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HomeMy WebLinkAbout0024 HOLLYHOCK DRIVE { o 0 �stio� Town of Barnstable Building Department - 200 Main Street BARNSTABLE• # Hyannis, MA 02601 MAC. (508) 862-4038 9q� 1eg 9. ArfD MA'S A Certificate of Occupancy Application Number: 87295 CO Number: 20060113 Parcel ID: .195028004 CO. Issue Date: 09120106 Location: 24 HOLLYHOCK DRIVE Zoning Classification: RESIDENCE F DISTRICT Owner: SNOW, JANE E Proposed Use: . VACANT 18 HOLLYHOCK DR W BARNSTABLE, MA 02668 Village: WEST BARNSTABLE Gen Contractor: BAYSIDE BUILDING, INC Permit Type: RCOO CERTIFICATE OF OCCUPANCY RES Comments: X off B ' ing Department Signature Date Signed TOWN �OF `BARNSTABLE BUILDING PERMIT PARCEL ID 195 028 004 GEOBASE ID 35441 ADDRESS 24 HOLLYf3UCK DRIVE P�ONE j a W BARNSTABLE ZIP' LOT 3 BLOCK LOT SIZE ._ DBA DEVELOPMENT DISTRICT WB = i PERMIT 4 87295 DESCftIBfiIQN. CONSTRUCT NEW HOUSE , PERMIT TYPE; BUILD TITLE NEW—RESIDENTIAL BLDG PMT 604�RACTORs-\ BAYSIDE ,BUILDING9'II3C Department Of ..,ARCHITECTS: Regulatory Services TOTAL FEES. $2,052.79' - BGNDY $.00 =='COt S ,2UCTI0N COSTS"f $442, 144.00 fol SINGIA FAM,HOME DETACHED 1 PRIVATE . 0 BARNSTABLE, MASS. %ZN BY f DATE ISSUED 10/03� 005 EXPIRATION DATE i THIS PERMIT CONVEYS NO RIGHT TO OCCUPY ANY STREET,ALLEY OR SIDEWALK OR ANY PART THEREOF, EITHER TEMPORARILY OR,PERMANENTLY.EN- CROACHMENTS ON PUBLIC PROPERTY,NOT SPECIFICALLY PERMITTED UNDER THE BUILDING CODE,MUST BE APPROVED BY THE JURISDICTION.STREET OR ALLEY GRADES AS WELL AS DEPTH AND LOCATION OF PUBLIC SEWERS MAY BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS.THE ISSUANCE OF THIS PERMIT DOES NOT RELEASE THE APPLICANT FROM THE CONDITIONS OF ANY APPLICABLE SUBDIVISION RESTRICTIONS. I MINIMUM OF FOUR CALL INSPECTIONS REQUIRED FOR ALL CONSTRUCTION WORK: APPROVED PLANS MUST BE RETAINED ON JOB AND WHERE APPLICABLE, SEPARATE 1.FOUNDATIONS OR FOOTINGS THIS CARD KEPT POSTED UNTIL FINAL INSPECTION PERMITS ARE REQUIRED FOR 2. PRIOR TO COVERING STRUCTURAL MEMBERS HAS BEEN MADE.WHERE A CERTIFICATE OF OCCU-" ELECTRICAL,PLUMBING AND MECH- (READY TO LATH). PANCY IS REQUIRED,SUCH BUILDING SHALL NOT BE ANICAL INSTALLATIONS. 3.INSULATION. OCCUPIED UNTIL FINAL INSPECTION HAS BEEN MADE. 4.FINAL INSPECTION BEFORE OCCUPANCY. VISIBLEPOST THIS CARD SO IT. IS i BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS 49 or - (K-_ VT F _ 2 V7 ,� 2 fitno2`Q� 2 3 1 HEATING INSPECTION APPROVALS ENGINEERING DEPARTMENT Al 0� 2Gj,�� OF HE TH OTHER: o,e '� CU j> SITE PLAN REVIEW APPROVAL WeM ORK 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. , Y i y TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map ��J Parcel Oaf..011 Y Permit# 7 �q S Health Division y S� � Date Issued D Conservation Division >� Os z4v 6�wo5iy AV4*6o y off. Application Fee , 0 Tax Collector ti mt Permit Fee -- � O Treasurer Q Planning Dept. NQ Date Definitive Plan Approved by Planning Bo rd a`� — 12aAp DPI pa.;1v/tip U V ( Cr C'��v-C-fi0,� tS,J Historic OKH IPseservation/Hyannis �11 11u ��� �,��.� g t Project Street Address a ;V 0 LZ YffaC� W-P f' " (or Village Owner Cttf_l5 4-\11tNE ,SA/d l!/ - Address rf0a-YAM C�e Telephone 77 Y— 9M Permit Request /U CDAJST "GT /It 1/ 13"A40M 3 FULLT oZ /flfG.f &0-7-1 Cd 1_eAJ 111k w i?N 3 C rtee (v'��9 6 � !/�D►e/e 32A— S SF Square feet: 1 st floor: existing proposed 81 7 2nd floor: existing proposed Tott l�newyo2�� Zoning District /Q r Flood Plain C Groundwater Overlay Project Valuation fq111 9 3` Construction Type W001) t 294A Lot Size qy, y 7 Grandfathered: &' es ❑No If yes,attach supporting'documentation. w _ as If Dwelling Type: Single Family Two Family ❑ Multi-Family(#units) v� ►? Age of Existing Structure AJ6W // Historic House: & es ❑No On Old King's Highway: VYes ❑No Basement Type: 01"Full ❑Crawl arWalkout ❑Other Basement Finished Area(sq.ft.) 41 4- Basement Unfinished Area(sq.ft) Number of Baths: Full: existing new —3 Half:existing new Number of Bedrooms: existing new Totai Rgom Count(not including baths): existing new f(,Z_ First Floor Room Count Heat Type and Fuel: MGas ❑Oil ❑ Electric ❑Other Central Air: 0-Yes ❑No Fireplaces: Existing New Existing wood/coal stove: ❑Yes ❑No Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑new size Attached garage:❑existing Yew size 116AZ Shed:❑existing Cl new size Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial ❑Yes Wl�o If yes,site plan review# Current Use V 4CAAfT L.07' Proposed Use R ES /6 A>VCF— BUILDER INFORMATION Name ����� �� !J/L.�/�lJ�'f /AIC Telephone Number 2 71 — Address P k cl> License# OD 5 6 Y� V 6LE 1'4 A 02 32_ Home Improvement Contractor# Worker's Compensation# U)CA 007 3 U 61 Z ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO J'X21VaaX# t,�qAAD SIGNATURE DATE'DATE FOR OFFICIAL USE ONLY PERMIT NO. , DATE ISSUED MAP/PARCEL NO. ADDRESS ' w ' VILLAGE OWNER- DATE OF INSPECTION: FOUNDATION r FRAME r� �r 06-r" �� w INSULATION FIREPLACE ®rC— �. �-=a'I� 9:6 Ej ' ELECTRICALr~lr� ROUGH J FINAL i PLUMBING:•"` ROUGH FINAL GAS: ROUGH FINAL' ' �# FINAL BUILDING f r DATE CLOSED OUT . ASSOCIATION PLAN.NO. RESIDENTIAL BUILDING PERMIT FEES APPLICATION FEE New Buildings $100.00 Residential Addition $50.00 Alterations/Renovations $50.00 Building Permit Amendment $25.00 FEE VALUE WORKSHEET f NEW LIVING.SPACE c yo29/ square feet x$96/sq.foot= $ y�� 93 x.0041= 74 6 a IF' 4y plus from below(if applicable) ALTERATIONS/RENOVATIONS OF EXISTING SPACE square feet x$64/sq.foot= x.0041= plus from below(if applicable) GARAGES(attached&detached) c 9 y square feet x$32/sq.ft.= 3 0- oZ Q 6 x.0041=j o .3• I 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.0041= STAND ALONE PERMITS Open Porch x$30.00= -3 y0 (number) Deck x$30.00 (number) 1,,• x$25.00= S�'do . Fireplace/Chimney • (number) Inground Swimming Pool $60.00 Above Ground Swimming Pool $25.00 Relocation/Moving $150.00 (plus above if applicable) d a. O sa. 7q Permit Fee ,P Projcost Rev:063004 J67 r, '(Oon,m,00cuir,�l/� n�../l�aeJn.r.�"dem BOARD OF BUILDING REGULATIONS LICdIiSe: CQNsTMUCtIoN SUPtRVISOR NUrnbeFi G� 006645 { Birt ic1�t9:�.04119/.t 956 (�`1.19(2U06 Tr. no: 22256 BRIAN T DACEY 62 FBRNSMOOK LI j CBNT�RVILLE. MA o2R1 Act„y C v=iil`9 oner r. The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street Boston,MA 02111 Workers' Compensation Insurance Affidavit Applicant Information: PLEASE PRINT NAME b 6Y 6 I Dr 1/I 1-7 /A/ f A/C LOCATION P. O. ;3 0 X q S CITY C JF/v7'F-Vz- �� « STATE 111A ZIP CODE 3d4 PHONE# 55 6 Y" rI`7 f 1 '10 O I am a homeowner performing all work myself. O I am a sole proprietor and have no one working in any capacity. �$ I am an employer providing workers' compensation for my employees working on this job. Company Name ys /��_ u/z-A%w C. Address 12 t,- /3- Q X 5 City CEAITA'C V/L(.,¢- State 44 Zip Code 0o4V Phone# 5 0� _,M_ Insurance Co. r/C J n 149 14JS C 61 Policy# lL/Cr 0023 yy6' U Expiration Date I am a sole proprietor general contractor�or homeowner(circle one)and have hired the contractors listed below who have the following workers' compensation policies: Company Name S S E_ /1 T TltCffG b Q`s 7- Address City State Zip Code Phone# Insurance Co. Policy# Expiration Date Company Name Address City State Zip Code Phone# Insurance Co. Policy# Expiration Date Failure to secure coverage as required under Section 25A of MGL 152 can lead to the imposition of criminal penalties of a fine up to . a i;5uu.��anchor one years imprisuilment as weii as civil peuaicies in the iurnt ui a STGF 'vv'-)&r,UtuJ R anu a lute ui�iv0.0ij a day against me. I understand that a copy of this statement may be forwarded to the Office of Investigations of the DIA for coverage verification. I do hereby certify under the pains and penalties of perjury that the information provided above is true and correct. Signature Date Print name 1—I dAl T ACE Phone# 54 k - "1t7/-- Official use only—do not write in this area—to be completed by city or town official City or town t ermiulicense R L7 building Department O Licensing Board O Selectmen's Office O Health Department O check if immediate response is required O Other Contact person Phone# MAScheck COMPLIANCE REPORT Massachusetts Energy Code Permit # MAScheck Software Version 2.01 Checked by/Date CITY: Barnstable STATE: Massachusetts HDD: 6137 CONSTRUCTION TYPE: 1 or 2 Family, Detached HEATING SYSTEM TYPE: Other (Non-Electric Resistance) DATE: 8-5-2005 DATE OF PLANS: 7/20/2005 TITLE: SNOW RESIDENCE, HOLLYHOCK 41&.OQ.!✓OL PROJECT INFORMATION: SNOW RESIDENCE COMPANY INFORMATION: BAYSIDE BUILDING, INC. COMPLIANCE: PASSES Required UA = 908 Your Home = 885 Area or Cavity Cont. Glazing/Door Perimeter R-Value R-Value U-Value UA ------------------------------------------------------------------------------- CEILINGS 1917 30.0 0.0 68 WALLS: Wood Frame, 24" O.C. 4968 19.0 0.0 291 GLAZING: Windows or Doors 1186 0.350 415 GLAZING: Skylights 32 0.400 13 DOORS 21 0.350 7 FLOORS: Over Unconditioned Space 1917 19.0 0.0 91 ------------------------------------------------------------------------------- COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the requirements of the Massachusetts Energy Code. The heating load for 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 MAScheck INSPECTION CHECKLIST Massachusetts Energy Code MAScheck Software Version 2.01 SNOW RESIDENCE, HOLLYHOCK RD. DATE: 8-5-2005 Bldg. Dept. Use CEILINGS: [ ] 1. R-30 Comments/Location WALLS: [ ] 1. Wood Frame, 24" O.C. , R-19 Comments/Location WINDOWS AND GLASS DOORS: [ ] 1. U-value: 0.35 For windows without labeled U-values, describe .features: # Panes Frame Type Thermal Break? [ ] Yes [ ] No Comments/Location SKYLIGHTS: [ ) 1. U-value: 0.4 For skylights without labeled U-values, describe features: # Panes Frame Type Thermal Break? [ ] Yes [ ] No Comments/Location DOORS: [ ] 1. U-value: 0.35 Comments/Location FLOORS: [ ] 1. Over Unconditioned Space, R-19 Comments/Location AIR LEAKAGE: [ ] Joints, penetrations, and all other such openings in the building envelope that are sources of air leakage must be sealed. When installed in the building envelope, recessed lighting fixtures shall meet one of the following requirements: 1. Type IC rated, manufactured with no penetrations between the inside of the recessed fixture and ceiling cavity and sealed or gasketed to prevent air leakage into the unconditioned space. 2. Type IC rated, in accordance with Standard ASTM E 283, with no more than 2.0 cfm (0.944 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. Y MATERIALS IDENTIFICATION: [ ] Materials and equipment must be identified so that compliance can be determined. Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment must be provided. Insulation R-values and glazing U-values must be clearly marked on the building plans or specifications. 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. HVAC 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. [ ] 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. [ ] HVAC PIPING INSULATION: HVAC piping conveying fluids above 120 F or chilled fluids below 55 F must be insulated to the following levels (in.) : PIPE SIZES (in.) HEATING SYSTEMS: TEMP (F) 2" RUNOUTS 0-1" 1.25-2" 2.5-4" Low pressure/temp. 201-250 1.0 1.5 1.5 2.0 Low temperature 120-200 0.5 1.0 1.0 1.5 Steam condensate any 1.0 1.0 1.5 2.0 COOLING SYSTEMS: Chilled water or 40-55 0.5 0.5 0.75 1.0 refrigerant below 40 1.0 1.0 1.5 1.5 [ ] CIRCULATING HOT WATER SYSTEMS: Insulate circulating hot water pipes to the following levels (in.) : PIPE SIZES (in.) NON-CIRCULATING CIRCULATING MAINS & RUNOUTS HEATED WATER TEMP (F) : RUNOUTS 0-1" 0-1.25" 1.5-2.0" 2.0+" 170-180 0.5 1.0 1.5 2.0 140-160 0.5 0.5 1.0 1.5 ' I 100-130 0.5 0.5 0.5 1.0 ----NOTES TO FIELD (Building Department Use Only) ------------------------- I ' Snow 's P & H 5087759110 p. 2 107 I, LFS[ Y A. �IIIItMW formerly IES �X A. K�W, individually and as of Trus Trustee under an Agreement t dated December 31, 1987 and recorded in the Barnstable County Registry of Deeds in Book(0)31 Page 1:.-,3 , having a mailing address of P. o. Box 6291, Fall River, Massachusetts, for consideration paid of $67,000.00 grant to Jane E. Snow Of 18 Hollyhock Drive, Barnstable (West) , Barnstable County, Massachusetts 02668 with quitclaim covenants, the land, situated in Barnstable (West) , Barnstable County, t+iassachisetts, described as follows: Being .Lot 3 containing 44,477 square feet, more or less, as shown on a plan entitled in Part: ,Plan of Land in West Barnstable made for James H. Doherty, Jr.,,, which said plan is duly filed in the Barnstable County Registry of Deeds in Plan Book 408 Page 97. The above named lot is conveyed with a right of way over Hollyhock Drive as shown on said plan in ccmDon with all others nou, or hereafter entitled thereto. No portion of the fee in Hollyhock Drive is hereby conveyed. For title, see deed dated December 31, 1987 and recorded in said Registry in Book 6100 Page 343. / Il /4.� day of vk)e.. . . . . 1997. H�TW AS A SEA7M this Propert,yy location: Lot 3��ollyhock Drive West Barnstable, MA 02668 C, F! 3Z 3>�� r 1 cn EnG=►1tICJ�JtLgalJ Les A , farmerly known as ' lY, rn x r.% .a „ n rrn r_+ o ' m cn o a_ ley formerly as Lesley . urphY, individually �i�v';Y•, R• �rn�r�h�.( K��r��`i-v,�. iYl�t.4 �� � i e.r ? , 1997 ss: }y 2.—c, ,; — 34f`fo 9 z-`z,4- Then personally appeared the above named Lesley A. gwrston, formerly known as Lesley A. Murphy, individually and as Trustee as aforesaid and acknowledged the foregoing instsunen to be her ree act and deed, before me, � • a— Notary Public,CcxnmviweaH GI o(- Wssac h.-t-seAd� my ooatmaission Expires: ��a0l �q q`1 w =a Al rr amMom c-) x na � Onmma BARNSTABLE REGISTRY OF DEEDS ,� N M. a r•� � a r- x •• - Snow 's P a H 5087759110 p. 3 <n. ✓o �3`,� � L'I:L It,>o.5} f 0 L LOT 2 47 LCrr I cv, pp1q. �a O ![ 6c' C :'�oF \ � ccrt-T G•aR....7t P Lcsr 3 o s r ' 1 p/N L,✓,i •: ... uC � . ,u.c w.M,L6•4L�K/vD.0 wvroc,aucb � o�O'1�W �. �e4•a1.+ > P � W.>.cncfi rF[..[� YA�C[NiGv�:[PuaGQ a�iOCT[a �v � �Q\Vf✓ Q ,s_rs 'fw2VSD).fan O wy�t > c :Dr e» ,) la- S4 O>. ../ , i n �V v� c-4 c>�L :..�y[>✓.�✓.. rr.[Cpv...>•-+.4• •i..,.. uVry OwN ° 'O.Y!•I LT+�Bl6 9llv).)ulu f. 80+20 GWUE.e-4 tY.'lG .:T,72r+CJ[ P2FOA.PSo FbR.• •••_ ••�•_•_'• •'_••., � /� :i.a...6Tw-[i¢•.cZ.Oly'cez w lw[t Tqe.[once x ,)A.ME�J H. 00►•�ClLTY, Jr 4*- Yc� _�'_,ti-.� •a�\("�..".�...Lt_: ..c*'uo�.�.O:•�,..c u,...,a l.lc ra..[.,�ua Ao.rtn SV.�C I �4o OCZflTlC>Z ��.QfS ••• .•.:n .cnfd R.DaC>4�-✓ra Ec«.•[rp dyu4 Ao rc .o ae i •a..•�m. v .[ aL4s>rr...[D -q.;,S i > Snow 's P & H 5087759110 p. 4 MLMORANDUM TO: Christopher and Jane Snow file FROM: Steven J. Pizzuti DATE: October 5,2004 RE: Merger of Lot 3 into Lot 2 24 Hollyhock Drive West Barnstable Jane and Chris purchased Lot 2 on plan recorded in Plan Book 408, Page 97 on February 23, 1988. Jane, alone, purchased Lot 3 on April 29, 1997. Both Lots are located within an RF zoning and are in a Groundwater Protection Overlay District(GPOD). Lot 2 is 44,438 square feet with approx. 150 feet of frontage. Lot 3 has 44,477 square feet with 282.92 feet of frontage. On October 26, 2000, Barnstable changed the minimum area requirement in a GPOD district from 43,560 to 87,120 square feet, thereby making Lot 3 a non-conforming lot. Section 4-4.2 on the Zoning By-law allows protection against an increase in area for a period of (5) years thereby affording protection until October 26, 2005 so long as: (1) not held in common with more than 2 adjoining lot, and (2) had a minimum of 7,500 square feet and 75 feet of frontage or the minimum frontage required in the zoning district (i.e. 150) and (3)was recorded on a plan that conformed to zoning when it was created and (4) conformed to applicable zoning requirements as of January 1, 1976. I will make the assumption that Plan Book 409, Page 97 conformed to zoning as approval was required and signed by the Planning Beard. It would appear that the client is protected until October 25,2005 regardless of the common-ownership issue. Town-of Barnstable Re ato Services Thomas F;:Geiler,:Director - v WAS Buiidiig Division TomPerry, Building`Commissioner - 200 Main Street, Iiyanuis,MA 02601.. www.town.barnstable;mama Office: 508-862-4038 Fax: 508-790-6230 Property Owner Must Complete and Sign This Section If Using A Builder jrgN !E- SAIM.1 ,as Owner of the subject property k, hereby authorize: 5 �,� ' !GA 7N 6 to'`act on mEybehalf, '' t t in all matters relative to work authorized by this bunding permit application (Address of Job) Y D$ tune)� ger Print Name Affidavit of Substantial Financial Interest ,e/ft�✓ T of $yla�Nc /4lC, on oath depose and state as follows: - y" applicant for a building permit for the property located at Map ; Parcel 1, ! am an aPP Dad QQ . The address of the property is o2 tf��GYr`facl� 2. 1 have (� % legal or equitable interest in the real property which is the of the building permit application which is identified in paragraph 1 above. ; subject . . 3. Within in the last twelve months from today' date, which legal or equitable interest in following individuals or entities have had a 1% greater application which is the real property which is the subject of the building permit app_' - , : . 1 above: Identified in paragraph . - • . - _. --. Address Name J�/V 5 �.�;.:wa. s. • �►. •i. - .f' III .����'�D 4> Within the last twelve months, from tod;a s date,which is"� ' or greater legal or equitable interest in the following properties which`have been: :a 1 /o g ., : .._. .. the subject of a building permit application: ' .'>.. Map/Parcel Address RY t` JA �ait3 a�-2/ lqy 34 � ' I have submitted building permit applications for 5. Within this calendar year, ; property in which I have a 1% or greater legal or equitable�interest. P _ ��•r' �•�♦�'+ •.t a lications for .t.,: Within the last ten days, I have submitted _(Z: .building permi pp .. 6. W. g . property in which I have a 1% or greater legal or equitablean#ere. 'thin this month, l have submitted Q building permit,applications'for.property in 7. W► which I have a 1% legal or equitable interest. received U building permits:for property in which I have a 1 Within this month, I have o legal or equitable interest. e , '. .., !day,:of '��200-'S: •... Signed under the pains and penalties of p rj^u•ry, thisf�"� :. . X. zn- . . Application to (91b Ringo �Eqigbwdp 3.egionRY 99Wtoric 0otrict Contmittee In the Town of Barnstable CERTIFICATE OF APPROPRIATENESS pplication is hereby made, with four complete sets, for the issuance of a Certificate of Appropriateness under Section of Chapter 470, Acts and Resolves of Massachusetts, 1973, for proposed work as described below and on plans, -awings, or photographs accompanying this application for. HECK CATEGORIES THAT APPLY: (JI Exterior building construction: 19 New ❑ Addition El Alteration n Indicate type-of building: House 14 Garage ❑ Commercial ID Other . `-J Exterior Painting: ❑ Signs or Billboards: ❑ New Sign ❑ Existing Sign ❑ Repainting Existing Sign Structure: ❑ Fence 0 Wall ❑ Flagpole ❑ Other PE OR PRINT LEGIBLY: DATE 4J . 3 H2N»ABLJ o ,DDRESS OF PROPOSED WORK a y t(OLL-YHOC k D/Z I vit: ASSESSOR'S MAP NO. )WNER JIJAJE SA/VW ASSESSOR'S LOT NO. 6 Rd. 00 V IOME ADDRESS HOLLYNOC9 PX Wog-r- .3ARN6,rhece TELEPHONE NO. 'ULL NAMES AND ADDRESSES OF ABUTTING OWNERS, including those of adjacent property owners across an)t iublic street orway. (Attach additional sheet if necessary.) G w s �. AGENT OR CONTRACTOR ,g oll-blV ig, i^/C- TELEPHONE NO. ?�/— !Dy0 \DDRESS 60- X Q S CFN TE 1� ✓JI-C-9 , 17 A. QoZ 6 3.Z DESCRIPTION OF PROPOSED WORK Give particulars of work to be done, including materials to be used. Please nclude locations of proposed signs. q1,6 Pl AA/ . T 0 COS 5 7,CdG7 q a 1/Z 57-OX Y CO LO Al'14�- tv 1-T H 4 3 CA K rp , ZA69 U/NDE2 . 8ECrgu SE -Tt/E 5 /TE !Soil DEFP P lr- wJE PL.flnl 70 P,00/Z (2) /0 ` F0V,vD,?f7/0,vS D,NE Oar TOP OF rHE 071E4 IN w11-1, �j� /ELDSTQaJ /erETfl�I�G W At -I - T'/`f(5 l,�/I�G �3E .STICK �3!90W lNfZN CHAP 60A�6 F,QONT -t C4ArfQ S#i.v6LFs S/aE 5 -t- eF- M • 194C!117E'C rued �c� 5 H/ALE 5 Signed Ow er-Contractor-Agent For Committee Use Only This-Certificate isk hA MODIFIED Date y�z,�/o E fr - I� Appr enied ELI Co m m ttee Members' Signatures : TOVfk: HISTOP1C _ Town of Barnstable Old King's Highway Historic District Committee SPEC SHEET FOUNDATION jD0j1ie,6A COtiCeETE_ y" GFAA2 CLAP ,teO,v T sj/�wit/ w�u(��r� - ggvs�.v�. G,e�Ai0► sw- �G73 SIDING TYPE U. C. 5t1//✓4fjCe5 COLOR 116+2rs CLEAR 1 ,041er t72/fTuJ000 i (a RE V 5TA/401 CHIMNEY TYPE aR/CK COLOR reEL) 09(ZGff(TEGT VRAL GAAAE _ ROOF MATERIAL R5PH1t1--r 5 /N6LE S COLOR ,5Z I S �3 LRNDE PITCH " FiFtLA WINDOWSJ>d I)pLfii IIIUNQ -4 6"EM "rCOLOR W f1/TE- SIZE /45 pjF2 PLAN TRIM COLOR L1/ 7q off FR-- loW' 11 5 UPEW Gti H ">E" 51lr U!9f IrE DOORS FieBivf (� PANEL w A$L 5 (D- COLORS W. RG�GK 6194DFAI `tTt=s 5. (N, SHUTTERS V /N ` �-' COLORS XVd A 4,,-ItADFAI 6tV - 6/QS GUTTERS A (_U M I N U M COLORS GU E-f' l r J vL l E r 11,X6 P T. FA-4 �v,�ruriAc- M aA H 000 NY DECKS(') l,A2GE yZ� K lY' MATERIALS PORT joeFOXD CEPAR I?A(LS-t i519LUITE25— GARAGE DOORS&-0411Ny01-AA(sEy PAOIEE- COLORS 6VIt /7E SKYLIGHTSC2) VEC U X SIZE `f�x 11, COLORS SIGNS A.-1 !A COLORS /t/bs T01 FENCE /U I f COLOR NOTES Fill out completely, including measurements and materials/colors to be used. Four copies of this form are required for submittal of an application, along with Four copies of the plot plan, landscape plan and elevation plane, when applicable. SPECSHT 1nC��.� - f ��:/��lr�V� a i Town of.Barnstable - Historic Preservation Division Fr+E rqy, Old King's Highway Historic District Committee BARNSTABLE. 9 MAC' i639•• `0�' AtfD MA'S a ' MEMORANDUM- TO; Building Commissioner FROM: DATE: SUBJECT: MODIFICATION TO PRIOR APPROVED PLAN A minor modification to a prior approved plan has been approved by the OKH Committee for the applicant(s) named below: The modification is briefly summarized and I have attached backup material for your records. Applicant(s): /,,3Co-CUeo-- - O Address of Proposed Work: Assessor's Map & Parcel Number: /�1 0 Af. I Minor Modification:_ 3 Inc( 40rr P;-r Jew IF • o� .0 'a �- -- Date Town of Barnstable Old King's Highway Historic District Committee i BC CALCO 2003 DESIGN REPORT - US da (August 05,2005 13:58 Double 1 3/4" x 11 7/8" VERSA-LAM@) 3100 SP. File Name: Bayside snow.BCC: Level 2\6_2 Job Name: Snow Residence Description:2nd fl bm left of m-bed Address: Holly Hock Specifier: be City,State,Zip:West Barnstable,MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: 1 3 Standard Load-40 psf 110 psf Tributary 10-00-00 t;�x�' � ',x�'n "u �� r ... ,� ��, �. 'rI• .� r x a' F € �' � �y:''t & F�,.R"> t+ `BA`,.a a =""#e'< Y AL BO 61 3542 Ibs LL 3542 Ibs LL 1816 Ibs DL 1816 Ibs DL Total Horizontal Length-09-09-04 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 09-09-04 Live 40 psf 10700-00 100% Member Type: Floor Beam Dead 10 psf 10-00-00 90% Number of Spans: 1 11 wall Unf.Lin. Left 00-00-00 09-09-04 Live 0 plf n/a 90% Left Cantilever: No Dead 60 plf n/a 90% Right Cantilever: No 2 ceiling Unf.Area Left 00-00-00 09-09-04 Live 5 psf 05-00-00 100% Dead 10 psf 05-00-00 90% Slope: 0/12 3 Roof Unf.Area Left 00-00-00 09-09-04 Live 30 psf 10-00-00 115% Tributary: 10-00-00_N Dead 15 psf 10-00-00 90% Controls Summary Control Type Value %Allowable Duration Load Case Span Location Live Load: 40 psf Moment 13088 ft-Ibs 53.5% 115% 3 1 -Internal Dead Load: 10 psf Neg.Moment 0 ft-Ibs n/a 100% Partition Load: 0 psf End Shear 4273 Ibs 46.2% 115% 3 1 -Left Duration: 100 Total Load Defl. U509(0.23") 47.1% 3 1 Live Load Defl. U770(0.152") 46.7% 3 1 Disclosure Max Defl. 0.23" 23.0% 3 1 The completeness and accuracy of the input must be verified by anyone Notes who would rely on the output as Design meets Code minimum(U240)Total load deflection criteria. evidence of suitability for a Design meets Code minimum(U360)Live load deflection criteria. particular application. The output Design meets arbitrary(1")Maximum load deflection criteria. above is based upon building Minimum bearing length for BO is 1-3/4". cpde-accepted design properties Minimum bearing length for 61 is 1-3/4". and analysis methods. Installation Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing of BOISE engineered wood products must be in accordance Connection Diagram with the current Installation Guide Consult project design professional of record or BOISE technical representative for connection design and the applicable building codes. Member has no side loads.. To obtain an Installation Guide or if you have any questions,please call Connectors are: 16d Sinker Nails (800)232-0788 before beginning product installation. a=2„ d b BC CALCO, BC FRAMER®, BCIG, b=3" 4 BC RIM BOARD-, BC OSB RIM c- 4 BOARD- BOISE GLULAM-, d 12" — -J- VERSA-LAM®,VERSA-RIM@, VERSA-RIM PLUS®, C VERSA-STRAN D rm, VERSA-STUD®,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. Page 1 of 1 BOISE" BC CALL® 2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Triple 1 3/4" x 16" VERSA-LAM® 3100 SP File Name: Bayside Snow.BCC: Level 2\6_31 Job Name: Snow Residence Description:2nd fl bm in m-bed rm picking up canti Address: Holly Hock Specifier: be City,State,Zip:West Barnstable,MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood,Products Code reports: ICBO 5512, NER 629 Misc: Standard Load-40 psf 110 psf Tributary 05-00-00 �4� �� '. _ i� A. 5 a o� �.'�* ���iAr ./ 1 :{Y• ... r �•.. A � ,�," �� "`� „�...SE"b Ak BO B1 1967 Ibs ILL 1967 Ibs LL 724 Ibs DL 724 Ibs DL Total Horizontal Length-19-08-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 19-08-00 Live 40 psf 05-00-00 100% Member Type: Floor Beam Dead 10 psf 05-00-00 90% Number of Spans: 1 Left Cantilever: No Controls Summary Right Cantilever: No Control Type Value %Allowable Duration Load Case Span Location Moment 13229 ft-Ibs 23.6% 100% 2 1 -Internal Slope: 0/12 Neg. Moment 0 ft-Ibs n/a 100% Tributary: 05-00-00 End Shear 2326 Ibs 14.3% 100% 2 1 -Left Total Load Defl. U918(0.257) 26.1% 2 1 Live Load Defl. U1256(0.188") 28.7% 2 1 Max Defl. 0.257" 25.7% 2 1 Live Load: 40 psf Dead Load: 10 psf Notes Partition Load: 0 psf Design meets Code minimum(U240)Total load deflection criteria. Duration: 100 Design meets Code minimum(U360)Live load deflection criteria. Disclosure Design meets arbitrary(1")Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". The completeness and accuracy of Minimum bearing length for B1 is 1-1/2". the input must be verified by anyone Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing who would rely on the output as evidence of suitability for a Connection Diagram particular application. The output Consult project design professional of record or BOISE technical representative for connection design above is based upon building code-accepted design properties Nailing schedule applies to both sides of the member.' and analysis methods. Installation Member has no side loads. of BOISE engineered wood Connectors are: 16d Sinker Nails products must be in accordance with the current Installation Guide a=2" and the applicable building codes. d To obtain an Installation Guide or if b-3 a you have any questions,please call d c= 12" _ (800)232-0788before beginning = product installation. e=3" 0 0 0 � BC CALCO, BC FRAMER®, BCI®, BC RIM BOARD rm BC OSB RIM e o o BOARD-, BOISE GLULAM-, VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, n VERSA-STRANDTM' - VERSA-STUDS,ALLJOISTO and AJS rm are trademarks of Boise Cascade Corporation. Page 1 of 1 BOiSE- BC CALC®2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 11 7/8" VERSA-LAM® 3100 SP File Name: Bay side Snow.BCC: Level 2\6_32 Job Name: Snow Residence Description: 2nd fl bm left of opening over breakfast Address: Holly Hock " Specifier: be City State,Zip:West Barnstable, MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: Standard Load-40 psf 110 psf Tributary 01-04-00 .d t�,;a� k1�._ �$�fi+�'�'i:'"yob-r��� q, '� .. `"'''°r y* -� ," �', a.- S '"°• � `�„j3 . BO 61 437 Ibs LL 559 Ibs LL 200 Ibs DL 248 Ibs DL Total Horizontal Length-13-08-04 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start' End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 13-08-04 Live 40 psf '01-04-00 100% Member Type: Floor Beam Dead 10 psf 01-04-00 90% Number of Spans: 1 1 B_33 Conc.Pt. Left 09-11-12 09-11-12 Live 266 Ibs n/a 100% Left Cantilever: No Dead 105 Ibs n/a 90% Right Cantilever: No Controls Summary Slope: 0/12 Control Type Value %Allowable Duration Load Case Span Location Tributary: 01-04-00 Moment 2587 ft-Ibs 12.2% 100% 2 1 -Internal Neg.Moment 0 ft-Ibs n/a 100% End Shear 729 Ibs 9.1% 100% 2. 1 -Right Total Load Defl. U1842(0.089") 13.0% 2 1 Live Load: 40 psf Live Load Defl. U2665(0.062") 13.5% 2 1 Dead Load: 10 psf Max Defl. 0.089" 8.9% 2 1 Partition Load: 0 psf Duration: 100 Notes , Disclosure Design meets Code minimum(U240)Total load deflection criteria. Design meets Code minimum(U360)Live load deflection criteria. The completeness and accuracy of Design meets arbitrary(1")Maximum load deflection criteria. the input must be verified by anyone Minimum bearing length for BO is 1-1/2 who would rely on the output as Minimum bearing length for 131 is 1-1/2". evidence of suitability for a Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing particular application. The output Connector Manufacturer: Simpson Strong-Tie®Company Inc. above is based upon building code-accepted design properties Connection Diagram and analysis methods. Installation Consult project design professional of record or BOISE technical representative for connection design of BOISE engineered wood Member has no side loads. products must be in accordance Concentrated loads are not considered in side load analysis. with the current Installation Guide and the applicable building codes. Connectors are:16d Sinker Nails To obtain an Installation Guide or if you have any questions,please call a=2„ (800)232-0788 before beginning b=3„ b d product installation. c=4„ a BC CALC®, BC FRAMER®, BCIO, d=12" To • BC RIM BOARD-, BC OSB RIM BOARD-, BOISE GLULAM-, C VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRAND-' VERSA-STUD®,ALLJOISTO and AJS rm are trademarks of Boise Cascade Corporation. Page 1 of 1 uoisw BC CALC®2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 11 7/8" VERSA-LAM® 3100 SP File Name: Bayside Snow.BCC:Level 2\13_33 Job Name: Snow Residence Description: 2nd fl beam at opening over breakfast Address: Holly Hock Specifier: be City,State,Zip:West Barnstable,MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: Standard Load-40 psf 110 psf Tributary 02-00-00 iN `aA BO B1 266 Ibs LL 266 Ibs LL 105 Ibs DL 105 Ibs DL Total Horizontal Length-06-07-12 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 06-07-12 Live 40 psf 02-00-00 100% Member Type: Floor Beam Dead 10 psf 02-00-00 90% Number of Spans: 1 Left Cantilever: No Controls Summary Right Cantilever: No Control Type Value %Allowable Duration Load Case Span Location Moment 617 ft-Ibs 2.9% 100% 2 1 -Internal Slope: 0/12 Neg.Moment 0 ft-Ibs n/a 100% Tributary: 02-00-00 End Shear 261 Ibs 3.2% 100% 2 1 -Left Total Load Defl. U15893(0.005") 1.5% 2 1 Live Load Defl. U22185(0.004") 1.6% 2 1 Max Defl. 0.005" 0.5% 2 1 Live Load: 40 psf Dead Load: 10 psf Notes 1 Partition Load: psf Design meets Code minimum(U240)Total load deflection criteria._ Duration: 00 Design meets Code minimum(U360)Live load deflection criteria. Disclosure Design meets arbitrary(1")Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". The completeness and accuracy of Minimum bearing length for B1 is 1-1/2". the input must be verified by anyone Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing who would rely on the output as Connector Manufacturer: Simpson Strong-Tie®Company Inc. evidence of suitability for a particular application. The output Connection Diagram above is based upon building Consult project design professional of record or BOISE technical representative for connection design code-accepted design properties Member has no side loads. and analysis methods. Installation of BOISE engineered wood Connectors are: 16d Sinker Nails products must be in accordance with the current Installation Guide a=2„ d 3" and the applicable building codes. b= b To obtain an Installation Guide or if c=4„ a you have any questions,please call d=12" T� • (800)232-0788 before beginning product installation. C BC CALC®, BC FRAMERS, BCIS, BC RIM BOARD- BC OSB RIM BOARD- BOISE GLULAM-, VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS@, VERSA-STRAND- VERSA-STUDS,ALLJOISTS and AJSTm are trademarks of Boise Cascade Corporation. Page 1 of 1 i uoisw BC CALCO 2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Single 11 7/8" AJSTm 20 MSR File Name: Bayside Snow.BCC: Level 2W_OOdb Job Name: Snow Residence Description: Address: Holly Hock Specifier: be City,State,Zip:West Barnstable,MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ISR-1144 Misc: Standard Load-40 psf 110 psf OC Spacing 16" Ak 01-06-00 04-00-00 Ak BO,3-1/2" B1,5-1/4" B2, 1-1/2" 37 Ibs LL 222 Ibs LL 87 Ibs LL -4 Ibs DL 55 Ibs DL 22 Ibs DL Total Horizontal Length-05-06-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value OCS Dur. S Standard Load Unf.Area Left 00-00-00 05-06-00 Live 40 psf 16" 100% Member Type: Joist Dead 10 psf 16" . 90% Number of Spans: 2 Left Cantilever: No Controls Summary Right Cantilever: No Control Type Value %Allowable Duration Load Case Span Location 16" Moment 102 ft-Ibs 2.3% 100% 2 2-Left Slope: Neg. Moment -102 ft-Ibs 2.3% 100% 2 1 -Right OC Spacing: 16" End Reaction 109 Ibs 9.5% 100% 5 2-Right Repetitive: Yes Int. Reaction 277 Ibs 9.5% 100% 2 2-Left Construction Type:Glued Cont.Shear 159 Ibs 10.7% 100% 2 2-Left Uplift 55 Ibs n/a 5 1 -Left Live Load: 40 psf Total Load Defl. U26833(0.002") 0.9% 5 2 Dead Load: 10 psf Live Load Defl. U28355(0.002") 1.7% 5 2 Partition Load: 0 psf Total Neg. Defl. -0" n/a 5 1 Duration: 100 Max Defl. 0.002" 0.2% 5 2 Disclosure Span/Depth 4.0 n/a 2 The completeness and accuracy of Cautions the input must be verified by anyone Uplift of 55 Ibs found at span 1 -Left. who would rely on the output as evidence of suitability for a Notes particular application. The output Design meets Code minimum(U240)Total load deflection criteria. above is based upon building Design meets User specified(U480)Live load deflection criteria. code-accepted design properties Design meets arbitrary(1")Maximum load deflection criteria. and analysis methods. Installation Minimum bearing length for BO is-3-1/2". of BOISE engineered wood Minimum bearing length for 61 is 5-1/4". products must be in accordance Minimum bearing length for B2 is 1-1/2". with the current Installation Guide Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing and the applicable building codes. Connector Manufacturer: Simpson Strong-Tie®Company Inc. To obtain an Installation Guide or if you have any questions,please call (800)232-0788 before beginning product installation. BC CALCO, BC FRAMER@, BCIG, BC RIM BOARD-, BC OSB RIM BOARD-, BOISE GLULAMTm, VERSA-LAM(&,VERSA-RIM(&, , - VERSA-RIM PLUSO, •` .VERSA-STRAND-, VERSA-STUDG,ALLJOISTG and AJSTm are trademarks of Boise Cascade Corporation. Page 1 of 1 i noises BC CALC® 2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Single 11 7/8" l3CI® 600S SP File Name:" Bayside Snow.BCC: Level 2\J_05 Job Name: Snow Residence Description: master bed room joist Address: Holly Hock Specifier: be City,State,Zip:West Barnstable, MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: NER 594, ICBO 5208 Misc: Standard Load-40 psf 110 psf PC Spacing 16" *t ,fir :K �.. ,}&' � BO,3-1/2" B1,3-1/2" 528 Ibs LL 528 Ibs LL 132 Ibs DL 132 Ibs DL Total Horizontal Length-19-09-12 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value OCS Dur. S Standard Load Unf.Area Left 00-00-00 19-09-12 Live 40 psf 16" 100% Member Type: Joist Dead 10 psf 16" 90% Number of Spans: 1 Left Cantilever: No Controls Summary Right Cantilever: No Control Type Value %Allowable Duration Load Case Span Location Moment 3270 ft-Ibs 59.3% 100% 2 1 -Internal Slope: 0/12 Neg. Moment 0 ft-Ibs n/a 100% OC Spacing: 16" End Reaction 660 Ibs 44.8% 100% 2 1 -Right Repetitive: Yes Total Load Defl. U460(0.517") 52.2% 2 1 Construction Type:Glued Live Load Defl. U575(0.414") 83.5% 2 1 Max Defl. 0.517" 51.7% 2 1 Live Load: 40 psf Span/Depth 20.0 n/a 1 Dead Load: 10 psf Partition Load: 0 psf Notes Duration: 100 Design meets Code minimum(U240)Total load deflection criteria. Disclosure Design meets User specified(U480)Live load deflection criteria. Design meets arbitrary(1")Maximum load deflection criteria. The completeness and accuracy of Minimum bearing length for BO is 3-1/2". the input must be verified by anyone Minimum bearing length for B1 is 3-1/2". who would rely on the output as Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing evidence of suitability for a particular application. The output above is based upon building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with the current Installation Guide and the applicable building codes. To obtain an Installation Guide or if you have any questions,please call (800)232-0788 before beginning product installation. BC CALC®, BC FRAMER®, BCIO, BC RIM BOARDTm, BC OSB RIM BOARDTm, BOISE GLULAM7m, VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRAND-, VERSA-STUD®,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. Page 1 of 1 i BOISE- BC CALC®2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 9 1/2" VERSA-LAM®3100 SP File Name: Bayside Snow.BCC: Level 3\13_38 Job Name: Snow Residence Description: 3rd fl bm front at dormer pick up roof Address: Holly Hock Specifier: be City,State,Zip:West Barnstable, MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: 2 1 � Standard Load-40 psf 110 psf Tributary 07-00-00 N� Ak BO 131 3748 Ibs LL 3748 Ibs LL 1167 Ibs DL 1167 Ibs DL Total Horizontal Length-08-08-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf:Area Left 00-00-00 08-08-00 Live 40 psf 07-00-00 100% Member Type: Floor Beam Dead 10 psf 07-00-00 90% Number of Spans: 1 1 ceiling Unf.Area Left 00-00-00• 08-08-00 Live 5 psf 05-00-00 100% Left Cantilever: No Dead 10 psf 05-00-00 90% Right Cantilever: . No 2 roof Unf.Area Left 00-00-00 08-08-00 Live 40 psf 14-00-00 115% Slope: 0/12 Dead 10 psf 14-00-00 90% - •. Tributary: 07-00-00 Controls Summary Control Type Value %Allowable Duration Load Case Span Location Moment 10650 ft-Ibs 66.4% 115% 3 1 -Internal Neg. Moment 0 ft-Ibs n/a 100% Live Load: 40 psf End Shear 4018 Ibs 54.3% 115% 3 1 -Left Dead Load: 10 psf Total Load Defl. U361 (0.288") 66.4% 3 1 Partition Load: 0 psf Live Load Defl. U474(0.22") 76.06/o 3 1 Duration: 100 Max Defl. 0.288" 28.8% 3 1 Disclosure Notes The completeness and accuracy of Design meets Code minimum(U240)Total load deflection criteria. the input must be verified by anyone Design meets Code minimum(U360)Live load deflection criteria. . who would rely on the output as Design meets arbitrary(1")Maximum load deflection criteria. evidence of suitability for a Minimum bearing length for BO is 1-5/8". particular application. The output Minimum bearing length for B1 is 1-5/8". above is based upon building Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing code-accepted design properties and analysis methods. Installation Connection Diagram of BOISE engineered.wood Consult project design professional of record or BOISE technical representative for connection design products must be in accordance Member has no side loads. with the current Installation Guide and the applicable building codes. Connectors are: 16d Sinker Nails To obtain an Installation Guide or if you have any questions,please call a=2„ d (800)232-0788 before beginning b=3„ b product installation. c=2-3/4" a BC CALC®, BC FRAMER®, BCIO, d=12" ' • P. BC RIM BOARD-, BC OSB RIM BOARD-, BOISE GLULAM-, C VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®; VERSA-STRANDTTM . VERSA-STUD®,ALLJOISTO and" AJSTI"are trademarks of Boise Cascade Corporation. Page 1 of 1 BOiSE" BC CALCO 2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 9 1/2" VERSA-LAM@) 3100 SP File Name: Bayside Snow.BCC:Level 3\13_39 Job Name: Snow Residence Description: 3rd fl beam at stair Address: Holly Hock Specifier: be City,State,Zip:West Barnstable, MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: Standard Load-40 psf 110 psf Tributary 14-00-00 BO B1 2322 Ibs LL 2322 Ibs LL 619 Ibs DL 619 Ibs DL Total Horizontal Length-08-03-08 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 08-03-08 Live 40 psf 14-00-00 100% Member Type: Floor Beam Dead 10 psf 14-00-00 90% Number of Spans: 1 Left Cantilever: No Controls Summary Right Cantilever: No Control Type Value %Allowable Duration Load Case Span Location Moment 6096 ft-Ibs 43.7% 100% 2 1 -Internal Slope: 0/12 Neg. Moment 0 ft-Ibs n/a 100% Tributary: 14-00-00 End Shear 2379 Ibs 37.0% 100% 2 1 -Left Total Load Defl. U660(0.151") 36.4% 2 1 Live Load Defl. U836(0.119") 43.1% 2 1 Max Defl. 0.151" 15.1% 2 1 Live Load: 40 psf Dead Load: 10 psf Notes Partition Load: 0 psf Design meets Code minimum(U240)Total load deflection criteria. Duration: 100 Design meets Code minimum(L/360)Live load deflection criteria. Disclosure Design meets arbitrary(1")Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". The completeness and accuracy of Minimum bearing length for 131 is 1-1/2". the input must be verified by anyone Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing who would rely on the output as evidence of suitability for a Connection Diagram particular application. The output Consult project design professional of record or BOISE technical representative for connection design above is based upon building Member has no side loads. code-accepted design properties and analysis methods. Installation Connectors are: 16d Sinker Nails of BOISE engineered wood products must be in accordance a=2„ d with the current Installation Guide b=3„ b and the applicable building codes. c=2-3/4" a To obtain an Installation Guide or if d=12" T you have any questions,please call (800)232-0788 before beginning product installation. C BC CALCO, BC FRAMER®,BCIO, BC RIM BOARDTm BC OSB RIM BOARD rm, BOISE GLULAMTm, VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRAND rm, VERSA-STUDS,ALLJOISTO and AJS rm are trademarks of Boise Cascade Corporation. Page 1 of 1 Boisw BC CALC®2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 9 1/2" VERSA-LAM® 31 K SIR file Name: Bayside Snow.BCC: Level 3\B_41 Job Name: Snow Residence Description: m bed room slider Address: Holly Hock Specifier: be City,State,Zip:West Barnstable, MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: .1 2 Standard Load-5 psf 110 psf Tributary 01- 44-00 �� s-'sr t - v x BO 482 Ibs LL 482 Ibs B1 1 607 Ibs DL LL 607 Ibs DL Total Horizontal Length-09-07-09 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 09-07-09 Live 5 psf 01-04-00 100% Member Type: Floor Beam Dead 10 psf 01-04-00 90% Number of Spans: 1 1 gable Unf. Lin. Left 00-00-00 09-07-09 Live 0 plf n/a 90% Left Cantilever: No Dead 80 plf n/a 90% Right Cantilever: No 2 roof Unf.Area Left 00-00-00 09-07-09 Live 40 psf 02-04-00 100% Dead 10 psf 02-04-00 90% Slope: 0/12 Tributary: 01-04-00 Controls Summary Control Type Value %Allowable Duration Load Case Span Location Moment 2620 ft-Ibs 18.8% 100% 2 1 -Internal Neg.Moment 0 ft-Ibs n/a 100% Live Load: 5 psf End Shear 909 Ibs 14.1% 100% 2 1 -Left Dead Load: 10 psf Total Load Defl. U1321 (0.087") 18.2% 2 1 Partition Load: 0 psf Live Load Defl. U2987(0.039") 12.1% 2 1 Duration: 100 Max Defl: 0.087" 8.7% 2 1 Disclosure Notes The completeness and accuracy of Design meets Code minimum(U240)Total load deflection criteria. the input must be verified by anyone Design meets Code minimum(U360)Live load deflection criteria. who would rely on the output as Design meets arbitrary(1")Maximum load deflection criteria. evidence of suitability for a Minimum bearing length for BO is 1-1/2". particular application. The output Minimum bearing length for 61 is 1-1/2". above is based upon building Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing code-accepted design properties and analysis methods. Installation Connection Diagram of BOISE engineered wood Consult project design professional of record or BOISE technical representative for connection design products must be in accordance Member has no side loads. with the current Installation Guide and the applicable building codes. Connectors are: 16d Sinker Nails To obtain an Installation Guide or if you have any questions, please call a=2„ d (800)232-0788 before beginning b=3„ b product installation. c=2-3/4" a BC CALC®, BC FRAMER®, BCI®, d=12" • BC RIM BOARD rm, BC OSB RIM BOARD-, BOISE GLULAM-, C VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRANDT"' • • VERSA-STUD®,ALLJOISTO and AJS rm are trademarks of Boise Cascade Corporation. Page 1 of 1 uoisw BC CALC®2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 11 7/8" VERSA-LAM® 3100 SP File Name: Bayside snow.BCC: Level 2kB_20 Job Name: Snow Residence Description: header between breasfast&Living Address: Holly Hock Specifier: be City State,Zip:West Barnstable, MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: 7 �r. a' ( Standard Load-40 psf 110 psf Tributary 14-00-00 AL BO B1 3470 Ibs LL 3482 Ibs LL 1125 Ibs DL 1130 Ibs DL Total Horizontal Length-05-08-08 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 05-08-08 Live 40 psf 14-00-00 100% Member Type: Floor Beam Dead 10 psf 14-00-00 90% Number of Spans: 1 1 wall Unf. Lin. Left 00-00-00 05-08-08 Live 0 plf n/a 90% Left Cantilever: No Dead 60 plf n/a 90% Right Cantilever: No 2 attic Unf.Area Left 00-00-00 05-08-08 Live 40 psf 14-00-00 100% Dead 10 psf 14-00-00 90% Slope: 0/12 3 B_32 Conc. Pt. Left 02-11-00 02-11-00 Live 559 Ibs n/a 100% Tributary: 14-00-00 Dead 248lbs n/a 90% Controls Summary Control Type Value %Allowable Duration Load Case Span Location Live Load: 40 psf Moment 7143 ft-Ibs A6% 100% 2 1 -Internal Dead Load: 10 psf Neg.Moment 0 ft-Ibs n/a 100% Partition Load: 0 psf End Shear 3157 Ibs 39.3% 100% 2 1 -Right Duration: 100 Total Load Defl. U1650(0.042") 14.5% 2 1 Live Load Defl. U2194(0.031") 16.4% 2 1 Disclosure Max Defl. 0.042" 4.2% 2 1 The completeness and accuracy of the input must be verified by anyone Notes who would rely on the output as Design meets Code minimum(U240)Total load deflection criteria. evidence of suitability for a Design meets Code minimum(U360)Live load deflection criteria. particular application. The output Design meets arbitrary(1")Maximum load deflection criteria. above is based upon building Minimum bearing length for BO is 1-1/2". code-accepted design properties Minimum bearing length for 131 is 1-1/2". and analysis methods. Installation Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing of BOISE engineered wood products must be in accordance Connection Diagram with the current Installation Guide Consult project design professional of record or BOISE technical representative for connection design and the applicable building codes. Member has no side loads. To obtain an Installation Guide or if Concentrated loads are not considered in side load analysis. you have any questions,please call (800)232-0788 before beginning Connectors are: 16d Sinker Nails product installation. BC CALC®, BC FRAMER®, BCIG, a=2" b d BC RIM BOARD-, BC OSB RIM b=3" BOARD-, BOISE GLULAM- _4 a VERSA-LAM®,VERSA-RIM®; d 12 • VERSA-RIM PLUS®, VERSA-STRAND rm C VERSA-STUD®,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. Page 1 of 1 BO&SE- BC CALC®2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 11 7/8" VERSA-LAM® 3100 SP File Name: Bayside Snow.BCC: Level 2\13_34 Job Name: Snow Residence Description: 2nd fl stair header Address: Holly Hock Specifier: be City,State,Zip:West Barnstable, MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: Standard Load'-40 psf 110 psf Tributary 07-00-00 �^ r .^#.4 �. Y -r.»< a,fv .:s9c £t•,t '; r,w n:, '�'a ,.�,,. 'fi.. z h-, BO 61 473 Ibs LL 473 Ibs LL 138 Ibs DL 138 Ibs DL Total Horizontal Length-03-04-08 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 03-04-08 Live 40 psf 07-00-00 100% Member Type: Floor Beam Dead 10 psf 07-00-00 90% Number of Spans: 1 Left Cantilever: No Controls Summary Right Cantilever: No Control Type Value %Allowable Duration Load Case Span Location Moment 515 ft-Ibs 2.4% 100% 2 1 -Internal Slope: 0/12 Neg. Moment 0 ft-Ibs n/a 100% Tributary: 07-00-00 End Shear 252 Ibs 3.1% 100% 2 1 -Left Total Load Defl. U37483(0.001") 0.6% 2 1 Live Load Defl. U48424(0.001") 0.7% 2 1 Live Load: 40 psf Max Defl. 0.001" 0.1% 2 1 Dead Load: 10 psf Notes Partition Load: 0 psf Design meets Code minimum(U240)Total load deflection criteria. Duration: 100 Design meets Code minimum(U360)Live load deflection criteria. Disclosure Design meets arbitrary(1")Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". The completeness and accuracy of Minimum bearing length for B1 is 1-1/2". the input must be verified by anyone Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing who would rely on the output as Connector Manufacturer: Simpson Strong-Tie®Company Inc. evidence of suitability for a particular application. The output Connection Diagram above is based upon building code-accepted design properties Consult project design professional of record or BOISE technical representative for connection design and analysis methods. Installation Member has no side loads. of BOISE engineered wood Connectors are: 16d Sinker Nails products must be in accordance with the current Installation Guide a=2„ b d and the applicable building codes. b=3;, To obtain an Installation Guide or if c=4„ a you have any questions,please call d=12" e (800)232-0788 before beginning T product installation. C BC CALC®, BC FRAMER®, BCI®, BC RIM BOARD- BC OSB RIM BOARD rm, BOISE GLULAM-rm, VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRAN D rm, VERSA-STUD®,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. Page 1 of 1 BOiSIF BC CALC® 2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 11 7/8" VERSA-LAM® 3100 SP File Name: Bayside Snow.BCC:Level 2\13_29 Job Name: Snow Residence Description:2nd fl beam left of stair Address: Holly Hock Specifier: be City,State,Zip:West Barnstable,MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: z 1 a 3 6I IV I 1 5 I I I I I I Standard Load-40 psTM utary 01-04-00 " Ys�: ,.' ' � '*' �f y�•,� .f�, •' :xa �V5..� �.�.i 01-06-00 Ak07-09-10 61 B2 3378 Ibs LL _ 2180 Ibs LL 1246 Ibs DL 830 Ibs DL Total Horizontal Length-09-03-10 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start . End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 09-03-10 Live 40 psf 01-04-00 100% Member Type: Floor Beam Dead 10 psf 01-04-00 90% Number of Spans: 2 1 2nd fl Unf.Area Left 00-00-00 07-09-10 Live 40 psf 07-00-00,100% Left Cantilever: Yes Dead 10 psf 07-00-00 90% Right Cantilever: No 2 wall Unf. Lin. Left 00-00-00 07-09-10 Live 0 plf n/a 90% Dead 60 plf n/a 90% Slope: 0/12 3 attic Unf.Area Left 00-00-00 07-09-10 Live 40 psf 07-00-00 100% Tributary: 01-04-00 Dead 10 psf 07-00-00 90% 4 wall Unf. Lin. Left 07-09-10 09-03-10 Live 0 plf n/a 90% Dead 80 plf n/a 90% 5 ceiling dormer Unf.Area Left 07-09-10 09-03-10 Live 58 psf 04-04-00 100% Live Load: 40 psf Dead 10 psf 04-04-00 90% Dead Load: 10 psf 6 dormer roof Unf.Area Left 07-09-10 09-03-10 Live 35 psf 04-04-00 115% Partition Load: 0 psf Dead 15 psf 04-04-00 90% Duration: 100 Controls Summary Disclosure Control Type Value %Allowable Duration Load Case Span Location The completeness and accuracy of Moment . 5731 ft-Ibs 26.9% 100% 2 2-Internal the input must be verified by anyone Neg. Moment -943 ft-Ibs 4.6% 100% 2 1 -Right who would rely on the output as End Shear 2203 Ibs 27.4% 100% 2 2-Right evidence of suitability for a Cont.Shear 2516 Ibs 31.3% 100% 2 2-Left particular application. The output Total Load Defl; U1365(0.069") 17.6% 5 2 above is based upon building Live Load Defl. U1829(0.051") 19.7% 5 2 code-accepted design properties Total Neg. Defl. -0.041" 8.3% 5 1 Right Support and analysis methods. Installation Max Defl. 0.0691, 6.9% 5 2 of BOISE engineered wood products must be in accordance Notes with the current Installation Guide Design meets User specified(U240)Total load deflection criteria. and the applicable building codes. Design meets C�ode,minimum(2xU240)Live load deflection criteria for cantilever spans due to roof loads. To obtain an Installation Guide or if Design meets Code minimum(U360)Live load deflection criteria for non-cantilever spans. you have any questions,please call Design meets arbitrary(1")Maximum load deflection criteria. (800)232-0788 before beginning Minimum bearing length for 61 is 3". product installation. r I Minimum bearing length for B2 is 1-1/2". BC CALC®,BC FRAMER®, BCI®, Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing BC RIM BOARDTm, BC OSB RIM BOARD-, BOISE GLULAM-1 VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRAND-, VERSA-STUD®,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. Page 1 of 2 uoisw BC CALC®2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 11 7/8" VERSA-LAM(g) 3100 SP File Name: Bayside Snow.BCC: Level 2\13_29 Job Name: Snow Residence Description:2nd fl beam left of stair Address: Holly Hock Specifier: be City,State,Zip:West Barnstable, MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: Connection Diagram Consult project design professional of record or BOISE technical representative for connection design Member has no side loads. Connectors are: 16d Sinker Nails a=2" -bJ d b=Y c=4" a d= 12" I • \ C Page 2 of 2 I s0I$E- BC CALC®2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Single 11 7/8" AJSTm 20 MSR File Name: Bayside Snow.BCC: Level 2\J_18 Job Name: Snow Residence Description: Address: Holly Hock Specifier: be City,State,Zip:West Barnstable, MA Designer: Customer: Bayside Building, Inc. Company: 'Shepley Wood Products Code reports: ISR-1144 Misc: Standard Load-40 psf 10 psf OC Spacing 16" Elf-4W BO,3-1/2" B1, 1-1/2" 373 Ibs LL 373 Ibs LL 93 Ibs DL 93 Ibs DL Total Horizontal Length-13-11-12 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value OCS Dur. S Standard Load Unf.Area Left 00-00-00 13-11-12 Live 40 psf 16" 100% Member Type: Joist Dead 10 psf 16" 90% Number of Spans: 1 Left Cantilever: No Controls Summary Right Cantilever: No Control Type Value %Allowable Duration Load Case Span Location Moment 1628 ft-Ibs 37.0% 100% 2 1 -Internal Slope: 0/12 Neg.Moment 0 ft-Ibs n/a 100% OC Spacing: 16" End Reaction 466 Ibs 40.7% 100% 2 1 -Right Repetitive: Yes Total Load Defl. U1085(0.155") 22.1% 2 1 Construction Type:Glued Live Load Defl. U1357(0.124") 35.4% 2 1 Max Defl. 0.155" 15.5% 2 1 Live Load: 40 psf Span/Depth 14.1 n/a 1 Dead Load: 10 psf Partition Load: -0 psf Notes Duration: 100 Design meets Code*minimum(U240)Total load deflection criteria. Disclosure Design meets User specified(U480)Live load deflection criteria. The completeness and accuracy of Design meets arbitrary(1")Maximum load deflection criteria. Minimum bearing length for BO is 3-1/2". the input must be verified by anyone Minimum bearing length for B1 is 1-1/2". who would rely on the output as Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing evidence of suitability for a particular application. The output above is based upon building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with the current Installation Guide and the applicable building codes. To obtain an Installation Guide or if you have any questions,please call (800)232-0788 before beginning product installation. BC CALC®,.BC FRAMER®, BCI®, BC RIM BOARD-, BC OSB RIM BOARD-, BOISE GLULAM-, VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRANDT"" VERSA-STUD®,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. Page 1 of 1 BOISE- BC CALC®2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Single 11 7/8" AJSTm 20 MSR File Name: Bayside Snow.BCC:Level 2\J_07 Job Name: Snow Residence Description: Address: Holly Hock Specifier: be City,State,Zip:West Barnstable, MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ISR-1144 Misc: Standard Load-40 psf 110 psf 'pC Spacing 16" WON 13-10-14 13-06-12 Ak BO,3-1/2" 61,3-1/2" B2, 1-1/2" 324 Ibs LL 916 Ibs LL 317 Ibs LL 70 Ibs DL 229 Ibs DL 67 Ibs DL Total Horizontal Length-27-05-10 General Data, Load Summary Version: US Imperial ID Description Load Type Ref. 'Start End Type Value OCS Dur. S Standard Load Unf.Area Left 00-00-00 27-05-10 Live 40 psf 16" 100% Member Type: Joist Dead 10 psf 16" 90% Number of Spans: 2 Left Cantilever: No Controls Summary - Right Cantilever: No Control Type Value %Allowable Duration Load Case Span Location Moment 1573 ft-Ibs 35.7% 100% 2 2-Left Slope: 0/12 Neg.Moment -1573 ft-Ibs 35.7% 100% 2 1 -Right OC Spacing: 16" End Reaction 384 Ibs 33.6% 100% 5 2-Right Repetitive: Yes Int. Reaction 1145 Ibs 39.1% 100% 2 1 -Right Construction Type:Glued Cont.Shear 577 Ibs 38.7% 100% 2 1 -Right Total Load Defl. U1677(0.099") 14.3% 4 1 Live Load: 40 psf Live Load Defl. U1945(0.086") 24.7% 4 1 Dead Load: 10 psf Total Neg. Defl. -0.03" 6.1% 4 2 Partition Load: 0 psf Max Defl. 0.099" 9.9% 4 1 Duration: 100 Span/Depth 14.1 n/a 1 Disclosure Notes The completeness and accuracy of Design meets Code minimum(U240)Total load deflection criteria. the input must be verified by anyone Design meets User specified(U480)Live load deflection criteria. who would rely on the output as Design meets arbitrary(1")Maximum load deflection criteria. evidence of suitability for a Minimum bearing length for BO is 3-1/2". particular application. The output Minimum bearing length for 131 is 3-1/2". above is based upon building Minimum bearing length for B2 is 1-1/2". code-accepted design properties Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing and analysis methods. Installation Connector Manufacturer: Simpson Strong-Tie®Company Inc. of BOISE engineered wood products must be in accordance with the current Installation Guide and the applicable building codes. To obtain an Installation Guide or if you have any questions, please call (800)232-0788 before beginning product installation. BC CALC®, BC FRAMER®, BCI®, BC RIM BOARD-, BC OSB RIM BOARD1m, BOISE GLULAM7m, VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRANDTm, VERSA-STUD®,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. Page 1 of 1•, Boisw BC CALC®2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Single 11 7/8" AJSTm 20 MSR File Name: Bayside Snow.BCC: Level 2\J_01da Job Name: Snow Residence Description: 2nd fl joist at dormer Address: Holly Hock Specifier: be City,State,Zip:West Barnstable,MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ISR-1144 Misc: 2 1 Standard Load-40 psf 110 psf OC Spacing 16" ..S.;Y„ :•&�4"f x.6...... " W2Y ll'A' 3SF ] S�^., t «+N z fi: 01-06-00, 04-00-00 B1,5-1/4" B2, 1-1/2" 266 Ibs LL 107 Ibs LL 225 Ibs DL -25 Ibs DL Total Horizontal Length-05-06-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value OCS Dur. S Standard Load Unf.Area Left 00-00-00 05-06-00 Live 40 psf 16" 100% Member Type: Joist Dead 10 psf 16" 90% Number of Spans: 2 1 dormer wall Conc.Lin. Left 00-00-00 00-00-00 Live 0 plf 16" 90% Left Cantilever: Yes Dead 80 plf "16" 90% Right Cantilever: No 2 roof Conc. Lin. Left 00-00-00 00-00-00 Live 35 plf 16" 115% Slope: 0/12 Dead 15 plf 16" 90% OC Spacing: 16" Controls Summary Repetitive: Yes Control Type Value %Allowable Duration Load Case Span Location Construction Type:Glued Moment 335 ft-Ibs 6.6% 115% 3 2-Left Neg. Moment -335 ft-Ibs 6.6% 115% 3 1 -Right Live Load: 40 psf End Reaction '82 Ibs 6.2% 115% 5 2-Right Dead Load: 10 psf Int. Reaction 490 Ibs 14.6% 115% 3 1 -Right Partition Load: 0 psf Cont.Shear 273 Ibs 16.0% 115% 3 1 -Right Duration: 100 Uplift 57 Ibs n/a 4 2-Right Total Load Defl. 2xU4366(0.008") 4.1% 4 1 -Right Support Disclosure Live Load Defl. U21306(0.002") 2.3% 5 2 The completeness and accuracy of Total Neg. Defl. -0.004" 0.7% 4 2 the input must be verified by anyone Max Defl. 0.0081, 0.8% 4 1 -Right Support who would rely on the output as Span/Depth 4.0 n/a 2 evidence of suitability for a particular application. The output Cautions above is based upon building Uplift of 57 Ibs found at span 2-Right. code-accepted design properties Design assumes Top and Bottom flanges to be restrained at cantilever. and analysis methods. Installation of BOISE engineered wood Notes products must be in accordance Design meets Code minimum(2xU180)Total load deflection criteria for cantilever spans due to roof loads. with the current Installation Guide Design meets Code minimum(U240)Total load deflection criteria for non-cantilever spans. and the applicable building codes. Design meets Code minimum(2xU240)Live load deflection criteria for cantilever spans due to roof loads. To obtain an Installation Guide or if Design meets Code minimum(U360)Live load deflection criteria for non-cantilever spans.. you have any questions,please call Design meets arbitrary(1")Maximum load deflection criteria. (800)232-0788 before beginning Minimum bearing length for B1 is 5-1/4". product installation. Minimum bearing length for B2 is 1-1/2". BC CALC®,BC FRAMER®, BCIO, Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing BC,RIM BOARD-, BC OSB RIM Connector Manufacturer: Simpson Strong-Tie®Company Inc. BOARD-, BOISE GLULAM-, VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRAND-, VERSA-STUDS,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. Page 1 of 1 80MSE- BC CALC® 2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 11 7/8" VERSA-LAM® 3100 SP File Name: Bayside Snow.BCC: Level 2\13_22 Job Name: Snow Residence Description: Header dining rm to kitchen Address: Holly Hock Specifier: be City,State,Zip:West Barnstable,MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: 1 2 Standard Load-40 psf 110 psf Tributary 07-00-00 ✓ r ' ' r .`� .s 6' �y"'^ a s 3 1 i�" ?2 `f`s' .'.'^x -sue ;. : y�:, v-.ra:;:.�i�r.�s's .r.�'f� "2 .ki ` 1 ne � t'? BO B1 1365 Ibs LL 1365 Ibs LL 516 Ibs DL 516 Ibs DL Total Horizontal Length-04-10-08 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 04-10-08 Live 40 psf 07-00-00 100% Member Type: Floor Beam I Dead 10 psf 07-00-00 90% Number of Spans: 1 1 wall Unf.Lin. Left 00-00-00 04-10-08 Live 0 Of n/a 90% Left Cantilever: No Dead 60 plf n/a 90% Right Cantilever:' No 2 attic Unf.Area Left 00-00-00 04-10-08 Live 40 psf 07-00-00 100% Slope: 0/12 Dead 10 psf 07-00-00 90% Tributary: 07-00-00 Controls Summary Control Type Value %Allowable Duration Load Case Span Location Moment 2293 ft-Ibs 10.8% 100% . 2 1 -Internal Live Load: 40 psf Neg.Moment 0 ft-Ibs n/a 100% End Shear 1117 Ibs 13.9/0 100% 2 1 -Left Dead Load: 10 psf Total Load Defl. U5827(0.01") 4.1% 2 1 Partition Load: 0 psf Live Load Defl. U8029(0.007") 4.5% 2 1 Duration: 100 Max Defl. 0.011. 1.0% 2 1 Disclosure Notes The completeness and accuracy of Design meets Code minimum(U240)Total load deflection criteria. the input must be verified by anyone Design meets Code minimum(U360)Live load deflection criteria. who would rely on the output as Design meets arbitrary(1")Maximum load deflection criteria. evidence of suitability for a Minimum bearing length for BO is 1-1/2". particular application. The output Minimum bearing length.for 61 is 1-1/2". above is based upon building Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing code-accepted design properties and analysis methods. Installation Connection Diagram of BOISE engineered wood Consult project design professional of record or BOISE technical representative for connection design products must be in accordance Member has no side loads. with the current Installation Guide and the applicable building codes. Connectors are: 16d Sinker Nails To obtain an Installation Guide or if you have any questions,please call a=2„ d (800)232-0788 before beginning b=Y b product installation. c 4„ _a BC CALC®, BC FRAMER®, BCI®, d-12' BC RIM BOARD-, BC OSB RIM BOARD rm, BOISE GLULAM rm, C VERSA-LAM®,VERSA-RIMS, IX VERSA-RIM PLUS®, VERSA-STRAND-, VERSA-STUD®,ALLJOISTO and AJSTTM are trademarks of Boise Cascade Corporation. Page 1 of 1 BOISE- BC CALC®2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Single 9 1/2" AJSTm 20 MSR File Name: Bayside Snow.BCC: Level 1\J_27 Job Name: Snow Residence Description: Address: Holly Hock Specifier: be City,State,Zip:West Barnstable,MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ISR-1144 Misc: Standard Load-40 psf 110 psf OC Spacing 16" w .,;.a ?�'., x X, ._�i`, ....-.v'f.xt"r.,n,.nvN i.,"# zr• YStu�Za �£.c.�nt .....�&.�v`.m ....,a2�'..i.. 14-04-14 11-00-00 14-04-14 BO,3-1/2" B1,3-1/2" B2,3-1/2" B3, 1-1/2" 339 Ibs LL 846,Jbs LL 846 Ibs LL 339 Ibs LL 80 Ibs DIL 186 Ibs OL 186 Ibs DL 80 Ibs DL Total Horizontal Length-39-09-12 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value OCS Dur. S Standard Load Unf.Area Left 00-00-00 39-09-12 Live 40 psf 16" 100% Member Type: Joist Dead 10 psf 16" 90% Number of Spans: 3 , Left Cantilever: No Controls Summary Right Cantilever: No Control Type Value "/o Allowable Duration Load Case Span Location Moment 1343 ft-Ibs 39.5% 100% 6 2-Left Slope: 0/12 Neg.Moment -1343 ft-Ibs 39.5% 100% 7 2-Right OC Spacing: 16" End Reaction 419 Ibs 36.6% 100% 4 3-Right Repetitive: Yes Int. Reaction 1031 Ibs 35.2% 100% 6 1 -Right Construction Type:Glued Cont.Shear 573 Ibs 49.4% 100% 6 1 -Right Total Load Defl. U879(0.197") 27.3% 4 1 Live Load: 40 psf Live Load Defl. U1064(0.163") 45.1% 4 3 Dead Load: 10 psf Total Neg. Defl. -0.087" 17.4% 4 2 Partition Load: 0 psf Max Defl. 0.197 19.7% 4 1 Duration: 100 Span/Depth 18.2 n/a 1 Disclosure Notes The completeness and accuracy of Design meets Code minimum(U240)Total load deflection criteria. the input must be verified by anyone Design meets User specified(U480)Live load deflection criteria. who would rely on the output as Design meets arbitrary(1")Maximum load deflection criteria. evidence of suitability for a Minimum bearing length for BO is 3-1/2". particular application. The output Minimum bearing length for 131 is 3-1/2".. above is based upon building Minimum bearing length for B2 is 3-1/2". code-accepted design properties Minimum bearing length for B3 is 1-1/2". and analysis methods. Installation Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing of BOISE engineered wood products must be in accordance with the current Installation Guide and the applicable building codes. To obtain an Installation Guide or if you have any questions,please call (800)232-0788 before beginning product installation. BC CALC®,,BC FRAMERO,`BCIO, BC RIM BOARDTm, BC OSB RIM BOARD-, BOISE GLULAM-, VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRANDTm, VERSA-STUD®,ALLJOISTO and AJS rm are trademarks of Boise Cascade Corporation. Page 1 of 1 Roisw BC CALC®2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Single 9 1/2" AJSTm 20 MSR File Name: Bayside Snow.BCC: Level 1\J_01b Job Name: Snow Residence Description: Address: Holly Hock Specifier: be City,State,Zip:West Barnstable,MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ISR-1144 Misc: 2 1 Standard Load-,'40 psf 110 psf OC Spacing 1 V Kam '77 ' l r.�'`J ..z " 3 1za,rN > k a 13-10-08 03-00-00 A, 02-01-14 BO,3-1/2" B1,3-1/2" B2,5-1/4" 293 Ibs LL 901 Ibs LL 484 Ibs LL 74 Ibs DL 84 Ibs DL 262 Ibs DL `Total Horizontal Length-19-00-06 General Data Load Summary Version: US Imperial ID Description Load Type Ref. .Start End Type Value OCS Dur. S Standard Load Unf.Area Left 00-00-00 19-00-06 Live 40 psf 16" 100% Member Type: Joist Dead 10 psf 16" 90% Number of Spans: 3 1 wall Conc. Lin. , Right 00-00-00 -(10-00-00 Live 0 plf 16" 90% Left Cantilever: No Dead 80 plf 16" 90% Right Cantilever: Yes 2 Roof Conc. Lin. Right -00-00-00 00-00-00 Live 105 plf 16" 115% Slope: 0/12 Dead 45 plf 16" 90% OC Spacing: 16" Controls Summary Repetitive: Yes Control Type Value %Allowable Duration Load Case Span Location Construction Type:Glued Moment 1355 ft-Ibs 39.9% 100% 2 2-Left Neg. Moment -1355 ft-Ibs 39.9% 100% 2 1 -Right Live Load: 40 psf End Reaction 365 Ibs 26.3% 100% 2 1 -Left Dead Load: 10 psf Int. Reaction 940 Ibs 32.1% 100% 2 1 -Right Partition Load: 0 psf Cont.Shear 560 Ibs 48.3% 100% 2 1 -Right Duration: 100 Uplift 29 Ibs n/a 6 2-Right Uplift 0 Ibs n/a 6 3-Left Disclosure Total Load Defl. U1304(0.128") 18.4% 4 1 The completeness and accuracy of Live Load Defl. U1648(0.101") 29.1% 4 1 the input must be verified by anyone Total Neg. Defl. 0.028" 5.5% 4 2 who would rely on the output as Max Defl. 0.128" 12.8% 4 1 evidence of suitability for a Span/Depth 17.5 n/a 1 particular application. The output above is based upon building Cautions code-accepted design properties Design assumes Top and Bottom flanges to be restrained at cantilever. and analysis methods. Installation of BOISE engineered wood Notes products must be in accordance Design meets User specified(U240)Total load deflection criteria. with the current Installation Guide Design meets Code minimum(2xU240)Live load deflection criteria for cantilever spans due to roof loads. and the applicable building codes. Design meets Code minimum(U360)Live load deflection criteria for non-cantilever spans. To obtain an Installation Guide or if Design meets arbitrary(1")Maximum load deflection criteria. you have any questions,please call Minimum bearing length for BO is 3-1/2". (800)232-0788 before beginning Minimum bearing length,for 61 is 3-1/2". product installation. Minimum bearing length for B2 is 5-1/4". BC CALC®,BC FRAMER®, BCI®, Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing BC RIM BOARDTm, BC OSB RIM BOARDT-, BOISE GLULAMTm, VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRAND-, VERSA-STUD®,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. Page 1 of 1 BOISE- BC CALC® 2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 9 1/2" VERSA-LAM® 3100 SP File Name: Bayside Snow.BCC: Level 1\13_18 Job Name: Snow Residence Description: 1st fl beam defining fireplace Address: Holly Hock Specifier: be City,State,Zip:West Barnstable,MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: Standard Load-40 psf 110 psf Tributary 05-09-o0 BO 131 613 Ibs LL 613 Ibs LL 178 Ibs DL 178 Ibs DL Total Horizontal Length-05-04-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 05-04-00 Live 40 psf 05-09-00 100% Member Type: Floor Beam Dead 10 psf 05-09-00 90% Number of Spans: 1 Left Cantilever: No Controls Summary Right Cantilever: No Control Type Value %Allowable Duration Load Case Span Location Moment 1056 ft-Ibs 7.6% 100% 2 1 -Internal Slope: 0/12 Neg.Moment 0 ft-Ibs n/a 100% Tributary: 05-09-00 End Shear 557 Ibs 8.7% 100% 2 1 -Left Total Load Defl. U5923(0.011") 4.1% 2 1 Live Load Defl. U7644(0.008") 4.7% 2 1 Max Defl. 0.011" 1.1% 2 1 Live Load: 40 psf Dead Load: 10 psf Notes Partition Load: 0 psf Design meets Code minimum(U240)Total load deflection criteria. Duration: 100 Design meets Code minimum(U360)Live load deflection criteria. Disclosure Design meets arbitrary(1")Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". The completeness and accuracy of Minimum bearing length for B1 is 1-1/2". the input must be verified by anyone Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing who would rely on the output as Connector Manufacturer: Simpson Strong-Tie®Company Inc. evidence of suitability for a particular application. The output Connection Diagram above is based upon building code-accepted design properties Consult project design professional of record or BOISE technical representative for connection design and analysis methods. Installation Member has no side loads. of BOISE engineered wood Connectors are: 16d Sinker Nails products must be in accordance with the current Installation Guide a=2„ _ d and the applicable building codes. b=3„ b To obtain an Installation Guide or if c=2-3/4" a you have any questions,please call d= -3 2" -1 *1 R 1 (800)232-0788 before beginning T product installation. C BC CALC®, BC FRAMER®, BCI®, BC RIM BOARD rm BC OSB RIM -"BOARD- BOISE GLULAMM, VERSA-LAM®,VERSA-RIM®, 'VERSA-RIM PLUS®, VERSA-STRANDTM', VERSA-STUDS,ALLJOISTO and AJSTM'are trademarks of Boise Cascade Corporation. Page 1 of 1 i s0I$E- BC CALCO 2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 9 1/2" VERSA-LAM@ 3100 SP File Name: Bayside Snow.BCC: Level 1\B_16 Job Name: Snow Residence Description: beams defining fire place(back) Address: Holly Hock Specifier: be City,State,Zip:West Barnstable, MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: n Standard Load-40 psf 110 psf Tributary 01-04-0 l'�'' d FX�. 'z} e - a I '. £ ^ 4r �a F 'Y3',SL*,�2'`'�✓ W' Ni hS.w ri ',x.A .v.,+,i .vb�d37fiC°fiffi:°d.f'.uD"e ibXis 3 My BO B 1 869 Ibs LL 488 Ibs LL 303 Ibs DL 192 Ibs DL Total Horizontal Length-13-11-08 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 13-11-08 Live 40 psf 01-04-00 100% Member Type: Floor Beam Dead 10 psf 01-04-00 90% Number of Spans: 1 1 B_18 Conc. Pt. Left 02-07-12 02-07-12 Live 613 Ibs n/a 100% Left Cantilever: No Dead 178 Ibs n/a 90% Right Cantilever: No Controls Summary ' Slope: 0/12 Control Type Value %Allowable Duration Load Case Span Location Tributary: 01-04-00 Moment 3046 ft-Ibs 21.8% 100% 2 1 -Internal Neg. Moment 0 ft-Ibs n/a 100% End Shear 1111 Ibs 17.3% 100% 2 1 -Left Total Load Defl. U782(0.214") 30.7% 2 1 Live Load: 40 psf Live Load Defl. U1070(0.157") 33.7% 2 1 Dead Load: 10 psf Max Defl. 0.214" 21.4%' 2 1 Partition Load: 0 psf Duration: 100 Notes Disclosure Design meets Code minimum(U240)Total load deflection criteria. Design meets Code minimum(U360)Live load deflection criteria. The completeness and accuracy of Design meets arbitrary(1")Maximum load deflection criteria. the input must be verified by anyone Minimum bearing length for BO is 1-1/2". who would rely on the output as Minimum bearing length for B1 is 1-1/2". evidence of suitability for a Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing particular application. The output above is based upon building Connection Diagram code-accepted design properties Consult project design professional of record or BOISE technical representative for connection design and analysis methods. Installation Member has no side loads. of BOISE engineered wood Concentrated loads are not considered in side load analysis. products must be in accordance with the current Installation Guide Connectors are: 16d Sinker Nails and the applicable building codes. To obtain an Installation Guide or if a=2„ d you have any questions,please call b 3„ b (800)232-0788 before beginning c=2-3/4" a product installation. d=12" BC CALCO, BC FRAMER®, BCIO, BC RIM BOARDTm, BC OSB RIM C BOARD-, BOISE GLULAM-, VERSA-LAM(@,VERSA-RIM@, VERSA-RIM PLUSO, VERSA-STRAND-, VERSA-STUDO,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. Pagel of 1 uois ' BC CALCO 2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Single 9 1/2" AJSTm 20 MSR File Name: Bayside Snow.BCC: Level 1\J_02 Job Name: Snow Residence Description: Address: Holly Hock Specifier: be City,State,Zip:West Barnstable,MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ISR-1144 Misc: Standard Load-40 psf 110 psf OC Spacing 16" I �, ,t ✓s .J x r a zs.�rt a;. . � 1 � x�.:` 4 .:;� to l� � .k; � ;;� se�'.�5��,' � ,.J,:.- if_ ,:&�. Y,e,,s�.So 'N�• d ,:?hk3sysw ,�ss:�.,flr >, e-r,cz�. ..,�.,5 BO,3-1/2" B1, 1-1/2" 367 Ibs LL 367 Ibs LL 92 Ibs DIL 92 Ibs DL Total Horizontal Length-13-09-02 General Data Load Summary Version: US'Imperial ID Description Load Type Ref. Start End Type Value OCS Dur. S Standard Load Unf.Area Left 00-00-00 13-09-02, Live 40 psf 16" 100% Member Type: Joist Dead 10 psf 16" 90% Number of Spans: 1 Left Cantilever: No Controls Summary Right Cantilever: No Control Type Value %Allowable Duration Load Case Span Location Moment 1578 ft=Ibs 46.4% 100% 2 1 -Internal Slope: 0/12 Neg.Moment 0 ft-Ibs n/a 100% OC Spacing: 16" End Reaction 459 Ibs 40.1% 100% 2 1 -Right Repetitive: Yes Total Load Defl. U704(0.234") 34.1% 2 1 Construction Type:Glued Live Load Defl. U880(0.188") 54.5% 2 1 Max Defl. 0.234" 23.4% 2 1 Live Load: 40 psf Span/Depth 17.4 n/a 1 Dead Load: 10 psf Partition Load: 0 psf Notes Duration: 100 Design meets Code minimum(U240)Total load deflection criteria. Disclosure Design meets User specified(U480)Live load deflection criteria. Design meets arbitrary(1")Maximum load deflection criteria. The completeness and accuracy of Minimum bearing length for BO is 3-1/2". the input must be verified by anyone Minimum bearing length for 81 is 1-1/2". who would rely on the output as Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing evidence of suitability for a Connector Manufacturer: Simpson Strong-Tie®Company Inc. particular application. The output above is based upon building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with the current Installation Guide and the applicable building codes. To obtain an Installation Guide or if you have any questions,please call " (800)232-0788 before beginning product installation. BC CALCO, BC FRAMER®, BCI®, BC RIM BOARD-,'BC OSB RIM BOARD-, BOISE GLULAM-, VERSA-LAM®,VERSA-RIMS, „ VERSA-RIM PLUS®, VERSA-STRAND-, VERSA-STUDS,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. Page 1 of 1 80iSE- BC CALC®2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 9 1/2" VERSA-LAMP 3100 SP File Name: Bayside Snow.BCC: Level,1\B_25 Job Name: Snow Residence Description: 1st fl beam Kitchen/pantry Address: Holly Hock Specifier: be City,State,Zip:West Barnstable, MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: 3 • 1 4 2 Standard Load-40 psf 110 psf Tributary 07-00-00 ,b:i S �. ',z„ AL BO 61 3960 Ibs LL 2960 Ibs LL 1569 Ibs DL 1191 Ibs DL Total Horizontal Length-06-07-06 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 06-07-06 Live 40 psf 07-00-00 100% Member Type: Floor Beam Dead 10 psf 07-00-00 90% Number of Spans: 1 1 wall st Unf. Lin. Left 00-00-00 06-07-06 Live 0 plf n/a 90% Left Cantilever: No Dead 60 plf n/a 90% Right Cantilever: No 2 2nd fl Unf.Area Left 00-00-00 06-07-06 Live 40 psf 07-00-00 100% Dead 10 psf 07-00-00 90% Slope: 0/12 3 wall 2nd Unf. Lin. Left 00-00-00 06-07-06 Live 0 plf n/a 90% Tributary: 07-00-00 Dead 60 plf n/a 90% 4 attic Unf.Area Left 00-00-00 06-07-06 Live 40 psf 07-00-00 100% Dead 10 psf 07-00-00 90% 5 B_22 Conc. Pt. Left 00-10-10 00-10-10 Live 1365 Ibs n/a 100% Live Load: 40 psf Dead 516 Ibs n/a 90% Dead Load: 10 psf Partition Load: 0 psf Controls Summary Duration: 100 Control Type Value %Allowable Duration Load Case Span Location Moment 7307 ft-Ibs 52.4% 100% 2 1 -Internal Disclosure Neg.Moment 0 ft-Ibs n/a 100% The completeness and accuracy of End Shear 4595 Ibs 71.5% 100% 2 1 -Left the input must be verified by anyone Total Load Defl. U679(0.117) 35.3% 2 1 who would rely on the output as Live Load Defl. U951 (0.083") 37.9% 2 1 evidence of suitability for a Max Defl. 0.117" 11.7% 2 1 particular application. The output above is based upon building Notes code-accepted design properties Design meets Code minimum(U240)Total load deflection criteria. and analysis methods. Installation Design meets Code minimum(U360)Live load deflection criteria. of BOISE engineered wood Design meets arbitrary(1")Maximum load deflection criteria. products must be in accordance Minimum bearing length for BO is 1-7/8". with the current Installation Guide Minimum bearing length for 131 is 1-1/2". and the applicable building codes. Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing To obtain an Installation Guide or if you have any questions,please call (800)232-0788 before beginning product installation. BC CALC®,.BC FRAMERS, BCIS, BC RIM BOARD rm, BC OSB RIM BOARD TM', BOISE GLULAMTM', VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRAND-, VERSA-STUD®,ALLJOISTO and AJS rm are trademarks of -Boise Cascade Corporation. Page 1.of 2 s0I$E- BC CALC® 2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 9 1/2" VERSA-LAM® 3100 SP File Name: Bayside Snow.BCC: Level 1\13_25 Job Name: Snow Residence Description: 1stfl beam Kitchen/pantry Address: Holly Hock Specifier: be City,State,Zip:West Barnstable, MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: ' Connection Diagram Consult project design professional of record or BOISE technical representative for connection design Member has no side loads. Concentrated loads are not considered in side load analysis. Connectors are: 16d Sinker Nails a=2" b d b=3" _,— c=2-3/4" a d=12" —� • C ,\ Page 2 of 2 BOISE' BC CALC® 2003 DESIGN REPORT - us Friday,August 05,2005 13:58 Double 1 3/4" x 9 1/2" VERSA-LAM(g)3100 SP File Name: Bayside Snow.BCC: Level 1\13_19 Job Name: Snow Residence Description: basement slider header Address: Holly Hock Specifier: be City,State,Zip:West Barnstable, MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: 5 3 1 7 ♦ 6 4 2 M IV Standard Load-40 psf i 10 psf Tributary 01-04-00 mq Rm BO 61 1991 Ibs LL 1991 Ibs LL . 1808 Ibs DL 1808 Ibs DL Total Horizontal Length-06-07-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 06-07-00 Live 40 psf 01-04-00 100% Member Type: Floor Beam Dead 10 psf 01-04-00 90% Number of Spans: 1 1 wall 1st Unf. Lin. Left 00-00-00 06-07-00 Live 0 plf n/a 90% Left Cantilever: No Dead 80 plf n/a 90% Right Cantilever: No 2 2nd fl Unf.Area Left 00-00-00 06-07-00 Live 40 psf 01-04-00 100% Dead 10 psf 01-04-00 90% Slope: 0/12 3 - wall 2nd. Unf. Lin. Left 00-00-00 06-07-00 Live 0 plf n/a 90% Tributary: 01-04-00 Dead 80 plf n/a 90% 4 attic. Unf.Area Left 00-00-00 06-07-00 Live 40 psf 01-04-00 100% Dead 10 psf 01-04-00 90% 5 dormer Unf.Lin. Left 00-00-00 06-07-00 Live 0 plf n/a 90% Live Load: 40 psf Dead 80 plf n/a 90% Dead Load: 10 psf 6 ceiling- Unf.Area Left 00-00-00 06-07-00 Live 5 psf 05-00-00 100% Partition Load: 0 psf Dead 10 psf 05-00-00 90% Duration: 100 7 Roof Unf.Area Left 00-00-00 06-07-00 Live 30 psf 14-00-00 115% Dead 15 psf 14-00-00 90% Disclosure The completeness and accuracy of Controls Summary, the input must be verified by anyone Control Type Value %Allowable Duration Load Case Span Location who would rely on the output as Moment 6253 ft-Ibs 39.0% 115% 3 1 -.Internal evidence of suitability for a Neg.Moment 0 ft-Ibs n/a 100% particular application. The output End Shear 2886 Ibs 39.0% 115% 3 1 -Left above is based upon building Total Load Defl. U810(0.098") 29.6% 3 1 code-accepted design properties Live Load Defl. U1546(0.051 ) 23.3% 3 1 and analysis methods. Installation Max Defl. 0.098" 9.8% 3 1 of BOISE engineered wood products must be in accordance Notes with the current Installation Guide Design meets Code minimum(U240)Total load deflection criteria. and the applicable building codes. Design meets Code minimum(U360)Live load deflection criteria. To obtain an Installation Guide or if Design meets arbitrary(1")Maximum load deflection criteria. you have any questions,please call Minimum bearing.length for BO is 1-1/2". . (800)232-0788 before beginning Minimum bearing length for 61 is 1-1/2". product installation. Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing BC:CALC®, BC FRAMER®, BCI®, BCRIM BOARD-, BC OSB RIM BOARDTm, BOISE GLULAMTm, VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRANDTm, `VERSA-STUD®,ALLJOISTO and AJSTm are trademarks of 'Boise Cascade Corporation. Boisw BC CALCO 2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 9 1/2" VERSA-LAM@ 3100 SP File Name: Bayside Snow.BCC: Level 1\13_19 Job Name: Snow Residence Description: basement slider header Address: Holly Hock Specifier: be City,State,Zip:West Barnstable,MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: Connection Diagram Consult project design professional of record or BOISE technical representative for connection design Member has no side loads. Connectors are: 16d Sinker Nails a=2" b d b=Y c=2-3/4" a d=12" 10 �• • C uoisw BC CALC® 2003 DESIGN REPORT - US Friday,August 05,2005 13:58 Double 1 3/4" x 9 1/2" VERSA-LAM® 3100 SP File Name: Bayside Snow.BCC:Level 1\B_13 Job Name: Snow Residence Description: Address: Holly Hock Specifier: be City,State,Zip:West Barnstable,MA Designer: Customer: Bayside Building, Inc. Company: Shepley Wood Products Code reports: ICBO 5512, NER 629 Misc: Standard Load-40 psf i 10 psf Tributary 12-00-00 RM +y '4,11' NCR AL Ak BO B1 865 Ibs LL 865 Ibs LL 233 Ibs DL 233 Ibs DL Total Horizontal Length-03-07-04 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 03-07-04 Live 40 psf 12-00-00 100% Member Type: Floor Beam Dead 10 psf 12-00-00 90% Number of Spans: 1 Left Cantilever: No Controls Summary Right Cantilever: No Control Type Value %Allowable Duration Load Case Span Location Moment 989 ft-Ibs 7.1% 100% 2 1 -Internal Slope: 0/12 Neg.Moment 0 ft-Ibs n/a 100% Tributary: 12-00-00 End Shear 616 Ibs 9.6% 100% 2 1 -Left Total Load Defl. U9353(0.005") 2.6% 2 1 Live Load Defl. U11875(0.004") 3.0% 2 1 Max Defl. 0.005" 0.5% 2 1 Live Load: 40 psf Dead Load: 10 psf Notes Partition Load: 0 psf Design meets Code minimum(U240)Total load deflection criteria. Duration: 100 Design meets Code minimum(U360)Live load deflection criteria. Disclosure Design meets arbitrary(1")Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". The completeness and accuracy of Minimum bearing length for 131 is 1-1/2". the input must be verified by anyone Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing who would rely on the output as Connector Manufacturer: Simpson Strong-Tie®Company Inc. evidence of suitability for a particular application. The output Connection Diagram above is based upon building Consult project design professional of record or BOISE technical representative for connection design code-accepted design properties and analysis methods. Installation Member has no side loads. of BOISE engineered wood Connectors are: 16d Sinker Nails products must be in accordance with the current Installation Guide a=2" and the applicable building codes. b=3„ b_ d To obtain an Installation Guide or if c=2-3/4 a you have any questions,please call d 12" • (800)232-0788 before beginning product installation: C Z N BC CALC®, BC FRAMER®, BCIO, BC RIM BOARD- BC OSB RIM BOARDTm, BOISE GLULAMTM' i VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, , VERSA-STRAN D rm, VERSA-STUD®,ALLJOISTO and AJS"m are trademarks of Boise Cascade Corporation. Page 1 of 1 Uniformly Loaded Floor Beam[AISC 9th Ed ASD]Ver: 6.00.5 g Project: SNOW-Location: BEAM#1 By: , on: 07-14-2005: 10:03:52 AM Summary: This analysis'was generated by an evaluation version of StruCalc 6.0 A36 W 10x30 x 21.33 FT Section Adequate By: 98.1% Controlling Factor: Moment of Inertia Deflections: Dead Load: DLD= 0.16 IN Live Load: LLD= 0.36 IN =U713 Total Load: TLD= 0.52 IN = U490 Reactions(Each End): Live Load: LL-Rxn= 4053 LB Dead Load: DL-Rxn= 1840 LB Total Load: TL-Rxn= 5892 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.81 IN Beam Data: Span: L= 21.33 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loadinq: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.5 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 7.0 FT Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 380 PLF Beam Self Weiqht: BSW= 30 PLF Beam Total Dead Load: wD= 173 PLF Total Maximum Load: wT= 553 PLF Properties for: W10x30/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.47 IN Web Thickness: tw= 0.30 IN Flanqe Width: bf= 5.81 IN Flanqe Thickness: tf= 0.51 IN Distance to Web Toe of Fillet: k= 0.81 IN Moment of Inertia About X-X Axis: Ix= 170.00 IN4 Section Modulus About X-X Axis: Sx= 32.40 IN3 Radius of Gyration of Compression Flanqe+ 1/3 of Web: rt= 1.55 IN Design Properties per AISC Steel Construction Manual: Flanqe Bucklinq Ratio: FBR= 5.70 Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= 34.90 Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 0.0 FT Limitinq Unbraced Lenqth for Fb=.66*Fy: Lc= 6.13 FT Allowable Bendinq Stress: Fb= 23.76 KSI Web Heiqht to Thickness Ratio: h/tw= 31.5 Limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controllinq Moment: M= 31421 FT-LB Nominal Moment Strength: Mr= 64152 FT-LB Controllinq Shear: V= 5892 LB Nominal Shear Strenqth: Vr= 45230 LB Moment of Inertia(Deflection): Ireq= 85.82 IN4 1= 170.00 IN4 Uniformly Loaded Floor Beam[AISC 9th Ed ASD j Ver: 6.00.5 By: , on: 07-14-2005: 10:37:53 AM Project: SNOW-Location: BEAM#2 Summary: This analysis was generated by an evaluation version of StruCalc 6.0 A36 W10x19 x 7.5 FT Section Adequate By: 184.8% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.04 IN = U2522 Total Load: TLD= 0.05 IN = U1899 Reactions(Each End): Live Load: LL-Rxn= 5250 LB Dead Load: DL-Rxn= 1721 LB Total Load: TL-Rxn= 6971 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.70 IN Beam Data: Span: L= 7.5 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loadinq: Floor Live Load-Side One: LL1= 100.0 PSF Floor Dead Load-Side One: DL1= 30.0 PSF Tributary Width-Side One: TW1= 7.0 FT Floor Live Load-Side Two: LL2= 100.0 PSF Floor Dead Load-Side Two: DL2= 30.0 PSF Tributary Width-Side Two: TW2= 7.0 FT Wall Load: WALL= 20 PLF Beam Loadinq: Beam Total Live Load: wL= 1400 PLF Beam Self Weiqht: BSW= 19 PLF Beam Total Dead Load: wD= 459 PLF Total Maximum Load: wT= 1859 PLF Properties for: W10x19/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.24 IN Web Thickness: tw= 0.25 IN Flanqe Width: bf= 4.02 IN Flanqe Thickness: tf= 0.40 IN Distance to Web Toe of Fillet: k= 0.70 IN Moment of Inertia About X-X Axis: Ix= 96.30 IN4 Section Modulus About X-X Axis: Sx= 18.80 IN3 Radius of Gyration of Compression Flanqe+ 1/3 of Web: rt= 1.03 IN Design Properties per AISC Steel Construction Manual: Flanqe Bucklinq Ratio: FBR= 5.09 Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= 40.96 Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 0.0 FT Limitinq Unbraced Lenqth for Fb=.66*Fy: Lc= 4.24 FT Allowable Bendinq Stress: Fb= 23.76 KSI Web Heiqht to Thickness Ratio: h/tw= 37.8 Limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controllinq Moment: M= 13071 FT-LB Nominal Moment Strength: Mr= 37224 FT-LB Controllinq Shear: V= 6971 LB Nominal Shear Strenqth: Vr= 36864 LB Moment of Inertia (Deflection): Ireq= 13.75 IN4 1= 96.30 IN4 Uniformly Loaded Floor Beam[AISC 9th Ed ASD]Ver: 6.00.5 Project: SNOW-Location: BEAM#3 By: , on: 07-14-2005 : 10:57:48 AM Summary: This analysis was generated by an evaluation version of StruCalc 6.0 A36 W 10x26 x 19.5 FT Section Adequate By: 62.9% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.17 IN Live Load: LLD= 0.39 IN =U601 Total Load: TLD= 0.56 IN = U421 Reactions(Each End): Live Load: LL-Rxn= 4875 LB Dead Load: DL-Rxn= 2082 LB Total Load: TL-Rxn= 6957 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.74 IN Beam Data: Span: L= 19.5 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 5.5 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 7.0 FT Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 500 PLF Beam Self Weight: BSW= 26 PLF Beam Total Dead Load: wD= 214 PLF Total Maximum Load: wT= 714 PLF Properties for: W10x26/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.33 IN Web Thickness: tw= 0.26 IN Flange Width: bf= 5.77 IN Flange Thickness: tf= 0.44 IN Distance to Web Toe of Fillet: k= 0.74 IN Moment of Inertia About X-X Axis: Ix= 144.00 IN4 Section Modulus About X-X Axis: Sx= 27.90 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.54 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.56 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 39.73 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66'Fy: Lc= 6.09 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw-- 36.35 Limiting Web Height to Thickness Ratio for Fv=.4•Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 33914 FT-LB Nominal Moment Strength: Mr= 55242 FT-LB Controlling Shear: V= 6957 LB Nominal Shear Strength: Vr= 38676 LB Moment of Inertia(Deflection): Ireq= 86.28 IN4 1= 144.00 IN4 Uniformly Loaded Floor Beam[AISC 9th Ed ASD]Ver: 6.00.5 Project: SNOW-Location: BEAM#4 By: , on: 07-14-2005 : 10:58:14 AM Summary: This analysis was generated by an evaluation version of StruCalc 6.0 A36 W 10x26 x 19.5 FT Section Adequate By: 62.9% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.17 IN Live Load: LLD= 0.39 IN = U601 Total Load: TLD= 0.56 IN= U421 Reactions(Each End): Live Load: LL-Rxn= 4875 LB Dead Load: DL-Rxn= 2082 LB Total Load: TL-Rxn= 6957 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.74 IN Beam Data: Span: L= 19.5 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 5.5 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 7.0 FT Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 500 PLF Beam Self Weight: BSW= 26 PLF Beam Total Dead Load: wD= 214 PLF Total Maximum Load: wT= 714 PLF Properties for:W10x26/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.33 IN Web Thickness: tw= 0.26 IN Flange Width: bf= 5.77 IN Flange Thickness: tf= 0.44 IN Distance to Web Toe of Fillet: k= 0.74 IN Moment of Inertia About X-X Axis: Ix= 144.00 IN4 Section Modulus About X-X Axis: Sx= 27.90 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.54 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.56 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 39.73 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66•Fy: Lc= 6.09 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 36.35 Limiting Web Height to Thickness Ratio for Fv=.4•Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 33914 FT-LB Nominal Moment Strength: Mr= 55242 FT-LB Controlling Shear: V= 6957 LB Nominal Shear Strength: Vr= 38676 LB Moment of Inertia(Deflection): Ireq= 86.28 IN4 1= 144.00 IN4 Uniformly Loaded Floor Beam[AISC 9th Ed ASD]Ver: 6.00.5 B Project: SNOW-Location: BEAM#5 y: , on: 07-14-2005: 11:07:30 AM This analysis was generated by an evaluation version of StruCalc 6.0 Summary: A36 W8x21 x 14.5 FT Section Adequate By: 38.4% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.16 IN Live Load: LLD= 0.30 IN = U588 Total Load: TLD= 0.45 IN = U386 Reactions(Each End): Live Load: LL-Rxn= 4713 LB Dead Load: DL-Rxn= 2472 LB Total Load: TL-Rxn= 7185 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.70 IN Beam Data: Span: L= 14.5 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 25.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 10.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 10.0 FT Wall Load: WALL= 20 PLF Beam Loading: Beam Total Live Load: wL= 650 PLF Beam Self Weight: BSW= 21 PLF Beam Total Dead Load: wD= 341 PLF Total Maximum Load: wT= 991 PLF Properties for: W8x21/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.28 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 5.27 IN Flange Thickness: tf= 0.40 IN Distance to Web Toe of Fillet: k= 0.70 IN Moment of Inertia About X-X Axis: Ix-- 75.30 IN4 Section Modulus About X-X Axis: Sx= 18.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.41 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.59 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 33.12 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 5.56 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 29.92 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 26045 FT-LB Nominal Moment Strength: Mr= 36036 FT-LB Controlling Shear: V= 7185 LB Nominal Shear Strength: Vr- 29808 LB Moment of Inertia(Deflection): Ireq= 46.87 IN4 1= 75.30 IN4 Uniformly Loaded Floor Beam(AISC 9th Ed ASD]Ver: 6.00.5 By: , on: 07-14-2005 : 11:17:16 AM � Project: SNOW-Location: BEAM#6 Summary: This analysis was generated by an evaluation version of StruCalc 6.0 A36 W 12x35 x 22.0 FT Section Adequate By: 35.1% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.21 IN Live Load: LLD= 0.49 IN =U538 Total Load: TLD= 0.70 IN = U375 Reactions(Each End): Live Load: LL-Rxn= 8470 LB Dead Load: DL-Rxn= 3685 LB Total Load: TL-Rxn= 12155 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.82 IN Beam Data: Span: L= 22.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 60.0 PSF Floor Dead Load-Side One: DL1= 20.0 PSF Tributary Width-Side One: TW1= 7.0 FT Floor Live Load-Side Two: LL2= 25.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 14.0 FT Wall Load: WALL= 20 PLF Beam Loading: Beam Total Live Load: wL= 770 PLF Beam Self Weight: BSW= 35 PLF Beam Total Dead Load: wD= 335 PLF Total Maximum Load: wT= 1105 PLF Properties for: W12x35/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.50 IN Web Thickness: tw= 0.30 IN Flange Width: bf= 6.56 IN Flange Thickness: tf= 0.52 IN Distance to Web Toe of Fillet: k= 0.82 IN Moment of Inertia About X-X Axis: Ix-- 285.00 IN4 Section Modulus About X-X Axis: Sx= 45.60 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.74 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.31 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 41.67 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66•Fy: Lc= 6.92 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 38.2 Limiting Web Height to Thickness Ratio for Fv=.4•Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 66852 FT-LB Nominal Moment Strength: Mr= 90288 FT-LB Controlling Shear: V= 12155 LB Nominal Shear Strength: Vr= 54000 LB Moment of Inertia(Deflection): Ireq= 190.81 IN4 1= 285.00 IN4 i Multi-Loaded Beam[AISC 9th Ed ASD)Ver: 6.00.5 Project: SNOW-Location: BEAM#7 By: , on: 07-14-2005 : 11:26:42 AM This analysis was generated by an evaluation version of StruCalc 6.0 � Summary: A36 W 12x35 x 15.0 FT Section Adequate By: 112.9% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center- 0.06 IN Live Load: LLD-Center- 0.15 IN =U1200 Total Load: TLD-Center= 0.21 IN = U862 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 11933 LB Dead Load: DL-Rxn-A= 4833 LB Total Load: TL-Rxn-A= 16767 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.82 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 6287 LB Dead Load: DL-Rxn-B= 2377 LB Total Load: TL-Rxn-B= 8663 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.82 IN Beam Data: Center Span Length: L2= t 15.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 650 PLF Dead Load: wD-2= 200 PLF Beam Self Weight: BSW= 35 PLF Total Load: wT-2= 885 PLF Point Load 1 Live Load: PL1-2= 8470 LB Dead Load: PD1-2= 3685 LB Location (From left end of span): X1-2= 2.5 FT Properties for: W12x35/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.50 IN Web Thickness: tw= 0.30 IN Flange Width: bf= 6.56 IN Flange Thickness: tf= 0.52 IN Distance to Web Toe of Fillet: k= 0.82 IN Moment of Inertia About X-X Axis: Ix= 285.00 IN4 Section Modulus About X-X Axis: Sx= 45.60 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.74 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.31 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 41.67 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66•Fy: Lc= 6.92 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 38.2 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 42402 FT-LB 5.25 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr- 90288 FT-LB Controlling Shear: V= 16767 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr- 54000 LB Moment of Inertia (Deflection): Ireq= 85.50 IN4 1= 285.00 IN4 Uniformly Loaded Floor Beam[2000 International Buildinq Code(97 NDS)]Ver: 6.00.5 Project: SNOW-Location: BEAM#S By: , on: 07-14-2005 : 11:34:22 AM Summary: This analysis was generated by an evaluation version of StruCalc 6.0 1.75 IN x 11.875 IN x 4.0 FT /Versa-Lam 2800 Fb DF-Boise Cascade Section Adequate By: 231.1% Controlling Factor:Area/Depth Required 5.8 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN= U4846 Total Load: TLD= 0.01 IN= U3551 Reactions(Each End): Live Load: LL-Rxn= 1680 LB Dead Load: DL-Rxn= 613 LB Total Load: TL-Rxn= 2293 LB Bearing Length Required(Beam only, support capacity not checked): BL= 1.46 IN Beam Data: Span: L= 4.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loadinq: Floor Live Load-Side One: LL1= 60.0 PSF Floor Dead Load-Side One: DL1= 20.0 PSF Tributary Width-Side One: TW1= 7.0 FT Floor Live Load-Side Two: LL2= 60.0 PSF Floor Dead Load-Side Two: DL2= 20.0 PSF Tributary Width-Side Two: TW2= 7.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 20 PLF Beam Loadinq: Beam Total Live Load: wL= 840 PLF Beam Self Weiqht: BSW= 6 PLF Beam Total Dead Load: wD= 306 PLF Total Maximum Load: wT= 1146 PLF Properties For: Versa-Lam 2800 Fb DF-Boise Cascade Bendinq Stress: Fb= 2800 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 900 PSI Adjusted Properties Fb'(Tension): Fb'= 2803 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 2293 FT-LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1192 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 9.82 IN3 S= 41.13 IN3 Area(Shear): Areq= 6.28 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 18.14 IN4 1= 244.21 IN4 Uniformly Loaded Floor Beam[2000 International Building Code(97 NDS)]Ver: 6.00.5 Project: SNOW-Location: BEAM#9 By: , on: 07-14-2005 : 11:36:28 AM Summary: This analysis was generated by an evaluation version of StruCalc 6.0 1.75 IN x 11.875 IN x 5.0 FT /Versa-Lam 2800 Fb DF-Boise Cascade Section Adequate By: 122.2% Controlling Factor: Area/Depth Required 7.25 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN = U2481 Total Load: TLD= 0.03 IN= U1818 Reactions(Each End): Live Load: LL-Rxn= 2100 LB Dead Load: DL-Rxn= 766 LB Total Load: TL-Rxn= 2866 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.82 IN Beam Data: Span: L= 5.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 60.0 PSF Floor Dead Load-Side One: DL1= 20.0 PSF Tributary Width-Side One: TW1= 7.0 FT Floor Live Load-Side Two: LL2= 60.0 PSF Floor Dead Load-Side Two: DL2= 20.0 PSF Tributary Width-Side Two: TW2= 7.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 20 PLF Beam Loading: Beam Total Live Load: wL= 840 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 306 PLF Total Maximum Load: wT= 1146 PLF Properties For: Versa-Lam 2800 Fb DF-Boise Cascade Bending Stress: Fb= 2800 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 900 PSI Adjusted Properties Fb'(Tension): Fb'= 2803 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3583 FT-LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1777 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 15.34 IN3 S= 41.13 IN3 Area (Shear): Areq= 9.35 IN2 A= 20.78 IN2 Moment of Inertia (Deflection): Ireq= 35.43 IN4 1= 244.21 IN4 Uniformly Loaded Floor Beam(2000 International Building Code(97 NDS)]Ver: 6.00.5 B Project: SNOW-Location: BEAM#10 y: , on: 07-14-2005 : 11:38:37 AM Summary: This analysis was generated by an evaluation version of StruCalc 6.0 1.75 IN x 11.875 IN x 7.0 FT /Versa-Lam 2800 Fb DF-Boise Cascade Section Adequate By: 167.2% Controlling Factor: Area/Depth Required 7.26 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.05 IN= U1808 Total Load: TLD= 0.06 IN= U1295 Reactions(Each End): Live Load: LL-Rxn= 1470 LB Dead Load: DL-Rxn= 583 LB Total Load: TL-Rxn= 2053 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.30 IN Beam Data: Span: L= 7.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loadinq: Floor Live Load-Side One: LL1= 60.0 PSF Floor Dead Load-Side One: DL1= 20.0 PSF Tributary Width-Side One: TW1= 7.0 FT Floor Live Load-Side Two: LL2= 0.0 PSF Floor Dead Load-Side Two: DL2= 0.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 20 PLF Beam Loadinq: Beam Total Live Load: wL= 420 PLF Beam Self Weiqht: BSW= 6 PLF Beam Total Dead Load: wD= 166 PLF Total Maximum Load: wT= 586 PLF Properties For: Versa-Lam 2800 Fb DF-Boise Cascade Bendinq Stress: Fb= 2800 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc perp= 900 PSI Adjusted Properties Fb'(Tension): Fb'= 2803 PSI Adjustment Factors: Cd=1.00 Cf=1.00 FV: Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 3592 FT-LB 3.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1478 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 15.38 IN3 S= 41.13 IN3 Area (Shear): Areq= 7.78 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 48.61 IN4 1= 244.21 IN4 I Uniformly Loaded Floor Beam[2000 International Buildinq Code(97 NDS)]Ver: 6.00.5 B Project: SNOW-Location: BEAM#11 y: , on: 07-14-2005 : 11:40:11 AM Summary: This analysis was generated by an evaluation version of StruCalc 6.0 1.75 IN x 11.875 IN x 9.0 FT /Versa-Lam 2800 Fb DF-Boise Cascade Section Adequate By: 23.8% Controlling Factor: Section Modulus/Depth Required 10.67 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.17 IN = U650 Total Load: TLD= 0.23 IN = U466 Reactions(Each End): Live Load: LL-Rxn= 2475 LB Dead Load: DL-Rxn= 974 LB Total Load: TL-Rxn= 3449 LB Bearing Length Required (Beam only, support capacity not checked): BL= 2.19 IN Beam Data: Span: L= 9.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loadinq: Floor Live Load-Side One: LL1= 55.0 PSF Floor Dead Load-Side One: DL1= 20.0 PSF Tributary Width-Side One: TW1= 10.0 FT Floor Live Load-Side Two: LL2= 0.0 PSF Floor Dead Load-Side Two: DL2= 0.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 10 PLF Beam Loadinq: Beam Total Live Load: wL= 550 PLF Beam Self Weiqht: BSW= 6 PLF Beam Total Dead Load: wD= 216 PLF Total Maximum Load: wT= 766 PLF Properties For: Versa-Lam 2800 Fb DF-Boise Cascade Bendinq Stress: Fb= 2800 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 900 PSI Adjusted Properties Fb'(Tension): Fb'= 2803 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 7761 FT-LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 2759 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 33.22 IN3 S= 41.13 IN3 Area(Shear): Areq= 14.52 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 135.30 IN4 1= 244.21 IN4 Subcontractors Insurance Certificates As of 5/16/2005 Sub Contractor General Liability Workers Comp 2005 Status A Concrete Answer 06/28/03 06/28/05 08/27/03 08/27/05 508-420-1997 OK Concrete work Airtech 7/25/03 07/25/05 9/19/03 9/20/05 508-945-2466 OK Copper All Cape Garage Door 6/1/03 6/1/05 6/1/03 6/l/05 508-398-2757 OK Garage doors Aluminum Products of Cape 8/15/03 08/15/05 8/15/03 8/15/05 508-394-8546 OK Storms, screens, gartters American Floors 3/4/03 03/04/06 508-362-6400 OK Oak floors Brian Tracey Arne Excavating & Paving 7/14/04 7/14/05 7/30/04 7/30/05 508-748-2060 OK Excavation James Acne Assurance Excavation Inc 08/01/03 08/01/05 11/20/03 1.2/24/05 508-771-7410 OK Excavation Res. Mamt Res. Marrit Jeff Brown Atlantic Kitchen and Bath 04/01/05 04/01/06 04/01/05 04/01/06 Bob Gluskin OK j ATC Ceiling Systems 8/8/02 8/8/05 10/31/03 10/3/05 508-420-2053 OK Suspended ceilings Alan Conlon Averinos, Anthony 7/20/03 04/06/05 7/20/03 7/25/05 508-362-2762 Requested new GL certificate Tile Baltic Security 5/6/03 5/6/05 508-833-0996 Has exemption from state for worker's _Alarrris comp insurance. Requested al certificate �7D s!`k� Page 1 5/16*5 Baxter Inc 8/l/03 8/1/05 10/6/03 10/6/05 508-775-0375 OK Frame Labor Baxter,Nye & Holmgren 01/25/04 1/27/06 8/20/04 8/20/06 508-428-9131 OK Engineers Bayside Electrical Contr. 10/05/04 10/05/05 08/18/04 08/18/05 508-771-7270 OK ECectrician Bortolotti Construction 3/7/03 3/7/06 3/7/03 3/7/06 508-771-9399 OK Fill, loam Boston Closet Co 11/16/04 11/16/05 11/16/04 11/16/05 Moe Delaney OK BSC Group 01/01/04 01/01/06 01/01/04 01/01/06 508-778-8919 OK Surveyors Budden , Robert W. l/l/04 l/1/05 2/20/03 2/15/05 508-775-3988 Requested updated certificates Oak floors Cabral's Masonry 11/10/04 11/10/05 8/20/04 8/20/05 Michael Cabral OK Campbell, William 8/26/04 8/26/05 7/13/04 7/13/05 508-790-3517 OK Painter c:508-367-1238 Cape Cod Closet Systems, 06/30/04 06/30/05 06/30/04 06/30/05 508-888-4376 OK Mattes, Ronald J. Closets Cape Cod Concrete Pumping 1/l/04 09/01/05 9/l/03 9/l/05 508-420-2800 OK Cape Cod Fireplace Shop V 4/5/03 4/5/04 11/30/03 11/30/03 508-775-2511 Requested updated certificates Gas log Cape Golf Construction, 4/22/04 4/22/06 4/11/04 4/11/06 508-362-3005 OK Tom Kennedy Excavation Carpet Barn Inc 1/1/05 1/1/06 1/l/05 l/l/06 508=548-1443 OK Carpets Central Vacuum House 12/01/04 12/01/05 12/01/04 12/01/05 508-420-5622 OK Div of EF Winslow Plumb & cl: 508-826-0029 Heating Inc Eric Branzetti Central Vacuum Chaves, Robert 08/13/04 108/13/05 12/17/04 12/17/05 508-362-9929 OK Electrician City Crane 07/29/04 07/29/05 08/10/04 08/10/05 OK Frame Labor Clancy, John 07/01/04 07/017 10/01/04 10/O1/05 508-477-3266 OK Allason Contractor Page 2 5/16/05 • Costa, Christopher 1/22/04 1/22/06 Prof Liab:5/23/04 Prof Liab:5/23/05 508-548-6424 OK Omni Environmental on,oi:2/21/03 omni:2/21/06 Systems Engineers Coy's Brook, Inc 4/24/04 4/24/06 9/21/04 9/21/05 508-394-8442 OK Landscape Creswell Siding 5/19/03 5/19/05 4/19/03 4/19/05 508-775-4285 OK Siding Steve Creswell Cunningham Construction 1/31/04 1/31/05 Requested updated certificates Siding Dartmouth Pools & Spas l/l/05 l/l/06 l/l/05 1/1/06 508-998-7100 OK Pools and spas Davids Building & Remodel 1/1/05 l/l/06 6/14/04 6/14/05 508-428-4154 OK Interior trim Dave Vankleek Dave Schafer Drew Electric 1/21/04 08/28/05 8/28/04 8/28/05 508-778-0723 OK Electric Duffley, Michael 4/l/04 4/1/05 4/8/04 4/8/05 C:508-737-6474 Requested updated certificates Framer Eaton Construction 11/30/04 11/30/05 12/04/04 12/04/05 Randy Eaton OK Foundation painting Fucillo Construction Inc 11/20/14 10/20/05 10/23/04 10/23/05 508-540-2821 OK concrete GAF Engineering 09/11/04 01/11/05 17/22/04 17/22/05 OK engineering Gardner Concrete Forms 05/01/04 05/01/06 05/01/04 05/01/06 508.-759-5630 OK foundations Govoni Land Services 5/31/03 5/31/05 07/04/03 09/20/05 508-400-2111 OK Lot ctearing Peter Govoni Hill Construction 4/29/04 4/29/06 8/14/04 8/14/06 508-888-8154 OK David Hill Framing contractor Horsley Witten Group Inc 12/13/04 12/13/05 05/01/04 05/01/05 Requested updated certificate Engineering In Place/DM Design 01/20/04 01/20/06 02/18/04 02/18/06 OK J & J Concrete 7/13/04 7/13/05 01/01/05 01/01/06 508-457-1131 OK Foundations Page 3 5/16/05 JAG Cleaning Corp, 5/7/04 5/7/05 08/25/04 8/25/05 508-477-7497 Requested updated certificate M&M Cleaning Cleaning Jalbert,Ned 04/15/15 4/15/06 508-836-9999 Requested updated certificate James Construction 07/11/04 07/11/05 Johnson, Steven 04/25/04 04/05/06 04/25/04 04/05/06 OK Framer Joyce Landscaping 11/15/04 11/15/05 04/07/04 04/07/05 Chris Joyce Requested updated certificate Kitchen Appliance Mart and 8/12/04 8/12/05 111105 1/l/06 508-771-222lx4 OK Electronics Appliances Kitchen and Bath Designs 02/04/04 02/04/06 10/07/04 10/07/05 OK Unlimited Kitchen Creations 3/30/04 3/30/05 01/22/04 1/22/05 508-775-5311 Requested updated certificates Cabinets L & M Glass Co, Inc 5/1/04 5/1/06 5/1/04 5/1/06 508-778-6888 OK Mirrors, shower doors Lauder, Jeffrey R. 12/09/04 12/9/05 508-420-0538 OK Bobcat 1 1 221-1046 LHS Construction Inc 4/l/04 4/1/06 4/l/04 4/l/06 508-564-7877 OK MacDonald Concrete 01/09/04 01/09/06 04/07/04 04/07/06 774-219-1012 OK Finishing MAP Insulation Co, Inc 3/1/04 10/1/06 Umbrella: 508-888-3599 OK American Building Systems 3/1/04 3/1/06 Peter Taylor Insulation 8/1/04 8/1/05 Meagher Construction 6/19/04 06/19/05 06/23/04 6/23/05 508-726-3202 OK Framer RA Mitchell 08/04/04 08/04/05 01/01/05 01/01/06 OK Generators Morse, Richard W. Sr. 3/10/04 3/10/06 7/30/04 7/30/05 508-888-8489 OK Cellar floors MTF Custom Finish 3/5/04 3/5/06 3/5/04 3/5/06 508-888-3075 OK Interior trim Mike Fitzpatrick Northern Sealcoating Inc 7/l/04 01/22/06 4/1/04 4/1/06 508-398-9474 OK Driveways (paving) Omni Environmental 01/22/05 01/22/06 02/21/04 02/21/05 Matt Costa OK Systems Page 4 5/16/05 Septic Design/Testing Pride Flooring, 6/13/04 6/13/05 6/15/04 6/15/05 508-420-8727 OK FCoor InstaCCation Pro Fence 3/26/04 3/26/06 3/26/04 3/26/06 508-394-4800 OK Custom Fencing R & H Construction, Inc 2/15/04 2/15/06 12/21/04 12/31/05 508-540-9074 OK Excavation Race, D Michael l l/l/04 07/30/05 8/6/04 8/6/05 508-759-9794 OK Race Framing Framer Reed, Mel 7/21/04 7/21/05 7/21/04 7/21/04 508-775-1616 OK Sheetrock Scannell, D.A. Well Drilling 9/12/04 9/12/05 09/20/04 9/20/05 508-477-2811 OK Wells Seaside Alarm 02/25/05 02/25/06 02/10/05 02/10/06 OK Sethares, Mark 6/16/04 6/16/05 6/16/04 6/14/05 508-548-0507 OK Foundation Shaw Woodworking 04/19/05 04/19/06 02/24/05 02/24/06 Jim Shaw OK Cabinet iVaker , Stewart Painting 07/29/04 07/29/05 07/15/04 07/15/05 Sheldon Stewart OK Terra Nova Marble & 7/1/04 7/l/05 7/1/04 7/l/05 800-570-1526 OK Granite Triple Crown Construction 07/30/04 07/30/05 12/12/04 12/12/05 508-833-6500 OK trim ... Kevin Fitzpatrick Weller& Assoc 08/15/04 08/15/05 I 508-775-0735 OK Engineers Whiteley, W. Vernon 10/01/04 10/01/05 10/3/04 10/3/05 508-945-1100 OK Plumbing & heating Server/Subs and Vendors/Certificates of Insurance 2002.doc Page 5 5/16/05 o 1 3�p A) - ��• �� Q) it 7/ IlIIq IQ 00 - u 4'\l -= c� J ILA ; � I yA �i lei II ��LEIi T wm MAI . �DL I � i ilk I - 12 7 Q V3 i ' •� Z � q > p LUQ > lu SMOKE DETECTORS REVIEWED - BA NSTABLE BUILDING DEPT. DATE I � O FIRE DEPARTMENTDATE = FRONT E -EVATION BOTH SIGNATURES ARE REQUIRED FOR PERMITTING SHEET SCALE: 1/4" I'-O" JOB: 0507 DRAWN BY: KW DATE: 7/20/05 - 0 (�LDG- AFT - 5c'� �Kff o D mc.-� y -sue `emu 2- �� • l er 73"V.�— I'I All— o P f , , i i...w._._...___: .'mac' r � •�•-:��,:�_ c 4;G€' U r�t all Z ((�9) (ia) —_ �I Ibd) ll?) — r-- -�I Ir', -- -- --- ff-H, y� `19 6 —� c If`; -co) —� -- -- �� nd lU 77 I fin LAo `I — ----- I' U N) , MUM ffl HE Z I Q Ul Z IL I .- � � z I ) I I I � tuo Q I I I o tab i ) Zs I I ) I I o ---�1----------------------1r------ ------1 -- Z L---J------------------------L-.......... -------L ---------------) ti SHEET REAR ELEVATION A:2 SCALE: I/4" I'-O' ,JOB. 0507 DRAWN BY, KW �* DATE: 7/20/OS o � �11 C � cN U ILw • :<,i Lid 0 • — 7i1 p„i� Irry ,z h J It's Al Ir ' — 1T pn J Ise t� Z 1 1 II c 00 aj C? 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DATE: 7/20/06 0 II Lid IN q J lr DECK cc r o d n (In) Ihi o r a s Ll PTD 2989 o� _ sn arw ewe vwas+ r'^ip —-— 1 L �) L—° 29 3/4'x89 � �,_ 4• ----- KITCHEN G0off �BREAKFAST �I4 0 UN � wo PTD 2959 -I` (oAK) 1 Y U PANTRY FAMIL 29 3/4.x89 3/4 I OPTT oo h(OAX)PLUMB PoFt l�l oA20VE 'Im a �Irt �j 41UNDR7 PED \ I - .- Pp/"��/DI.�R s a'-s' 5'415' I 23'-a' D. III 'I ROOr'1 2 `------�I 1 W. I 1 . A L____JLL==—JJ (TILE) I B m I� 1f PfD 2959 _.. 2A v T 29 3/4'xS9 3/O N PTD MA 29 3/4xS9 3/4 LVI�F.W6N ' y.-----LVL= FL�riN.l♦. 1 — m I .O (V IIII VWfl❑ lt eATP Lo, �� J ININ!9 R (OAK) S Pf-D 2989 W14'-d 8' 4'-4' I I I6'-2' 11'-0' 29 3/4'xS9 /4° .Z 3. ZIT tu 2� Q ^ tu PfD 291i9 Up `■ N 29 3/4'xfA 4' 2� to Q� m oc z a DOWNSTAIRS 0 3 V- -� 2 MASTER V (L q 13EDRCCM A Z O I -- (OAK) -�- 10 U) _ o ,» m m i n 2'-45•. 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A , �\ r- 0 15'-o' 6'-10, 20'-0' I 4'-0' ��� 11id 11(I� 0 10'-0' 10'-0' a a o Kv) I Lid] r @'I C TTILEVER JOISTS ABOVE � I ate: u«:u«.�>«•« ;�., r— • . . � -ffi—iVE--- m 'i,j,�•�/,` /l'I1 --«- ---- ----I- ---I-��a• _�-x 1I._r 1 -�u (J LN(nJ•Dti: �Q(C�) r------------- Z& SUWL 2 AT WALK OUT 42"'-9''CO�fTL-WALL.BELOW9TffL " 'JZ�A7T W22-KI-CLIT 12'x4-4• CONCRETE WALL B DCP WALL ro ), G — O lliul WALK-CUT1 FOOTINGS UNDER BEAibNG - I I22-1 BASEMENT / 45'x 12' CONTINUOUS POINT LOAD FCOTING9 TYPE y�i ,/ 3&"x36'x12' #4 REEMR*b'o.c. m STEEL SEAM A E 21-i0' o 9 1/2' I-JasTs�Z, /// 3STEt7_ -2' IL I $ ��J 7,,,I 2. / c 4-CAR GARAGc O I I m Q 4' CONCRET E SLAB -' PITCH TOWARD DOORS 1 I--- / -I BEAM ABOVE---- ff o (] LU POINT LOAD TYP --1 30436'02' 44 REBAR 6'0.c. EN �-- l ON oSt9'-9' cONLRETE WALL 'x9 REBELCH �- T '-9'caNC �E WALL 8Et c"W 3d/ a I I Q>� Z i CANTILEVER JOISTS AEO✓E I ' I I .I 3 -L :z $ �io PORCH �ot xl P s Fcanw. 2 E II------- ------- - -- I :. V0"--q, 2•xa-W CONCRETE WALL BELOW J -------------------------------------------------------------------------------- .; CROP WALL TO SLABo 3 5►aEET AB GROUND FLOOR PLAN Joe: 0507 SCALE: 1/4" 1'-O" DRAWN BY: KW DATE: 7/20/06 (fin! 41-01 U 13'-8' 21'-10• j! pull Dr11�) 11 I, o r— — — ———— — Dg, — — u } I r: r----------- —"—J I r Ii KIP v oo U " � L I I _ I OFOP l WALL _ t cr cn I I cv it I rr Ul CiONCRE•--wAU--ABOVE ul.3 I r ex9'-9• co WALL BELOW I F => I wine carmNuous worlNG Tr+••. a p Srl.l I I I � � — I L--------------- ------- ------------- I S tu " - I I � ——————————————————————————————————— { 4 Io•x4'-4• CZNCPrrE HALL ABOVE m { I it 24�,TINUOUS Fo"�vr,.Ti-p. �< I � I---- --------------J I--- n -----------------------� l -6, W'-2. 4•-O' 514E.ET Aq _FOUNDATION PLAN 5GALE: 114U 1'-O" J75: 0507 DRAW KW SY: W DATE: 7/20/05 _� cl RIDGE VENT 2t12 RIDGE BOARD f� (SM CIA Jlk0 .�ivl, I—� s•J r (0 ti O G• U2KWWS '1 111, ASPHALT SHINGLES •1 / WW COX SWEATUING Iblln 11si) �R30 F.G. INSULATION RSO F.G. INSULATION _ n) Os! % ATTIC 12 / // as. l� (IIdJ I!jl� 12 WURRICANE CUPS AT f� �III� 4'LJ IbWr:ER-,-TeP:'LAT Cfl}Bi�nCN3 A GYP. BOARD /s. 2t1 •10 ti O.G. I I I T. VENTING SO-FIT I� IxS STRAPPING Ixa FASCIA W/ 3 I/2° CROWN MOULDING 1/2' GYP. BOARD t FRIEZE BOARD AND MOULDINGS I J(III (` p c O i; L; OI I or10 SECCND FLCOR SECOND FLOOR s U Q4 t1 7/8' 1-10,I5TS 1 ti'O.C_ r�lt'7%8'1=1101ST9 1 ti°O.G -I J I I 2a'-0' I BF1LD BD� .. ix8 FAeCiA •IJ Ix3 STRAPPING Ix4 SECOND MEMBER 00 of (3J DCi0'• I/2' GYP. BOARD ALUM.(GUTTERS/ ON. SPOUTS I o ix8 FRIEZE BOARD/MOULDING3 <Ir .FN C� - O f0'9 COLD 1 iv N 2xi EXT. STUDS 0 I6' O. v O 6 1 V 1/2' PLYWOOD SHEATHING PLJ (�/) FIRST FLOOR FIRST FLCGR — aD �-TTVEK WRAP (� AL, W.C. SHINGLES,L. 6' TW .: 3/4' PLT Sl1BfLCCR 3/4' PLY SllEFLcCRL M . .. '. MAGO Nr --i'- 6RG2118, B-�Pt6ilL 6' FIBERGLASS INSU I _ / I / lu t 1- B. 6 i'OC. I - nnnn 216 0 l O.G. 1 W10x2i STID_BEAM�WBa21 STEEL BEAF1 I ]-W87 I I �A- 4:,� I ^ter I ul 3-C4R WALK-OUT Zfy- . GARAGE ___L/ww FIRE RATED c BASEMENT L—J - ' GYP. BOARD _1 s BETWEEN GARAGE ul AND LIVING SPACE 2a-O' 4'-0' V 3 1 PITCW TO DOORS I 3 I/Z' GGPIC. SLAB Q (� u-,I1 ju 17, 1 OC O COMPACT FILLlll�T�}LI� V-01. 28 O' Q Lu 1 en T WI SHEET SECTION "A" S EGT 1 ON 11811 SCALE: 1/4' 11-0" SCALE: 1/4" 1'-0' JOB: 0507 DRAWN BY: KW DATE: 7/20/05 I ' 2-2x10 GIRDER Q k4 P.T. POST - - _ iALY:i1ETl�i.AOST•A�IGHOR � �dl 2YfC 10' 'BOND TUBE'PIER H/ I4'-0- � 24' bIG Foar FOOfMG TYP. �P'!1 _ L ti'O.C. o 0 luc) r;% _ ��?, 05 - -- ------ - -- -- sTRUGTVRAL nErlss~e I - _ — ------- I. b srrs+aeon+ l o U �(o) 1 Qi Wloxlq S-m Baran —--' ; o :J In Q M2X36 S-M eEAM .101Sr�3 ® P8&Aq STL BEAD, p 4O W10x19 STL SEAM I II 3 pJ L� M ® wex21 STI.0?an FLusH © ►M.M STL BEAM FLUSH [- L q 1 • 2 - 1 m O "2,-Z STL BEM FLUSH N O !I)I 5/4'xll 171W LVL F'LU3H 1 b �� I � I r • I I I II d n Q r7 qO (I)1 3/4'kll 7/B' LVL FLUSH >° p 1J U B r _ _ ® I I o I (11 (I)13/4',tll 7/a' LVL FLUSH = (� ! ... III I"•I I"` I II I)13/4'xll 7/5' LVL F11!514 JJrll •Ibb.C. I • I Il J - - I � w on III ICI tl � o I — LZ hil uo IInIJ D12 O 12p 12 p FIRST FLOOR FRAMING PLAN SECOND FLOOR -FRAMING PLAN p �l SCALE: 1/8" I'-O' �r SCALE: 1/5' 1'-0" Q�� 12 U 4 Q 12 7 12 D 12" 12 . np t2 ag I I I lit -ROOF--PLAN Z -- — -- a _ W _ _'z' • -IL-O.0 ------' QL _.� 2 14 W L I). V4'LVL ° ({� / __- --_1--_ ----- I W NOTES °J d e ALL RIDGE HOARDS 2x12 R #ALL ,a p'nM S 2x10'• AT WO.C. - - - \ • 0X-1 0 I UNLESS OTHERWISE NOTED - _ i I i i P2��. SHEET THIRD FLOOR FRAMING PLAN GOOF FRAMING PLA.NFRAMING PLAN SCALE: 1/8" - I'-O' SCALE: I/8" I'-O" ,1OH: 0507 DRAWN BY: KW DATE: 7/20/05 Foundation Certification in W. B arnstable MA Prepared For Christopher & Jane Snow Assessor's Map: 195 Lot: 028-004 Baxter Nye Engineering & Surveying Community Panel Numbe: 250001 0015 C Registered Professional F.I.R.M. Map Zone : C Engineers and Land Surveyors Plan Reference: Lot 3 ® Plan Book 408 Page 97 78 North Street, 3rd .Floor Deed Reference: Deed. Book 10,722 Page 231 Hyannis, MA 02601 Phone - (508) 771-7502 Fax - (508)-771-7622 Owner: Jane E. Snow Job Number. 2003-006 Scale 1" = 50' Date 12-15-2005 STK FND IP FND N/F STEPHEN H. ROWLAND 0� DEED BOOK 11,410 PAGE 160 Q?�� �g9 LOT 3 Q PLAN BOOK 408 PAGE 97 TOTAL PARCEL AREA 44,474t SO. FT. 1.02f ACRES R N DH FND LOT 2 EXISTING FOUNDATION PLAN BOOK 408 PAGE 97 LOCATED: 12-14-05 N/F CHRISTOPHER H. & JANE E. SNOW TOP OF FND EL - 126.72' 44j mo A. / IP FND ti 96' 0. � v � IRJC�- CB FND CB FND / 0 /La36.93' R-30.00' I V' N/F TOWN OF BARNSTABLE CONSERVATION' 0 "� G �� DEED BOOK 7,082 PAGE 97 CB FND l �Q op rM: TOP OF CB EL.= 124.33' '' CS FND L-36.89' Rd 150.00' ,k FND CB FND L-36.92 �. •�, R430.00 74.31' 9.89' CB FND �pl CB FND N 48'44'00• E 144.20' TD OAK STREET W VWa pUBLC WAY I CERTIFY THAT TO THE BEST OF MY KNOWLEDGE THE EXISTING FOUNDATION SHOWN HEREON IS IN COMPLIANCE WITH THE APPLICABLE BARNSTABLE ZONING DISTRICT SIDELINE AND SETBACK REQUIREMENTS, IS LOCATED IN RELATION TO THE MONUMENTS SHOWN AND IS NOT LOCATED Of WITHIN A SPECIAL FLOOD HAZARD AREA. JON THIS PLAN IS NOT TO BE RECORDED NOR IS IT TO BE USED TO ESTABLISH PROPERTY LINES. (p�q 'A QAVP°Y REGISTERED ROFESSI NAL LAND SURVEYOR N BAXTER NYE ENGINEERING & SURVEYING DATE 11-I5 0'S foun'dation ' Certification in Wo Barnstable, MA Prepared For Christopher & Jane Snow Assessor's Map: 195 Lot: 028-004 Baxter. Nye Engineering & Surveying CornMunity Panel Numbe: .250001 0015 C Registered Professional F.I.R.M. Map Zone : C Engineers and Land Surveyors Plan Reference: Lot 3 ® Plan Book 408 Page 97 78 North Street, 3rd Floor Deed Reference: Deed Book 10,722 Page 231 Hyannis, MA 02601 9 Phone — (50B) 771-7502 Fax — .(508)-771-7622 Owner: Jane. E. Snow Job Number. 2003-006 1 Scale 1" = 50' Date 12-15-2005 IP FND STK FND 5g� I' �A N/F STEPHEN H. ROWLAND DEED BOOK 11,410 PAGE 160 Q� LOT 3 Q PLAN BOOK 408 PAGE 97 TOTAL PARCEL AREA 44,474t SO. FT. 1.02t ACRES V. CIV DH FND co LOT 2 EXISTING FOUNDATION PLAN BOOK 408 PAGE 97 LOCATED: 12-14-05 N/F CHRISTOPHER H. & JANE E. SNOW TOP OF FND EL - 126.72' 44j �0 IP FND 00 CB FND CB FND / O O /L-36.93' R-30.00' N/F TOWN OF BARNSTABLE CONSERVATION DEED BOOK 7,082 PAGE 97 �. CB FND lop TBM: TOP OF CB EL.= 124.33' CB FND �• L-36m, '�• R-150.00' CB FND CB FND L-36.92' R-30.00'74.31' CB FND `t'• 9.89' CB FND N 48'44'00" E 144.20' TD 4 AK STREET 6W VMIs pUBUC WAY I CERTIFY THAT TO THE BEST OF MY KNOWLEDGE THE EXISTING FOUNDATION SHOWN HEREON IS ' IN. COMPLIANCE WITH THE APPLICABLE BARNSTABLE ZONING DISTRICT SIDELINE AND SETBACK REQUIREMENTS, IS LOCATED IN RELATION TO THE MONUMENTS SHOWN AND IS NOT LOCATED ,'A WITHIN A SPECIAL FLOOD HAZARD AREA. ' � ,O THIS PLAN IS NOT TO BE RECORDED NOR IS IT TO BE USED TO ESTABLISH PROPERTY LINES. •6 REGISTERED ROFESSI NAL LAND SURVEYOR N BAXTER NYE ENGINEERING & SURVEYING DATE1.�5 • / 0 �' � FND Leaching Area Requirements LEGEND ABBREVIATIONS � = UTILITY POLE DESIGN SCHEDULE ELEVATION D. G� _NA TOP OF FOUNDATION 126.E 4 BEDROOMS AT 110 GPD/BEDROOM - WGPD = TREE P PRE � 6 A �$,' W BASEMENT FLOOR EL 117 2 ADDITIONAL 50% FOR GARBAGE DISPOSAL. �GPD CONTOURS X 10a•o = SPOT GRADES MIN. INCH CLASS 1 - GARRETTS °' GARAGE FLOOR EL 116.8 PERC �� / ( ) CB = LAND COURT BOUND a- POND OG IP D SEWER INVERT AT FOUNDATION 114.0 - MIN LEACHING OF S.A.S. ,` N SEWER INVERT INTO SEPTIC TANK 113.5 FND = FO U N D � � SEWER INVERT OUT OF SEPTIC TANK 113.2 = TOP OF FOUNDATION (� 440 GPD/ 0.74 GPD/S.F.- 545 S.F. MIN. T.O.F. SEWER INVERT INTO DISTRIBUTION BOX 110.0 EOP = EDGE OF PAVEMENT Y SEWER INVERT OUT OF DISTRIBUTION BOX 109.8 PROPOSED SYSTEM: SIDEWALL (12 +25) x 2 x 2 = 148 S.F. R D. 90 _ _ SEWER INVERT INTO LEACHING CHAMBER 109.6 BOTTOM 12 x 25' = 300 S.F. % EXISTINGwELL BOTTOM OF LEACHING CHAMBER 107.6 448 S.F. HOLLYHOCK D R. - _ WATER TABLE: NONE OBSERVED AT ELEV. 93.7 92 MAXIMUM FLOW ALLOWABLE (311 CMR 15.214(2)) 44,474 S.F. X 1 ACRE X 440 GPD = 498 GPD , 40,000 S.F. ACRE GENERAL NOTES WELL ALL SYSTEM COMPONENTS SHALL BE INSTALLED IN ACCORDANCE WITH LOCUS MAP Scale: 1' = 2000' \ ,�Y TITLE V OF THE STATE SANITARY CODE DATED MARCH 31, 1995 96 v ANY LOCAL RULES APPLICABLE. ANY CHANGE TO THIS PLAN MUST BE APPROVED IN WRITING LOCUS AREA IS COMPRISED OF. \ - yb d0 BY DESIGNING ENGINEER LOT 3 O PLAN BOOK 408 PAGE 97 \ '---- AGO - - '�4 WHEN CONSTRUCTION' IS COMPLETED, PRIOR TO BACKFI WNG, ASSESSOR'S MAP 195 PARCEL 028-004 --- \ NOTIFY THE ENGINEER do BOARD OF HEALTH AGENT DEED BOOK 10.722 PAGE 231 FOR INSPECTION. • `\\ \ THESE ELEVATIONS MUST NOT BE CHANGED WITHOUT WRITTEN 18 HOLLYHOCK DRIVE OWNERS/APPLICANTS: JANE E SNOW \\ _- l 02 ----- �pT 2 APPROVAL BY DESIGNING ENGINEER ` - W. BARNSTABLE, MA 02668 ` - PLAN BOOK 408 PAGE 97 • �.\ _' }, N/F CWWOPHER H. do JANE E. SNOW ZONING INFORMATION: __ �`__J_ "i __ _ _ ALL SANITARY DISPOSAL SYSTEM PIPING TO BE 4' PVC., SCH 40 ° EXCAVATE AND REPLACE ALL UNSUITABLE MATERIAL SURROUNDING ZONING DISTRICT : RF SURROUNDING THE LEACHING FIELD FOR A DISTANCE OF 5, PER AP - AQUIFER PROTECTION OVERLAY DISTRICT RPOD - RESOURCE PROTECTION OVERLAY DISTRICT I °? - 310 CMR 15.255. CURRENT MINIMUM ZONING REQUIREMENTS -- ' ' '\ �'// 'P@► PRIMARY BENCHMARK : ASSUMED MIN. LOT AREA = 2 ACRES (RPOD) � _1 •{ i TOPOGRAPHY SHOWN HEREON WAS DIGITIZED FROM MIN. LOT FRONTAGE = 150' MIN. LOT WIDTH - ;� �� 1` / �� '• TOPOGRAPHIC PLAN OF LAND IN (IIL'ST) BARNSTABLE FRONT YARD = 30' SIDE YARD = 15' REAR YARDS 15' o! �\ �� �I �� •• PREPARED FOR JAMES H. DOHERTY, JR. BY ARNE MAXIMUM BUILDING HEIGHT = 30' `� �`� •i j �- H. OJA RL.S. SIGNED do SEALED 10-4-1985, __,•, a °0 L.A,/ \ • • AND DOES NOT REFLECT ANY CHANGES IN THE TOPOGRAPHY COMMUNITY PANEL NUMBER: 250001 0015 C ,., `� \� �\ `\ • ' \ • DUE TO THE CONSTRUCTION OF THE ROAD. THE FLOOD INSURANCE RATE MAP DEFINES THIS AREA AS ZONE C, AN AREA OF MINIMAL FLOODING. g �� \ \ A TITLE SEARCH HAS NOT BEEN PERFORMED FOR THIS SITE. IF DETERMINED TO BE NECESSARY A TITLE SEARCH SHALL BE PERFORMED BY OTHERS. THE PROPERTY LINE INFORMATION SHOWN IS BASED ON CURRENT AVAILABLE RECORD INFORMATION \ � •\ eN-b CONSiST1NG OF PLANS AND DEEDS. 112 --�� P BOOI 404 PAGE R7 . THE EXISTING MONUMENTS SHOWN HEREON WERE TAL ARCED AREA 1 �°• N/F STEPHEN H. ROWLAND . • �OIM OBTAINED FROM AN ON THE GROUND FIELD SURVEY DEED BOOK 11.410 PAGE 160 �4,474t SQ. \FT. ` / �' • . off' 0. M SAA PERFORMED BY BAXTER, NYE & HOLMGREN, INC. (NO WELLS OR SEPTIC --_ `\ \1.02�ACRES�\� P. i ^� • • 1 JANUARY 2003, AND UPDATED JULY 8, 2005. WITHIN 150 FEET) 114low EXISTING SEPTIC TANK nn PLAN REFERENCE: PLAN BOOK 408 PAGE 97 �\ �\ r ------- --- 1 776 PROPOSED � I i / UTILITY INFORMATION' SHOWN HEREON: ABOVE/ I '� � V '' � 1 EXISTING LEACH PITS�! �A, LOCATION OF UNDERGROUND UTILITIESARE APPROXIMATE AND MUST ! 8E VEf h LED IN irl D 0 V 'THE "�11'lRA C1 i � R,7f"RiA i t U i�LJ l I 6.4 - \O 1 COMPANIES PRIOR TO ANY CONSTRUCTION. \O I CERTIFY THAT TO THE BEST OF MY KNOWLEDGE THE FOUNDATION SEPTIC SYSTEM LOCATION IS APPROXIMATE L�13.07' SHOWN HEREON IS IN COMPLIANCE WITH THE APPLICABLE BARNSTABLE EXISTING ZONING DISTRICT SIDELINE AND SETBACK REQUIREMENTS, IS PER INSTALLER'S CARD PERMIT ,�86-440,ON RECORD AT THE BARNSTABLE BOARD OF HEALTH. \\ 1.6, .,. ! / I I i ` LOCATED IN RELATION TO THE MONUMENTS SHOWN, AND IS NOT (� yt: PROPOSEd LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA. VI PAVED P \ THIS PLAN IS NOT TO BE RECORDED NOR IS IT TO BE USED TO ESTABLISH PROPERTY LINES. CB FND .�• Qp�`� „ RE ED ROFESSIONAL LAND SURVEYOR DATE /e SOIL LOGS DATE: JULY 12,2005 I \ \ `.\ � � � 1 � EOP 0� 9�k9FGIST�P�p Q I ' b P#=P 11,034ESSfONAI E '\ SOIL EVALUATOR: STEPHEN A. WILSON, P.E. ' TEST PIT t C8 FIND BOARD OF HEALTH AGENT: DON DESMARAIS TEST PIT 1 TEST PIT 2 �� 24 Hollyhock Drive G.S.E. = 105.2't G.S.E. = 107.2t 60m, CB FND L� W. Barnstable, Massachusetts I / I 2 Q A 0 AP i 1 ' N 74'40'43' W Rai S0.Op• PREPARED FOR 1 0 SANDY LOAM SANDY LOAM �i << � I � ' 1 � I ' , �\ 6' 10 YR 3/2 7' 10 YR 6/2 ', + ° �, a�, Eff �"D Rya Christopher & Jane Snow SILTY LOAM SILTY LOAN 18' 10 YR 6/5 20' 10 YR 4/1 �•� % ,f ' / ! I / i i 1 , s �,4:4 �` TITLE W C 1 1_ - I, HOLLYHOCK DRI VE ^ o �`'�� Septic System Plan �' .'/ � I ti� � EtM 60' wIDle PUBIZC WAY /dry � � y STONY TILL STONY TILL , , I , , ` \ ,n 32• 10 YR 6/6 30' 10 YR 6/4 ` / IBM: TOP OF CB ' C C ' \ ' b •/ ' ' EL- 124.33' •� . 0 2 COMPACT MEDIUM 2 COMPACT MEDIUM / �`_�' , i d I ' J.K. HOLMGREN ENGINEERING, INC. Ln SAND W/ STONES SAND W/ STONES ,� ; �� �� / �' / �' CS FWD ' 0 138' 10 YR 6/4 126' 10 YR 6/4 V ' �� S 74.40'43' E 138.33' CB,END r`` O ' DH FND 341.09' 79.22 BAXTER, NYE & HOLMGREN NNo wAT1=R ENoa1NrERm No IrATER ENCOUNTERED , �� �p ,�' ,,, N 74'54'07',W N 74'40'43' W CB FND � PERC o W. PERC o ss Registered Professional Engineers and Land Surveyors RATE- <2 M WIN RATE- <2 WIN/w _____ - 812 Main Street, Osterville, Massachusetts 02655 N/F TOWN OF BARNSTABLE CONSERVATION 3 DEED BOOK 7.082 PAGE 97 Phone - (508)428-9131 Fax - (508) 428-3750 V) CONSTRUCT ACCESS TYPICAL SYSTEM PROFILE 0 MANHOLE OVER INLET NOT TO SCALE 0 PROPOSED TOP a F.G. 124t - F.G. 116t TO TANK PTO AT LEAST OF FOUNDATION WITHIN 6 FINISH GRADE 20 O 20 40 o - 126.6 ..ti- FUMSf�D INSTALL ONE INSPECTION T TO 6 BELOW GRADE 12' SCALE IN FEET OVER TANK 116t FWLSF1m GRADE OVER Q BOX • 112t FWtSHED GRADE OVER yl� >1�CH . 110fF112± FINISHED GRADE s 6•yW _•` 0 4' SCH. 40 PVC •Y 3 �: 4' SCH. 40 PVC FIRST 2' (TO BE Ll:1/E1) 9" (min) Cover 36'tMAX.-9' TN. COMPACTED FILL SCALE: 3 _ r o 2.Ox - then O 2.DX 36 (max) Cover 32' DATE. 8�2�05 � 2' OFP O 2.Ox PV�g, 2'Loyer 1/8'to 1/2'min x Y•: 10' Ci BAFFLE 6' SUMP „ 4' SCH. 40 PVC Peastone LEACtgNG 3/4' TO 1 1/2 j` ';• - 3/4'-1.5' WASHED STONE 17. - - y.a Cn �_ 24' 12 EFFECTIVE WASHED STONE - o0 6* CRUSHED REWFORCm 4. PVC ._ - I� FOOTWG L SrONE BASF , 35' NO. BY DATE REMARKS DRAWING NUMBER o �.� { •. �g:_:ti,.;,,�._.. lt.. r�-t; NO SCALE N 0 1500 GALLON SEPTIC TANK DISTRIBUTION BOX S' MIN PLASTIC LEACHING CHAMBER DETAIL PLAN OF LEACH CHAMBERS o: 2003 o3-oos suI?V wrtcsnt 20o3-oosws.dw o TO BE #STALLED ON A LEVEL STABLE BASE TO BE rrSiAu.ED ON A LEVEL srAelE BASE No Groundwater Oboomw o Elev. 93.7 NO SCALE 2003-006 i 0