or If you hive MY Questions, Please do not hesitate ee contaot the Di Kftttation Division of the Federal Emergency Ksnajemeat rector, Ksee ehwetts. at (617) 223-9561, or thinA ere of eneY in Eoaee»�, Wasb�ngtolR, D.C., at (202) 646.27SS, or b f our Headquarters scatf in y simile at (102) 646.4596. Sincerely. Michael X, Bucklay. P.$. , chief i Hazard Identification Braaeh Mitigation Directorate B'esale i ores • Dec IKY. Ralph Crosson. Town of Barnstable �Ks. LSSlie Fields. �3lding Inspactor ' aftoftw"ith Coordinator AY-02-199E 10:y'e NU I I tK r f`K LLtivNLi'l 6 r i to "- - r.ov • M r s i AREA OF REVISION ZQNE C L'. U Zt�NR e' '•r ZONE A13 ZONE V17 10 q ZONE s cc0ASTAL RASE F1000 ELE• O OF 0.9 NEC �r P - ��f101f41/100�loso4 KC[/solkl t i f A It..a Rf '� D i , i,N wt :��, • FIRM _~_ ��� ,� _ ,•i;� t�•,, A• f1000 INSURANCE RATE M1p ROAD TOWN of ; ;•,�� =T;�;,r :'s; BARNSTABLE, :�: ��. •►'-� MASSACHUSE TTS •:, tL' •Afva i •• Yi Ora 1;, �. : c�;� • . � `•�+ COUNTY PANEL 16 OF Zi ••��� ', ��� • �jif•i 1�, � �• �[N�uyy[j�r„'Wre�re.Mhw ZON REVISED TO �+► •'uc REFLECT LOMR rA R L .WIPIIO • •,a QIN ANd. F DATED o, w► �`•' '�; MAY ., A T ) .+► iy. w •�y.►K'7•��•'rh MAP !E LNO �. � coKrla+IlrrdAtlEt NuktitR tsooai OOIi p 6-117-dO.In MAP REVISED: R•Ws�d Zef� O.s1�n.tion n st><u ■wndarr I too ' TOTAL P.05. s rl i=�T- 4 o F a ` o e UV V • V , '.Oap.eSury 7 Porker Road Osterville MA 02655 0 250 500 750 1009EE'T (508)420-3994 (508)420-3995 fox uw capesurv@copecod.net C393_4C1 02/APRI03 o D O � ,ZnlAlLi F BARNSTABLE �24-ment= APPROVED Foundation' Permit TOWN OF RARNSTARLE ❑ GAS ❑ WIRING R ❑ PLUMBING- BUILDING ®ate L! - 9 - b 'S Name a rQcy 17V Location A3A- S ki Q N .9 Insp. of Bldgs. - 29- b3 9 4L Affidavit of Substantial Financial Interest I, phf�l �fLe4,��T of5�� fu✓lJ 6 P'ti4, on oath depose and state as follows: 1 . 1 am an applicant for a building permit fo!lhe property located at Map f Parcel 0ar)L -64 . The address of the property is 2. 1 have : 1 0`4'� _%.legal or equitable interest in the real property which is the subject of the building permit application'which is identified in paragraph 1 above. 3. Within in the last twelve months from today's date, which is Ca d , the following 'individuals or entities have had a 1% or greater legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above: Name Address. 4. Within the last twelve months, from today's date, which is. a , I have had. a 1% or greater legal or equitable interest in the following prope ies hick have been the subject of a building permit application: Map/Parcel Address. 5. Within this calendar year, I have submitted- d building permit applications for property in which I have a 1%o or greater legal or equitable interest. 6.. Within the last ten days, I have submitted 0 ' building permit applications for property in which I have a 1% or greater legal or equitable interest. 7. -Within this month, I have submitted C7 building permit applications for property in. which .I have a 1% legal-or equitable interest. 8. Within this month, I have received building permits-for property in which I have a 1%o legal or equitable interest. Signed under the pains and penalties of p ury, thiQA day of 2003. 2001-0050/affin 1 O/LOTTERY/AFFIDAVIT e The Town of Barnstable Regulatory Services Thomas F. Geiler, Director Building Division Tom Perry, Building Commissioner 200 Main Street,Hyannis MA 02601 Office: 508-862-4038 Fax: 508-790-6230 HOMEOWNER LICENSE EXEMPTION Please Print 7 DATE: O-.S JOB LOCATION: number street village "HOMEOWNER": P �I �*A-U LT- SU�' eldO 0.33 — name home phone# work phone# CURRENT MAILING ADDRESS: P-d g y K 1 0 I oST Zei t city/town state zip code The current exemption for"homeowners"was extended to include owner-occupied dwellings of six units or less and to allow homeowners to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor. DEFINITION OF HOMEOWNER Person(s)who owns a parcel of land on which he/she resides or intends to reside, on which there is, or is intended to be, a one or two-family dwelling,attached or detached structures accessory to such use and/or farm structures. A person who constructs more-than one home in a two-year period shall not be considered a homeowner. Such"homeowner"'shall submit to the Building Official on a form acceptable to the Building Official,that he/she shall be responsible for all such work performed under the building_permit. (Section 109.1.1) The undersigned"homeowner"assumes responsibility for compliance with the State Building Code and other applicable codes,bylaws,rules and regulations. The undersigned"homeowner"certifies that he/she understands the Town of Barnstable Building Department minimum inspection procedures and requirements and that he/she will comply with said pr dures d re , ements Signature of H eowner Approval of Building Official Note: Three-family dwellings containing 35,000 cubic feet or larger will be required to comply with the State Building Code Section 127.0 Construction Control. HOMEOWNER'S EXEMPTION The Code states that: "Any homeowner performing work for which a building permit is required shall be exempt from the provisions of this section(Section 109.1.1-Licensing of construction Supervisors);provided that if the homeowner engages a person(s)for hire to do such work,that such Homeowner shall act as supervisor." Many homeowners who use this exemption are unaware that they are assuming the responsibilities of a supervisor(see Appendix Q,Rules&Regulations for Licensing Construction Supervisors,Section 2.15) This lack of awareness often results in serious problems,particularly when the homeowner hires unlicensed persons. In this case,our Board cannot proceed against the unlicensed person as it would with a licensed•Supervisor. The homeowner acting as Supervisor is ultimately responsible. To ensure that the homeowner is fully aware of his/her responsibilities,many communities require,as part of the permit application,that the homeowner certify that he/she understands the responsibilities of a Supervisor. On the last page of this issue is a form currently used by several towns. You may care t amend and adopt such a form/certification for use in your community. i i Permit Number MECcheck ompliance Report Massachusetts Energy Code MECcheck Software Version 3.2 Release la Checked By/Date TITLE:PETER C. FITZPATRICK CITY:Barnstable STATE:Massachusetts HDD: 6137 CONSTRUCTION TYPE: 1 or 2 Family,Detached HEATING SYSTEM TYPE: Other(Non-Electric Resistance) DATE: 03/21/11 DATE OF PLANS: 3/20/03 PROJECT INFORMATION: LOT 434 SEAVIEW AVE. OSTERVILLE MA. COMPANY INFORMATION: M.A.P. INSULATION CO. COMPLIANCE:Passes Maximum UA=758 Your Home=747 1.5%Better Than Code Gross Glazing Area or Cavity Cont. or Door Perimeter R-Value R-Value U-Factor UA Ceiling 1:Flat Ceiling or Scissor Truss 2818 30.0 0.0 99 Wall 1: Wood Frame, 16" o.c. 4156 19.0 0.0 188 Window 1: Wood Frame,Double Pane with Low-E 957 0.320 306 Door 1: Solid 61 0.360 22 Floor 1:All-Wood Joist/Truss,Over Outside Air 120 38.0 0.0 3 Floor 2:All-Wood Joist/Truss,Over Unconditioned Space 728 30.0 0.0 24 Floor 3:All-Wood Joist/Truss,Over Unconditioned Space 2232 19.0 0.0 105 Furnace 1:Forced Hot Air, 80 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 MECcheck Version 3.2 Release la. 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 I MECcheck Inspection Checklist Massachusetts Energy Code MECcheck Software Version 3.2 Release la DATE: 03/21/11 TITLE: PETER C.FITZPATRICK 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-19.0 cavity insulation Comments: Windows: [ ] 1. Window 1: Wood Frame,Double Pane with Low-E,U-factor: 0.320 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? [ ]Yes [ ]No Comments: Doors: [ ] 1. Door 1: Solid,U-factor: 0.360 Comments: i Floors: [ ] 1. Floor 1: All-Wood Joist/Truss, Over Outside Air,R-38.0 cavity insulation Comments: [ ] 2. Floor 2:All-Wood Joist/Truss,Over Unconditioned Space,R-30.0 cavity insulation Comments: [ ] 3. Floor 3:All-Wood Joist/Truss,Over Unconditioned Space,R-19.0 cavity insulation Comments: Heating and Cooling Equipment: [ ] 1. Furnace 1: Forced Hot Air, 80 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-values,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 OF 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 1" and Less 1.25"to 2" 2.5" to 4" Heating Systems Low Pressure/Temperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120-200 0.5 1.0 1.0 1.5 Steam Condensate(for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems Chilled Water,Refrigerant, 40-55 0.5 0.5 0.75 1.0 and Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD(Building Department Use Only) `ottHEt�,ti The Town of Barnstable 6ARNSTASM Department of Health Safety and Environmental Services 9 MAM p�EOMp Building Division 367 Main Street,Hyannis, MA 02601 .e: 508-862-4038 508-790-6230 PLAN REVIEW Owner: R. fir e0-u I T Map/Parcel: / 3'd 0 Q 2 b Q� 4 Project Address:4S 4 Iry c? Builder: 6 lk3 tin a.\4 The following items were noted on reviewing: - r Q 0e.� 0-0 12- 1 0 1 \ 2� U ChA C S O t *- V 'J S l p C®c� s2- C- C`_b ,,_ n c9 l�'V-2v 3 b f r Uv, R- 42 a J J eAv a Reviewed/bey: rq,*Q'P A-'A Date: 4 _ +— u Town of Barnstable Regulatory Services g, ABLE = Thomas F.Geiler,Director 1639. ,�� Building Division 'TE'D NI`A'1 Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 Fax: 508-790-6230 Office: 508-862-4038 PLEASE FORWARD THE ATTACHED PAGE(S) TO: TO: �v v ATTN: FAX NO: S o .- 4 3 3 FROM: �C'C�z DATE: 4 - 3— D 3 PAGE(S): (INCLUDING COVER SHEET) Re-.121901 I 780 CUR: STATE BOARD OF BUELDING REGULATIONS AND STANDARDS SPECIAL CONSTRUCTION Substantial Improvements: Substantial The 100-year flood elevation shall be determined improvement, means any reconstruction rehabilitation, addition air or improvement, re m follows: p P L In A"- 0,Ali,AE, VI-30 and VE,the Base of a structure, the cost of which equals or Flood Elevation is provided on the community's exceeds 50%of the market value of the structure Flood Insurance Study and the Flood Insurance before the "start of construction" of.the "Rate Map(FIRM. improvement This term includes structures 2. In AO zones,add the depth provided on the which have incurred "Substantial damage", Flood Insurance Rate Map to the highest regardless of the actual repair work performed adjacent grade If no depth is provided; add.at include either: Substantial.improvement does not, however, least two feet to the highest adjacent grade 3. In A,A9.9 and.V zones,' the buildingofficial,L any Project for improvement o a structure to obtain, .n f design professional, or surveyor shall obtain, correct existing violations of state or local review and reasonably utilize and Base Flood health.sanitary,or safety codes which have been. Elevation Data avar7able from a federal,state or identified by the local code enforcement official other reliable sources. and which are the minimum necessary to assure safe living conditions or 3107.4 Hazard zones: Areas which have been Z any alteration of a "historic structure", determined to be prone to flooding shall be classified provided that the alteration wig not preclude the as.either flood-hazard zones (A Zones) or high- structure's continued designation as a "historic . hazard zones (V Zones) in accordance with structure'' 780 CMR 3107.5 and 3107.6. Note 1: The following items can be excluded 3107.5 Flood-hazard zones (A Zones): All areas from the cost of improvement or repair.-plans, which have been determined to be prone to flooding specifications, survey,permits, and other items which are separate from or incidental to the but not subject to high-velocity waters or wave repair of the damaged or improved building. i e action shall be designated as floodhazard zones. All debris removallcartage buildings and structures as defined in 780 CMR Note 2: The latest Assessors structure value ma 3107.2 erected or substantially improved in tify that floodhazard zones shall be designed and constructed be used,provided that the Assessors cer said value is based on 100% valuation, less in accordance with 780 CMR 3107.5.1 through depreciation. 3107.5.4. Plans for such construction or improvements shall be prepared by a qualified VZones. Areas of tidal influence which have been registered professional engineer or architect to detemmrined to be subject to wave run heights in ensure the compliance with 780 CAM 3107.S. excess of three feet or subject to high-velocity Exception:a proposed addition that triggers the wave run-up or wave-induced erosion. (V Zones) substantial improvement requirements shall be Variance: A constructed according.to the provisions of grant of relief by a community and 780 CAM 3107.S. However, the existing the Commonwealth, via the Boards of Appea4 structure is not required to be brought into from the terms of the Floodplain'Management compliance with 780 CAR 3107.S,provided that Regulations the addition IS NOT an additional story(s)which Venting A system deli relies on the support of the existing structure - Venting to allow flood waters to Should the construction of an additional enter an enclosure, usually the interior of story(s) meet the substantial improvement foundations walls,so that the rising water does definition,the existing structure shall then meet not create a dangerous di.f irential in hydrostatic all the applicable provisions of 780 CAR 3107.S. pressure;usually achieved through openings in the wags Vents may be instWed in garage doors 3107.5.1. Elevation: All buildings or structures to satisfy this requirement,provided such vents erected within a. ood-hazard zone shall be are installed consistent with 780 CMR 3107. elevated so that the lowest floor is located at or The necessity of human intervention, such as above the base flood elevation. All basement/ opening garage doors, does not satisfy this cellar floor surfaces shall be located at or above requirement the base flood elevations. Exceptions: 3107.3 Base flood elevations The base flood L Floors of occupancy in any use group, elevation shall be used to define areas prone to other than use group R,below the base flood flooding, and shall describe, at a minimum, the elevation shall conform to 780 CAM 3107.5.4. depth or peak elevation of flooding,(including wave 2 Floors of occupancies in any use group height)which has a 1%(100-year flood)or greater which are utilized solely for structure means chance of occurring in any given year. of egress, incidental'storage garages and parking,and which are located below the base 9/19/97(Effective 2/28/97)-corrected 780 CAM-Sixth Edition 433 • 780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS THE MASSACHUSETTS STATE BUILDING CODE flood elevation, shall conform to 780 CMR shall be provided with shutoff valves or closure +D 3107.5.3. devices to prevent backwater flow during conditions of flooding. 3107.5.2 Anchorage: The structural systems of all buildings or structures shall be designed, 3107:6 High-hazard zones=(V;Zones) Areas of connected and anchored to resist flotation,collapse or permanent.lateral movement due to tidal influence which have been determined to be .subject to wave heights in excess of three feet(914 structural loads and stresses from flooding equal �) or subject to high-velocity wave run-up or to the base flood elevation and shall be designed wave-induced erosion shall be classified as high- in accordance with 780 CMR 1615.3 and 1615.4. hazard zones. All buildings or structures erected in 3107.5.3 Enclosures below base flood elevation: a high-hazard zone shall be designed and Enclosed spaces below the base flood elevation constructed in accordance with 780 CMR 3107.6.1 shall not be used for human occupancy with the through 3107.6.4. Plans for such construction shall exception of structure means of egress, entrance be prepared by a registered professional engineer foyers, stairways and incidental storage. Fully or architect to ensure compliance with 780 CAM enclosed spaces shall be designed to equalize 3107.6 automatically hydrostatic forces on exterior walls Exception:a proposed addition that triggers the by allowing for the entry and exit of floodwaters. substantial improvement requirements shall be Designs for meeting this requirement shall either constructed according to the provisions of be certified by a registered design professional in 780 CMR. 3107.6. However, the existing accordance with 780 CMR 3107.12 or conform to structure is not required to be brought into the following minimum criterion: a minimum of compliance with.780 CMR 3107.6,provided that two openings having a total net area of not less the addition IS NOT an additional story(s)which than one square inch (645 mmZ) for every one relies on the support of the existing structure square foot(0.1 m� of enclosed area subject to Should the construction of an additional flooding shall be provided. The bottom of all story(s) meet the substantial improvement openings.shall not be higher than 12 inches(305 definition,the existing structure shall then meet mm) above grade immediately adjacent to the all the applicable provisions of 780 CAM 3107.6. location of the opening. 'Openings shall not be equipped with screens, louvers, valves or other Note:Areas shown as V Zones on the most recent coverings or devices unless such devices permit Flood Insurance Rate Map published by the the automatic entry and discharge of floodwaters. Federal Emergency Management Agency shall be considered in establishing high-hazard zones. 3107.5.4 Water-resistant construction: Occupancies in any use group other than Use 3107.6.1 Elevation: All buildings or structures Group R shall, in lieu of meeting the elevation erected within a high-hazard zone shall be provisions of 780 CMR 3107.5.1,be erected with elevated so that the lowest.portion of all structural floors usable for human occupancy below the base members supporting the lowest floor, with the flood elevation provided that the following exception of mat or raft foundations, piling, pile conditions are met: caps, columns, grade beams and bracing, is 1. All space below the base flood elevation located at or above the base flood elevation. shall be constructed with walls and floors that 3107.6.2 Enclosures below base flood elevation: are substantially impermeable to the passage of All spaces below the base flood elevation in a water. high-hazard zone shall not be.used for human 2. All structural components subject to occupancy and shall be free of obstruction except hydrostatic and hydrodynamic loads and as permitted herein: stresses during the occurrence of flooding to 1. Mat or raft foundations, piling, pile caps, the base flood elevation shall be capable of bracing, grade beams and columns which resisting such forces, including the effects of' provide structural support for the building. buoyancy. . 2. Entrances and exits which are necessary for 3. All openings below the base flood required ingress and means of egress. elevation shall be provided with water-tight 3. Incidental storage of portable or mobile closures and shall have adequate structural items readily moved in the event of a storm. capacity to support all flood loads acting upon 4. Walls and partitions are permitted to the closure surfaces enclose all or part of the space below the 4. All floor and wall penetrations for elevated floor provided that such walls and plumbing, mechanical and electrical systems partitions are not part of the structural support shall be made water tight to prevent floodwater of the building and are constructed with insect seepage through spaces between the screening,open wood lattice,or nonsupporting penetration and wall construction materials. walls designed to break away or collapse Sanitary sewer and storm drainage systems that without causing collapse,displacement or other have openings below the base flood elevation 434 780 CMR-Sixth Edition 2/7/97 (Effective 2/28/97) . 780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS SPECIAL CONSTRUCTION Substantial Improvements: Substantial The 100-year flood elevation shall be determined improvement means any reconstruction, as follows. rehabilitation, addition, repair or improvement 1. In A1=30,AH,AE, VI-30 and VE,the Base of a structure, the cost of which equals or Flood Elevation is provided on the community's exceeds 50%of the market value of the structure Flood Insurance Study and the Flood Insurance before the "start of construction" of the `Rate Map(FIR*. improvement This term includes structures 2. In AO zones, add the depth provided on the which have incurred "Substantial damage", Flood Insurance Rate Map to the highest regardless of the actual repair work performed adjacent grade If no depth is provided, add.at Substantial.improvement does not, however, least two feet to the highest adjacent grade include either: 3 In A A99,and.izones,the,building official,anYProje for imProvementof a structure r to design professional, or surveyor shall obtain, correct existing violations of state or local review and reasonably utilize and Base Flood health sanitary,or safety codes which have been. Elevation Data available from a federal,state or identfied by the local code enforcement official other reliable sources. and which are the minimum necessary to assure safe living conditions or 3107.4 Hazard zones: Areas which have been 2any alteration of a "Historic structure'. determined to be prone to flooding shall be classified provided that the alteration will not preclude the as.either flood-hazard zones (A Zones) or high- structure's continued designation as a "historic , hazard zones (V Zones) in accordance with structure'' 780 CNR 3107.5 and 3107.6. Note 1: The following items can be excluded from the cost of improvement or repair:plans, 3107:5)Flooil=hazard zones-(A Zones): All areas specifications, survey, which have been deteriined to be prone to flooding Y,Permits, and other items but not sub to hi which are separate from or incidental to the .1 gh-velocity waters or wave repair of the damaged or improved building. i..a action shall be designated as floodhazard zones. All debris removallcartage buildings and structures as defined in 780 CMR Note The latest Assessors'structure value may 2: 3107.2 erected or substantially improved in be used provided that the Assessors certify that floodhazard zones shall be designed and constructed said value is based on 100% valuation, less in accordance with 780 CMR 3107.5.1 through depreciation. 3107.5.4. Plans for such construction or improvements shall be prepared by a qualified V Zones. Areas ojtidal influence which have been registered professional engineer or architect to detemmined to be subject to wave run heights in ensure the compliance with 780 CMR 3107.S. excess of three feet or subject to high-velocity Exception:a proposed addition that triggers the wave run-up or wave-induced erosion, (V Zones) substantial improvement requirements shall be constructed according.to the provisions of [variance: A grant of relief by a community and 780 CMR 3107.5. However, the existing the Commonwealth, via the Boards of Appea4 structure'is not required to be brought into from the terms of the Floodplain'Management compliance with 780 CMR 3107.S,provided that Regulations. the addition IS NOT an additional story(s)which V relies on the support of the existing structure enting A system designed to allow flood waters to Should the construction of.an additional enter an enclosure, usually the interior of story(s) meet the substantial improvement foundations walls,so that the rising water does definition,the existing structure shall then meet not create a dangerous differential in hydrostatic all the applicable provisions of 780 CMR 3107.S. pressure;usually achieved through openings in the walls Vents may be installed in garage doors 3107.5.1. Elevation: All buildings or structures to satisfy this requirement,provided such vents erected wit n a.flood-hazard zone shall be are installed consistent with 780 CAM 3107. elevated so that the lowest floor is located at or The necessity of human intervention, such as above the base flood elevation. All basement/ opening garage doors, does not satisfy this cellar floor surfaces shall be located at or above requirement the base flood elevations. Exceptions: 3107.3 Base---flood elevation:The base flood L Floors of occupancy in any use group, elevation shall be used-to—define areas prone to other than use group R, below the base flood flooding, and shall describe, at a minimum, the elevation shall conform to 780 CAM 3107.5.4. depth or peak elevation of flooding,(including wave Z Floors of occupancies in any use group jheight)which has a 1%(100-year flood)or greater which are utilized solely for structure means chance of occurring in any given year. of egress, incidental storage garages and parking,and which are located below the base 9/19/97(Effective 2/28/97)-corrected 780 CMR-Sixth Edition 433 . � ''w� _ i1r- 5� � •, "�it 17,wry.. '�'� ��F,f,��' f X kt '� a �3�R } se✓ � � l t f f+� 9 �`✓-�" f Y ,,�� b ��a�Y � �jr'�p'}( ,� 1�. f A �� Y f` 1 z O n y i C 16 231 DEED g;:Rt457PBLc LAND fCJl= We, VIRGINIA FOX WAGENSELLER, of 6 Clifford Lane, Westport, CT 06880, ELIZABAETH FOX FISHER of 1170 Klamath Drive, Menlo Park, CA 94025, and HENRY HEYWOOD FOX of 28 Northport Royal Drive, Hilton Head, SC 29928, all as tenants in common For consideration of$1,300,000.00 Grant to ROBERT N. BREAULT, individually, with a mailing address of P.O. Box 709, Osterville, MA 02655 \ With QUITCLAIM COVENANTS, the land in Barnstable (Osterville), Barnstable iCounty, Massachusetts, described as follows: LOT 33 O Land Court Plan 1748-7 V Subject to and with the benefit of all rights, rights of way, restrictions, reservations or easements of record. Property address: Sea View Avenue,Osterville, Massachusetts For title, see Certificate of Title No. 163,664 at the Land Registration Office of the Barnstable County Registry of Deeds. WITNESS our hands and seals this 3Ada of Q , 2002. k 6 a -1 C7/7� V i nia Fox a nsejler Henry H ood F Eliza8eth Fox Fisher ..v -lilt a Y y i1 +n State of Connecticut Fairfield County, ss. W of &-r 7 , 2002 Then personally appeared the above-named Virginia Fox Wagenseller and acknowledged the foregoing instrument to be her free act and deed, before me Notary Public y DmmlS3ronExpi�J My comm. expires: Oct 31,Z004 �•- State of California 54u►a CLA[A County, ss. �Gfo e�o�� , 2002 Personally appeared the above-named Elizabeth Fox Fishep md acknowledged the foregoing instrument to be her free act and deed, before IILKM SIJ TDIN Q COMM.#1347264 WTAWMW-cx OM Notary Public' M SWACLwa Mr apmn,E Ap.10.2006 Y comm. Expires: 41 1 O b to. State of South Carolina County, ss. 2002 ' Personally appeared the above-named Henry Heywood Fox and acknowledged the foregoing instrument to be his free act and deed, fore me Notary Public My comm. Expires: i Town of Barnstable Regulatory Services sntMASS. Thomas F.Geiler,Director A�F1639. ° Building Division Thomas Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 Office: 5087862-4038 Fax: 508-790-6230 February 11, 2005 Bob Breault 247 Seaview Ave Osterville, MA 02655 Re: 434 Seaview Avenue, Osterville To Whom It May Concern: Enclosed please find a bond posted against damage to a roadway during construction. Our return of this bond indicates that a certificate of occupancy has been issued for the property and.that the Town of Barnstable has no further interest in the bond. You should•return the bond to your insurance company to avoid automatic renewal at the end of its term. Sincerely, c7A Sheri Theroux Division Assistant q/fbrms/bondre12 lowsz t, First Floor Joist-Main House 'A"I s,mn�a ua"MMA)8.06S«WN-m 7=002000421 11 7/8" TJI®/Pro(TM)-100TS c@ 1611 o/c Uaec 2 3&=3:1x54 PM Noel E%imvewion:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension:3T --------------------------- 0 3❑ b ��• ♦ 11• � 1C i Product Diagram is Comeptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Living Areas (pso:40.0 Live at 100%duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions Detail Other Width Length (Ibs) Live/Dead/Uplift/Total 1 Plate on masonry 5.50" 4.25" 291 /78/0/368 End, Rim 1-Ply 1 1/4"0.8E TJ-Strand Rim wall Board® 2 Microllam LVL 3.50" 3.50" 696/167/0/863 Intermediate None beam 3 Microllam LVL 3.50" 3.50" 899/255/0/1154 Intermediate None beam 4 Plate on masonry 5.50" 4.25" 377/108/0/485 End, Rim 1 Ply 1 1/4"0.8E TJ-Strand Rim wall Board® I PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright ® 2002 by Trus Joint, a Weyerhaeuser Business TJI®,TJ-Beam® and Microllam® are registered trademarks of Trus Joist. e-I Joist-,Prd" and TJ-Pro" are trademarks of Trus Joist. N:\TJB FILES\0207 Breault\First Floor Joist - Main House.sms 4enc IF~" W First Floor Joist-Main House TJ-Beam(rK6.05SmialNu� 21 11 7/8 TJIG/Pro(TM)-100TS c@ 16" o/c User.2 3I5r,=3:13:55 PM Paye2 Engine vemian:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 646 605 1562 Passed (39%) Lt.end Span 3 under Floor ADJACENT span loading Vertical Reaction 1154 1154 2340 Passed (49%) Bearing 3 under Floor ADJACENT span loading (Ibs) Moment(Ft-Lbs) -1627 -1627 2766 Passed (59%) Bearing 3 under Floor ADJACENT span loading Live Load Defl (n) 0.191 0.500 Passed MID Span 3 under Floor ALTERNATE span (L/982) loading Total Load Defl (in) 0.240 0.781 Passed MID Span 3 under Floor ALTERNATE span (U780) loading TJPro 35 30 Passed Span 3 -Deflection Criteria: STANDARD(LL:L/360,TL:L/240).Additional checks follow. -Span(s) 3-(1-1-:0.500",TI-1/240). j -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/4". -Allowable moment was increased for repetitive member usage.• -Deflection analysis is based on composite action with single layer of 19/32", 5/8" Panels(20"Span Rating) GLUED&NAILED wood decking. -Bracing(Lu):All compression edges (top and bottom) must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 19/32", 5/8"Panels(20"Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include:Ceiling-None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.31 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business TJI®,TJ-Beam® and Microllam® are registered trademarks of Trus Joist. e-I Joist-,Pro- and TJ-Pro— are trademarks of Trus Joist. N:\TJB FILES\0207 Breault\First Floor Joist - Main House.sw �'�•� �ljlj�/� First Floor Joist-Main House TJ-8sam(7M)0.05 s«id��.70MO 2t n 11 7/8" TJI®/Pro(TM)_100TS @ 16 o/c User.2 %5f2003 3:73:55 PM Paye3 &VineVeesw,:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 10' 7.50" ^ ill 0.00" ^ 15' 7.50" ^ Max. Vertical Reaction Total (lbs) 368 863 1154 485 Max. Vertical Reaction Live (lbs) 291 696 899 377 Selected Bearing Length (in) 4.25(W) 3.50(W) 3.50(W) 4.25(W) Max. Unbraced Length (in) 32 32 32 132 32 Loading on all spans, LDF 1.00 , Dead + Floor Design Shear (lbs) 304 -396 273 -433 600 -437 Max Shear (lbs) 310 -427 297 -466 641 -443 Member Reaction (lbs) 310 724 1106 443 Support Reaction (lbs) 336 724 1106 469 Moment (Ft-Lbs) 693 -621 16 -1547 1413 Live Deflection (in) 0.044 -0.023 0.165 Total Deflection (in) 0.057 -0.030 0.214 ALTERNATE span loading on odd # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 336 -366 -6 -169 584 -454 Max Shear (lbs) 342 -394 -4 -180 624 -459 Member Reaction (lbs) 342 391 803 459 Support Reaction (lbs) 368 391 803 485 Moment (Ft-Lbs) 845 -277 N/A -1284 1522 Live Deflection (in) 0.061 -0.061 0.191 Total Deflection (in) 0.074 -0.066 0.240 ALTERNATE span loading on even # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 38 -122 342 -365 154 ' -84 Max Shear (lbs) 39 -131 369 -393 165 -85 Member Reaction (lbs) 39 500 558 85 Support Reaction (lbs) 45 500 558 91 Moment (Ft-Lbs) 48 -487 497 -619 228 Live Deflection (in) -0.019 0.044 -0.028 Total Deflection (in) -0.010 0.039 0.025 ADJACENT span loading over support # 2, LDF = 1.00, Dead + Floor Design Shear (lbs) 280 -419 382 -324 150 -89 Max Shear (lbs) 286 -451 412 -351 159 -91 Member Reaction (lbs) 286 863 510 91 Support Reaction (lbs) 312 863 510 97 Moment (Ft-Lbs) 589 -877 348 -539 256 Live Deflection (in) 0.031 0.027 -0.019 Total Deflection (in) 0.044 0.022 0.032 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by Tru3 Joist, a Weyerhaeuser Business TJI®,TJ-Beam® and Microllams are registered trademarks of Trus Joist. e-I Joist-,Proms and TJ-PrcM are trademarks of Trus Joist. N:\TJB FILES\0207 Breault\Fir3t Floor Joist - Main Hou3e.3ms �lj First Floor Joist-Main House TJ-BMm(TM)0.05 SedW N�70�00 �� user 2 ys�22oai mass PM 11 7/8 TJI®/Pro(TM)-100TS c� 16119o/c Er4m VerW=I.5,12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 3, LDF = 1.00, Dead + Floor Design Shear (lbs) 62 -99 232 -474. 605 -432 Max Shear (lbs) ' 63 -107 254 -508 646 -438 Member Reaction (lbs) 63 361 1154 438 Support Reaction (lbs) 69 361 1154 464 Moment (Ft-Lbs) 125 -230 236 -1627 1380 Live Deflection (in) -0.005 0.008 0.157 Total Deflection (in) 0.009 -0.026 0.206 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 70 -91 63 -100 138 -101 Max Shear (lbs) 72 -98 69 -107 148 -102 Member Reaction (lbs) 72 167 255 102 Support Reaction (lbs) 78 167 255 108 Moment (Ft-Lbs) 160 -143 4 -357 326 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright O 2002 by Trus Joist, a Weyerhaeuser Business TJIS,TJ-BeamO and Microllame are registered trademarks of Trus Joist. e-I Joist-,Pro" and TJ-Pro- are trademarks of Trus Joist. H:\TJB FILES\0207 Breault\First Floor Joist - Main House.sms V�Butinm Second Floor-Typical Joist TJ-Beam(TM 6.05SeW4Z11=1002000421 14 TJI®/Pro(TM)-250 @ 16 o/c User.2 3l8r=9:2=1 AM Page Engine Ve(sion:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 14 b 22' i Produat Diagram is ConceptuaL LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Living Areas(pso:40.0 Live at 100%duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 5.50" 4.25" 587/176/0/763 End, Rim 1 Ply 1 1/4"0.8E TJ-Strand Rim Board® 2 Stud wall 5.50" 4.25" 587/176/0/763 End, Rim 1 Ply 1 1/4"0.8E TJ-Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 737 -731 1710 Passed (43%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 737 737 1560 Passed (47%) Bearing 2 under Floor loading Moment(Ft-Lbs) 3914 3914 5418 Passed (72%) MID Span 1 under Floor loading Live Load Defl (in) 0.469 0.531 Passed (U544) MID Span 1 under Floor loading Total Load Defl (in) 0.609 1.063 Passed (U419) MID Span 1 under Floor loading TJPro 31 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U480,TL:L240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 12". Intermediate supports, 51/4". -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32", 5/8" Panels(20"Span Rating) GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom) must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans, MA 02653 Phone : 508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright ® 2002 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist-,Pro- and TJ-Pro- are trademarks of Trus Joist. i Second Floor-Typical Joist TJ-Beam(TM)6.05 SerW 177C 21 1� �� User W&12=9:22.22AM 14 TJI®/Pro(TM)-250 @ 16 o/c N9e2 EVinevenuon:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 19/32",5/8"Panels(20"Span Rating)decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling-None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.62 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by True Joist, a Weyerhaeuser Business TJI® and TJ-BeamS are registered trademarks of Trus Joist. e-I Joist-,Pro- and TJ-Pro- are trademarks of Trus Joist. Second Floor Typical Joist TJ Beam(TM)8.05 Serial=umber 7 �� �� User.2 3/6/2003 9:2222 rug 14 TJI®/Pro(TM)-250 a@ 16 o/c Page E,ylneversion:,.s.,z THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 21' 3.00" ^ Max. Vertical Reaction Total (lbs) 763 763 Max. Vertical Reaction Live (lbs) 587 .587 Selected Bearing Length (in) 4.25(W) 4.25(W) Max. Unbraced Length (in) ' 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 731 -731 Max Shear (lbs) 737 -737 Member Reaction (lbs) 737 737 Support Reaction (lbs) 763 763 Moment (Ft-Lbs) 3914 Live Deflection (in) 0.469 Total Deflection (in) 0.609 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 169 -169 Max Shear (lbs) 170 -170 Member Reaction (lbs) 170 170 Support Reaction (lbs) 176 176 Moment (Ft-Lbs) 903 t PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by True Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist-,Pro" and TJ-Pro- are trademarks of Trus Joist. i Garage-Typical Floor Joist _.1V�fnaucan;nn� �� TJ.Beam("6.05 Serial Number 7002OW421 11 7/8�� TJI®/Pro(TM)-120TS a@ 16 o/c User.2 3/6r2003 9:56:45 AM Pagel Engine Version:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension:26' F__ 3 b 13' d 13' 1 Product Diagram is Conceptual LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Living Areas(pso:40.0 Live at 100 %duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions Detail Other Width Length (Ibs) Live/Dead/UplifflTotal 1 Stud wall 3.50" 2.25" 310/80/0/390 End, Rim . 1 Ply 1 1/4"0.8E TJ-Strand Rim Board® 2 Microllam LVL 3.50" 3.50" 853/256/0/1109 Intermediate None beam 3 Stud wall 3.50" 2.25" 310/80/0/390 End, Rim 1 Ply 1 1/4"0.8E TJ-Strand Rim Board® PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig k Architectural Design Incorporated 62 Route 6A Orleans, MA 02653 Phone : 508 255-0606 Fax :508 255-0607' peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business TJI®,TJ-Beam® and Microllam® are registered trademarks of Trus Joist., e-I Joist-,Pro- and TJ-Pro"• are trademarks of Trus Joist. i i 4en �lj0yj Garage-Typical Floor Joist TJ-Beam(TM)8.05SefialNum r7002000421 11 7/8 TJI8/Pro(TM)-120TS @ 16 o/c User.2 3412003 9:56:48 AM Paget Engine Version:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 554 518 1562 Passed (33%) Lt. end Span 2 under Floor loading Vertical Reaction 1109 1109 2480 Passed (45%) Bearing 2 under Floor loading (lbs) Moment(Ft-Lbs) -1418 -1418 3567 Passed (40%) Bearing 2 under Floor loading Live Load Defl (in) 0.086 0.426 Passed MID Span 2 under Floor ALTERNATE span (U999+) loading Total Load Defl (in) 0.102 0.640 Passed MID Span 1 under Floor ALTERNATE span (U999+) loading TJPro 49 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U360,TL:L240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32", 5/8" Panels (20"Span Rating) GLUED &NAILED wood decking. -Bracing(Lu):All compression edges (top and bottom) must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 19/32", 5/8" Panels(20" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling-None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.36 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier.or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright ® 2002 by Trus Joist, a Weyerhaeuser Business TJI®,TJ-Beam® and Hicrollam® are registered trademarks of Trus Joist. e-I Joist-,Pro- and TJ-Pro- are trademarks of Trus Joist. Garage-Typical Floor Joist �AV�yer h=naB crow TJ•Beam(TM)8.05SerialNu ..7002OW421 11 7/8" TJI®/Pro(TM)-120TS @ 16" o/c User.2 3/8/2003 9:58:48 AM Page Engine Vemion:I.5,12THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 12' 9.50" ^ 12' 9.50" ^ Max. Vertical Reaction Total (lbs) 390 1109 390 Max. Vertical Reaction Live (lbs) 310 853 310 Selected Bearing Length (in) 2.25(W) 3.50(W) 2.25(W) Max. Unbraced Length (in) 32 32 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 327 -518 518 -327 Max Shear (lbs) 333 -554 554 -333 Member Reaction (lbs) 333 1109 333 Support Reaction (lbs) 347 1109 347 Moment (Ft-Lbs) 798 -1418 798 Live Deflection (in) 0.053 0.053 Total Deflection (in) 0.069 0.069 ALTERNATE span loading on odd # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 369 -477 160 -33 Max Shear (lbs) 375 -512 171 -34 Member Reaction (lbs) 375 682 34 Support Reaction (lbs) 390 682 37 Moment (Ft-Lbs) 1015 -873 36 Live Deflection (in) 0.086 -0.037 Total Deflection (in) 0.102 -0.027 ALTERNATE span loading on even # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 33 -160 477 -369 Max Shear (lbs) 34 -171 512 -375 Member Reaction (lbs) 34 682 375 Support Reaction (lbs) 37 682 390 Moment (Ft-Lbs) 36 -873 1015 Live Deflection (in) -0.037 0.086 Total Deflection (in) -0.027 0.102 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 75 -119 119 -75 Max Shear (lbs) 77 -128 128 -77 Member Reaction (lbs) 77 256 77 Support Reaction (lbs) 80 256 80 Moment (Ft-Lbs) 184 -327 184 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 2554607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business TJIS,TJ-Beam® and Microllams are registered trademarks of Trus Joist. e-I Joist-,Pro" and TJ-Proms are trademarks of Trus Joist. I e� 6�700200042, Basement Beam-Typical Single Span an TJ-Bemf=?A.WW-- 3 P c s of 1 3/411x 9 1/4 1.9E Microllam® LVL User.2 3/81M a44:07 AM Page I Engine vaaion ,.5.,2THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS . LISTED a Product Diagram is ConceptuaL LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 11' Primary Load Group-Residential-Living Areas (psf):40.0 Live at 100 %duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) . Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 3.50" 2640/872/0/3512 L1 1 Ply 1 3/4" 1.9E Microllam®LVL 2 Stud wall 3.50" 3.50" 2640/872/0/3512 L1 1 Ply 1 3/4" 1.9E Microllam®LVL DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 3415 -2890 9227 Passed (31%) Rt. end Span 1 under Floor loading Moment(Ft-Lbs) 9960 9960 16806 Passed (59%) MID Span 1 under Floor loading Live Load Defl (in) 0.297 0.389 Passed (U471) MID Span 1'under Floor'loading Total Load Defl (n) 0.396 0.583 Passed (U354) MID Span 1 under Floor loading -Deflection Criteria:STANDARD(LL:U360,TL:L/240). -Bracing(Lu):All compression edges(top and bottom) must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig . Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joint, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. i i Basement Beam-Typical Single Span v, TJZaam("0.05SaidNu�7002000421 3 Pcs of 1 3/4" x 9 1/4" 1.9E Mlcrollam® LVL User..2 3A VMM 8:44:07 AM P9qe2 E" neVers`°"iAl2THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Custom product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright O 2002 by Trua Joist, a Weyerhaeuser Business - MicrollamO is a registered trademark of Trua Joist. i Basement Beam-Typical Single Span TJ Beam(TM)E.OS Serial Num 7002000.�, 3 Pcs of 1 3/4" x 9 1/4" 1.9E M is rol lam® LVL User.2 36/2003 8:44:07 AM Paw3 Engine Vemwn:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ill 8.00" ^ Max. Vertical Reaction Total (lbs) 3512 3512 Max. Vertical Reaction Live (lbs) 2640 2640 Required Bearing Length in 1.57(W) 1.57(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 2890 -2890 Max Shear (lbs) 3415 -3415 Member Reaction (lbs) 3415 3415 Support Reaction (lbs) 3512 3512 Moment (Ft-Lbs) 9960 Live Deflection (in) 0.297 Total Deflection (in) 0.396 Loading on all spans, LDF = 0.90 , Dead Only j Design Shear (lbs) 718 -718 Max Shear (lbs) 848 -848 Member Reaction (lbs) 848 848 Support Reaction (lbs) 872 872 Moment (Ft-Lbs) 2474 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans, MA 02653 Phone :508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright 0 2002 by Truer Joist, a Weyerhaeuser Business Microllam8 is a registered trademark of Trus Joist. i e� WA * � Basement Beam-Single Span @ Sunroom T.1-Beam(rK6.05 Serial Num6er.7002OW421 3 Pcs of 1 3/4 x 11 1/4 1.9E Microllam® LVL User.2 3WMM 8:52,33 AM Page' E4n.Version:1,5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED a. 2 14r Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 13' Primary Load Group-Residential -Living Areas (psf):40.0 Live at 100% duration, 12.0 Dead ` SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 3.50" 3640/1206/0/4846 L1 1 Ply 1 3/4" 1.9E Microllam®LVL 2 Stud wall 3.50" 3.50" 3640/1206/0/4846 L1 1 Ply 1 3/4" 1.9E Microllam®LVL DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 4731 -3995 11222 Passed (36%) Rt. end Span 1 under Floor loading Moment(Ft-Lbs) 16164 16164 24206 Passed (67%) MID Span 1 under Floor loading Live Load Defl (n) 0.370 0.456 Passed (L/443) MID Span 1 under Floor loading Total Load Defl (in) 0.492 0.683 Passed (L/333) MID Span 1 under Floor loading -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Bracing(Lu):All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans, MA 02653 Phone : 508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. N:\TJB FILES\0207 Breault\1st Floor\Basement Beam - Single Span B Sunroom.sms L i , Basement Beam-Single Span @ Sunroom �A\\-m hay.=Busncz TJ43eam(rK6.05 Serial Number..7002OW421 3 PCs of 1 3/4n x 11 1/4 1.9E Microllam® LVL User.2 302003 8:5233 AM Pape2 EnpineVersion:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Custom product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright ® 2002 by True Joist, a Weyerhaeuser Business MicrollemB in a registered trademark of Trus Joist. N:\TJB FILES\0207 Breault\1st Floor\Basement Beam - Single Span 0 Sunroom.sms , Basement Beam-Single Span @ Sunroom "' Businm TJ43eam(TM)8.05Se"Num 7002000421 3 Pcs of 1 3/4.. x 11 1/4.. 1.9E Microllam® LVL user.2 3ffiQ 3 8:5233 AM Pape3 &Vineveramm1.5.12THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 13' 8.00" ^ Max. Vertical Reaction Total (lbs) 4846 4846 Max. Vertical Reaction Live (lbs) 3640 3640 Required Bearing Length in 2.17(W) 2.17(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 3995 -3995 Max Shear (lbs) 4731 -4731 Member Reaction (lbs) 4731 4731 Support Reaction (lbs) 4846 4846 Moment (Ft-Lbs) 16164 Live Deflection (in) 0.370 Total Deflection (in) 0.492 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 994 -994 Max Shear (lbs) 1177 -1177 Member Reaction (lbs) 1177 1177 Support Reaction (lbs) 1206 1206 Moment (Ft-Lbs) 4023 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business Microllams is a registered trademark of Trus Joist. N:\TJB FILES\0207 Breault\13t Floor\Basement Beam - Single Span 9 Suntoom.sms i �l P Basement Beam-Mutltiple Span @ 7 e Vi�tr T.1Beam(TWQ6.05SerialN.. .7002000421 2 PC of 1 3/4" z 9 1/4" 1.9E Microllam® LVL User.2 3782X13 8:58:19 AM Page Engine Version:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED over�n Dinxrnsion sr o: Ell o .a d 1g• t 11• t �• 1 Product Diagram is Conceptu iL LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 12' Primary Load Group-Residential-Living Areas (pso:40.0 Live at 100%duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Pocket in masonry wall 3.50 3.50" 2200/604/0/2804 L4 None 2 Steel column 3.50" 3.50" 5929/1787/0/7716 L5 None 3 Steel column 3.50" 3.50" 5654/1663/0/7317 L5 None 4 Pocket in masonry wall 3.50" 3.50" 2038/534/0/2572 L4 None PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax :508 255-0607 peter@ad-archts:com Copyright 0.2002 by Trus Joint, a Weyerhaeuser Business Microllam® in a registered trademark of.Tru Joist. N:\TJB FILES\0207 Breault\1st.Floor\Basement Beam - Mult. Span B 7.3m3 I i Basement Beam-Mutltiple Span @ 7 �.i�y�r rucu=Buanco TJ-eeam(TM)6.05 Serial Num6er.700200021 2 Pcs of 1 3/4" x 9 1/4" 1.9E Microllam® LVL Usw..2 3160003 8:5818 AM Paget Engine Version:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Control Location Shear(lbs) -3890 -3310 6151 Passed (54%) Rt. end Span 1 under Floor ADJACENT span loading Moment(Ft-Lbs) -7648 -7648 11204 Passed (68%) Bearing 2 under Floor ADJACENT span loading Live Load Defl (in) 0.192 0.328 Passed MID Span 1 under Floor ALTERNATE span (L/615) loading Total Load Defl 0.229 0.492 Passed MID Span 1 under Floor ALTERNATE span (n) (L/515) loading -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Bracing(Lu):All compression edges(top and bottom) must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig ' Architectural Design Incorporated 62 Route 6A Orleans, MA 02653 Phone : 508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by True Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. N:\TJB FILES\0207 Breault\13t Floor\Basement Beam - Mult. Span 0 7.3ms ' r soni �l�1 ��� Basement Beam-Mutltiple Span @ 7 �A hanucBuinm �� �� TJ-Beam(TM)6.05 Serial Nub 7 , 2 Pcs of 1 3/4 x 91/4 1.9E Microllam® LVL User.2 3162003 8:58:20 AM Page EnpmeVersion:I.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 9' 10.00" ^ 11' 0.00" ^ 8' 10.00" ^ Max. Vertical Reaction Total (lbs) 2804 7716 7317 2572 Max. Vertical Reaction Live (lbs) 2200 5929 5654 2038 Required Bearing Length in 1.50(W) 2.94(S) 2.79(S) 1.50(W) Max. Unbraced Length (in) 32 32 32 32 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 1828 -3249 2988 - -2814 2906 -1538 Max Shear (lbs) 2395 -3829 3568 -3395 3486 -2105 Member Reaction (lbs) 2395 7397 6881 2105 Support Reaction (lbs) 2500 7397 6881 2210 Moment (Ft-Lbs) 4530 -7054 3001 -6103 3499 Live Deflection (in) 0.118 0.072 0.073 Total Deflection (in) 0.156 0.095 0.096 ALTERNATE span loading on odd # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 2132 -2945 806 -596 2544 -1900 Max Shear (lbs) 2699 -3525 947 -736 3124 -2467 Member Reaction (lbs) 2699 4472 3860 2467 Support Reaction (lbs) 2804 4472 3860 2572 Moment (Ft-Lbs) 5753 -4065 -1136 -2905 4806 Live Deflection (in) 0.192 -0.120 0.137 Total Deflection (in) 0.229 -0.098 0.160 ALTERNATE span loading on even # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 138 -1089 2903 -2899 1064 -10 Max Shear (lbs) 275 -1229 3483 -3479 1204 -147 Member Reaction (lbs) 275 4712 4684 147 Support Reaction (lbs) 299 4712 4684 171 Moment (Ft-Lbs) 247 -4694 4890 -4672 70 Live Deflection (in) -0.079 0.192 -0.070 Total Deflection (in) -0.052 0.215 -0.053 ADJACENT span loading over support # 2, LDF = 1.00, Dead + Floor Design Shear (lbs) 1767 -3310 3246 -2556 971 -102 Max Shear (lbs) 2334 -3890 3826 -3136 1112 -239 Member Reaction (lbs) 2334 7716 4248 239 Support Reaction (lbs) 2440 7716 4248 263 Moment (Ft-Lbs) 4304 -7648 3917 -3853 187 Live Deflection (in) 0.104 0.126 -0.052 Total Deflection (in) 0.142 0.149 -0.036 f PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans, MA 02653 Phone : 508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joint, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. N:\TJB FILES\0207 Breault\1st Floor\Basement Beam - Mult. Span 0 7.3ms el� er�o w Basement Beam-Mutltiple Span @ 7 h»amnma TJ-Beam(TM)8.06SwWNu 700200042, 2 Pcs of 1 3/4.. x 91/4.. 1.9E Microllam® LVL User.2 302=8:58:20 AM Page Engine Versfon:,.5.12THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS, LISTED ADJACENT span loading over support # 3, LDF = 1.00, Dead + Floor Design Shear (lbs) 198 -1029 2644 -3158 2999 -1445 Max Shear (lbs) 335 -1169 3225 -3738 3579 -2012 Member Reaction (lbs) 335 4393 7317 2012 Support Reaction (lbs) 359 4393 7317 2117 Moment (Ft-Lbs) 367 -4100 4114 -6922 3197 Live Deflection (in) -0.064 0.141 0.058 Total Deflection (in) -0.038 0.163 0.081 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 442 -785 722 -680 702 -372 Max Shear (lbs) 579 -925 862 -820 842 -509 Member Reaction (lbs) 579 1787 1663 509 Support Reaction (lbs) 604 1787 1663 534 Moment (Ft-Lbs) 1095 -1705 725 -1475 846 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business , Microllam® is a registered trademark of Trus Joist. N:\TJB PILES\0207 Breault\1st Floor\Basement Beam - Mult. span 8 7.sms ten �flll Basement Beam-Mutltiple Span 8 a�a1mn�> ., ,. TJ�Beam(TM)8.O5,-MW eb r.70Q2000121 2 Pcs of 1 3/4 x 9 1/4 1.9E Micr6IIam® LVL User.2 318/2003 8:5&18 AM Pagel ErVine Version:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED overa9 MvmskoM sr Ell Ell .p d s• L 16. Pro&W DbUram is ConceptuaL LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 1 V Primary Load Group-Residential-Living Areas(pso:40.0 Live at 100%duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Steel column 3.50" 3.50" 1754/458/0/2212 L5 None 2 Steel column 3.50" 3.50" 4705/1273/0/5978 L5 None 3 Steel column 3.50" 3.50" 5855/1803/0/7658 L5 None 4 Pocket in masonry wall 3.50" 3.50" 2330/694/0/3024 L4 None PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans, MA 02653 Phone : 508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright O 2002 by Trus Joist, a Weyerhaeuser Business Nicrollam® is a registered trademark of Trus Joist. N:\TJB FILES\0207 Breault\13t Floor\Basement Beam - Single Span Q Sunroom.sms i , Basement Beam-Mutltiple Span @ 8 v+ E� B. TJ-Beam(rhg6.05SedalNu�m6er7002000421 2 Pcs of 1 3/4" x 9 1/4" 1.9E Microllam® LVL User.2 3/8=8:55:18 AM Paget &l`nev"L°"1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 4141 3609 6151 Passed (59%) Lt. end Span 3 under Floor ADJACENT span loading Moment(Ft-Lbs) -8331 -8331 11204 Passed (74%) Bearing 3 under Floor ADJACENT span loading Live Load Defl (n) 0.324 0.394 Passed MID Span 3 under Floor ALTERNATE span (U438) loading Total Load Defl 0.406 0.592 Passed MID Span 3 under Floor ALTERNATE span (n) (U350) loading -Deflection Criteria: STANDARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges (top and bottom) must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software.user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple p,y connection. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business MicrollamD is a registered trademark of Trus Joist. N:\TJB FILES\0207 Breault\13t Floor\Basement Beam - Single Span @ Sunroom.sms e!� �J�tyj��� t Basement Beam-MuUUple Span @ 8 �•'V�y�haevsc&air= �. �� TJ-Beam(TM)8.05 Serial Number 7002000421 2 Pcs of 1 3/4 x 9 1/4 1.9E Microllalm® LVL• User.2 3I8R003 8:55:17 AM Pap 3 Enpinevarsion:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 7' 10.00" ^ 10, 0.00" ^ ill 10.00" ^ Max. Vertical Reaction Total (lbs) 2212 5978 7658 3024 Max. Vertical Reaction Live (lbs) 1754 4705 5855 2330 Required Bearing Length in 1.50(S) 2.28(S) 2.92(S) 1.50(W)` Max. Unbraced Length (in) 32 32 32 32 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 1270 -2227 1955 -2789. 3578 • -2243 " Max Shear (lbs) 1791 -2760 2487 -3322 4111 -2764 Member Reaction (lbs) 1791 5247 7433 2764 Support Reaction (lbs) 1888 5247 7433 2861 Moment (Ft-Lbs) 2760 -3795 1530 -7968 6575 Live Deflection (in) 0.050 0.014 0.257 Total Deflection (in) 0.066 -0.036 0.339 ALTERNATE span loading on odd # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 1595 -1903 98 -1053 3414 -2407 Max Shear (lbs) 2115 . -2435 227 -1182 3947 -2928 Member Reaction (lbs) 2115 2663 5129 2928 Support Reaction (lbs) 2212 2663 5129 3024 Moment (Ft-Lbs) 3851 -1254 -1071 -6031 7377 Live Deflection (in) 0.092 -0.120 0.324 Total Deflection (in) 0.108 -0.120 0.406 ALTERNATE span loading on even # spans, LDF = 1.00 Dead + Floor Design Shear (lbs) -16 -865 2331 -2413 1032 -381 Max Shear (lbs) 110 -994 2864 -2946 1161 =507 Member Reaction (lbs) 110 3858 4107 507 Support Reaction (lbs) 132 3858 4107 529 Moment (Ft-Lbs) 43 -3462 3597 -3870 911 Live Deflection (in) -0.045 0.128 -0.073 Total Deflection (in) -0.032 0.131• 0.022 ADJACENT span loading over support # 2, LDF = 1.00, Dead + Floor Design Shear (lbs) 1111 -2387 2526 -2218 1001 -411 Max Shear (lbs) 1631 -2920 3059 -2751 1130 -537 Member Reaction (lbs) 1631 5978 3881 537 Support Reaction (lbs) 1728 5978 3881 559 Moment (Ft-Lbs) 2290 -5046 3005 -3508 1025 Live Deflection (in) 0.031 0.096 -0.059 Total Deflection (in) 0.047 0.099 0.031 PROJECT INFORMATION: OPERATOR INFORMATION: ' Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business , Hicrollams is a registered trademark of Trus Joist. •N:\TJB FILES\0207 Breault\1st Floor\Basement Beam - Single Span 9 Sunroom.sms i Basement Beam-Mutltiple Span @ 8 TJ-Beam(TM)8.05Saia1N�70 22000421 2 Pcs of 1 3/4 x 9 1/4 1.9E Microllam® LVL User.2 3/eQ=8:55:17 AM Pap &Q`neVera,=I.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 3, LDF = 1.00, Dead + Floor Design Shear (lbs) 143 -705 1760 -2984 3609 -2213 Max Shear (lbs) 270 -834 2293 -3517 4141 -2733 Member Reaction (lbs) 270 3127 7658 2733 Support Reaction (lbs) 292 3127 7658 2830 Moment (Ft-Lbs) 258 -2211 2313 -8331 6430 Live Deflection (in) -0.023 0.049 0.244 Total Deflection (in) -0.013 0.053 0.326 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 308 -540 474 -677 868 -544 Max Shear (lbs) 434 -670 603 -806 997 -671 Member Reaction (lbs) 434 1273 1803 671 Support Reaction (lbs) 458 1273 1803 694 Moment (Ft-Lbs) 670 -921 371 -1933 1595 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joint, a Weyerhaeuser Business Microllam= is a registered trademark of Trus Joist. N:\TJB FILES\0207 Breault\13t Floor\Basement Beam - Single Span 9 Sunroom.sms Basement Beam-Mutitiple Span @ 9 TJ43eam(TM)8.05SerfalNumber 7002000421 2 Pcs of 1 3/4 x 9 1/4 1.9E Microllam® LVL User.2 318r2003 8:12:10 AM Page Engine Ven<ia':1.5.12THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN , CONTROLS FOR THE APPLICATION AND LOADS LISTED Owall Dinumsim w I' El A. -1 0' 1 r + T G" I r 6- i r Product Diagram is Conceptual LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 12' Primary Load Group-Residential -Living Areas (psf):40.0 Live at 100 %duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1.00) 0.0 100.0 18'To 40' Adds To Exterior Wall Load Above Uniform(plf) Roof(1.25) 425.0 255.0 18'To 40' Adds To Roof Loads from main roof&shed Uniform(plf) Floor(1.00) 440.0 165.0 18'To 40' Adds To Second Floor Load Uniform(plf) Floor(1.00) 80.0 30.0 0 To 18' Adds To Addtion Load for Living Room Span SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Pocket in masonry wall 3.50" 3.50" 2532/78110/3313 L4 None 2 Steel column 3.50" 3.50" 6252/1732/0/7985 L5 None 3 Steel column 3.50" 4.36" 8338/3095/0/11432 L5 None 4 Steel column 3.50" 6.41" 11582/5249/0/16831 L5 None 5 Steel column 3.50" 6.39" 11445/5335/0/16780 L5 None 6 Pocket in masonry wall 3.50" 3.50" 4306/1905/0/6212 L4 None -Bearing length requirement exceeds input at support(s) 3,4, 5. Supplemental hardware is required to satisfy bearing requirements. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joint, a Weyerhaeuser Business Microllam® in a registered trademark of Trus Joist. N:\TJB FILES\0207 Breault\1st Floor\Basement Beam - Mult. Span 0 9.3ms fl �i�es Basement Beam-Mutitiple Span @ 9 TJ:Beam(TM)6.05 Serial Num6er.7�oo20 o 21 2 PCs of 1 3/4" x 9 1/4" 1.9E Microllam® LVL User:2 31 2003 9:1210 AM Paget Engine Version:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) -8634 -6784 7689 Passed (88%) Rt. end Span 3 under Roof ADJACENT span loading Moment(Ft-Lbs) -11579 -11579 14005 Passed (83%) Bearing 4 under Roof ADJACENT span loading Live Load Defl (iin) 0.215 0.328 Passed MID Span 1 under Roof ALTERNATE span (U548) loading Total Load Defl 0.274 ' 0.492 Passed MID Span 1 under Roof ALTERNATE span (in) (U430) loading -Deflection Criteria: STAN DARD(LL:U360,TL:L/240). -Bracing(Lu):All compression edges(top and bottom) must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. . ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business Microllame is a registered.trademark of Trus Joist. N:\TJB FILES\0207 Breault\13t Floor\Basement Beam - Hult. Span @ 9.sms i Basement Beam-Mutltiple Span @ 9 �A h==Buena am(TM)B.OSSerialNumber7oo2000a2l Usar.2 3lB/2003 8:1211 AM 2 Pcs of 1 3/4" x 91/4" 1.9E Microllam® LVL User. Page Engine Version:1.5_12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 9' 10.00" 8' 0.00" ^ 7' 6.00" 7' 6.00" ^ 6' 10.00" ^ Max. Vertical Reaction Total (lbs) 3313 7985 11432 16831 16780 6212 Max. Vertical Reaction Live (lbs) 2532 6252 8338 11582 11445 4306 Required Bearing Length in 1.50(W) 3.04(S) 4.36(S) 6.41(S) 6.39(S) 2.37(W) Max. Unbraced Length (in) 32 32 32 32 32 32 32 32 32 Loading on all spans, LDF - 1.00 , Dead + Floor Design Shear (lbs) 2324 -3635 2495 -2086 4108 -4918 4474 -4553 5185 -2813 Max Shear (lb3) 2990 -4316 3176 -2767 5569 -6378 5934 -6013 6646 -4240 Member Reaction (lbs) 2990 7492 8336 12312 12659 4240 Support Reaction (lbs) 3113 7492 8336 12312 12659 4505 Moment (Ft-Lb3) 6015 -6522 267 -4887 4846 -7923 3129 -8220 5642 Live Deflection (in) 0.167 -0.020 0.055 0.028 0.061 Total Deflection (in) 0.226 -0.029 0.100 0.047 0.106 ALTERNATE span loading on odd i spans, LDF - 1.00 , Dead + Floor Design Shear (lb3) 2498 -3461 722 -406 4223 -4804 1949 -1864 4774 -3224 Max Shear (lb3) 3163 -4142 890 -574 5683 -6264 2566 -2481 6234 -4651 Member Reaction (lbs) 3163 5032 6257 8830 8716 4651 Support Reaction (lbs) 3287 5032 6257 8830 8716 4916 Moment (Ft-Lb3) 6735 -4812 -2648 -3548 6590 -5727 -835 -5410 6789 Live Deflection (in) 0.209 -0.089 0.110 -0.067 0.097 Total Deflection (in) 0.268 -0.104 0.155 -0.048 0.142 ALTERNATE span loading on even i spans, LDF - 1.00 , Dead + Floor Design Shear (lb3) 413 -1054 2289 -2292 1584 -2229 4425 -4602 2600 -779 Max Shear (lbs) 577 -1222 2970 -2973 2201 -2846 5885 -6062 3216 -1382 Member Reaction (lbs) 577 4192 5174 8731 9278 1382 Support Reaction (lbs) 606 4192 5174 8731 9278 1493 Moment (Ft-Lbs) 910 -3172 2766 -3183 416 -5603 5268 -6267 1419 Live Deflection (in) -0.045 0.081 -0.056 0.095 -0.039 Total Deflection (in) 0.020 0.066 -0.023 0.114 -0.020 ADJACENT span loading over support f 2, LDF - 1.00, Dead + Floor Design Shear (lb3) 2260 -3699 2924 -1658 1398 -2415 4474 -4552 2588 -790 Max Shear (lbs) 2926 -4380 3605 -2339 2015 -3032 5934 -6013 3205 -1393 Member Reaction (lbs) 2926 7985 4354 8966 9218 1393 Support Reaction (lbs) 3050 7985 4354 8966 9218 1504 Moment (Ft-Lbs) 5761 -7150 1596 -2085 932 -5897 5157 -6190 1442 Live Deflection (in) 0.151 0.035 -0.044 0.091 -0.038 Total Deflection (in) 0.210 0.020 -0.020 0.110 0.015 ADJACENT span loading over support # 3, LDF - 1.00, Dead + Floor Design Shear (lb3) 493 -974 1753 -2829 4754 -4273 1807 -2006 4806 -3192 Max Shear (lbs) 657 -1142 2434 -3510 6214 -5733 2424 -2623 6266 -4619 Member Reaction (lbs) 657 3576 9724 8157 8889 4619 Support Reaction (lbs) 686 3576 9724 8157 8889 4884 Moment (Ft-Lbs) 1179 -2385 1601 -6690 5431 -4886 -519 -5630 6696 Live Deflection (in) -0.025 0.036 0.075 -0.058 0.094 Total Deflection (in) 0.037 0.022 0.119 -0.039 0.139 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans, MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. N:\TJB FILES\0207 Breault\1st Floor\Basement Beam - Mult. Span 8 9.sm3 i G'? Basement Beam-Mutltiple Span @ 9 TJ-BeamVM)e.05 Serial=.1 02000421 1/ �� 2 Pcs of 1 3/4 x 9 1/4 1.9E Mficrollam® LVL User.2 V8/2003 8:1211 AAA page4 E"°ineVw&iw1.&12THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support i 4, LDF - 1.00, Dead + Floor Design Shear (lbs) 2477 -3482 859 -269 3610 -5387 5031 -3996 2462 -917 Max Shear (lb3) 3143 -4163 1027 -437 5100 -6847 6491 -5156 3078 -1520 Member Reaction (lbs) 3143 5189 5537 13338 8535 1520 Support Reaction (lbs) 3267 5189 5537 13338 8535 1631 Moment (Ft-Lb3) 6648 -5013 -2132 -2654 5510 -9206 1019 -5325 1717 Live Deflection (in) 0.204 -0.078 0.072 0.055 -0.026 Total Deflection (in) 0.263 -0.092 0.116 0.073 0.023 ADJACENT span loading over support / 5, LDF - 1.00, Dead + Floor Design Shear (lbs) 417 -1050 2260 -2321 1707 -2106 3960 -5067 5302 -2696 Max Shear (lbs) 581 -1218 2941 -3002 2324 -2723 5420 -6527 6762 -4123 Member Reaction (lbs) 581 4159 5326 8143 13290 4123 Support Reaction (lbs) 610 4159 5326 8143 13290 4388 Moment (Ft-Lbs) 923 -3129 2694 -3372 641 -4868 4353 -9020 5335 Live Deflection (in) -0.044 0.078 -0.047 0.065 0.052 Total Deflection (in) 0.021 0.064 -0.015 0.083 0.097 Loading on all spans, LDF - 1.25 , Dead + Floor + Roof Design Shear (lb3) 2346 -3613 2347 -2235 5148 -6287 5682 -5753 6565 -3566 Max Shear (lb3) 3012 -4294 3028 -2916 6998 -8137 7532 -7602 8415 -5374 Member Reaction (lbs) 3012 7322 9914 15669 16017 5374 Support Reaction (lbs) 3136 7322 9914 15669 16017 5710 Moment (Ft-Lb3) 6104 -6304 -135 -5856 6277 -10127 3930 -10390 7156 Live Deflection (in) 0.172 -0.024 0.085 0.039 0.090 Total Deflection (in) 0.231 -0.037 0.130 0.058 0.135 ALTERNATE span loading on odd { spans, LDF - 1.25 , Dead + Floor + Roof Design Shear (lb3) 2524 -3435 549 -579 5369 -6066 2553 -2464 6064 -4068 Max Shear (lbs) 3189 -4116 717 -747 7218 -7916 3365 -3276 7914 -5876 Member Reaction (lbs) 3189 4833 7965 11281 11190 5876 Support Reaction (lbs) 3313 4833 7965 11281 11190 6212 Moment (Ft-Lbs) 6845 -4558 -3155 -4679 8231 -7296 -903 -6964 8554 Live Deflection (in) 0.215 -0.105 0.148 -0.076 0.134 Total Deflection (in) 0.274 -0.119 0.193 -0.057 0.178 ALTERNATE span loading on even t spans, LDF - 1.25 , Dead + Floor + Roof Design Shear (lb3) 420 -1047 2240 -2341 1998 -3020 5634 -5801 3380 -1066 Max Shear (lbs) 584 -1215 2921 -3022 2809 -3832 7483 -7651 4191 -1859 Member Reaction (lbs) 584 4136 5832 11315 11812 1859 Support Reaction (lbs) 613 4136 5832 11315 11842 2005 Moment (Ft-Lbs) 933 -3099 2643 -3505 952 -7339 6537 -7968 1952 Live Deflection (in) -0.044 0.076 -0.049 0.121 -0.037 Total Deflection (in) 0.021 0.062 -0.025 0.140 0.021 ADJACENT span loading over support / 2, LDF = 1.25, Dead + Floor + Roof Design Shear (lbs) 2267 -3692 2875 -1707 1812 -3206 5683 -5752 3368 -1077 Max Shear (lb3) 2933 -4373 3556 -2388 2624 -4017 7533 -7602 4180 -1870 Member Reaction (lbs) 2933 7928 5012 11550 11782 1870 Support Reaction (lbs) 3057 7928 5012 11550 11782 2017 Moment (Ft-Lb3) 5790 -7078 1431 -2407 1480 -7633 6427 -7891 1976 Live Deflection (in) 0.153 0.030 -0.039 0.118 -0.035 Total Deflection (in) 0.212 -0.024 -0.023 0.137 0.022 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter0ad-archts.com Copyright O 2002 by Trus Joist, a Weyerhaeuser Business Microllamre is a registered trademark of Trus Joist. N:\TJB FILES\0207 Breault\1st Floor\Basement Beam - Mult. Span 8 9.sms i Basement Beam-Mutltiple Span @ 9 -" � �. �. TJBeam(TM)B.OSSe+ialN� 21 2 Pcs of 1 3/4 x 9 1/4 1.9E Microllam® LVL User 2 316r=8:1211 AM Pepe5 EnpineVenson:1.5.12THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support f 3, LDF - 1.25, Dead + Floor + Roof ' Design Shear (lbs) 519 =949 1579 -3002 5900 -5535 2412 -2606 6096 -4036 Max Shear (lb3) 683 -1116 2261 -3683 7749 -7385 3223 -3417 7946 -5843 Member Reaction (lbs) 683 3377 11432 10609 11363 5843 Support Reaction (lbs) 712 3377 11432 10609 11363 6180 Moment (Ft-Lbs) 1274 -2131 1308 -7821 7058 -6456 -589 -7184 8460 , Live Deflection (in) -0.018 0.023 0.112 -0.067 0.131 Total Deflection (in) 0.043 -0.031 0.156 -0.048 0.176 ADJACENT span loading over support t 4, LDF - 1.25, Dead + Floor ♦ Roof Design Shear (lbs) 2499 -3460 717 -411 4651 -6784 6347 -5088 3217 -1228 Max Shear (lbs) 3164 -4111 885 -579 6501 -8634 8197 -6938 4029 -2022 Member Reaction (lbs) 3164 5026 7079 16831 10967 2022 Support Reaction (lbs) 3288 5026 7079 16831 10967 2168 Moment (Ft-Lbs) 6738 -1805 -2665 -3579 6891 -11579 5068 -6859 2308 Live Deflection (in) 0.209 -0.090 0.101 0.073 -0.022 Total Deflection (in) 0.268 -0.104 0.145. 0.092 0.032 ADJACENT span loading over support i 5, LDF - 1.25, Dead + Floor + Roof Design Shear (lb3) 426 -1042 2205 -2377 2149 -2868 5061 -6374 6707 -3425 Max Shear (lbs) 590 -1209 2886 -3058 2961 -3680 6911 -8224 8557 -5233 Member Reaction (lbs) 590 4095 6019 10591 16780 5233 Support Reaction (lbs) 619 4095 6019 10591 16780 5569 Moment (Ft-Lbs) 950 -3047 2556 -3737 1213 -6434 5400 -11356 6785 Live Deflection (in) -0.042 0.073 -0.038 0.084 0.078 Total Deflection (in) 0.023 0.059 -0.017 0.102 0.123 Loading on all spans, LDF - 0.90 , Dead Only Design Shear (lbs) 587 -880 516 -612 1698 -2115 1900 -1913 2188 -1190 Max Shear (lbs) 751 -1048 684 -779 2315 -2732 2517 -2530 2805 -1793 Member Reaction (lbs) 751 1732 3095 5249 5335 1793 } Support Reaction (lbs) 781 1732 3095 5249 5335 1905 Moment (Ft-Lbs) 1540 -1462 -183 -1843 2139 -3406 1300 -3457 2389 i l PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence-0207 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business ' MicrollamB is a registered trademark of Trus Joist. I N:\TJB FILES\0207 Breault\1st Floor\Basement Beam - Mult. Span 9 9.sms � �� � t �� �' � 1 f -i - - - - _-- - - - - -- __ i Beam 2-1 Second Floor Flush Beam Between Dining and Living Room Ti-8mMUKI)6.05SWWNu I 3 PCs of 1 3/411 x 18" 1.9E Microllam® LVL Usx.2 W2003 3.34:09 PM Pa9a1 Engine Von=%:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED a. o • b1$' 1 Product Diagram is t:orxeptuaL LOADS: Analysis is for a Header(Flush Beam) Member. Tributary Load Width: 19' Primary Load Group-Residential-Living Areas(pso:40.0 Live at 100% duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Roof(1.25) 1238 1280 10, - Uniform(plo Floor(1.00) 0.0 100.0 0 To 10' Adds To Uniform(plo Roof(1.25) 275.0 165.0 0 To 10' Adds To Tapered(plo Roof(1.25) 0.0 To 0.0 0.0 To 165.0 0 To 10' Adds To SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 5.50" 6.59" 9396/5312/0/14709 L1 1 Ply 1 3/4" 1.9E Microllam®LVL 2 Stud wall 5.50" 5.51" 8272/4017/0/12288 L1 1 Ply 1 3/4" 1.9E Microllam®LVL -Bearing length requirement exceeds input at support(s) 1. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 14190 9616 17955 Passed (54%) Lt. end Span 1 under Floor loading Moment(Ft-Lbs) 62616 51583 58130 Passed (89%) MID Span 1 under Floor loading Live Load Defl (in) 0.484 0.500 Passed (U429) MID Span 1 under Roof loading Total Load Defl (n) 0.761 0.867 Passed (L273) MID Span 1 under Roof loading -Deflection Criteria:STANDARD(LL:0.500",TL:L240). -Bracing(Lu):All compression edges(top and bottom) must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. i r04W v; Beam 2-1 Second Floor Flush Beam Between Dining and Living Room TJ Wam(rK 0 05��7002000421 " i 3 PCs of 1 3/4 x 18Businm 1.9E Microllam® LVL User.2 3ls/2=3:34A0 pM "ro ft"2 Enpvmuon:I.5,12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANTI The analysis presented.is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Custom product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. Operator Notes: i Assume 6x6 columns shown in plan are not structural PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright O 2002 by Trus Joist, a Weyerhaeuser Business Nicrollamre is a registered trademark of Trus Joist. i i �N�m= Beam 2-1 Second Floor Flush Beam Between Dining and Living Room TJaeamMA)0.05 " 1� 3 Pcs of 1 3/4 x 18 1.9E Microllam® LVL User.2 315/2003 3:34:10 PM Pape3 evineveakuxi.5.12THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 17' 4.00" ^ Max. Vertical Reaction Total (lbs,) 14709 12288 Max. Vertical Reaction Live (lbs) 9396 8272 Required Bearing Length in 6.59(W) 5.51(W) Max. Unbraced Length (in) , 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 9616 -8871 Max Shear (lbs) 11725 -10518 Member Reaction (lbs) 11725 10518 Support Reaction (lbs) 12152 10857 Moment (Ft-Lbs) 51583 Live Deflection (in) 0.355 Total Deflection (in) 0.632 Loading on all spans, LDF = 1.25 Dead + Floor + Roof Design Shear (lbs) 11634 -10302 Max Shear (lbs) 14190 -11950 Member Reaction (lbs) 14190 11950 Support Reaction (lbs) 14709 12288 Moment (Ft-Lbs) 62616 Live Deflection (in) 0.484 Total Deflection (in) 0.761 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 4264 -3519 Max Shear (lbs) 5138 -3932 Member Reaction (lbs) 5138 3932 Support Reaction (lbs) 5312 4017 Moment (Ft-Lbs) 23041 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by ?run Joist, a Weyerhaeuser Business Microllame is a registered trademark of True Joist. Second Floor-Beam 2-2 TJ 6.05 s«W r;`u 7w2 otr Flush Beam Between Living and Sun Room �I 1.5.12 3 PCs of 1 3/4" x 14" 1.9E Microllam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Product Diagram is ConceptuaL LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 8' Primary Load Group-Residential-Living Areas (pso:40.0 Live at 100% duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1.00) 0.0 120.0 0 To 14' Adds To Uniform(plf) Roof(1.25) 150.0 '540.0 0 To 14' Adds To SUPPORTS: Input Bearing Vertical Reactions(lbs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 5.50" 5.50" 3290/5434/0/8724 L1 1 Ply 1 3/4" 1.9E Microllam®LVL 2 Stud wall 5.50" 5.50" 3290/5434/0/8724 L1 1 Ply 1 3/4" 1.9E Microllam®LVL DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 8309 -5893 13965 Passed (42%) Rt. end Span 1 under Floor loading Moment(Ft-Lbs) 27696 24362 36387 Passed (67%) MID Span 1 under Floor loading Live Load Defl (in) 0.164 0.444 Passed (U977) MID Span 1 under Roof loading Total Load Defl (in) 0.434 0.667 Passed (L/368) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LI-1/360,TI-1/240). -Bracing(Lu):All compression edges(top and bottom) must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans, MA 02653 Phone : 508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. �ljl�a Second Floor-Beam 2-2 Tiaea-cm 8.05 SWW N�,002oo , Flush Beam Between Living and Sun Room Paget E5rineVersi 28PM 3 Pcs of 1 3/4" x 14" 1.9E Microllam® LVL Pape 2 Engine Version:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Custom product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. Operator Notes: Assume 6x6 columns shown in plan are not structural I i PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joint, a Weyerhaeuser Business MicrollamS is a registered trademark of True Joist. let�l �� Second Floor-Beam 2-2 T,-E� e� 'So"�,` !ffi '� � Flush Beam Between Living and Sun Room MA)Pa"3 " '��� P"'Erpine Veraiorc 1.5.12 3 Pcs of 1 3/4" x 14" 1.9E Microllam® LVL says 3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 13' 4.00" ^ Max. Vertical Reaction Total (lbs) 8724 8724 Max. Vertical Reaction Live (lbs) 3290 3290 Required Bearing Length in 3.91(W) 3.91(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 5893 -5893 Max Shear (lbs) 7309 -7309 Member Reaction (lbs) 7309 7309 Support Reaction (lbs) 7674 7674 Moment (Ft-Lbs) 24362 Live Deflection (in) 0.111 Total Deflection (in) 0.382 Loading on all spans, LDF = 1.25 Dead + Floor + Roof Design Shear (lbs) 6699 -6699 Max Shear (lbs) 8309 -8309 Member Reaction (lbs) 8309 8309 Support Reaction (lbs) 8724 8724 Moment (Ft-Lbs) 27696 Live Deflection. (in) 0.164 Total Deflection (in) 0.434 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 4173 -4173 Max Shear (lbs) 5175 -5175 Member Reaction (lbs) 5175 5175 Support Reaction (lbs) 5434 5434 Moment (Ft-Lbs) 17251 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com copyright 0 2002 by Trus Joist, a Weyerhaeuser Business , Microllam® is a registered trademark of Trus Joist. Beam 2-3 Second Floor Flush Beam @ Line 7 TJB�„nc 8.05se�r+� 1 Between Entry and Office B.4 "earl &*in*VWSi 21 & 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL Pape 1 Erpine Vaaion:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN i CONTROLS FOR THE APPLICATION AND LOADS LISTED OveraD Dimension:29'V Product Diagram is Conceptual LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 11'6" Primary Load Group-Residential-Living Areas(pso:40.0 Live at 100%duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(pif) Floor(1.00) 0.0 100.0 0 To 29'6" Adds To Uniform(plf) Roof(1.25) 140.0 85.0 8'To 29'6" Adds To Tapered(plf) Roof(1.25) 0.0 To 0.0 0.0 To 165.0 8'To 21' Adds To Tapered(plf) Roof(1.25) 0.0 To 0.0 165.0 To 0.0 21'To 29'6" Adds To Uniform(pif) Roof(1.25) 125.0 75.0 0 To 8' Adds To PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business Microllame is a registered trademark of Trus Joist. i zlf� �ljlj� Beam 2-3 Second Floor Flush Beam @ Line 7 r,ee,m e.os s«;.i ri i`oo2ooB Dams Between Entry and Office BA Nge2 �o«�4:w:�� 2 PCs of 1 3/4" x 11 7/8" 1.9E MicrollamO LVL Paye 2 Eiyine Vasiac 1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Upliftrrotal 1 Stud wall 5.50" 5.50" 2685/1254/0/3939 L1 1 Ply 1 3/4" 1.9E MicrollamS LVL 2 Stud wall 3.50" 7.73" 7230/4273/0/11503 L1 1 Ply 1 3/4" 1.9E MicrollamO LVL 3 Stud wall 3.50" 7.80" 6785/4815/0/11600 L1 1 Ply 1 3/4" 1.9E MicrollamO LVL 4 Stud wall 5.50" 5.50" 2430/1219/0/3649 L1 1 Ply 1 3/4" 1.9E MicrollamO LVL -Bearing length requirement exceeds input at support(s)2, 3. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) -6048 -4171 7897 Passed (53%) Rt. end Span 2 under Floor ADJACENT span loading Moment(Ft-Lbs) -11247 -9697 17848 Passed (54%) MID Span 1 under Floor ADJACENT span loading Live Load Defl (n) 0.104 0.322 Passed MID Span 1 under Roof ALTERNATE span loading (U999+) Total Load Defl 0.154 0.550 Passed (U859) MID Span 2 under Roof ALTERNATE span loading (in) -Deflection Criteria: STANDARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom) must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joint, a Weyerhaeuser Business Microllam® is a registered trademark of Trun Joist. 4r Beam 2-3 Second Floor Flush Beam @ Line 7 TJ-eaam(nA)0.05 SwW=7002DO0421 Between Entry and Office 6.4 1aeC2 Ver sion:Pa"3 �k,.v.�.ion:I.s.1z 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 9.' 8.00" ^ 11' 0.00" 8' 2.00" ^ Max. Vertical Reaction Total (lbs) 3939 11503 11600 3649 Max. Vertical Reaction Live (lbs) 2685 7230 6785 2430 Required Bearing Length in 2.65(W) 7.73(W) 7.80(W) 2.45(W) Max. Unbraced Length (in) 32 32 32 32 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 1967 -3865 3914 -3852 3637 -1570 Max Shear (lbs) 2841 -4788 4853 -4933 4714 -2475 Member Reaction (lbs) 2841 9641 9647 2475 Support Reaction (lbs) 3102 9641 9647 2741 Moment (Ft-Lbs) 5144 -9227 4725 -8261 3733 Live Deflection (in) 0.052 0.040 0.024 Total Deflection (in) 0.084 0.083 0.044 ALTERNATE span loading on odd # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 2262 -3569 1935 -1816 3248 -1958 Max Shear (lbs) 3137 -4492 2352 -2375 4325 -2863 Member Reaction (lbs) 3137 6843 6700 2863 Support Reaction (lbs) 3398 6843 6700 3129 Moment (Ft-Lbs) 6271 -6368 808 -5088 4979 Live Deflection (in) 0.086 -0.051 0.052 Total Deflection (in) 0.116 -0.020 0.070 ALTERNATE span loading on even # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 489 -1931 3799 -3967 2160 -325 Max Shear (lbs) 850 -2332 4738 -5048 2714 -717 Member Reaction (lbs) 850 7070 7762 717 Support Reaction (lbs) 955 7070 7762 826 Moment (Ft-Lbs) 1114 -6976 6333 -7273 727 Live Deflection (in) -0.037 0.090 -0.031 Total Deflection (in) -0.025 0.134 -0.023 ADJACENT span loading over support # 2, LDF = 1.00, Dead + Floor Design Shear (lbs) 1918 -3914 4118 -3649 2064 -421 Max Shear (lbs) 2792 -4836 5057 -4730 2619 -813 Member Reaction (lbs) 2792 9893 7348 813 Support Reaction (lbs) 3054 9893 7348 922 Moment (Ft-Lbs) 4969 -9697 5433 -6492 930 Live Deflection (in) 0.047 0.061 -0.023 Total Deflection (in) 0.078 0.104 -0.018 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joint, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. exw w Beam 2-3 Second Floor Flush Beam @ Line 7 TJ-8aan(n,)8.05 SwWNw�,oaaoo�`o�� Between Entry and Office B.4 "w.2 `"21 PM aapa 4 Erpu,a v«"n-1.s.0 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 3, LDF = 1.00, Dead + Floor Design Shear (lbs) 537 -1882 3596 -4171 3732 -1474 Max Shear (lbs) 899 -2283 4535 -5252 4809 -2379 Member Reaction (lbs) 899 6818 10061 23.79 Support Reaction (lbs) 1003 6818 10061 2645 Moment (Ft-Lbs) 1246 -6506 5698 -9042 3453 Live Deflection (in) -0.031 0.070 0.018 Total Deflection (in) -0.021 0.114 0.037 Loading on all spans, LDF = 1.25 , Dead + Floor + Roof Design Shear (lbs) 2282 -4490 4542 -4446 4207 -1828 Max Shear (lbs) 3295 -5572 5640 -5686 5443 -2889 Member Reaction (lbs) 3295 11212 11129 2889 Support Reaction (lbs) 3598 11212 11129 3201 Moment (Ft-Lbs) 5970 -10705 5461 -9549 4345 Live Deflection (in) 0.066 0.053 0.031 Total Deflection (in) 0.097 0.096 0.051 ALTERNATE span loading on odd # spans, LDF = 1.25 , Dead + Floor + Roof Design Shear (lbs) 2622 -4149 2262 -2100 3760 -2275 Max Shear (lbs) 3636 -5231 2758 -2738 4995 -3336 Member Reaction (lbs) 3636 7989 7734 3336 Support Reaction (lbs) 3939 7989 7734 3649 Moment (Ft-Lbs) 7268 -7411 946 -5894 5778 Live Deflection (in) 0.104 -0.052 0.063 Total Deflection (in) 0.135 -0.023 0.082 ALTERNATE span loading on even # spans, LDF = 1.25 , Dead + Floor + Roof Design Shear (lbs) 601 -2289 4415 -4574 2504 -395 Max Shear (lbs) 1033 -2769 5513 -5814 3138 -865 Member Reaction (lbs) 1033 8281 8952 865 Support Reaction (lbs) 1158 8281 8952 997 Moment (Ft-Lbs) 1378 -8151 7300 -8400 883 Live Deflection (in) -0.037 0.110 -0.033 Total Deflection (in) -0.028 0.154 -0.027 ADJACENT span loading over support # 2, LDF = 1.25, Dead + Floor + Roof Design Shear (lbs) 2226 -4546 4777 -4211 2395 -504 Max Shear (lbs) 3239 -5628 5875 -5452 3029 -974 Member Reaction (lbs) 3239 11503 8481 974 Support Reaction (lbs) 3542 11503 8481 1106 Moment (Ft-Lbs) 5768 -11247 6274 -7511 1115 Live Deflection (in) 0.060 0.077 -0.024 Total Deflection (in) 0.091 0.120 -0.021 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business Microllams is a registered trademark of Trus Joist. Beam 2-3 Second Floor Flush Beam @ Line 7 T,L�&05 swW"�70=oo�z, Between Entry and Office BA user.2 3fjr2=4:44:22PM Pepe6 Enpinevewian:1.5.12 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support $ 3, LDF = 1.25, Dead + Floor + Roof Design Shear (lbs) 657 -2233 4180 -4808 4316 -1719 Max Shear (lbs) 1089 -2712 5278 -6048 5552 -2780 Member Reaction (lbs) 1089 7990 11600 2780 Support Reaction (lbs) 1214 7990 11600 3092 Moment (Ft-Lbs) 1532 -7608 6569 -10438 4026 Live Deflection (in) -0.030 0.087 0.024 Total Deflection (in) -0.024 0.131 0.044 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 785 -1635 1820 -1931 1771 -714 Max Shear (lbs) 1146 -2036 2237 -2490 2326 -1106 Member Reaction (lbs) 1146 4273 4815 1106 Support Reaction (lbs) 1254 4273 4815 1219 Moment (Ft-Lbs) 2024 -4117 2395 -4100 1696 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright O 2002 by Trus Joist, a Weyerhaeuser Business MicrollamS is a registered trademark of Trus Joist. i !a�+� 4rr44 VA,� Beam A-1 Attic Beam Between Second Floor Stair and Exercise/Family Room la TAM&M(rhq 8.05 serial Num 70020004r 3 Pcs of 1 1/2' x 9 1/4 1.4E Solid Sawn Spruce Pine Fir#2 User.z 35r2=s:,a2,aM P"e, rngmvanien:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:0.12 Roof Slope0A2 1 2 AN dimensions ate horizontal Product Diagram Is Conceptual LOADS: Analysis is for a Header(Flush Beam) Member. Tributary Load Width: 11' Primary Load Group-Roof(pso:25.0 Live at 125 %duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application' Comment Tapered(plo Roof(1.25) 0.0 To 0.0 0.0 To 165.0 0 To 9' Adds To SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 3.50" 1238/1023/0/2261 By Others-Rim 1 Ply 1 1/2" 1.5E TimberStrand®LSL 2 Stud wall 3.50" 3.50" 1238/1280/0/2517 By Others-Rim 1 Ply 1 1/2" 1.5E TimberStrand®LSL PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A.Haig Architectural Design Incorporated 62 Route'6A Orleans,MA 02653 Phone :508 255-0606 Fax :508255-0607 peter@ad-archts.com Copyright 0 2002 by irus Joist, a Weyerhaeuser Business Beam A-1 Attic Beam Between Second Floor Stair and Exercise/Family Room TJ-Beam(W)6.06 Serial Num 7002000421 3 PCs Of 1 1/2 x 9 1/4 1.4E Solid Sawn Spruce Pine Fir#2 User:2 315=03 3:19:24 PM Pape2 Enpinev*rsm:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Control Location Shear(lbs) -2415 -1876 2428 Passed (77%) Rt.end Span 1 under Roof loading Moment(Ft-Lbs) 4988 4988 7395 Passed (67%) MID Span 1 under Roof loading Live Load Defl (n) 0.084 0.289 Passed (U999+) MID Span 1 under Roof loading Total Load Defl (n) 0.162 0.433 Passed (U641) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LL:L/360,TI-1240). -Allowable moment was increased for repetitive member usage. -Bracing(Lu):All compression edges (top and bottom) must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress(Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. -Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis. -Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -Solid sawn lumber analysis is in accordance with 1991 NDS methodology and is solely presented for comparison purposes. Program limitations and assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn lumber materials. -Allowable Stress Design methodology was used for Building Code BOCA analyzing the solid sawn lumber material listed above. -Note: See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans, MA 02653 Phone : 508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by True Joiet, a Weyerhaeuser Busineee v4 Beam A-1 Attic Beam Between Second Floor Stair and Exercise/Family Room Businas TJ-Beam(TM)8.05 5 W7002000d21 �� �� 3 Pcs of 1 1/2 x 91/4 1.4E Solid Sawn Spruce Pine Fir#2 User.2 3/5/20033:1Q21PAA 13ape3 EnpineV«si0n:1.5.12THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 8' 8.00" ^ Max. Vertical Reaction Total (lbs) 2261 2517 Max. Vertical Reaction Live (lbs) 1238 1238 Required Bearing Length in 1.50(W) 1.50(W) Max. Unbraced Length (in) 32 I Loading on all spans, LDF = 1.25 Dead + Floor + Roof Design Shear (lbs) 1774 -1876 Max Shear (lbs) 2186 -2415 Member Reaction (lbs) 2186 2415 Support Reaction (lbs) 2261 2517 Moment (Ft-Lbs) 4988 Live Deflection (in) 0.084 Total Deflection (in) 0.162 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 829 -931 Max Shear (lbs) 994 -1224 Member Reaction (lbs) 994 1224 Support Reaction (lbs) 1023 1280 Moment (Ft-Lbs) 2409 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A.Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joint, a Weyerhaeuser Business r 4 i 14W47� Garage Beam @ F Between 2.3&3.7 Ti.eeam(m 8.W serial Nu�io020W42121 �� �• 3 PCs of 1 3/4 x 11 7/8 1.9E Microllam® LVL User:2 35r=5:47:48 PM Page' Eng"Venion:1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 2 Product Diagram is ConceptuaL LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 13' Primary Load Group-Residential-Living Areas (psf):40.0 Live at 100% duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1.00) 240.0 90.0 0 To 14' Adds To Deck loading Uniform(plf) Floor(1.00) 0.0 150.0 0 To 14' Adds To Wall Loading SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 5.50" 5.50" 5320/2893/0/8213 L1 1 Ply 1 3/4" 1.9E Microllam®LVL 2 Stud wall 5.50" 5.50" 5320/2893/0/8213 L1 1 Ply 1 3/4" 1.9E Microllam®LVL DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 7821 -6514 11845 Passed (55%) Rt. end Span 1 under Floor loading Moment(Ft-Lbs) 26072 26072 26772 Passed (97%) MID Span 1 under Floor loading Live Load Defl (n) 0.421 0.444 Passed (U380) MID Span 1 under Floor loading Total Load Defl (in) 0.650 0.667 Passed (L246) MID Span 1 under Floor loading -Deflection Criteria: STANDARD(LI-1/360JI-1/240). -Bracing(Lu):All compression edges(top and bottom) must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright ® 2002 by Truer Joist, a Weyerhaeuser Business Hicrollam® is a registered trademark of Trus Joist. i Garage Beam @ F Between 2.3 8�3.7 T I$eam(n�e.05 serW Nim�6ar�70Q2002t 3 PCs of 1 3/4 x 11 7/8 1.9E Mlcrollam® LVL Usx.2 3ra=5:47:48 PM Page3 En4inavansian1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 13' 4.00" ^ Max. Vertical Reaction Total (lbs) 8213 8213 Max. Vertical Reaction Live (lbs) 5320 5320 Required Bearing Length in 3.68(W) 3.68(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 6514 -6514 Max Shear (lbs) 7821 -7821 Member Reaction (lbs) 7821 7821 Support Reaction (lbs) 8213 8213 Moment (Ft-Lbs) 26072 Live Deflection (in) 0.421 Total Deflection (in) 0.650 Loading on all spans, LDF = 0.90 ,.Dead Only Design Shear (lbs) 2294 -2294 Max Shear (lbs) 2755 -2755 Member Reaction (lbs) 2755 2755 Support Reaction (lbs) 2893 2893 Moment (Ft-Lbs) 9183 PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright O 2002 by Trus Joint, a Weyerhaeuser Business Microllame is a registered trademark of Trun Joist. i /ff Garage Beam @ Line#2 from F to B.2 _' Buonw TJ-Ee CrM)6.06swwNu .70020WQI 2 Pcs of 1 3/4�� x 11 7/8u 1.9E Microllam® LVL User." ser.2 3ISI2003 5:38.10 PM Pnpe, eVinev«sion:,.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Men*er Slope:4.12 Roof Slope0A2 Overall DimensiaL 2T 7❑ 3 � 13• b 1;• 1 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width: 14' Primary Load Group-Roof(pso:25.0 Live at 125%duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plo Floor(1.00) 0.0 100.0 0 To 26' Adds To SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 5.50" 5.50" 1918/1634/0/3552 L1 1 Ply 1 3/4" 1.9E Microllam®LVL 2 Steel column 3.50" 4.05" 5542/5090/0/10632 L5 None 3 Stud wall 5.50" 5.50" 1918/1634/0/3552 L1 1 Ply 1 3/4" 1.9E Microllam®LVL -Bearing length'requirement exceeds input at support(s)2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 5316 4553 9871 Passed (46%) Lt. end Span 2 under Roof loading Moment(Ft-Lbs) -13467 -13467 22310 Passed (60%) Bearing 2 under Roof loading Live Load Defl (in) 0.135 0.422 Passed MID Span 1 under Roof ALTERNATE span (U999+) loading Total Load Defl 0.229 0.633 Passed (U665) MID Span 1 under Roof ALTERNATE span (n) loading -Deflection Criteria:STANDARD(LL:U360,TL:L240). ' -Bracing(Lu):All compression edges(top and bottom) must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is-required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. PROJECT INFORMATION: OPERATOR INFORMATION: . Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone : 508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business Microllame is a registered trademark of Trus Joist. 7nGarage Beam @ Line#2 from F to B.2 T e.� �a�2, 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL U.er.2 WMW S:3&..o PM Pao Engko Vwsiom 1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright O 2002 by Trus Joist, a Weyerhaeuser Business Microllam8 is a registered trademark of Trus Joist. I ' Garage Beam @ Line#2 from F to B.2 a TJ-Beam(rK0.05SaialN� .2, 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL User.2 3Fa/2003 5:30:10 PM Paye3 EWneveeswL1.5.12THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 12' 8.00" ^ 12' 8.00" ^ Max. Vertical Reaction Total (lbs) 3552 10632 3552 Max. Vertical Reaction Live (lbs) 1918 5542 1918 Required Bearing Length in 2.39(W) 4.05(S) 2.39(W) Max. Unbraced Length (in) . 32 32 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 1169 -2180 2180 -1169 Max Shear (lbs) 1527 -2545 2545 -1527 Member Reaction (lbs) 1527 5090 1527 Support Reaction (lbs) 1634 5090 1634 Moment (Ft-Lbs) 3627 -6447 3627 . Live Deflection (in) 0.000 0.000 Total Deflection (in) 0.094 0.094 ALTERNATE span loading on odd # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 1169 -2180 2180 -1169 Max Shear (lbs) 1527 -2545 2545 -1527 Member Reaction (lbs) 1527 5090 1527 Support Reaction (lbs) 1634 5090 1630 Moment (Ft-Lbs) 3627 -6447 3627 Live Deflection (in) 0.000 0.000 Total Deflection (in) 0.094 0.094 ALTERNATE span loading on even # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 1169 -2180 2180 -1169 Max Shear (lbs) 1527 -2545 2545 -1527 Member Reaction (lbs) 1527 5090 1527 Support Reaction (lbs) 1630 5090 1634 Moment (Ft-Lbs) 3627 -6447 3627 Live Deflection (in) 0.000 0.000 Total Deflection (in) 0.094 0.094 Loading on all spans, LDF = 1.25 , Dead + Floor + Roof Design Shear (lbs) 2441 -4553 4553 -2441 Max Shear (lbs) 3190 -5316 5316 -3190 Member Reaction (lbs) 3190 10632 3190 Support Reaction (lbs) 3413 10632 3413 Moment (Ft-Lbs) 7575 -13467 7575 Live Deflection (in) 0.102 0.102 Total Deflection (in) 0.196 0.196 if PROJECT INFORMATION: OPERATOR INFORMATION: Breault Residence 0207.00 Peter A. Haig Architectural Design Incorporated .62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax : 508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business _ Microllame is a registered trademark of Trus Joist. I 4w - Garage Beam @ Line#2 from F to B.2 a� � TJ-Beam( 8.05S«idNum6 17MM7002000421 2 Pcs of 1 3/4 x 11 7/8 1.9E Microllam® LVL User.2 3&2003 5:38:40 PM Pap 4 CKg4MVW&k 1.s.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ALTERNATE span loading on odd # spans, LDF = 1.25 , Dead + Floor + Roof Design Shear (lbs) 2580 -4415 3505 -1666 Max Shear (lbs) 3328 -5177 4069 -2220 Member Reaction (lbs) 3328 9246 2220 Support Reaction (lbs) 3552 9246 2381 Moment (Ft-Lbs) 8247 -11712 4962 Live Deflection (in) 0.135 0.021 Total Deflection (in) 0.229 0.113 ALTERNATE span loading on even # spans, LDF = 1.25 , Dead + Floor + Roof Design Shear (lbs) 1666 -3505 4415 -2580 Max Shear (lbs) 2220 -4069 5177 -3328 Member Reaction (lbs) 2220 9246 3328 Support Reaction (lbs) 2381 9246 3552 Moment (Ft-Lbs) 4962 -11712 8247 Live Deflection (in) 0.021 0.135 Total Deflection (in) 0.113 0.229 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 1169 -2180 2180 -1169 Max Shear (lbs) 1527 -2545 2545 -1527 Member Reaction (lbs) 1527 5090 1527 Support Reaction (lbs) 1634 5090 1634 Moment (Ft-Lbs) 3627 -6447 3627 PROJECT INFORMATION: OPERATOR INFORMATION: I Breault Residence 0207.00 Peter A.Haig Architectural Design Incorporated 62 Route 6A Orleans,MA 02653 Phone :508 255-0606 Fax :508 255-0607 peter@ad-archts.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. 6sfi z �� - G s s 2 VILLAGE a lT ft NAME 7S A7�• y3 y scA ADDRESS LAw, c 1p r . INSPECTION f��'�t 'Pop ! 3 PHONE 7Z - NOTES Parcel Detail. Page 1 of 2 , if •r ^. ir � e B;1llh5'tJliiLE -y.MwG,^h,til`, "+z,,,,�"�.•i .' .- :3 hfA$Sr L{ �.,i'F ) `, � .•f 'r,','c.�.IF. I.C'm #Lev. �. fp. 87, Logged In As: Pa rce I De a I I Monday, Janua Nancy Larned Parcel Lookup Parcel Info Parcel ID 138-002-002 I Developer Lot 'CEDAR SWAMP' Location I SEA VIEW AVENUE I Pri Frontage Sec Road I Sec Frontage Village OSTERVILLE I Fire District C-O-MM Sewer Acct I Road Index 1450 Owner Info owner COLEMAN, WILLIAM I Co owner C/O BARNSTABLE, TOWN OF Streets 1367 MAIN ST I Street2 City HYANNIS I state MA zip 02601 Country US Land Info _ Acres 0.31 Use Undevable MDL zoning �RF1 Nghbd 0120 Topography Road Utilities Location Construction Info Permit History Issue Date Purpose Permit# Amount Insp Date Comments 2/15/2005 Addition 82499 $25,000 - Visit History Date Who RcrrPose. Sales History Line Sale Date Owner Book/Page Sale P 1 COLEMAN, WILLIAM LC1748-B - Assessment History http://issql/intranet/propdata/ParcelDetail.aspx?ID=102042 1/30/2006 SF NE 1.800.331.6053 Fax 1-605-335.0357 PO Box 5077 Sioux Patio SD 57.17.5077 www.enaauraty.corn February 13, 2004 Robert Breault P. 0. Box 709 Osterville, MA 02655 4.34 RE: File# 43178277 Robert Breault $2,000.00 Company Code: 0601 Written By: WESTERN SURETY COMPANY Street Permit'Town of Barnstable Enclosed is your renewal certificate. To continue your bond coverage and keep it in force, you must file this renewal document with the town of Barnstable. If you are no longer required to post this bond, please write the word "Cancel" directly on the document, and return it to CNA Surety. If you have any questions, please contact your local agent. Enclosure I >d WdST:TT bOOZ 80 'JEW 'ON Xbd i7nH288 Goo: WOdd i 1 3f)/O 3 4 . S a Ll ster' Ville 9 •t f e 1 A - k 1 1 4 'r t /30/03 434 Seaview Ave' . sterville 1 n. I r w Olt J: r 3 y F '1 Al SMOKE DETECTORS OX 1 B.9 A.l 12 , lO 2 2.3 3 3.� 10 II (J DG•-°' — Q oul ING DEPT. Design I f aeRA,neIU MOW SO --------'--- ------------ - 255-.°°m - -_ _ _.._ PAX 60n I{ q• b'n I , I I • �— I C-,nell eEBe4-ertNU.c°m Iy r_B• y B B y ,-n _. _ __ _ _ _ _ __ - 1 a 1 1 I I 1 �' _ 1 I I ( - ' r--_OA B APOCKET__ _ _____ _ _2O FLOOD I 1 e 5T IN LACE, I FLOOD CONTROL FLOOD CONTROL 1 I T fEMV. UTILITY I UTILITY WINDOW EL.B'-n' 1 PLAN9 E ELEV,AND r -------------__' ' 1 ______�I + 1 1, 1 BEAn s�A BEAM POCKET T.O.W. ' B,2 r----1- - REQUIRED EL.11-8 UNEXCA`�/ATED -bl�I ' e• i r-a /r - TYPREQ - ppli�� 11 ^ 1 SLAB A OVE nl i-----i i- -J -Q- �------ 1 I]-� -- 1O._B- lo._e. - - _- Iv-,- --,. IF CONC'SLA -W i'%C'. i ' �T.0.5. n ' r _ /1A W.W.F.RIIIRJF.OVER � 1 T.O.W, oI EL.9'-3 I O j i 90 MIL VAPOR BARRIER! -r-I' y I , (ON L'-MIN:C011PACTED� 1______ i ; ^L.12'-2' ( i l ! I _ 1 ' Q 1 I I STRUCTURAL JILL CRAWL SPACE EL.4" I I I'� D--7 nlP mo i 3 1/2'DIA.LALLY COL. T.O.W. 1 0 71 1 ' "// '(n�T.O.W. L I I J. ow 1 1 I CONC.FlLLED ON EL.13'-L' ' i .I n) , , EL H'O' q' 4 W.W SLAB W L'X['. 3'-0'X 3'-0'X I'-O' I _-- I.q/I.q W.W.F.REINF.OVER �' I I I CONCRETE FOOTING W/ I 3'-O'X 3'-0'X 1'-O' i MIL VAPOR BARRIER 3 RE AR AT 12'O.C. 1 ' I**` , ' ' ' CONCRETE FOOTING W/ ON C MIN.COMPACTED jI j EACHWAY,TYP. EL.9'-B' I i ' _ E A VE li—p j EACHWAYST AT YP.12'O.C. STRUCTURAL FILL. 6L'17a2-I -I EL. - I i �1CASTO 1BE-MG '' a i ' O I I I _ 1 , ' TO S. 2•I I I PLAXS PO PELEVN AND I I I 1 ' I I I 4 L I 1 1 I � i I BEAR .� ' a I; G ZsSF�_ :�l— - a I ' -i—�r- 1 -0—'�- , —� ! I T.O.F. SUMP PIT l PUMP C 4'CONC.SLA W xG'. .,1,q/1.q W.W.F.R INF.OVER , J EL.B'-I' >{ 31/2'DIA.LALLY COL. REINFORCED CMU I I l� 1 1Z.V` w I ' L MIL VAPOR AR IER ]� CONC.FILLED ON CHIMNEY SUPPORT �n -ON[' IN.CO PA T.O.M. 2'-0'X 2'-0'X Y-0' ON OVERSIZED --_ i v� o I B• I s., -- i B•-0' I -"/,' 19'-]3/,'I 9- STRUCTURAL ILL I I N'!g• 6 a m CONCRETE FOOTING W/ a FOOTING.TYP. 2820 r ' 9'-O'X q'-O'X Y-O' < EACHWAY.TIP. 000 CONTROL 5 RE BARS AT 12'O.C. r-------- - UTILITY WINDOW ww 1 pT.0.5. I ---_ _ I I 1 1 J f CONCRETE FOOTING W/ L- I T.O.S. "< RS REBARS AT Y1'O.C. 1V' ____ ___ _ ' ' IOnER BF B POC I I D 1 I EL.13'-C ' I ' ' CAST nl ACE. 1 EACHWAY.TYP. E.5-2' PITCH,SEABLg Ac WN ^ T.O.F. I ITC BCAnBY EEEI r�-r�-r-, 1__________________ I I I I I 1 ' _ BE M ABOVEI, i 1_ T.O.W. 1 I EL.@'-Y I - , G - U I 7 1 0 EL.13'-[' l I T.O.F. I ' i Io_I � ______I _ i-o• - 5 3/4 SUMP PIT 1 PUMP-0 EL.V-B' 1 -- , I L_________ r ________hl I 1 I__ .__ 1 /\ _ 1 r- 1 1 T.O.W. '_ - REINFORCED CMU .62 Kw slAe oven E ' 1 1 CHIMNEY SUPPORT ' •B2u9 1 - ' I 1 I EL.H'-B' 4 `rl F _ ^ ,I , , I , 'hA FOOTING. OVERSIZED�FA ____- 1 O I BAC"II ED I ; ' .. �- _Z --FOOTING.TIP. I I 0 T.O.SHELF --------------- T.O.W. EL.13'-2' _-- �— •+ 1 ' —- -— -- _- - -- ' _-- G 1 1 EL 12'-B' --- - A.l EL.11-B' o le. RAWBIRB. G.5 ---r-+ - - t ,' �� I r.os. 1 1 ( ., T.O.F. 1 h � IIp ``� EL.B_rc i I ` ' 4 , `. �i' 1 � 1._B. n.n• t 3 '-II I/1' l'-t' , , �- .1 I 1 �. H I I _____1 p,-o• , I,.jp- , r� 1 u-1-Q� 1 :FLOO > I i_____ ______ ________________ D CONTROL 'UTILITY UNDOUI 9'-°' M 20 T.O.W. m FLOOD CONTROI.UNDOW p UTILITY UNDOW 1 b ., EL.H'-B' T.O.F. BEAM POCKET 1 Y EL—.B'-8--- AS REQUIRED i 1 I I _____ ____ _ --------------- a _ f l .9 i I J- i (--� 09 . {-yam\O 1 b _1 ` _ _ P_.1 A.l A.1I I - T m 10 FLOOD CONTOL REQUIREMENTS A.1 j2•DIA.CONCRETE FILLED 2 PER MSBC 180 CMR SECTION 3101.5.3 souo7UBE PIER ON 2q' 0, BIG FOOT CONCRETE FOOTING /- ENCLOSURES BELOW BASE FLOOD ELEVATION TYPICY A.t - - 5 DIA.CONCRETE FILLED SONOTUBE PIER,TIP. CRAWL SPACE NOT USED FOR HUMAN OCCUPATION - NO MECH. OR ELEC. BELOW EL. 13' f '� _i©'•L ; ; `I _ h_ — K �7 BASEMENT UTILITY WINDOWS (WITH MAGNETIC LATCHE5-5TANDARD LATCHES TO BE REMOVED) TO ALLOW FREE ENTRY AND EXIT OF FLOODWATERS. ALT. METHODS OF ENTRY/EXIT WINDOW ATTACHMENT Ne°n R,,2W3 I� MUST BE APPROVED BY ARCHITECT AND/OR LOCAL BUILDING INSPECTOR I B'" Pmje PIo1e°t: 0207.00 PROVIDE TWO 1/2HP SUBMERSIBLE SUMP PUMPS PIPED TO OUTSIDE SWALE REP PIER PIER MR RER MR PER � MR sK°,°: OUTSIDE SWALE TO BE LOCATED OUTSIDE 100' BUFFER ZONE ]B/,• r �. , , r-lo I,]• T-r B•-,I/.• ,•-R a/+ B/+ �y °tee` 1° SWALE TO BE OPEN AND LINED WITH DRAINAGE STONE ALL CRAWL5PACE ELECTRICAL OUTLETS TO BE LOCATED ABOVE ELEVATION 13.0 ,•-< T_r I o ,-r _ a G o'O n•-o• CRAWL SPACE AREA: 2080 5F I ° NORTH FLOOD CONTOL OPENING REQUIRED: 1 50. IN. PER 50. FT. OF AREA: 2080 50.IN. ��'� b O O FLOOD CONTROL UTILITY WINDOW CLEAR AREA: 530 SQ.IN. EACH G 6.9 8 9 9.1 3 11 12 KT� THEREFOR MINIMUM OF 9 (FOUR) FLOOD CONTROL UTILITY WINDOWS ARE REQUIRED v A.L 5 (FIVE) FLOOD CONTROL UTILITY WINDOWS ARE PROVIDED l� a, 8.9 SMOKE NTICTORG 0oK, 0VD-, ' A.l 10 I lot•-o• V p,,,,,, KY-o• H•a r-o- Y-0• +-°' p._o_ r-o- r-o• a-0• 13U ING DEPT. d1Ully�t�u�l4luUl�.11 /•-o• Y-o• r-o• r-o• - - i r-- , i - - - _ - - _ 1B'_d - - r-r s,z r-B•- _ ,r_� - - - - _ _ A Orleans.Ne-meee z oeBe ________ Fa 00B eee-CM 1 1 I I Y-B' r ,'-e• ------------ 1 I - A.1 rr --- I I ----- ------ -----'i •------ ---- - --- TOF -------� j to�R Bun rx[er" 3970 282O--'--- I B -I 1p�p IROD CONTROL I FLOOD CONTROL - , �t f ___________ _____ , , ' ' ___ ' 1 etcv.Alm 8J7Y UTILrtY WNDOaI B.2 ____ n. EAnm 1 i BEAM POCKET j r-------- --------- LINEXCA ATED -------- ' ° / 7 AS RESUIRED , " , i ; i T:. TYP. o ELM-W I I SLAB A OVE ------I r\t�-d�}-r� - —T r CONC.sta W txt, c I r I 1 1.4/L4 I WF.R NF.OVER I I G MIL VAPOR ARRIER T.O.M. I Q I ! - -1 n ' �-O,_O'STRUCTURAL t'MIN.CO PACTED ! �'n`r CRAWL SPACE < 1 I STRUCTURAL ILL i I T.OF. _ m0 I 1 3 V2'DU\.LALLY COL. T.O.W. ' j EL 4_g T.011 ow I I 3'-0' FLLED ON i , V':n I1 I 3'-O'%3'-O•X -O' EL D'-I' , , EL.H'-O' Y CONC.SLAB W t'XV. I CONCRETE FOOTING W/ 7.OF. 1 1 , __ __ L4A.4 W.WF.REINF.OVER ' e5 REBARS AT O'O.C. , , ' I 3'-O'X Y-o•X r-o• t MIL VAPOR BARRIER I 1 EACHWAY.TYP. EL Y-8. CONCRETE FOOTING W/ ON V MIN.COMPACTED s• I 1 I I 5 , I e5 REBARS AT D'O.C. STRUCTURAL FILL. I 1 7.O.el. 1 , `�' I EACHWAY.TYP. I I I I 1 1 T.O.S. , S`IOER BlAII POfxET , 1, ' EL.6'-Y I I wra Hate, I_-3 RR F°RF 1 , E.SQe i � 1 1 CONC.SLA W 'XG', 1 T.OF. i ' SUMP PIT 1 PUMP 1-, _1__ IA/U W.WF.R NF.OVER , EL 8•-8- -- I I t MIL VAPOR AR ER I 3 1/Y DU,LALLY COL. REINFORCED CMU _ I e• ' s•-Y r-o• ' r-I vY 3•-])r4•I - I ON r MIN.CO TED , T.O.W. CONC.FILLED ON CHIMNEY SUPPORT a i I I 1 STRUCTURAL ILL 1 I EL H•_B• Y-o•X CONCRETE FOOTING XO ING / FOOTING STYPD I i _... ... _.. .. sSREBARS AT DM O.C. ..g _ _ ' ' ]B20 - EACHWAY.TTP. FLOOD'CONTROL mm I �pI T.O.S. T.OS. CONCRETE FOOTING el/ < r______ UTILITY WU/DOU b ' U. , Y EL.D'-Y PITCH SLAB Y DOWN EL D'-G' ' t00fR Beall Foaer ____'___�e5 REBARS AT I.O.C. r -1 IaoRarext: 1 EACHWAY.TYP. I I L 1 - - D O I , a T.O.F. - - '� EL.I'-Ir Haze rOR a W.ABD 1 1 1 BBAM SQe i I 1 1 1 T.O.U. I I I T.O.W. i i El D'-2• BEAM ABO I o A.L i i r '— ----------- J I I E 0 EL D'-G' LT.O.F. ___ ____� r_ _ _J _______ 1___ ____ I I _ _ -- L 1Ir�',,�111 lvJ, I b T 1 L_________ 53/,' , REINFORCED CM SUMP PIT J PUMP I ___________ ______I I I n ef11CBm°OO�TE 1 1 I EL.H'-S' , T I I 4 CHIMNEY SUPPORT 1 , r------ ' colwAcrFn 1 ' i i J° ON OVER51ZED I , I i i , o Ba[srBt y T.OSHEIF _ _J- '-Z FOOTING,TTP. I NL' �Br-6 r ,' EL JY_P ' - Bet RaWbO: EL,If- T.O.F. , I e, r " ' Y-e• e• s-t 3/4• r-B vY r-r ' i r. 3 ' EL.B'-Ir I I ` _ _____ __ ________I I .prYe,,,w 0.+p lrvpnM tam 1 I sr-o• , IY a , v-o- ' I g 1 u b ------------------------- FLOOD CONTROL2820 ----------, 1 ---- ---------'--- I i UTILITY UIMDOW m 2 i i e i C 9 I 2 2.3 3 3.l 4 5 T.O.W. 2e20 l�11 FLOO CONYROF 1 EL.1Y_e- UTNJTY WNDOW I - u �7 j-_ T.O.F. , BEAM POCKETAS 1 EL.8'-C TTP.EOUIRED ' I 8 _ — ------- J 1 ' u ____________ qq A.l Al ' r )to FLOOD CONTOL REQUIREMENTS .1 ' PER MSBC 180 CMR SECTION 3101.5.3 D•CIA.CONCRETE FILLED I soxoTOBE PAR ON 24 Dw. ENCLOSURES BELOW BASE FLOOD ELEVATION INN Fool CONCRETE ONE'DtA. 2 TYPICAL I AL '-I I D•DIA.CONCRETE FILLED CRAWL SPACE NOT USED FOR HUMAN OCCUPATION - NO MECH. OR ELEC. BELOW EL. 13' I °� - _ _ 11 SONOTUBE PIER,TYP. BASEMENT UTILITY WINDOWS (WITH MAGNETIC LATCHES-STANDARD `� ``L a LATCHES TO BE REMOVED) TO ALLOW FREE ENTRY AND EXIT OF K �7 FLOODWATERS. ALT. METHODS OF ENTRY/EXIT WINDOW ATTACHMENT _ MUST BE APPROVED BY ARCHITECT AND/OR LOCAL BUILDING INSPECTOR I - 1= a•,v,• r-I V4- PROVIDE TWO 1/2HP SUBMERSIBLE SUMP PUMPS PIPED TO OUTSIDE SWALE Ne�e z1 zom OUTSIDE SWALE TO BE LOCATED OUTSIDE 100' BUFFER ZONE ®` "� °eR P"J°" 020i.00 PIER — I/,__f_B• SWALE TO BE OPEN AND LINED WITH DRAINAGE STONE ]err r t' L 3,.. Jhewn J6 ALL CRAWLSPACE ELECTRICAL OUTLETS TO BE LOCATED ABOVE ELEVATION 13.0 r CRAWL SPACE AREA: 2080 SF Y t r t r° r o r-`• . r c la-o q FLOOD CONTOL OPENING REQUIRED: 1 50. IN. PER SQ. FT. OF AREA: 2080 SQ.IN. `a"O [� NORTH FLOOD CONTROL UTILITY WINDOW CLEAR AREA: 530 SQ.IN. EACH THEREFOR MINIMUM OF 4 (FOUR) FLOOD CONTROL UTILITY WINDOWS ARE REQUIRED 4 6.9 T O 5 (FIVE) FLOOD CONTROL UTILITY WINDOWS ARE PROVIDED 8 9 9.1 3 11 12 10 Al Al nY 02 2.3 3 3.1 1 -0,0- 4'-0' 01-0-1 - - -0. 14-0- 1-0. B-0. 12-0- -0. -3- Inc B 02 ft -- I,W tU W653 a.-0aft —__ I i � 1 ( �� i I � � e-Bre�.eae-arts e'.�am i I i ,vz• , _ Tyr}f-f♦ \ T 1n STORAGE 2 SI-350TIZ3 -T-H-010 VIA CE LL- B.2 a-,I- 6-31 V2: 3 MASTER BATH 6 --A MASTERIBEDROOM 1-25.TOnl .i I1 � ml II OI +1 O I MECIAANICAL OFFICE '1_1 1 12 16) EI. A WOR-a-R61P 3.12, 3,7T SHELVES2" -10 112- MT BEAm ABOVE U CAMETS♦ CD -------------- 5 0' f�B rAP I A GARAGE/CAIIPORI� c WEEEE= I ---- 11 QD C-TERW ABOVE ----------- .-..'A• ET.O. 6.2 ClclAtXATs , q MASTER CLOSET BATH I LAQApRY , T. BEA.ABOVE -— I ——----- 12' ll.-fS V86_20�8!/Bm2L- 8E"Cl I UALL cLRF WA R Fi-- MUDROOM V-4 V2" " 3-4 V2. O J EL.r3'-2- I 6 i .oz. GARAGE s.1, -2 1/2' IJ2 SKEL-OLE UP A I E., z 11, 3- -------------- UE-POLE 7 .7 HAND IIA. ramie EL N'-V ENTRY HALL EL. -1 STORAGE '111 ROO� 6 10-2 sla. 2-W KITCHEN 00 DINING ---- 00 A 4 5 _,df�2I. 891 .I ( � ------ A.1 A.19 .1 DECK Lis 10 Al ICOVERED PORCH 7, ..... .......__.�.._) I , brl .. ... 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R'�•"� _ ...J .__I_I.:]g#.0 s•, ,e;y--!_I..1. .._f-C ._.I.I: t __7 I.._1 1 _ _ f. . .I I_I 1 !.1 _I_1.�. _ T TOP Or 1-lF771 I- lL I e1:oAR LAT1Ke I 1 _�-1- _��_ d l@I ON P.T.i 1 �I/(��✓�5��� I I I 1 I 1 I I I I ITV _I L_1 I I J L_1 I ' I ' EAST EXTERIOR ELEVATION SCALE:1/4'-r-F Q AA -- - -- ------ exxlRelae ROEe VEXT •••_-r' _ I ' , _.U_- .` JJ_GdIIM/BIIA`RIOfE�:'^.^�=. ---•i--�--_u.-.__.._ -._�• ___ .._.• __ _._ ' I =_-I...,-...�__L....,—_.L_.__I�nSPIr 1' L._�_ _._..__J-.:__I_ ..L.-_O .aR�Nc.`..L`_j.-__I_w•_1..�L_.1�RO�r RppT 1 JL 11 -ll_A—JL_J J_I_--- __II __ � _ .- •�•- •�..-L___ L-L_..L-1-._J__I.._..JJ_ -l_ IXa rA]CL 1Rr1 —JLJ -L__LJ_-_ 1._-L—J__L-_.1_L_ J __ll____,__,__1_..._._J__...._..J.._•_ .._..._ _ A]PINLT 9D1[dE • 11___.1L LL __�_ .�__-..-__._.i-.-_.u�_.. __r_ O(1.e¢FE_ladn._____...- _ -_.__ pr,•L TOId �.` -- .�_: -•__:_. _.y._.__ -•.—a-Il_._-..I•.i.L-.__Il__-._I_ _ _'- .I ROOfMG-�v'�--�--_U.. r - oeL �g aQ-T ® !-U-�- J_ f ! II 11 • gaSVEI �••_ •• Ey_—__�_- ,•• .'.— L-1-1_J.__L___L-ASRMLT SMIfAE•' t___!___ Q.VI p ... , .._.. ... .ram .. TOP N . LI—_1L.'r--lL--_LL J._.,__—u�— -_—..-___.. ....... 4� Ip�axl WiFA QF--.-I-.._..A _... PGD.[ rn �5_ T �T r •� 1311L -a uP Alm eAx I �y - "7-T�1� :.1:17T'€. _L LI��TTL:fI ��1 'r t':.r-".:.r I I 1 1�. neLa vn,en zL zLas P.1-t o2Q7.00 r .Lti:n:__Lr_r.J_r..�. J D ats 1 1 I ' I 1 I ; ' L]31AR tATIIQ i ~P]OIfOTIIBE �� 1 1 1 I DI TFD ON P.T. 1 1 CO»C.BLED e1G rooT I,I 1 I - ' 1 l� 1 � Posh TTP• J 1 � I I 1 I 4Rq 1 WEST EXTERIOR ELEVATION SCALE V4--r-o- j I Q Q Q I I I I Q I -- I ���•I��UUIQUL 4=. WWW DOAw �' 4 1q�S J IX RN�Ra1GW ♦ 4 OTM���i608 LISM 2 5 0-ODOR•� RAP N D000 _►AI 608 06-ODO} J DID Ct4 Af3 ♦ AT r'OLLXmB-mell RdnRO-uc4tATsm � -ap f.D. ♦ W W �-0 maa�D N�RDDOD'm 'Rii /J I orslL rrn. ♦ - _, _ _ _ oDL Pure jVT l�ON \\\ � 11''i'')){ • 1 � �D -�El a)'-T OBI.AAre �� GTNE�DR.LL \\ �E I/J�� 1 a ♦� EL]O'-1 VT � O � CFJN4 \\�\�D (1J ; ; ♦♦p BEDROOM N BATH v1 I NN ` t i SLEEPING EATING } d 4 ( OD- A♦.j JA'I - SElROOR OY \\\ RfY' RfY• 8Wa OR w,Y\ERB AT AT Y O 6 u-a. N OC ♦ 5 01 Mil�t..R !L D(N)4LL "N ATi'OGF� nP. oeL Pure M)I Vf x T Vf tE LM nN�WI4if f®Oleo I EL xYf Vf lVl LEADER IgID ww BOnOn FLIpR nP. ------------------- rolarrxNvr to FM �� LVL il1011 fRAI® , T PORCHED YJTCHEN ODONG AT D•O.G GARAGE NOT ROOK 9af ROOK __ iNSi BOOR a ro -♦AP�y� R -- - � 2a0 P.T..gtal5 DnD P.T.A]OTS l%ID P.T.JOOTs DOD P.T.DTP J0619 AT k'0.11 —_ v EL¢•-n AI I a/r x.yr Du DII oN Ixt rn noD RN F� TCWC OILL Pn[N SUD,' i j—-- IAIm}w JOD }per, CRAWL SPACE !]I DID P.T.SYP. Its may. , I AV,TJ rRAIOI(. .4 lVL BLM P.T.POSTl TYP. 106T,nP. -. T N'O.G a OT OA.IAL rW of ca.coxc.1. TW W t7/1 LONG SIAD/DNl R Du COXCRER NtFD R-a0 fa 0616VC)S) r CONCRETE xA0 a txc ��-r Nt(SAOp 90NON0E P®t OII]r OIL _ _ _ _ .I1 11A,DV.OVER t ILL `7'- f� ETE FLLFD DWiOOT 1'COMCREIF YAD V t'Xt' T-O%T-0%!-O' D'Q'\BETE ialEO EL P-O' EL D'-t BONOTIIBE PER ON}T W. p ' CpPACIEp(PANEL iLL fROST PROTECTED CONCRETE FOOTN4 STp1 FOIOTDAIWN VAPoR BARRRR OII t'Ma. COXCREfE FNlLO BI(JOOT P Cel CONCRETE LL AYD fOO1NL COto'ACTED UtAVR iLL fO0TN4 TTP. DEL%PEA nP- 11mER ENTRT PORLN SEE FOIL A BUILDING 5ECTION THRU GARAGE `I BUILDING SECTION THRU KITCHEN/ DINING AS SCALE 1/4' r-O' AL SCALE:I/1--!-O' m]ARD� I RJ 0.♦IOTT: M¢DOD liml lE] I ]'fA®ON A Ct4 AT'! R-aO la IX NRRNG AT NDIl.1)P. ORI-9�6.f TM W .3m d TW W 5 OBL PIAre 6 \\ (3)3XL HEADER W/1/2' I PLTWD.SPACERS,FALL f - 6 EXERgSE/FArDLY W/(3)2XL PLATES Ego •� / f a \\ OVER.TYPICAL rid Ih c. BEDROOM v2 rArmr Raon ' p� T1 n-a t� ¢n 'a'T ao F.D. vT 4ve ox ¢r- Fi.u•o• �o'�}pb f�a NOOL A RRROI4 TW W p NFAOFR V VT Vr iJ iRAiDI( �l if TJ fRA1DL OBL PUT! {� 0)DOO D.LL AT Tm.SPKEw o.c nl rxe DLL - - }� TYP. � VT(Ja ON NEApER V VT EL b'-1 3/f T A9 A9 }}.� IX{RRNG 0.YNp.SPACER! T tt RRRMG J? ���yy D�� PORCHED i LIVING ROOM 4 MASTER BEDROOM MASTER BATH N ST ROOK It, ROdt fNeT IIPOR- Gi Fi.r-o m}xn RR kW 4.54 JOO AT •o4 11 11 11 1s]e.RpOR - FNsr Roos ESOD.ROOK �+ Obb: NJTT:D 21.20M CRAWL SPACE T caluerc xAD ar txt• A {� P-)v - 020T.00 dl DR DETOND I yr TJ iRA1Rn lVl/4ni.OVER t IIL T CRAWL SPACE ]I 13/f%\Vf �4 SCWc }/J•�l'-O" Ar Dnm. TW W APOR B\RRDR ON r not I yr TJ TilAlO1G ie to Dun COXG DAD •ap fa N5LL COIVACTED GRAVEL fRt ` TW W AT N'OL a VT PA IALLT COL COIN:.RIED a� CONCRETE�LlFO ]d4I00T �O' f CONOD:TF SLAB¢/txf I=fpio 1 ON i.L CONCRETES fOOTlN4 ' CMPKTED 4RAVR FOL �3 BUILDING SECTION THRU LIVING/ FAMILY 'A.O BUILDING SECTION THRU MASTER BED/ BATH It(`I((.1=/�/ AL SCALE:IH'�M1O' Al SCALE V4 -r-O - Design Income raw Jm,�ei o S VI Lax as-oeoe PAS LOx P3L-0xa7 3.l 2.3 2;3 � 3.l � G.5 a Txs anac T� eL-uclllac® hm•O eLOed-ucEl�cem I D BOARx , A mRAorLrFRs t _ xre°PL r°FiAre ra a i 11a1 rare i i tz 14 v! a 3a-T v! yr cRe ox IX fIWfRC. A-1 CIL.ET7 i r-r ro r•r T%•OL T §$ � � s1gRTIo 4aet T�M '.W�'EAnaK�'..9ET rAr R pair BKJLI¢_�E ]%iRA1GG OVEF Ja6i �f iRMK.OVER t-r I /V1 v I ,xI a MGM 4 = TLP of A FRAIOIL roP a a+w auL i O AFRT IX xAHOLW CELA9R. OALTW IIAH AET SIEL RW51 SUB ROOR rr�� It�.�rC 41 V{ I OVER K iRAtML TLP Oi _ _ _ _ '/p��5�RDOR ><• FL]!-Y rrrJJJ Ox�L RA]F r Vr TTPE x LW WI . Eta-{vP as-3RM pre ®wl Au ? %ly l SECTION THRU xreTTx Wix oR rrPE x um ox ra a yr TT re x L®ox Axo vEin.saRrALfs E yr PRo ao v WINDOW SEAT IX n FxL JUTE IX n P.T. FRAIRG AT U00 P.T.Joeri TAPER M xtla P.T.Jaari TAP ^�I ]%E CEIIpL J06ri ie0x,VP TO 1 VY Ox TW a a-]Y,P ./,0.TTT oa VW3 R-30 PJ1.aLvn. y Ai LL'OL V)/Y RTIOOD WER b RFM TO OI 11/P%E W lES x � GARAGE/CARPORT STORAGE STORAGE STORAGEST�co-e'' ° oPaTiMR.v+•L4114LM.In1 uv.OVER a IQ vAPOR 6,RRxR ox r rm I I vAPOR 9AR9ER ax - - — M`�va _� L__I 00 !s\ SECTION THRU STORAGE /r 1 SECTION THRU DECK/ STORAGE /T 1 SECTION THRU DECK/ STORAGE B BUILDING SECTION THRU GARAGE/ CARPORT/ BRIDGE A.1 SCALE: SCALE 1/4'=1'-O• A.T SCALE:V1••r-O• A.l SCALE:V4• Y-O• I B B.4 C E.5 G T J -i .'•. -- ..a ._.. J___._ 11_._..-.II_.-. .I1...'. ...11__..__.LL-___.11 _ _.11 __..11 __..L.' •.. •... ••...i 1_._ .1.-l_���s..w1_�+_._-pRl. I I_i'.0.1_._.I._ .I_ 1..._.I_ J_.....I._I. i.. I _ i.. ..,1._I_...��_m_�_•��1. 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L_ r� -,11_. _ _.IL_ ._ _ur.___.� _.___...:..__._._.:. .____ _ _ ... _ .. .... _ IXW e�ASCu 'iRol� r_ _ i _ :t_': r� t ASPHALT SIOrAE,JJy'_ __J.1.-_IL_... , - 1 FREre i01 .__. _._. a I:_ _il..___ �_L__ I..._ ._...I__I... 1..-J_.-L.._l._ J___ _ r .. x .r.__..... ...._.___ _ J ,I_ _ _ - ___ _ ___ _ __ _ _ _ _ GASP�T3 I ._J-_.L_. 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SOMalmc R110Eie°o mc]Y i or I 1 r i 1 ______TS_ - _______ __ -------------- ____ r'--•rl-------- - --------------I __---'-- -J `--' P O s 1 BUILDING SECTION THRU CARPORT/ BRIDGE LOOKING EAST t /10 BUILDING SECTION THRU CARPORT/ BRIDGE LOOKING WEST, A.l SCALE:V1'=r-O' A.T SCALE:V1' r-O- o(NI w Ytl L'6 ZI II e b O L f=4 HidON o-.of SA .urvap L4 1 .0-.1�-D/1 :alvBS {� dxl'NSBV Yv3B'1'�dM(t) I •Y-4 p0'LOZB SOBz'Iz q." :afepIv N��yq It�LJ_tjJ —1• --• _ _ __ _ 'dAt'NSBV YV30'1'd Odi l 'dAl'H6111f YY30'1'd dXL Itl ol L tl YC10v L'tl Lv L AiYo/o I 'J'0.n 1Y lsnr Pl osC Oad An 1 1 ��'� I stir a a3'Mdl 'd B%L v I CIE (� I r a3'J03 I'd axz 4�In, a r .111Y 1d C i la ' C 'J'0.111Y 3b101'P1 OIL Oad A/l B .O-'L —�-- -o-.BC I Y y - - .O-.il I r .______._____ r - r' o / _______so.n aY astir ra osL oaa.en 1 L I � I a3so31 'a'a axL I do I -------------- I - ) r 1 I , i m I - 0.1 v'1'd01X I I I lcoa fx) r1:\ IL� 1 •J'o.n lv w rl In,oae.en 1 sI 3\ NSmd lAl 361.B/l 1%.N/C 1121 NSBH'Al - I aama a37f, J �o.n ar avor ra osc oad.Bn 1 Jo.n lr actor ra ou oad An 1 X k!F '1 �3u xv!aool+1ia�d I i I ''>I� ,. d • :!� p3iirad raNr p3HJiYN - -----I 17' u A 'JO.n lY I=rl ost lcoe T.a Hm lAl 3Ll.Bn S o r!� O� w ' .�. 1 YI OSC Obd A/l 1 do ]� HSlllf Ul 3♦1.B/l 1 '.Y/f 1 RI �� lAl 341.fA 4%.L/ I 1 r f I I NO 03YYad Ij) a _ HSBI lnt 34'I.1/t 1 X.L/E I�LI 11Yb 31ddP10 dLL5)%C � � I I"' 'J'0.11 lv 15tlr Yl OS!Obd.1/l 1 11Vn a30NB lAl 341.8/l 1 X.b/C III iv V e A L 0 _ i � o- YY3B O1d01 NO 03Y of O�/ tiro 3 eeuJ pnls uc-- i ! 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' ,._o. v-O' I — —�-i 1DA_°• 1--- --- \,/ -- 11111L141�i1>141161 — 11Irt1�1a�1 1 0• 1 n`-°- -_r—'-O—r----'lo•-d• 1L!/V�s1�ll i I 82 k n E '�' - - I J ----I--- --------"--- - (- - '-- I - ------- - ----'— —'�—�. DFlaaiu.Ynnea 00 PASS-081 SS 2 SOB -OOf IIEB SOO 5'Fm +%u Looaouu I I e-�,•u.naa-.,�nln... i 11'OC_111, I REFER i0 D AUNG 9.1 I I I i � O _J L� _J 1.1._ A+UO LOOKOnT9 I - )%O RAPIER I I )XO RAPIER I RAFTER AT N'O.C.1 I 1 J 1Z. I I ]Xtl RAfRFe " 11RAFTER x OZ -I J REFER TO RA L 9.) _ n.AFTER AT _ S _ U O r 11 1IIr 1 1 x..RAFTER AT LL'O.C. FOR LORER R O FRANNL r-- , < I I 1 .r/ - 'k A.[- xxtl RAFTER AT LL'O.C. I II - • I - I , i I_I , - ,c I AREA OF OVERFRAMIxLBGG 14`JUI LLV77 T-L AND OVERFRAME SKASON TOP A9PI�RFO'0. FOR LMN RO TO OF PRAI C _ _— _ 3l@ BOAR ]MI E AR tl OLE BOA D\ �'' / / I I •. I II�/ ! REFER r0 ORWF RAx I o. l%il RAPIER AT I['0 C. OR LOBER ROO role ry O - •, I I I ` I 1 IJ � / `• J RATCFn:D AREA REPRESENTS a I AREA Of OVERFRANNG.GC, ANO OVERFRA^EEOX OTO�P REST RE°'O. `l LL11((1.RAFTER AT N'O.C. II ]XN RAFTER A LL'O.C. I IUUI ! I rr - ----------J• -- --- --- -- --- - -- I ATMt;°O.CCNtp i rc 11p: r _____________� I REFER TO " K 1__.__L-^ ,,�'`,,� �K i FOR LOLIER00 FRA'NNL _.-_ -, f• I �r i� •" -0 111 XO I A.L 1%Il RAFTER AT B'O.C. --- --- ,1%O RAFTER I O I I IT4 RAFTER AT LL'O.C. 8Im / gS w O FL,FA R AT LOOKWr R C ' O FDT Q ARO G REFE TO R•OHG 9.2I FOR lOOER,ROOP FRA^WL _ 1 I C _ �. LJ' pO I- 2—LOOKWTB I. AT)1'O.IL-__-__--._, C..IYP. - I I i-L_______I •J^ G.5 •��---444 —i— --}--� I I � I Ir"�In IxD RAf ER n11%Oa Ea ,` / a I � Dnte: HeWslon I I]%tl RAFTER I(Pf. /r�I I I REFER TO ORAONL 11 FOR lOBF.R ROOF FP.ANxG I � )%I]R PTFR It'0 I _ J 10._0.I. 11,Jp• 1.-0. I - 9'-0' ]%N RAFTER AT LL'O.C. _A 2.3 L I REFER TO AdIL 1 1, FOR LOIER P FRAIOIL ]%R RAFTER Ai N' 1 8.9 I 111%O RAR xXD• 1RAFTEV, ' to '. - -�---- ; t I f i I AT LOOKOIRS I• A.1 f 1 Ida T 11'O.C_TiP. I- D�q I . i RFFFR TO • L 9.) OR l I ROOF fRANNG I I Al � b�l i • 1 � I � DBLR: mAFRn zl,zaD: Proln<l 0207 .00 I 9ceie: 1/4'.I'-0. I I I i D— .ms NORTH 6.4 9 9.l 3 II �J O i a C , V t -71 OSTER VILLE P LC" �..� -�— .;a AND WEST BAY ` CO ; .e LAND COURT 0STEi-i", J LL_t MA LOCUS JUL 0 9 2001 eN� OWNED H_ D Y RE'PARED FOR. A.N 115/25 FILE RUTS FOX PI✓aIPZL►N �,0 / 1 C / tea El JUZA". e p7ry L ' C. A2'0678 / BEING A ._ !- OF LOT DI AS r 10�®l ,� ��' ` (") SHOWN ON L. � P��AN 17,48—B AND � __ LOCUS MAP LOT DI (RE!,�, "INI-� tE'R� AS SHO WN SCALE 1"=2,083' 34 , �.-�- , _ L ���,�, �e ON L. C. P , ' I �48- 5 AND LOT C5 y for f ". \ PLAN REF. ANR PLAN PREPAt�^� FOR AS S1I0 WN L. PLAN 1 �48—I o, , r� ��� /�, ,a n PETITIONER GORDON & JANICE LEBLANC. BY A- 115/22 DOWN CAPE ENGINEERING, INC. SIGNED.- � NO G x F'R '9, 1999 9127199, TUBE 139(1931 LA YOUT), L C.PLANS. WIANNO CLUB ,s FOR CASE ,�'1748 OCl ? 10, 2000 DEED, 994/108 �P *`,� FEER , ' RY � ; ,2 01 AssEssoRs MAP 138 PARCEL z b ZONING. RF-1 f Af'.. Y 2� 2001 CERTIFICATE REF. ,/'9739. *� " J CROUNDWATER JWRL STRICT. '"AP" � AlINl�4lUA! LOT RQ E ; E UIR ,o GF' 'PRIGC1' I,E AREA FRONTAL WIDTH eo 0 20 eo Leo -. 43,560 lz5' + AIINI,4IUA! YARD S 'I'BA �/, N { e> � ) FRONT SIDE REAR +, � f alb. ,✓k f `.a,�� IS- '► r 4 ' tt. 30 15 r.. AWCORD r¢ y " ,r. ;] s �: e , ,- INSTRUMENT ACCVRACT:4 —(2mm + 2 rn m.s.e. � � �", PP k �4P \ j (1WD ,t 1 � C PLAN 17413t,1 f Fi I /`tee V TOT.�L A EA=84133 S . FT 1. ��3 AC' I . ` ' .�,� � .�N�• ��" i &� ( J 5.�,, ,Q�• .3 ,� APPROVAL NOT REQUIRED ,,� '� ►a SHAPE ARE11='71, 792t 'SQ.FT (1 64 AC.)� UNDER THE BARNSTABLE E M ` SHAPE FACTOR=16.B Sj CO TROL LA W NOT RECORI -------------- cl W \ \\ \ g \ c OSj_ Cp --.------------ ------ ------------- \N ' l \ep LC PLAN 17413A N c T 6 ————————————— ————— `z�ilfal:? •\ � '� ' •.•f O T NO DETERMIII A TION AS TO COMPLIANCE' WITH���E 1.C. PLAN 17413A N \ ` 0 d ZONING ORDIN4 NCE REQUIREMENTS HAS BEEN MADE OR INTE'NEE'D BY THE ABOVE ENDORSE WENT a � \\r` eAL � 34 CEDAR (F1vD� \ r POST `r M L C PLAN 174.13A i NOT RECOIL°= o r UPLAND AREA=66,8641- SQ.FT. (1. 53 AC., WETLAND AREA= 1,853E SQ.FT. (. 04 AC): CEr, NOTES. Nor RECO,-: 1 FLOOD ZONE LINES SHOWN ARE APPROAlMATE, , TAKEN , . TOTAL AREA=68, 717i SQ.FT. /N.57 AC' SNAPS1 c° FROM F.E N A. COMMUNITY PANEL g0250001-0016-D �1 '�` �a AREA=54,9J2.:t SQ.FT (1. (i :,: lLr , DATED: 7/,2192 SHAPE FAC7l�f�'=15.1 1 r q 1 A. 6x'6 1 L C. PLAN 1741 lk�P).\ 1 / POST `� ` 27)A `: • 1 / NC RECORD GORDON10 IV & JANICE \Nor RED L C. PLAN 17413A \ ;� \ / i \ ` LEBLANC �of� \ , SWAMP EALL AL C. . 1 r 413A, / 48F_} 1 - 1 ._ _. ,:;r r.\,y( ,\\ y ice; —.. .-.-. ___..: .7!•%f ' 1748H & 17481 LC PLAN l741:1A TA a ;7G c, _.. . .rlt�. AkL O / CEDAR POST \ ` NOT RECORDAL \ M\ Nw 4L l> L C. PLAN,I7413A� y o PAL A AL \ \\"� \\ ' \L C, PLAN l X�8-S 'I 1 �d r't - `�� 0 o� r{w /ear'oRD OAK . fAO 1 P. ti \ O O C. (SEE Vr u nbr ivuND N .1 i \�. \ "\ o_ ii A.M. 138103 ,�„� ' / ! `� ;\\ THOkA,S C. JR. & KA THLEEN \ �� % °� PLA °N 17 e-S COCHRAN .SWAMP' etc, % // 1 \\ t�3 i \ n . .. ,.•.: 0 51 710TAL Ak A=106,4171- SQ.FT. (2. 44 AC.) AEST iJNE �-- / G `.� SHAPE Af°: A=102,906� Sq.FT (,2 36 Ac.) 1P .; - -- L, / o v �� A ti A � �� PLtN 174E-S �o \ SHAPE' FACTOR=17.2 c°} LENGTH RADIUS FLOODS, o. --f + , `� Z0s All :o '►V` LI ,20. 4D' 750. DD" 1 33;30 .el �- All, 4(�� �•\ \\ L2 20.52" 750. 00' 1'-34 -03 / ��'�' g��`� 5 / �, I F, g AL L3 45.29' 50. 00, 51, 53'-51" �Ic� / 6g T / G� � 2k \ I � * L4 2717; 30, 00; 51'-53'-51„ cB , ) N/1 \ iL L5 7 78 20.00 22=16'-00" ,� ELLIS B. O VE'LL L C. PLAN 17413A f tJ� L6 15.5 7 40, 00 22 -18 -00 !� 1 .. ,IIJ� p L7 15.84 ' ,20. 00' 45 --,23 -,20 - - � � � o \ \� It k w,. IL TAIL t� NOr 1) LEGEND: rA � I � f N rS �.,cn c.5 • .. \ .. p f CEDArr, \ SWAY + IRON PIPE : CONCRETE BOUND �: ,,'. rnaS ' ,, ,, ,i ," t. �, - '\� \ UTILITY POLL' R�roRD r49=a 1z� Q i �m 1 ',�` ,I rq, L=101.22 FIRE HYDRANT co1r t--------__Rg750.00' e STAKE & TACK s ( I' -- _ L1o34z _ -�� -_ ___", --` s�+►s' IPNn� ,�ni'' -_ arom 1748-I w- `�\ - _ =393 I CB/DN / sdi w NO r ReerAD\ &► GUY o`�A SRO�'1 j0 _ __ g"`;�', `' .l`j r --_ ' (FAD) 0.27' , , �' '--�_ ►ZSr OF PRC / � N/F f r r- - �,�`0 5 sue,- - Ii Q-"--_--_ rv_ ZZ3 __L_ 1748=s 5�� fi AM OLEMAN E 50 PLAN ✓ '" `D 1- S?p793 _ �- - o?- I B0, _- ' sSt�' // LLI C ,!` NB96 7L=28.0 L=138.00' S ce N L �!�• tµ ` 11"L' �4p-� �, - _ slsa eP' �� AL ;\ ,` _ d, \ . S99�5 D) FORD 1748-S CB H RRCORD 17 J e �14c \ I ;� R�"O 74�S i , z ti Sit+ befD I V 0' \ CV LOT 6 / 3 s�¢ I j' 11� IC'B/DH PLAN 1746-S PLAN 174E-R � P� eeo f `\ ' '?S`?S ^ ` I\ 17VD : 748-s� \ ,9• _J( ,N _ ) .LORD 1 I _1 , ✓ �y V1oAl 7 - f CERTIFY THAT THE CONDITIONS ON THE -� LOT Gz ZONE � cB GROUND ARE THE SAAdIE NOW AS AT THE TIME FXD a a.AN 1746-L �i 0� LOT Ml REWORD 748-s L S VEY NO VEMBER 17 1999 PLAN 171E-6 L=fo RoRD 174. - F ORIGINA / R /,� o • � � � � •'"' 4-.,x,• �''c,? �`'�r !•-.yam, PA UL A. �ilERITHEW, P.L-S DA TE P'.A7y' y .A 41 I CERTIFY THAT THIS PLAN HAS BEEN PREPARED IN ACCORDANCE WITH THE LAND COURT INSTRUCTIONS 6 �; OF 1989 ON OR BETWEEN NO VEMBER 10, 1999 AND NO VEMBER 17, 19 9. '(► t�® YANKEE SURVEY r r Tr UR�T Y CG1�SU T�iN� �, J a ` s UNIT 1, 40 INDUSTH TOAD I; PA UL A. MERITHEW, P.L S. ATE (v/ WY MARSTONS MILS, �l.',"SS„ 0�64�' TE L: 428—00".7 FIX FEMA Zone Lines \ as Shown on FIRM \ Panel 250001 0016 D Fnd Inv=1.; ,' •b " rev July 2, 1992 Fnd \ P Fnd OWNER: • 3. : _ 3 Wetland Limit (Isolated Vegetated Wetland) \ � .•"' ' ° "•= '•• ' � .,.^ as Flagged by ENSR 1 ;••p • I %'�,a SEP/02 65 Porn \ Virginia F Wagenseller SS Elizabeth F Fisher, & Henry H Fox 'a^dM tid n 1 1 t , B6 \ `y c% Henry H Fox _ °• �• :p �. Hilton Head SC 29928-3947 ��'• ` Neck••• ••p ". '/ � 'Pond B7 Clear; t \ �• Wetland Limit (BVW) a _ • ••i �, as Flagged by ENSR A,. ° se Q ja a r n6 , e�C3� �, SEP/02 ASSESSORS REF : o °o o o e3/ �" i Map 138, Parcel 2 \;` °o, •�P . a. o -\ c4 — nti s o CBILP Fnd 82 t / \ �`, \�\ 1 rt `b\ •Qn p " ;,,rr B1 J i OVERLAY DISTRICT. _ f C-, s AP Aquifer Protection District 50' �� \ \Pro ose 1\ i .ti os�° P d\\ As Shown on Plan Entitled N outings C6 A,�o \ ,o �` �etined �� - tp.) "Revised Groundwater Protection , 12"Pipe (ci) �� \ \ \cb , ! � f \ So �, Overlay Districts" — April, 1993 In v=1.3' \ \ .h �o k m \ .-3�\ os sue. o s A. •\ \= 1° I W PrLowned C7��. Location Mao o ' � FLOOD ZONE: 1"=2 000f' Aa D s� ! cs Zone B & All, A13, & V17 (see plan) c,o Community Panel No. iV \ Fndl ` b 250001 0016 0 O Roo!&of Stone For \ \ \� ! \ �\ \ ZONE: t,i_ Drivewa \ July 2, 1992 y Runoff \ � \ RF-1 Wetland Limit (BVW) — as Flagged by EttSR // / / !J I \ 1 Area (min.) 43,560 SF ' 8 7,120 SF — R.P.0.D. SEP/02 / A6 � Goroge A j (n / eedroom - \ �` Frontage (min) 20' / Above) Pr I / ! A�, / J I oPosed Houses 1 O C11 Width (min) 125' ee droOrnS // A ! �' 12"oak _ �4 \ / -. ( 11 �1 Setbacks: g .O 10 14 / '� �co� �Q �} o Front 30' ok a M A Side 15' Proposed 50 p �v / i Cover Lawn / Rear 15 Q ed P chr A2 r�A3/ / \ 1 'Oak A , \ 12'-10 0 Al \��, , o \ 12"Tupe 6"Birch a ` / , j /j j C20 /CB/LP / Dc� �' r l� / �F/ i' / / ,i IP Fnd, \ �'� ,' 18"0�� 18"Oak . � � /j ///Bp#Y � -- I Fnd Notes: 1) House / Lanscape Work Limit to be Double ��% � Staked Hay Bales With Silt Fencing. / `� =/ WET#1 I 2) Plantings to Include: Hanoki Cypress, Deciduous 24',Ol k 3 42.00': / / C23 "� � Azaleas Cul tivors, Birch, Hydrangea, Cranberry 1os a ° - / m/' / �� ' I Bush Viburnum, Coastal Leucothoe, Inkberry, Propposed Prop // /� , C24 Japanese Holly, American Holy,1 Blue Spruce, ilia Proposed Septic S "ten I 5 / I Enkianthus, Hosta, Ferns, Doyl•ly, Iris, Alehem , _aj oQ 14"0 k (gee Sheet 2 of 2) s` Oak 14 and Epimedium. P :a � - / ZN OF trl.Y�jy -TH 2 1 0' _l I _n _ 25 3p FrontY g�� �RIC.HARDR. CB �'cm Fnd D ¢ — 1 — e e k ,\ ° / Q,/ ti ` LHEUREUX cn TH 1 \ 12"Ook v v I II �' Q #34312 o O Q •O v Proposed U I t IIC261� I F �4 Plantings / S N 16 / I I Revised Plan Submittal Sheet l ° a �1 I Wetland Limit (BVW) . U)e o I t -C27 as Flogged by ENSR W SE3-4037 \`\ (40•P � S� 4 '� 3 � SEP/02 _I(21 Ubiic boy) J�.OS I 12'Oo 1 1 n O r 4 Applicants Name: RobeR&eautt 0 1 C29 n I _ m M a Project Location: 434 Sea yew Ave.Osterville C Lei y This project has already been issued an Order of Conditions _Lo5- 1 C;AIL All, aG� ��� r; ,,, 'fr OR Check One r7932 C29 I Order of Conditions not vet issued J B/DH \ I This plan win be considered on: �j�/•� \30\ Fa P`` / - I cf��� A Modified House Footprint and 01/13/03 Added Landscaping. Sheet 1 of 2 e�< C31 i Revision Reset House Work Limit and Add Notes. 10129102 Only- it ��? Sheet 1 of 2 Only. Title: PREPARED BY: PREPARED FOR: Notes: Site Plan 1.) The property line information shown was Pr Improvements Sullivan Engineering, Inc. CapeSury Robert BreaUl f compiled from available record information. Proposed p PO Box 659 7 Parker Road PO BOX 709 At Osterville, MA 02655 Osterville MA 02655 2.) The topographic information was obtained w Avenue (508)428-3344 (508)428-3115 fax (508)420-3994 (soa)42o-399s fax Osterville MA 02655 from an on the ground survey performed on 434 Seav e e ue or between 06/SEP/02 and 10/SEP/02. �1 3.) The datum used is NGVD '29, a fixed mean � Bamstable, (Osterville) Mass MDH WHK Draft: JOD Field: / 40 0 20 40 80 160 sea level datum. A ` Dote: September 30, 2002 Scale: 1„_40, Review: PS Comp/Draft: RRL Proj. # 22042 Drawing # C393_4g1