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HomeMy WebLinkAbout0821 OLD POST ROAD ODb a { i F �l - TOWN OF BARNSTABLE.BUILDING PERMIT-APPLICATION., Map"' - Parcel Application # Health Division °^ Date Issued Conservation'Division Application Fee . Planning Dept. Permit Fee Date Definitive Plan Approved by Planning Board ` Historic.- OKH Preservation/Hyannis Project Street Address 3 2-1 (-) _0 As-n t Village co Owner ' � a�-�o Address Telephone Permit Request &s G Square feet: 1 st floor: existing , proposed 2nd floor: existing proposed Total new Zoning District '. Flood Plain Groundwater Overlay Project ValuatioqA 0 Construction Type ' r Lot Size Grandfathered: ❑Yes ❑ No If yes, attach st ipportirggdocumentation. a c) Dwelling Type: Single Family ❑ Two Family ❑ Multi-Family(# units) Age of Existing Structure Historic House: ❑Yes ❑ No On Old Kinds Highv*V: ❑Yes ❑ No Basement Type: ❑ Full ❑Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq ) Number of Baths: Full: existing new Half: existing ew Fq Number of Bedrooms: existing _new Total Room Count (not including baths): existing new First Floor Room Count Heat Type and Fuel: ❑ Gas ❑ Oil ❑ Electric ❑ Other Central Air: ❑Yes ❑ No Fireplaces: Existing New Existing wood/coal stove: ❑Yes ❑ No Detached garage: ❑existing ❑ new size_Pool: ❑ existing ❑ new size _ Barn: ❑ existing ❑ new size_ Attached garage: ❑ existing ❑ new size _Shed: ❑ existing ❑ new size _ Other: Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ Commercial ❑Yes ❑ No If yes, site plan review# Current Use Proposed Use APPLICANT INFORMATION (BUILDER OR HOMEOWNER) Name 4 15 VZ1T_ ��.►� Telephone Number 77Y•,23 8-0Y)f Address r 0 9/ 4 License# %J a75" /9?4s A L- ",-a? az ,�J Home Improvement Contractor# /417661 3 Worker's Compensation # ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO (f4ec ��tS Z SIGNATURE DATE ���ng FOR OFFICIAL USE ONLY APPLICATION# J DAT SUED MAP/PARCEL NO. ADDRESS VILLAGE OWNER DATE OF INSPECTION: s FOUNDATION FRAME 1 INSULATION f FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH' FINAL GAS: ROUGH FINAL FINAL BUILDING DATE CLOSED OUT f , ASSOCIATION PLAN. NO. The Commonwealth of Massachusetts Department of Industrial Accidents ' Office of Investigations 600 Washington Street < Bostoh, MA 02111 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors[BIectricians/P1umb erg A_ licant Information Please Print Legibly c ; Name (Business/OrganizationllndividuaI): ..Address: �� r3� `all� • City/statdzip: ~5 A Phone.#: 7 7,*t 3$ Are you an.employer? Check the appropriate box: Type of project(required): F. ❑ I am a employer with 4. I am a general contractor and 1 6 ❑New construction employees(full and/or part-time).* have hired the stab-contractors �,,¢, listed on the attached sheet 7. ❑Rernodeling dam a'sole proprietor or partner- shrp and have no employees These sub contractors have $. Demolition es and have workers' working for me in any capacity. employe9. ❑Building addition • . [No workers' comp.-Msu comp-Insurance.$ rancc regtrired] 5. We are a corporation and its 10.❑Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their 11.❑Pl>mmbing repairs or additions myself;[No workers' comp. right of exemption per MGL 12.❑Roof repairs incrrrant a requited]t c. 152, §1(4),and we have no 13.❑ Other employees. [No workers' comp.insurance required.] •lwy applicant that ebmia box#1 must also fill out the section below showing their workers'eoropmsation poky information. t Hommwnorr who submit this affidavit indicating they arc doing all work and then hire outside contactors must submit e.new affidavit indicating such. 1{'.ontraotor3 that ebmk this box must attacbcd an additional shoot showing the name of the sub-=tar tors and stait whether ar not those entities have employees. If the sub-contactors have mnploycm,they must pruvidt their woTkcM'comp.pobcy number. I am an employer that is providing workers'compensation insurance for my.employees. Below is the policy and jab site information. Insurance Company Name: Policy#or Self-ins. Lic.#: Expiration Date: Job Site Address: City/State/Zip: Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine tip to $1,500.00 and/or one-year imptisomn ut, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy-of this statement may be forwarded to the Office of Investigations of the DIA for insrancc coverage verification. I do hereby certify under the p4ns.andpenalaes of perjury that the information provided above is true and cancel. Si atuic: Date: 6- Phone Ofjuinl use only. Do not write in this area, tb be completed by city or town offtciaL City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3. City/Towu Clerk 4.Electrical Inspector S.Plumbing Inspector 6. Other Contact Person: Phone#: information anct instructions Massachusetts General Laws chapter 152 requires all employers to provide workers'compensation for their employf'es: Pursuant to this statute, an employee is defined as "...every person in the service of another under any contract of express or implied, oral or written." ' An employer is defined as"an individual,partnership, association,corporation or other legal entity, or any two or more of the foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer, or the receiver or trustee of an individual,partnership, association or other legal entity, employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein,or the occupant of the dwelling house of another who employs persons to do maintenance,construction or repair work on such dwelling house appurtenant thereto shall not because of such employment be deemed to be an employer." n the grounds or building mP or a gr g PP MGL chapter 152, §25C(6) also states that"every state or Iocal licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced-acceptable evidence of compliance with the insurance coverage required." Additionally,MGL.ohapter 152, §25C(7)states`Neither the commonwealth nor any of its political subdivisions shall enter into any contract for.the performance of public work until acceptable evidence of compliance R'ith the insuiarice requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers' compensation affidavit completely,by checking the boxes that apply to your situation and, i.f necessary,supply sub-contractors)name(s),addresses) and phone numbers) along with their certificate(s)of insurance. Limited Liability Companies(LLC) or Limited Liability Partnerships (LLP)with no-employees other than the members or partners, are not required to carry workers' compensation insurance. If an LLC or LLP does have employees, a policy is required Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confimiztion of insurance coverage. Also be sure to sign and date the affidavit The affidavit should be returned to the city or town that the application for tho pert or license is being requested,not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below. Self-insured companies should enter their self-ins=co license number on the appropriate line. City or Tow;i Officials Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact_you regarding the applicant Please be sure to fill in the permit/license number which will be used as a reference number. In addition, an applicant that must submit multiple pmrait/license applications in any given year,need only submit onp affidavit indicating can ent policy information(if necessary) and under"Job Site Address" the applicant should write"all locations in (city or town)."A copy of the aff davit that has been officially stamped or marked by the city or town may be provided to the applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit,must be filled out each year.Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture (i.e. a dog license or permit to burn leaves etc.) said person is NOT required to complete this affidavit. The Office of Investigations would like to thank you in advance for your cooperation and should you have any questions, please do not hesitate to give us a call rho Department's address, telephone-and fax number. The C6mmonwc41b of Massachusetts Degarlment of lndustri.al Accidents Office of Investigations 600 WaShin n Street Boston, MA 02111 TO. # 617-727-49,00 ext 4-06 or 1-M-MASSAFE Fax# 617-727-7749 ised 11-22-06 www.mass.gov/dia Board of Building Regulations and Standards i Construction Supervisor License License`."CS r i 83275 R ir'at p 4/7/ 010'• a ' Tr# 23322'fir J Ii str�Ction_QO'1( s ROBERT M PINTO,<s. 110 THORNB ERR Y CIRCL MASHPEE, MA 02649 �G Commissioner Board of Building Regulations and Standards HOME IMPf2OVEMENT CONTRACTOR Registration; 147661. Ex- al 1 7/27/2009 Tr# 132271 r t ; �IType_ Individual r x�1 1 ROBERT M. PINTO — \ fly/ ROBERT PINTO 110 THORNBERRY`CIICLE' MASHPEE, MA 02649 �. j �' y o. Administrator j N o; �. , O tv w A r, t4. o. i traces r o = b wig ; rb o v. A fb� tr c ii:] AD . j Y - h o eb Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.08 By:Joe ,ATA on:09-07-2006:08:16:05 AM Protect: DEVESTO-0627-Location:33- 18'flush bm. below wall in foyer-left side Summary: (3) 1.75 IN x 11.875 IN x 18.0 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate By:43.6% Controllinq Factor: Moment of Inertia/Depth Required 10.52 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.22 IN Live Load: LLD-Center— 0.20 IN= U1096 Total Load: TLD-Center— 0.42 IN=U517 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 699 LB Dead Load: DL-Rxn-A= 959 LB Total Load: TL-Rxn-A= 1658 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.42 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 2441 LB Dead Load: DL-Rxn-B= 2038 LB Total Load: TL-Rxn-B= 4479 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.14 IN Beam Data: Center Span Lenqth: L2= 18.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 18.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 50 PLF Dead Load: wD-2= 70 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 139 PLF Point Load 1 Live Load: PL1-2= 2240 LB Dead Load: PD1-2= 1387 LB Location (From left end of span): X1-2= 16.0 FT Properties For: 1.9E Microlam-Trus-Joist MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 9858 FT-LB 11.88 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 4354 LB At a distance d from riqht support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 45.43 IN3 S= 123.39 IN3 Area(Shear): Areq= 22.91 IN2 A= 62.34 IN2 Moment of Inertia (Deflection): Ireq= 510.08 IN4 1= 732.62 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.08 By:Joe ,ATA on: 09-07-2006:08:16:06 AM Proiect: DEVESTO-0627-Location:33A- 18'flush bm. below wall in foyer-left side no point load Summary: (2) 1.75 IN x 11.875 IN x 18.0 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate By: 77.3% Controlling Factor: Moment of Inertia/Depth Required 9.81 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.21 IN Live Load: LLD-Center= 0.13 IN= U1698 Total Load: TLD-Center= 0.34 IN= U638 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 450 LB Dead Load: DL-Rxn-A= 747 LB Total Load: TL-Rxn-A= 1197 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.46 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 450 LB Dead Load: DL-Rxn-B= 747 LB Total Load: TL-Rxn-B= 1197 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.46 IN Beam Data: Center Span Length: L2= 18.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 18.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 50 PLF Dead Load: wD-2= 70 PLF Beam Self Weight: BSW= . 13 PLF Total Load: wT-2= 133 PLF Properties For: 1.9E Microlam-Trus-Joist MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 5386 FT-LB 9.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1077 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 24.82 IN3 S= 82,26 IN3 Area(Shear): Areq= 5.67 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 275.49 IN4 1= 488.41 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 7.01.08 Bv:Joe ,ATA on: 09-07-2006 : 08:20:28 AM Proiect: DEVESTO-0627-Location:34-15.5' BM. BELOW WALL @ GR. ROOM/M.BED. Summary: A36 W10x19 x 15.5 FT Section Adequate By: 14.9% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.19 IN Live Load: LLD-Center= 0.22 IN= U832 Total Load: TLD-Center- 0.41 IN=U450 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1929 LB Dead Load: DL-Rxn-A= 2095 LB Total Load: TL-Rxn-A= 4024 LB Bearing Lenqth Required (Beam only, support capacity not checked): BL-A= 0.70 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 3381 LB Dead Load: DL-Rxn-B= 2966 LB Total Load: TL-Rxn-B= 6347 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.70 IN Beam Data: Center Span Lenqth: L2= 15.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 20 PLF Dead Load: wD-2= 114 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 153 PLF Point Load 1 Live Load: PL1-2= 5000 LB Dead Load: PD1-2= 3000 LB Location(From left end of span): X1-2= 10.0 FT Properties for:W10x19/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.20 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= 1.04 IN Design Properties per AISC Steel Construction Manual: Flanqe Buckling Ratio: FBR= 5.09 Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= 40.80 Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 0.0 FT Limiting Unbraced Lenqth for Fb=.66*Fy: Lc= 4.24 FT Allowable Bending Stress: Fb= 23.76 KSI Web Heiqht to Thickness Ratio: h/tw= 37.64 Limiting 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= 32395 FT-LB 9.92 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 37224 FT-LB Controllinq Shear: V= 6347 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr= 36720 LB Moment of Inertia(Deflection): Ireq= 64.22 IN4 1= 96.30 IN4 MOKE DETECTORS REVIEW D BARNS LE BUILDING DEPT. DATE ...."" $ FIR:DEPARTMENT DATE s � B 3TH SIGMA VRES ARE REQUIRED FOR PERUrMMG 8 '. xa a . �W --- ....---------------- I; .. ...• - '1 ; --- ��s i n I' I II -- -- ' o dlcI ---------------- --- I I o I ------- - - f_ €€ —.—.—, .....- '......... -------------------------------------------- ..---.. -- . _.... N N cL �a �< .< 0,0 Z L -- ----- . ._ — co o CARBON MONOXIDE ALARMS MUST BE INSTALLED PER MASSACHUSETIS BUILDING CODEP-- ----- --------- FOUNDATION PLAN �� a ,a 3 ' NIHS C /TI n ; W 0 � eEVROON] h 4. �w�.,. �• •� enr,l � al fn. - . E. • ,$ 9D 1 ILA r� oa i snmr n tz Y tLx t.mrwr ma, _ y ` S �"ieaiimr�ro ��i�lree z i . " Nwa.-v. 8 •;� -., 9 LX Y � m,en rve..ma �fi Yt2��-a�E v�n.Kmrt.m a e �iwirw MOmr� S Y�-f i ,i yT p Y o v BEDROOM I $'� z �,• tt L „w..,w c - _ 0 0 v rolCC i 3----- Y- =0 N • o �' 3¢ tJ d v, b p �00V wue r. a.,.°• r' F°^R5T FLOOR PLANm.A-2 i - 6511ED FOA COt67PoK710N a, of I 3� N 3 Id 'V -- ? �H v IL 4 pq o s e®rsaon a i -------------------------------------- F _ 'MU X. Vcw ----- ---------------------- ----- O p N - ________________- ----------- - d N — . fu Y 0 OOu N weno�oeuo •o � � � pb m., w • - I Eve ^ w�wue..mm r - • -' din SECOND FLOOR P L A N r A-3 6kBPORCONSTMON E+, of . m b 00 § ® n FQ — ac� - wRa iFlPm" 4¢ ---- ---------------------- - - - - - Ilae.�,� - - --- - - - - - - - - - - - - - - - - - - - - - - - - :. ----------------------------------:----------------------------- - - ------------------- ------------------ ------------------ -------------.... FRONT :ELEVATION .. - JAVil CC ..i oD a&3sa�.fffi€2�Pti F _ - CL) ON o (L ® a+ LB N o �111 �rou° , ;— ---------------------------- — �.... -------------------------- — — — . - - - - - - - - - - - - - - - RIGHT ELEVATION &SUEDPoRCOfLS7MON m, Of 2� d � s ® I WH - ® s H �C 4 § ......... J ��g �: — - - - - - - - - - - - - - - lie- " - -------------------- - ..-.:........-=------------------------------..........--------------=--------------------------------------------' REAR ELEVATION - - - YEVR�f°�.6�Si 38 Rl I n� 0 n srs°" 6 - - - - - - - -' �u"v c 0 m 0 0.0 La,FFF1 w C)OO v L — — — — — — — — — — — — — — — — — — — — pnm WRY - ------------------------------= °L`ELFT.E L E VATION _ —5 ISS MFMCO%7WON se, of LL.w 3 - msr..�''ie ee�" - r.sn�ocwa ii�i.,w enaro R.uswwrw wi 2M¢� q BBOFOOM] BATN Beoaeon S h BASEMENT ` _ BABEI£M 0 wae+ rwna "V - ,a.a�ro eraa.erzw.. • � naa lie- 5 E G T 1 O N 5 E G T 1 O N a� Y s=Fs eses ` a iuwe � x �1j� oe. F.UK&s�'i.rac' owm 14FI .owcp ~ O .+a + -0 N ro o 0 N - '�•�'— am,tea «t CJ 0.m 't—O KITLIBI i•--------- 'v !i 1 .. § ..e...ea.a.e . �.K s O�m� rn . _ e �---------- ,.a�a w a + co LL mR���M � BASEr•Hlf 3Ybla•Y�P"" '-------� _y LYI�`iIdaiW�" § oam .aoa. 0� . rowaren awa2 ,o u...crzo,eo 5 E G T 1 O N 5 E G T ION V ac.•c,�.. o D S E C T I O N LS%EDPoNCDNSR OO.N m, of a Es NOTES - 3 =FIRST FLOOR JOISTS TO BE B015E CASCADE o II V8'AJ5-2O'5 o Ib'O.C. - W/5/4'RIM J015T,UNLE55 ... `w 'NOTED -ENGINEERED FLOOR JOISTS TO BE INSTALLED PER - - - MANUFAGTURERS 6UIDELINE5 AND SPECIFICATIONS e M�y mg 94 N rn Ha ;I r I _ O F[F ' y = lie- i i i i a R B I I I b Ic I 1 I Ifi?..Sgt;FYu L N • �VIV � C�a 0 . p: E� LL STRUCTURAL DESIGN GRI7ERIA � _ cu� ] LL N N M -FIRST FLOOR 15 P5SF LLF DL f ODU Ci -SECOND FLOOR 50 PSF LL 10 PSF OL ATTIC/5TO. 20 P5F LL 10 PSF DL ' - ere mk ROOFLL 15 DL PSF OI IS PSF EXT.WALLS 15 P5F DL -INT.WALLS Sb P5F OIL F I R 5 T FLOOR -F R A M I N 6 PLAN -DEGKS/PORGHES I100 P5F CIL H A_7 D MIMFONCOICTIMON da, of NOTES - -ALL P05T5®ENDS OF BEAMS TO BE (2)2X45/(2)2X65,UNLESS NOTED - - a ALL WINDOW d EXTERIOR DOOR Y HEADERS TO BE 2X8'S W/I/2' ' PLYWOOD,UNLESS5 NOTED a -ALL DOOR HEADERS®INT.LOAD r BEARING WALLS TO BE(2)2X8 W/ - 1/2°PLYWOOD,UNLESS.NOTED -SECOND FLOOR JOISTS TO BE BOISE-CASCADE II 1/8'AJ5-205 _ A ®I6'O.C.W/3/4°RIM JOIST, UNLESS or INTERIOR LOAD BEARING WALL -ENGINEERED FLOOR JOISTS u v V GL,� TO UFINSTALLED PER .. U TO BE INSTALL 5 GUIDELINES — — — — —AND SPECIFICATIONS .n , cil oil i i a i aLj I I I '�C LL xiw.uve iw al vnva•saneewwie � _.F� . 5 Sr l ig�m., Br�F.s -d d,w.°u�w slur° 1 $,,ZZ • ,xwfro naaacK p9�`i0 if$2o�0,5.' }} 3IN [Fu U 0 NON � ro b I 00 CL 3 ° L7 CL LL.. - Otero `o , f o STRUCTURAL DESIGN CRITERIA H 0 LL -FIRST FLOOR 40 F5F LL ' 15 P5F DL -SECOND FLOOR 30 PSI, LL 10 P5F OL - -ATTIC/5TO. 20 FSF LL - 10 PSF OL -ROOF 30 PSI, LL - �• 15 P5F DL , -EXT.WALLS 15 FSF DL -INT.WALLS 50 P5F DL - -OECKS/PORCHES 60 FSF LL 5 E C O N D FLOOR F RAM I N& PLAN to PSF OL ISSUED FOR CONSTPo. ON say of NOTES r -ALL POSTS®ENDS OF BEAMS TO BE - (2)2X45/(2)2X65,UNLESS NOTED = a -ALL RAFTERS TO BE 2XI05 ®16'O.G.,UNLE55 OTHERN15E NOTED ?_ ALL WINDOW HEADERS TO BE(3)2X65 r W/I/2"PLYWOOD,UNLE55 NOTED -ALL RIDGES OVER 20'-O'LONG - 3 TO BE(1)1 5/4 X II 1/5' -PROVIDE 2XIO LEDGER BOARD - e V ®OVERLAY FRAMING FOR RAFTER ., BEARING/SUPPORT -nF INTERIOR LOAD BEARING WALL V W PQ v ..... .................... . ,o,... • F� e V Ej J�W . � v d •. i ---------------------------------- IF Ir �,, �Ltl- a y� ..I rY g�f Y2 Y ' t - S N U Vi 10 00 N L T + V. [L ZZ . rT c 5TRUGTURAL DESIGN CRITERIA N YO o -FIRST FLOOR 40 P5F LL 0 W V 15 PSF OIL SECOND FLOOR 30 PSF LL , 10 F5F DL loe�.• �. -ATTIG/5TO. 20 PSF LL a�= 10 P5F DL - - - - - -ROOF 0F LL 5 PSF -EXT.WALLS 15 PSF DL ROOF F R A MI N G P L A N " -INT.WALLS 50 P5F DL ��^��• "� -o - -DEGKS/PORGHES 60 P5F ILL OI ��A 0 PSF DL J LSSUED FOR CDNSTRKWN av, of II =s W s n w w w awaaw°„�. F H .�ww,anwo y �C 44 GORNIGE DETAIL®FONT PORCH/CURVED ROOF TYPICAL RAKE/RAKE RETURN DETAILS AT EAVES ,. 2 , O JD = Sktr„J Y fif tlt Cry . � ; $ wan uarwm w�/ �•T_8s���gb a z3•• Z wu w°aaa -& •,€4�a a I � • � 9 i Y • u�n[a� - .,.,•.y.•I,�O L®LOFT DORMER w 4 EAVE DE'AIL.AT B.R.#4 HIP DORMER - s 0 EAVE DETAIL _ _ • C r , s. j 0 m r c CL ova Yn p 7 1 W A-10 WDF)RCANAPoIMN ., of Town of Barnstable Building Department - 200 Main Street MUMSTABLE, * Hyannis, MA 02601 9� b .� (508) 862-4038 CFO MA'S A Certificate of Occupancy Application Number: 20063181 CO Number: 20080156 Parcel ID: 073007 CO Issue Date: 08/11/08 Location: 821 OLD POST ROAD Zoning Classification: RESIDENCE F DISTRICT Village:: COTUIT Gen Contractor: ROBERT PINTO DBA B&C OUTDOOR SPECIALTIES Permit Type: RC00 CERTIFICATE OF OCCUPANCY RES Comments: i oCP Building Department Signature Date Signed �tNETph, TOWN .OF BARNSTABLE Building Application Ref: 20063191 BARNSTABLE, * Issue Date: 09/18/06 Permit 9 MASS �p 1639• ��� Applicant: ROBERT PINTO DBA B&C OUTDOOR SPECIA ArF p MAC a ?�TQt Number:.B 20061192. . Proposed Use: RESIDENTIAL Expiration Date: 03/18/07 Location 821 OLD POST ROAD Zoning District RF Permit Type: REBUILD HOUSE AFTER TEARDOWN Map Parcel 073007 Permit Fee$ 410.00 Contractor. ROBERT PINTO DBA B&C OUTDOOR SPECI Village COTUIT App Fee$ 100.00 License Num 083275 Est Construction Cost$ 350,000 j' Remarks APPROVED PLANS MUST BE RETAINED ON JOB AND 1 REBUILD AFTER TEARDOWN SINGLE FAMILY HOME 5 BEDROOM THIS CARD MUST BE KEPT POSTED UNTIL FINAL INSPECTION HAS BEEN MADE. WHERE,A CERTIFICATE OF OCCUPANCY IS REQUIRED,SUCH Owner on Record:,DEVESTO,THOMAS 8i HAHN,ANGELA BUILDING SHALL NOT BE OCCUPIED UNTIL A FINAL Address: 21 TAMWORTH INSPECTION HAS BEEN MADE. WABAN,MA 02468 Application Entered by: NL Building Permit Issued By: ✓ �� THIS°PERMIT CONVEYS NO>RIGHT TO OCCUPY ANY.'STREET,-ALLY OR SIDEWALK OR`ANY-PART THEREOF„EI;THER-TEMPQRAMLY ORTERMANENTLY; ENCROACHEMENTS ON PUBLIC PROPERTY,NOT SPECIFICALLY PERMITTED UNDERTHE BUILDING'CODE;"MUST BE APPROVED BY.,THE JURISDICTION: STREET ORjALLY`ORADES AS WELL AS OERTH ANDy'LOCATION OF PUBLIC SEWERS;MAY BE OBTAINED FROM;-THE DEPARTMENT OF P.UBLIC,WORKS-+ -: THE ISSUANCE OF.T.HIS PERMIT DOES,NOT:RELEASE!;THE APPLICANT,FROM'THE CONDITIONS.OF ANY APPLICABLE SUBDIVISION RESTRICTIONS MINIMUM OF FOUR CALL INSPECTIONS REQUIRED FOR ALL CONTSTRUCTION WORK: 1.FOUNDATION OR FOOTINGS. 2.ALL FIREPLACES MUST BE INSPECTED AT THE THROAT LEVEL BEFORE FIRST FLUE LINING IS INSTALLED. 3.WIRING&PLUMBING INSPECTIONS TO BE COMPLETED PRIOR TO FRAME INSPECTION. 4.PRIOR TO COVERING STRUCTURAL MEMBERS(READY TO LATH). - 5.INSULATION. 6.FINAL INSPECTION BEFORE OCCUPANCY. WHERE APPLICABLE,SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL,PLUMBING AND MECHANICAL INSTALLATIONS. ,WORK SHALL NOT PROCEED UNTIL THE INSPECTOR HAS APPROVED THE VARIOUS STAGES OF CONSTRUCTION'. r -PERMIT WILL.BECOME NULL AND VOID IF CONSTRUCTION WORK IS NOT STARTED WITHIN SIX MONTHS OF DATE THE PERMIT IS ISSUED AS NOTEDABOVE. PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS DO NOT HAVE ACCESS TO GUARANTY FUND(as set forth in MGL c.142A). F -; .?,� ,. .,. .,'� ,., rx`:„-., .<y_.. •,p, .�� ._., ., ,. .°�, w.,r ,°%',4`a ,«5 -„vim U.., n, BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS 06 P r r 5 3 1 Heating Inspection Approvals Engineering Dept, Fire Dept �.�� �Q 2 fi �p S B rd of Healt C� ; ���06 it��s �,jp-_•n,, y.w�.1'�K_,: �„•r . .� . .�• d a l+,. lr-ti•M d -c^/r � } �r.y ...n Y, a �.��s/��Irrt:;i� ,3.•t_,�+'3'r`�.. �..� � t7'•r W.'4'/4 +"rtiF�j. ' �y:�fih++rr�'�"3"�'C�0`si+.: :C'+'_:."^' k+''��fttti„�l'—'u."'"Y.�,is `oF,NE. � Town. of Barnstable • RARNSTARLE .` - Regulatory Services MASS. 1' t659. -~ Bzuilding Division 200 Main Street, Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 , Inspection Correction Notice Type of Inspection.!'" /Location ?y i M A tit S'� T Permit Number Owner. Builder One notice to remain on job site,$one notice on file in Building Department. J The following items need correcting:' . e a R �"'t-e,'e.Co yv� 0k't:e Need - s 4 VC1 ft-40(i)n 64 ty'S w 04"C V �-OhCQ or 11 -ed's 4 Ge C reo. i �14-( L- l NCr l N W 0--cL oct 7 ST 14rK C, A y N!, w— Please call: 508-862- for re-inspectio Inspected by Date f 3 f® .0 ` .� 1 G Q �I TOWN OF BARNSTABLE Building Department - Foundation Permit Date C1 g Ap Permit # a006o 3 Name Location o �, Insp. of Bidgs. o� fo { � a TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Ma 0T3 Parcel o o ? A lic ti n# Wk p pp a o 3/'�� V_ Health Division Conservation Division °�I �O�p Ott- Permit# Tax Collector Date Issued"I V4fi •- Treasurer w,r�� t Application Fee fflo Planning Dept. Permit Feer� Date Definitive Plan Approved'by,Planning Board - ' boo Gam, ta�/ Historic-OKH Preservation/Hyannis Project Street Address 8 2 1 �� '�A 0 Village 0 0<U Owner Mrs �i Address L r�1 r''►�' Q55�� p �A },J 1 �1'7 fC L X t Telephone 6 t 7 Permit Request �4 Ci J,`T Ft� r—j�2 ®a,,✓ f ► s Gcz Square feet: 1 st floor:existing y proposed J.578 2nd floor:existing proposed M S Total new O3 I Zoning District Flood Plain Groundwater Overlay Project Valuation 3.0. 000 Construction Type Lot Size 2 ob—� A 44,j Grandfathered: ❑Yes ❑No If yes, attach supporting documentation. Dwelling Type: Single Family Two Family ❑ Multi-Family(#units) A%e of Existing Structure Historic House: ❑Yes ❑No On Old King's Highway: ❑Yes ❑No Basement Type: ❑Full ❑Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) I'Z©0 Basement Unfinished Area(sq.ft) 1 Z VO Number of Baths: Full:existing new Half:existing new Number of Bedrooms: existing new Total Room Count(not including baths):existing new First Floor Room Count Heat Type and Fuel: 146as ❑Oil ❑Electric ❑Other Central Air: Soes ❑No Fireplaces: Existing New Existing wood/coal stove: 0 Yes WfNo Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑new rsize ` Attached garage:❑existing 10 new sized Shed:❑existing ❑new size Other: % w Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ —_ Commercial_LI Yes ❑No , If yes,_site-plan review# Current Use Proposed Use s T , BUILDER INFORMATION Name AA,, ,11j; Telephone Number 77 t,,719_ oil Address Ito /0d601^1 A 4 C License# 14 f4t , h7A o2GYj Home Improvement Contractor# / q 2 bd 1 Worker's Compensations# ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BETAKEN TO CA^ Qf 5ot"kcc Y__✓U SIGNATURE ° DATE • r f FOR OFFICIAL USE ONLY E. C a r PERMIT NO. DATE ISSUED MAP/PARCEL NO. �d ADDRESS _ VILLAGE OWNER 1 t z 1 t DATE OF INSPECTION: Q FOUNDATION FRAME /b V 41111107 INSULATION /Is� o-7 C FIREPLACE , ELECTRICAL: ROUGH FINAL � PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING QFfl�1061fJ� s ' DATE CLOSED OUT 1 r 1 ! r ASSOCIATION PLAN NO. I -ep-12-07 08: 33A P_01 NEW r ' ARCH I - T E CH' 6«hoot Street t s08.420.5335 f 506.410_S304 n S S U C T n .I E SA I colUit,ma 02635 a infoparrhitechassociates.com im a r c h i l r r i u r a l d e s i g n architeehassoclates.com TRANSMITTAL Date: September 12,200/ n prop-riff LJ Pirk=up I-1 Mail 17 Ovemight Bob McKechnie-Bldg.Dept. SOR-790-6230 r 2 To: ...__ ■Fax .... Pa f,er•. F71Other .. --- Regarding- DeVesto Residence 821 Old Post Road,Cotuit,MA Remarks Please find attached the Energy Study for the above project. Regards, Tim From: fimothyLuff Sep-12-07 08: 33A P_02 Permit# Permit Dale REScheck Software Version 3.7.3 10 Not Compliance Certificate Project Title: Addtitions and alterations to the Devesto Residence Report Date:09/12/07 Data filename;C-\Program Files\ChecMREScheck\Devesto.rck Energy Code: Massachusetts Energy Code Location! Cotult,Massachusetts Construction Type: 1 or 2 Family,Detached Heating Type: Other(Non-Electric Resistance) Glazing Area Percentage: 27% Heating Degree Days: 6131 . Construction Site: Owner/Agent: Designer/Contractor: 821 Old Post Road Timothy Luff Cotult.MA 02635 Archi-Tech Associates, Inc. 6 School Street Colult,MA 02635 508.420.5335 t Ceiling 1:Cathedral Ceiling(no attic): 312 30.0 0.0 10 Skylight 1:Vinyl Frame:Double Pane with Low-E.- 10 0.280 3 Ceiling 2:Flat Ceiling or Scissor Truss: 423 30.0 0.0 15 Wall 1:Wood Frame, 1 fi-o.c.: 862 19.0 0.0 38 Window 1:Wood Frame.:Double Pane with Low-E: 160 0.320 51 Window 2:Vinyl Frame:Double Pane with Low-E; 6 0,310 2 Door 1;Glass; 70 0.320 22 Floor 1:All-Wood.IoistfTniss:Over Unconditioned Space; 621 19:0 0.0 29 Furnace 1:Forced Hot Air:84 AFUE Compliance Statement;The proposed building design described here Is consistent with the building plans.spociAcatluns,and other calclmfion5 submitted with the permit application.The proposed building has been designed to meet the Massachusetts Energy Cod quiremenls in REScheck Version 3.7.3 and to comply with the mandatory requirements listed in the REScheck Inspection Che k st.The acing load for this building,and the cooling load if appropriate,has been determined using the applicable Standard Desi Condit) s f and In the Code.The HVAC equipment selected to heat or cool the building shall be no greater than 125%of ( the d Ian d s ecified in Sections 780CMR 1310 and J4.4. Builder/Desi er Company Name Date c0 :oi wv 21 d1S ROZ _....__-----......_.........__............._..,,.,,.......,............-- .... ........................................- --......._..._........_..__................,........................... - ---- Addtitions and alterations to the Devosto Residence Pago 1 of 1 S I •I MAScheck COMPLIANCE REPORT I I Massachusetts Energy Code I Permit # MAScheck Software Version 2.01 Release 3 I I I I Checked by/Date I I CITY: Barnstable STATE: Massachusetts HDD: 6137 CONSTRUCTION TYPE: Multifamily HEATING SYSTEM TYPE: Other (Non-Electric Resistance) DATE: 4-25-2006 DATE OF PLANS: 04-25-06 PROJECT INFORMATION: Devesto Guesthouse 821 Old Post Road Cotuit, MA 02635 COMPANY INFORMATION: Archi-Tech Associates, Inc. 6 School Street Cotuit, MA 02635 COMPLIANCE: Passes Maximum UA = 1293 Your Home = 730 Area or Cavity Cont. Glazing/Door Perimeter R-Value R-Value U-Value UA ------------------------------------------------------------------------------- CEILINGS 536 30.0 0.0 19 CEILINGS: Raised Truss 2893 30.0 0.0 93 WALLS: Wood Frame, 16" O.C. 3225 13.0 0.0 264 GLAZING: Windows or Doors 18 0.330 6 GLAZING: Windows or Doors 37 0.330 12 GLAZING: Windows or Doors 369 0.340 125 GLAZING: Windows or Doors 4 0.330 1 DOORS 40 0.260 10 DOORS 140 0.330 46 FLOORS: Over Unconditioned Space 3270 19.0 0.0 154 HVAC EQUIPMENT: Furnace, 93.1 AFUE ------------------------------------------------------------------------------- COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the requirements of the Massachusetts Energy Code. The heating load for th' building, and the cooling load if appropriate, has been determined usi the applicable Standard Design Conditions found in the Code. The HVAC uipme t selected to heat or cool the building shall be no greater than 125% e design load as specified in Sections 780CMR 13 an Builder/Designer Date �' �� Roof Beam[99 BOCA National Buildinq Code(97`NDS)1 Ver: 7.01.08 Bv:Joe ,ATA on: 09-07-2006 : 08:12:12 AM Project: DEVESTO-0627-Location:01-1V VALLEY @ GREAT ROOM Summary: (2) 1.75 IN x 11.875 IN x 15.0 FT (Actual 17.4 FT) /1.9E Microlam-Trus-Joist MacMillan Section Adequate Bv:28.3% Controllinq Factor: Moment of Inertia/Depth Required 10.93 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Span Deflections: Dead Load: k DLD-Center= 0.31 IN Live Load: LLD-Center- - 0.37 IN = U561 Total Load: TLD-Center 0.68 IN=U308 Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2249 LB Dead Load: DL-Rxn-A= 1811 LB Total Load` TL-Rxn-A= 4060 LB Bearinq Length Required(Beam only, support capacity not checked): ' BL-A= 1.55 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1124 LB Dead Load: DL-Rxn-B= 962 LB Total Load: TL-Rxn-B= 2087 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 0.79 IN Beam Data: Span: L= 15.0- FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= •8.83 FT . Live Load Deflect. Criteria: U 300 Total Load Deflect. Criteria: U 240 Roof Loadinq: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: - DL1= 15.0 PSF. Rafter Len th( i Vallev)-Side One: RL1= 10.6 FT Tributary Width Based on full span of rafters.' Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF. Rafter Len th (Hi Valle )-Side Two: RL2- 10.6 FT Tributary Width Based on full span of rafters. i Roof Duration Factor: Cd= 1.15 Beam Self Weiqht: BSW= `15 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 17.41 FT Beam Trianqular Live Load Adjusted for Slope: TRL= 450 PLF Beam Trianqular Dead Load Adjusted for Slope: TRD= 293 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 13 PLF- Properties For: 1.9E Microlam-Trus-Joist MacMillan Bending Stress: Fb= 2600 PSI r Shear Stress: - Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2994 PSI Adjustment Factors: Cd=1.15 CF=1.00 - Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15' Design Requirements: Controllinq Moment: M= 11807- FT-LB 7.5 ft from left support - Critical moment created by combining all dead and live loads. - , Controllinq Shear: ` , V= y 2991 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= 47.32 IN3 _ S= 82.26 IN3 Area (Shear): Areq 13.69 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 380.70 IN4- ' 1,= 488.41 IN4 Roof Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.08 By:Joe ,ATA on:09-07-2006 : 08:12:14 AM Project: DEVESTO-0627-Location:02-12'VALLEY @ GREAT ROOM Summary: 1.75 IN x 11.875 IN x 12.0 FT (Actual 13.9 FT) /1.9E Microlam-Trus-Joist MacMillan Section Adequate By: 58.3% Controlling Factor: Moment of Inertia/Depth Required 10.19 In Span Deflections: Dead Load: DLD-Center= 0.20 IN Live Load: LLD-Center= 0.24 IN= U683 Total Load: '. TLD-Center= . 0.44 IN = U380 Span Left End Reactions(Support A): Live Load: LL'=Rxn'A= 1442 LB Dead Load: DL-Rxn-A= 1135 LB Total Load: TL-Rxn-A= 2578 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 1.96 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 721 LB Dead Load: DL-Rxn-B= 590 LB Total Load: TL-Rxn-B= 1312 LB Bearing Length Required(Beam only, support capacity not checked):. BL-B= 1.00 IN Beam Data: Span: L= 12.0 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 7.08 FT Live Load Deflect. Criteria: U 300 Total Load Deflect. Criteria: U 240 Roof Loadinq: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Rafter Lenqth(Hip/Valley)-Side One: RL1= 8.5 • ' FT Tributary Width Based on full span of rafters. Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Rafter Lenqth (Hip/Valley)-Side Two: - F RL2= 8.5 FT Tributary Width Based on full span of rafters. Roof Duration Factor: Cd= 1.15 Beam Self Weiqht: r BSW= 8 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Length: Ladj= 13.93 FT Beam Trianqular Live Load Adjusted for Slope: TRL= 361 PLF Beam Trianqular Dead Load Adjusted for Slope: TRD= 235 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 6 PLF Properties For: 1.9E Microlam-Trus-Joist MacMillan < Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2994 PSI Adjustment Factors: Cd=1.15 CF=1.00 Fv': - Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M ' 5981 FT-LB 6.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1773 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 23.97 ' IN3 S= . 41.13 IN3 Area (Shear): Areq= 8.11 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= '154.28 IN4 1= , 244.21 IN4 t !' Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 7.01.08 ' By:Joe ,ATA on:09-07-2006 :08:13:33 AM Project: DEVESTO-0627-Location: 03-20'flush beam in clg above great room Summary: A36 W 10x45 x 20.0 FT ` Section Adequate By: 31.3% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.22 IN Live Load: LLD-Center= 0.29 IN = U836 Total Load: -• TLD=Center= 0.51 IN = U473 Center Span Left End Reactions(Support A): ' Live Load: LL-Rxn-A= 4551 LB Dead Load: DL-Rxn-A= 3460 LB Total Load: TL-Rxn-A= 8011 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.12 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4840 LB Dead Load: , DL-Rxn-B= 3687 LB Total Load: - TL-Rxn-B= 8526 . LB Bearing Length Required(Beam only, support capacity not checked): BL-B= - 1.12 IN Beam Data: w Center Span Length: L2 20.0 FT. Center Span Unbraced LengtK-Top of Beam: Lu2-Top 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 20.0 FT Live Load Deflect. Criteria: ' U 480 Total Load Deflect. Criteria: . U . 360 Center Span Loading: Uniform Load: Live Load: - wL-2= 285 ° PLF Dead Load: wD-2= 165 PLF Beam Self Weight: BSW= 45 PLF Total Load: wT-2=' 495 PLF " Point Load 1 Live Load: PL1-2= " 2249- LBO Dead Load: PD1-2= 1811 LB Location(From left end of span): X1-2 10.0 FT Point Load 2 Live Load: PL2-2= 1442 LB Dead Load: PD2-2= 1135 LB Location(From left end of span): X2-2= 12.0 FT Properties for:W10x45/A36 Yield Stress: x Fy= 36 KSI Modulus of Elasticity: E= r 29000 KSI Depth: d= 10.10 IN Web Thickness: tw= 0.35 IN Flange Width: bf= 8.02' IN Flange Thickness: tf= 0.62 IN Distance to Web Toe of Fillet: k= 1.12 IN Moment of Inertia About X-X Axis: _ Ix= 248.00 IN4 Section Modulus About X-X Axis: Sx= 49.10 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 2.20 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.47 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR 28.86 a Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limitinq Unbraced Length for Fb=.66*Fy: Lc= 8.47 ., FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness.Ratio: h/tw= 25.31 ' 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= 55358 FT-LB 10.0 Ft from left support of span 2 (Center Span) , Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 97218 FT-LB „ Controlling Shear: V= 8526 LB At right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr= 50904 "LB ' Moment of Inertia(Deflection): Ireq= 188.88 IN4 • I= 248.00 IN4 r Combination Roof and Floor Beam[AISC 9th Ed ASD 1 Ver: 7.01.08 By:Joe ,ATA on:09-07-2006: 08:12:21 AM Protect: DEVESTO-0627-Location: 04-14'FLUSH BEAM OVER DINING Summary: ' A36 W 10x26 x 14.0 FT > Section Adequate By:41.5% Controlling Factor: Moment' Deflections: Dead Load: - DLD= 0.11 IN Live Load: LLD 0.22 IN =L/773 Total Load: TLD 0.33 IN =U509 Reactions(Each End): Live Load: :. LL-Rxn= 7350 LB Dead Load: DL-Rxn=• 3807 LB Total Load: TL-Rxn= 11157 LB Bearing Length Required (Beam only,support capacity not checked): BL= 0.74 IN Beam Data: Span: L= 14.0 1 , FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: > U, ' 360 Total Load Deflect. Criteria: L/ 300 Roof Loadinq: Roof Live Load-Side One: RLL1= .' 30.0 PSF Roof Dead Load-Side One: RDL1= 215.0 PSF Roof Tributary Width-Side One: RTW1= 15.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF ` Roof Tributary Width-Side Two: - _ • RTW2= 0.0 • FT Floor Loadinq: Floor Live Load-Side One: FLL1= . 40.0, PSF . Floor Dead Load-Side One:. ;. FDL1= . 15.0 PSF Floor Tributary Width-Side One: F.TW1= 15.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: 4 FDL2= 15.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 450 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 293 PLF Floor Uniform Live Load: E wL-floor= 600 PLF Floor Uniform Dead Load: wD-floor= 225 PLF Beam Self Weiqht: BSW= 26 PLF Combined Uniform Live Load: wL= 1050 PLF Combined Uniform Dead Load: wD= 544 PLF Combined Uniform Total Load: . wT= 1594 PLF Controllinq Total Design Load: wT-cont= 1594 PLF Properties for:W10x26/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: - r d= 10.30, IN Web Thickness: tw= - 0.26 IN Flanqe 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 Flanqe+ 1/3 of Web: .; rt 1.55 IN Design Properties per AISC Steel Construction Manual: Flanqe Bucklinq Ratio: FBR= 6.56 Allowable Flanqe Buckling Ratio: . • AFBR= 10.83 Web Bucklinq Ratio: WBR 39.62 Allowable Web Bucklinq Ratio: AWBR=' 106.67 Controllinq Unbraced Lenqth: Lb= 0.0 FT Limitinq Unbraced Length fo`r Fb=.66"Fy: Lc= 6.09 FT Allowable Bendinq Stress: Fb= 23.76 KSI Web Heiqht to Thickness Ratio: h/tw= 36.23 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= 39050., FT-LB Nominal Moment Strength:' Mr= 55242 FT-LB Controllinq Shear: V= 11157 LB Nominal Shear Strenqth: Vr= "38563 LB Moment of Inertia(Deflection): Ireq=. 84.82 IN4 1= 144.00 IN4 Combination Roof and Floor Beamf 99 BOCA National Building Code(97,NDS)]Ver: 7.01.08 By:Joe ,ATA on: 09-07-2006:08:12:37 AM Proiect: DEVESTO-0627-Location: 05-8' HEADER @ DORMER IN B.R.#4, Summary: 1.75 IN x 9.5 IN x 8.0 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate By:67.7% Controlling Factor: Moment of Inertia/Depth Required 8.0 In` Deflections: Dead Load: DLD= 0.08 IN Live Load: LLD= 0.11 IN= U884 Total Load: TLD= 0.19 IN= U503 Reactions(Each End): Live Load: LL-Rxn= 1120 LB Dead Load: DL=Rxn= 847 LB Total Load: TL-Rxn= 1967 LB Bearing Length Required (Beam only, support capacity not checked)- BL= 1.50 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loading: t Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1=' 15.0 PSF Roof Tributary Width-Side One: RTW1= 7.0• FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF- Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor. Cd-roof= 1,15 Floor Loading: Floor Live Load-Side One: FLL1-- 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 7.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor=- 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 210 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 137 PLF Floor Uniform Live Load: wL-floor= 70 PLF Floor Uniform Dead Load: wD-floor- 70 PLF Beam Self Weight: BSW= 5 PLF Combined Uniform Live Load: wL= 280 PLF Combined Uniform Dead Load: - wD= 212 PLF Combined Uniform Total Load: wT= 492 PLF Controlling Total Design Load: wT-cont= 492 PLF Properties For: 1.9E Microlam-Trus-Joist MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity:` E= 1900000 PSI Stress Perpendicular to Grain: _ Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3087 PSI F Adjustment Factors: Cd=1.15 CF=1.03 Fv': r Fv'= 328 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 3935 FT-LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. _ V= 1613 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= 15.30 IN3 S= 26.32 IN3 Area(Shear): Areq= 7.38 IN2 A= 16.63 IN2 Moment of Inertia(Deflection): Ireq= 74.55, IN4 1= 125.03 IN4 , z r , Multi-Loaded Beaml`99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.08 Bv:Joe ,ATA on: 09-07-2006:08:13:35 AM Project: DEVESTO-0627-Location: 06-STRUCT RAFTER @ DORMER IN B.R.#4 Summary: r (2) 1.75 IN x 9.25 IN x 11.0 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate By:62.8% Controllinq Factor: Moment of Inertia/Depth Required 7.86 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: .. Dead Load: DLD-Center= 0.12 IN Live Load: - LLD-Center= 0.15 IN=U904 Total Load: ', TLD-Center= 0.27 IN=U488 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 524 LB Dead Load: DL-Rxn-A= 473 LB Total Load: ,TL-Rxn-A= 996 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.38 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1236 'LB Dead Load: DL-Rxn-B 1086 LB Total Load: TL-Rxn-B= 2322 LB ' Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.88 'IN Beam Data: Center Span Length: L2= 11.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.0 FT Live Load Duration Factor: - °Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U . 300 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW' 10 PLF Total Load: wT-2= 10 PLF Point Load 1 Live Load: - PL1-2= 1120 LB Dead Load: 4 PD1-2= 847 LB Location(From left end of span): X1-2= 7.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 160` PLF Left Dead Load: TRD-Left-1-2= 150 `PLF Riqht Live Load: TRL-Riqht-1-2= 160 PLF Right Dead Load: - TRD-Right-1-2= 150 PLF. Load Start: A-1-2= 7.0 FT' Load End: B-1-2= 11.0 FT Load Lenqth: .C-1-2= 4.0 FT Properties For: 1.9E Microlam-Trus-Joist MacMillan µ Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 _ PSI Adjustment Factors: Cd=1.00 CF=1.04 Fv': Fv= 285 -PSI' Adjustment Factors: Cd=1.00 e Design Requirements: Controllinq Moment: M= 6685 FT-LB 7.04 Ft from left support of span 2(Center Span) Critical moment created by combining all dead'loads and live loads on span(s)2 - Controllinq Shear: V= 2075 LB At a distance d from riqht support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 , Comparisons With Required Sections: Section Modulus(Moment): Sreq= 29.78 IN3 S= ' 49.91 IN3 Area(Shear): Areq= 10.92 IN2 A= 32.38 , .IN2 Moment of Inertia(Deflection): 1req= 141.83 IN4 1= `230.84 IN4 Multi-Loaded Beamf 99 BOCA National Buildinq Code(97 NDS)]Ver:-7.01.08 By:Joe ,ATA on: 09-07-2006: 08:13:36 AM Protect: DEVESTO-0627-Location:07-7'-6"HEADER @ SHED DORMER IN LOFT Summary: 1.75 IN x 9.25 IN x 7.5 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate By: 71.3% Controlling Factor: Section Modulus/Depth Required 7.36 In Center Span Deflections: - Dead Load: DLD-Center= 0.06 IN Live Load: LLD-Center= 0.09 IN= U956 Total Load: TLD-Center= 0.15 IN= U596 Center Span Left End Reactions(Support A): Live Load: LL-Rxri-A= 1087 LB Dead Load: DL-Rxn-A= 656 LB Total Load: TL-Rxn-A= 1744 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 1.33 IN Center Span Riqht End Reactions(Support B): - Live Load: LL-Rxn-B= 1087 LB Dead Load: DL-Rxn-B= 656 LB Total Load: TL-Rxn-B= 1744 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.33 IN Beam Data: Center Span Lenqth: L2= 7.5 FT . Center Span Unbraced Lenqth-Top of Beam:- Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: `" Lu2-Bottom= 7.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: '.L/ 300 Center Span Loading: Uniform Load: ' Live Load: wL-2= 290 PLF Dead Load: wD-2= 170 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 465 _ PLF, Properties For: 1.9E Microlam-Trus-Joist MacMillan ' Bendinq Stress: Fb 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2694 PSI Adjustment Factors:Cd=1.00 CF=1.04 Fv': Fv'= .' 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: b M 3270 FT-LB, 3.75 Ft from left support of span 2(Center Span) , Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: I V= 1395 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 14.57 IN3 S= 24.96 IN3 Area(Shear): "y Areq= 7.34 IN2 A= 16.19 IN2 Moment of Inertia(Deflection): Ireq= 58.08 . IN4 1= 115.42 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver:7.01.08 By:Joe ,ATA on: 09-07-2006: 08:13:37.AM Project: DEVESTO-0627-Location: 08- 15'STRUCT RAFTER @ SHED DORMER IN LOFT. Summary: (3) 1.75 IN x 9.25 IN x 15.0 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate By: 15.8% Controlling Factor: Moment of Inertia/Depth Required 8.81 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.26 IN Live Load: LLD-Center= 0.26 IN =U696 Total Load: TLD-Center= 0.52 IN =U347 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1100 LB Dead Load: DL-Rxn-A= 1114 LB Total Load: TL-Rxn-A= 2213 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.56 IN Center Span Right End Reactions(Support B): Live Load: ; LL-Rxn-B= 737 LB Dead Load: DL-Rxn-B= 895 LB Total Load: TL-Rxn-B= 1632 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.41 iN, Beam Data: Center Span Length: L2= 15.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 50 PLF Dead Load: wD-2= '75 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 140 PLF Point Load 1 Live Load: PL1-2= 1087 LB Dead Load: PD1-2= 656 LB Location (From left end of span): X1-2= 5.0 FT . Properties For: 1.9E Microlam-Trus-Joist MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 CF=1.04' Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 9291 FT-LB 5.1 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2108 , .LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 41.39 IN3 t S= - 74.87 IN3 Area(Shear): Areq=� 11.10 'IN2 ' A= 48.56 IN2 Moment of Inertia(Deflection): Ireq= 299.06 IN4' 1= 346.26 IN4 Roof Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.08 - By:Joe ,ATA on: 09-07-2006:08:12:16 AM Project: DEVESTO-0627-Location:09-T STRUCT VALLEY ABOVE MASTER BEDROOM Summary: 1.5 IN x 9.25 IN x 7.0 FT (Actual 8.1 FT) /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 34.8% Controlling-Factor:Area/Depth,Required 7.1 In Span Deflections: Dead Load: DLD-Center= 0.04 IN Live Load: LLD-Center- 0.05 IN=U1787 Total Load: TLD-Center= , 0.10 IN= U1003 Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 485 LB Dead Load: DL-Rxn-A= 376 LB Total Load: TL=Rxn-A= 861 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A 1.35 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B=': 243 LB Dead Load: DL-Rxn-B= 193 LB Total Load: TL-Rxn-B= 436 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.68 - IN . Beam Data: • ' Span: L= 7.0- 'FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 4.08 FT Live Load Deflect. Criteria: - U 240' Total Load Deflect.Criteria: U 200 Roof Loadinq: Roof Live Load-Side One: LCII . 30.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Rafter Lenqth (Hip/Valley)-Side One: RL1 4.9 FT Tributary Width Based on full span of rafters. " Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2 15.0 PSF Rafter Lenqth(Hip/Valley)-Side Two: RL2= 5. FT Tributary Width Based on full span of rafters. Roof Duration Factor: < ' Cd= 1.15 Beam Self Weiqht: _ BSW=' *• 3 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 8.1 FT Beam Trianqular Live Load Adjusted for Slope: TRL= , 208 PLF Beam Trianqular Dead Load Adjusted for Slope: TRD=` 135 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 3 PLF Properties For:#2-Spruce-Pine-Fir i Bendinq Stress: Fb= 875 PSI , Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1107 PSI Adjustment Factors: Cd=1.15 CF=1.10 . Fv': Fv'= 81 'PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: - M= 1163 FT-LB 3.5 ft from left support Critical moment created by combining,all'dead and live loads. " Controllinq Shear: V= 553 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= 12.61 IN3 S= 21.39 IN3 Area(Shear): Areq= 10.30 IN2 A= ' 13.88 IN2 Moment of Inertia(Deflection): -Ireq= 19.73 IN4 1= 98.93 -IN4 . , Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)]Ver. 7.01.08 By:Joe ,ATA on: 09-07-2006 : 08:15:35 AM Project: DEVESTO-0627-Location: 10- 11'roof rafter @ top of 2nd fl. stairs Summary: (2) 1.75 IN x 9.5 IN x 11.0 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate By: 7.5% Controlling Factor: Moment of Inertia/Depth Required 9.27 In *Laminations are to be fully connected to provide uniform transfer of loads to all members a Center Span Deflections: " Dead Load: DLD-Center— 0.15 IN Live Load: LLD-Center= 0.25 IN =U518 Total Load: TLD-Center= 0.41 IN =U323 Center Span Left End Reactions(Support A): , Live Load: LL-Rxn-A= 1635 LB Dead Load: DL-Rxn-A= 1019 LB Total Load: TL-Rxn-A= 2654 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 1.01 IN Center Span Right End Reactions(Support B): Live Load: EL-Rxn-B= 1635 LB Dead Load: DL-Rxn-B= 1019- LB Total Load: TL-Rxn-B= 2654 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.01 IN Beam Data: Center Span Length: L2= 11.0 FT. Center Span Unbraced Lenqth-Top of Beam: Lu2-Top" &.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.0 FT Live Load Duration Factor: Cd= '1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 ' Center Span Loading: Uniform Load: Live Load: wL-2= 180 PLF Dead Load: , wD-2= 113 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 303 PLF Point Load 1 Live Load: PL12= 1290 LB Dead Load: "' PD1-2= 686 LB Location(From left end of span): X1-2= 5.5 "` FT Properties For: 1.9E Microlam-Trus-Joist MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 19000001, . PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): ` Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 . Design Requirements: Controlling Moment: M= 10015• FT-LB'. 5.5 Ft from left support of span 2 (Center Span)' Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2421 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 44.78 IN3 S= 52.65 IN3 Area (Shear): t Areq.= 12.74 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): Ireq= 232.58 IN4 1= 250.07 IN4 ' Roof Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.08 Bv:Joe,ATA on:09-07-2006 :08:12:18 AM Project: DEVESTO-0627-Location: 11-, 8'valley @ top of 2rid fl. stairs Summary: (2) 1.5 IN x 9.25 IN x 8.0 FT /#2-Spruce-Pine-Fir- Dry Use Section Adequate By: 102.8% Controllinq Factor:Area/Depth Required 5.76 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Span Deflections: Dead Load:' DLD-Center= 0.02 IN Live Load: LLD-Center 0.04 IN= U2382 Total Load: TLD-Center= 0.06 IN= U1545 Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 645 LB Dead Load: DL-Rxn-A= 343 LB Total Load: TL-Rxn-A= 988 LB Bearinq Lenqth Required(Beam only, support capacity not checked) BL-A 0.77 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 322 LB Dead Load: DL-Rxn-B= 181 LB Total Load: TL=Rxn-B= 504 LB, Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.40 IN Beam Data: Span: - L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U. 200 Roof Loadinq: - Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 15.0 `PSF Rafter Lenqth(HipNalley)-Side One: RL1= '5.7 FT Tributary Width Based on full span of rafters. Roof Live Load-Side Two: LL2= 30.0 • PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Rafter Lenqth (HipNalley)-Side Two:- RL2= 5.7 FT Tributary Width Based on full span of rafters. Roof Duration Factor: Cd= 1.15 Beam Self Weiqht: { BSW= 5 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladi= 8.0 FT. Beam Trianqular Live Load Adjusted for Slope: TRL= 242 PLF Beam Trianqular Dead Load Adjusted for Slope: TRD= 121 PLF Beam Uniform Dead Load Adjusted for Slope: wD—adj= 5 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: 'Fc—perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1107 PSI Adjustment Factors: Cd=1.15 CF=1.10 Fv': Fv'= . 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 1529 FT-LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 734. 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= 16.57 IN3 S= 42.78 IN3 Area(Shear): Areq= 13.69 IN2 A= 27.75 IN2 Moment of Inertia(Deflection): Ireq= 25.61 IN4 R. 1= 197.86 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.08 Bv:Joe ,ATA on: 09-07-2006 : 08:15:36 AM Project: DEVESTO-0627-Location: 12-9'struct rafter @ top of 2nd fl. stairs Summary: (2) 1.75 IN x 9.25 IN x 9.0 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate By: 70.8%, Controlling Factor: Section Modulus/Depth Required 7.08'In *Laminations are to be fully connected to provide uniform transfer of loads to all.members Center Span Deflections: Dead Load: DLD-Center= 0.07 IN Live Load: LLD-Center= 0.11 IN =U986 Total Load: a TLD-Center= 0.18 IN = U603 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1206 LB Dead Load: DL-Rxn-A= 769 LB Total Load: TL-Rxn-A= 1975 _ LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.75 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 879 ' LB Dead Load: DL-Rxn-B= 566 LB Total Load: TL-Rxn-B= 1445 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.55 IN Beam Data: Center Span Length: L2= 9.0 FT 'Center Span Unbraced Length-Top of Beam: Lu2-Top 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.0 FT Live Load Duration Factor: Cd= 1.00 - Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 t Center Span Loading: Uniform Load: Live Load: wL-2= 50 PLF Dead Load: wD-2= 25 PLF Beam Self Weight: BSW= 10 PLF a Total Load: wT-2= 85 PLF Point Load 1 " Live Load: PL1-2= 1635 LB Dead Load: PD1-2=• 1019 LB Location (From left end of span):' X1-2=_ 3.6 FT Properties For: 1.9E Microlam-Trus-Joist MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 • PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 CF=1.04 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 - Design Requirements: Controlling Moment: M= '6560 'FT-LB 3.6 Ft from left support of span 2(Center Span) , Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1914 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 29.22 IN3 S= , 49.91 IN3 Area(Shear): Areq= 10.07 IN2 t A=, 32.38 IN2 Moment of Inertia(Deflection): Ireq= , 76.56 IN4 1= °230.84, IN4 y Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.08 Bv:Joe,ATA on: 09-07-2006 :08:12:39 AM Proiect: DEVESTO-0627-Location: 13- 10'header at eybrow window Summary: (2) 1.75 IN x 9.5 IN x 10.0 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate Bv:38.4% Controllinq Factor: Moment of Inertia/Depth Required 8.52 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD 0.10 IN Live Load: LLD= 0.18 IN = U650 Total Load: TLD= 0.29 IN =U415 Reactions(Each End): ` Live Load: LL-Rxn= 1950 LB Dead Load: DL-Rxn= 1102 LB Total Load: t TL-Rxn= 3052 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.16 IN Beam Data: f Span: L= 10.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 300 Roof Loadinq: Roof Live Load-Side One: ". RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 9.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF ` Roof Dead Load-Side Two: RDL2= 15.0 PSF - Roof Tributary Width-Side Two: RTW2= 3.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 3.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 "PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor- 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 360 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 180 PLF Floor Uniform Live Load: wL-floor=. 30 PLF Floor Uniform Dead Load: wD-floor= 30 PLF Beam Self Weight: a BSW= 10 PLF, Combined Uniform Live Load: wL= 390 PLF Combined Uniform Dead Load:• wD= 220 PLF Combined Uniform Total Load: x wT= 610 PLF Controllinq Total Desiqn Load: ._. wT-cont= 610 PLF Properties For: 1.9E Microlam-Trus-Joist MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity:' f. E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3087 PSI Adjustment Factors: Cd=1.15 CF=1.03 Fv': Fv'= 328 PSI Adiustment Factors: Cd=1.15 t, Design Requirements: Controllinq Moment: M= 7630 FT-LB 5.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 2625 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 29.66 IN3 S= 52.65 IN3 , Area(Shear): Areq= 12.01 •. IN2 t -A 33.25 IN2 - Moment of Inertia(Deflection): Iraq= 180.68 IN4 ` f 1= 250.07 IN4 ` Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.08 . Bv:Joe ,ATA on: 09-07-2006 :08:15:37 AM Protect: DEVESTO-0627-Location: 14- 15'struct. rafter @ eyebrow window Summary: (4) 1.75 IN x 9.25 IN x 15.0 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate Bv: 18.9% Controlling Factor: Moment of Inertia/Depth Required 8.73 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.20 IN Live Load: LLD-Center=. 0.31 IN=U585 Total Load: TLD-Center= 0.50 IN=U357 Center Span Left End Reactions(Support A); Live Load: LL-Rxn-A= 1080 LB Dead Load: - DL-Rxn-A= 743- LB Total Load: TL-Rxn-A= 1823 LB Bearing Length Required (Beam only, support capacity not checked): BL-A 0.35 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1470" LB Dead Load: DL-Rxn-B= 963' LB Total Load: TL-Rxn-B= 2433 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.46 IN Beam Data: Center Span Length: L2= 15.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.0 FT Live Load Duration Factor: Cd= 1:00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 300 Center Span Loading: Uniform Load: Live Load: wL-2= .40 PLF Dead Load: = wD-2= 20 . PLF Beam Self Weight: BSW= 20 PLF Total Load: wT-2= 80 PLF Point Load 1 Live Load: PL1-2= 1950 LB Dead Load: PD1-2= . 1102 LB Location (From left end of span): X1-2= 9.0 FT Properties For: 1.9E Microlam-Trus-Joist MacMillan , Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: q E=, 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 CF=1.04 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 13154 FT-LB 9.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2373 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 58.60 . IN3 S= 99.82 IN3 Area(Shear): Areq= : 12.49 IN2 ' � Moment of Inertia(Deflection): A= 64.75 IN2 Ireq= 388.28 IN4 1= 461.68 IN4 - r Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)].Ver: 7.01.08 Bv:Joe ,ATA on: 09-07-2006: 08:12:40 AM Proiect: DEVESTO-0627-Location: 15- 13'header @ front porch soffit Summary: (3) 1.75 IN x 9.25 IN x 13.0 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate Bv:61.3% Controllinq Factor: Moment of Inertia/Depth Required 7.89 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: - DLD= 0.13 IN Live Load: LLD=' 0.20 IN=U799 Total Load: TLD= 0.32 IN=U484 Reactions(Each End): Live Load: LL-Rxn= 1300 LB Dead Load: DL-Rxn= 845 LB Total Load: TL-Rxn= 2145 LB Bearing Length Required(Beam only,support capacity not checked)- BL= 0.54 IN Beam Data: Span: L= ., 13.0 : FT Maximum Unbraced Span: Lu= . 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: t U 300 Roof Loadinq: Roof Live Load-Side One: RLL1=. 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 6.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof -0o Duration Factor: Cd 1.15 ` Floor Loadinq: Floor Live Load-Side One: k FLL1= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 2.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= ', 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 180 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 95 PLF Floor Uniform Live Load: wL-floor= 20 PLF Floor Uniform Dead Load: wD-floor= 20 PLF Beam Self Weiqht: BSW= 15 PLF Combined Uniform Live Load: wL= 200 PLF Combined Uniform,Dead Load: wD= 130 PLF Combined Uniform Total Load: wT= 330 PLF Controllinq Total Design Load: WT-cont= 330 PLF Properties For: 1.9E Microlam-Trus-Joist MacMillan _. Bendinq Stress: Fb= 2600 PSI Shear Stress: - Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fp'_perp= 750 . PSI Adjusted Properties Fb'(Tension): Fb'= 3098 "PSI_ Adjustment Factors: Cd=1.15 CF=1.04 Fv': - .Fv'= • 328 •' PSI , Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 6972 FT-LB 6.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1931 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= 27.01 IN3 S= - 74.87 . IN3 Area (Shear): Areq= 8.84 IN2 A= 48.56 IN2 Moment of Inertia(Deflection): Ireq= 214.64 IN4 346.26 IN4 r - Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.08 Bv:Joe,ATA on: 09-07-2006 :08:15:42 AM Protect: DEVESTO-0627-Location: 16-16'bm.w/intermediate support @ 8'under wall Summary: 1.75 IN x 11.875 IN x 8.0 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate By: 184.9% Controlling Factor: Section Modulus/Depth Required 7.87 In Center Span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center= 0.04 IN=U2148 Total Load: TLD-Center= - 0.08 IN =U1235 Center n e Spa Left End Reactions(Support A): _ Live Load: LL-Rxn-A= 900 LB Dead Load: DL-Rxn-A= 666 LB Total Load: TL-Rxn-A= 1566 LB Bearinq Lenqth Required (Beam only, support capacity not checked): L BL-A= 1.19 JN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 900 LB Dead Load: DL-Rxn-6= 666 LB Total Load: TL-Rxh-B= 1566 LB Bearing Length Required(Beam only, support capacity not checked): BLB= 1.19 IN Beam Data: Center Span Lenqth: L2= 8.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT K Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Duration Factor: •Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: f Uniform Load: Live Load: wL-2= 225- PLF Dead Load: wD-2= 160 PLF Beam Self Weight: BSW 6 PLF Total Load: wT-2= 391 "PLF Properties For: 1.9E Microlam-Trus-Joist MacMillan , Bendinq Stress: Fb= .2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI. Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00, Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 3132 FT-LB 4.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 1190 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all.dead loads and live loads on span(s)2 Comparisons With Required Sections - Section Modulus(Moment): Sreq= 14.43 IN3 S= 41.13 IN3 Area(Shear): Areq= 6.26 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): .' Ireq= 71.20 1N4 =: '.244.21 I N4 r t Uniformly Loaded Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.08 By:Joe ,ATA on:09-07-2006 :08:10:43 AM Protect: DEVESTO-0627-Location: 17-4'header at top of 2nd fl. stairs Summary: - 1.75 IN x 11.875 IN x 10.0 FT /1.9E.Microlam-Trus-Joist MacMillan Section Adequate By: 328.8% 'Controlling Factor: Section Modulus/Depth Required 6.97 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.06 IN = U2063 Total Load: TLD= 0.08 IN =U1487 Reactions(Each End): Live Load: LL-Rxn= 600 LB Dead Load: DL-Rxn= 232 LB Total Load: TL-Rxn= 832 LB Bearing Length Required (Beam only,support capacity not checked): - BL= 0.63 IN Beam Data: Span: L= 10.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ - 300 Floor Loadinq: ' Floor Live Load-Side One: _ LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 4.0 FT Floor Live Load-Side Two: - LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: _ TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= - 120 PLF Beam Self Weiqht: BSW= 6 PLF Beam Total Dead Load: = wD- 46 PLF . Total Maximum Load: wT= 166 PLF Properties For: 1.9E Microlam-Trus-Joist MacMillan. Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv=' 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI. ' Adjusted Properties - Fb'(Tension): Fb'=' 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 FV: Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 2081 FT-LB 5.0 ft from left support Critical moment created by combining all dead and live loads.' Controllinq Shear: V= 683 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=' 9.59 IN3 S= 41.13 IN3 Area(Shear): Areq= 3.59 IN2 xA= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 49.28 IN4 1= 244.21 IN4 - A ' 1 - Multi-Loaded Beam 99 BOCA National Buil in d Code 7 N By: Joe ,ATA on:09-07-2006: 08:15:43 AM Proiect: DEVESTO-0627-Location: 18- 17'hdr. along side of 2nd fl. stair opening Summary: (3) 1.75 IN x 11.875 IN x 17.0 FT /1.9E Microlam-Trus-Joist MacMillan #• Section Adequate Bv: 2.2% Controllinq Factor: Moment of Inertia/Depth Required 11.79 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center= 0.39 IN= U519 Total Load: TLD-Center: . 0.55 IN = U368 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2573 LB Dead Load: DL-Rxn-A= 1038 LB Total Load: TL-Rxn-A= 3611 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A=' 0.92 IN Center Span Riqht End Reactions(Support B): „ Live Load: . ' LL-Rxn-B= 1867 LB Dead Load: DL-Rxn-B= , 805 LB Total Load: TL-Rxn-B= 2672 LB Bearing Length Required(Beam only, support capacity not checked): BL-B=` 0.68 IN Beam Data: Center Span Length: L2= 17.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: : Lu2-Bottom= 17.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: ' Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 'PLF Beam Self Weight: BSW=' 19 PLF- Total Load: wT-2 t 19 PLF Point Load 1 Live Load: 'PL1-2= 600 LB Dead Load: PD1-2= 232 LB Location(From left end of span): X1-2= 9.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= ­300 PLF Left Dead Load: TRD-Left-1-2= 100 PLF Right Live Load: TRL-Riqht-1-2= 300 PLF Riqht Dead Load: TRD-Right-1-2= 100 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 10.0 FT Load Length: C-1-2= 10.0 'FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 120 PLF Left Dead Load: TRD-Left-2-2= 40 PLF Riqht Live Load: TRL-Riqht-2-2= 120 PLF Riqht Dead Load: TRD-Right-2-2= 40 PLF Load Start: A-2-2= 10.0 FT- Load End: ' B-2-2= 17.0 FT Load Length: C-2-2 7.0 FT Properties For: 1.9E Microlam-Trus-Joist MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to.Grain: Fc_perp= 750 PSI Adjusted Properties µ Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1:00 CF=1.00 Fv': - Fv' 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 15544 FT-LB 8.67 Ft from left support of span 2(Center Span) , Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: -V= 3255 - LB At a distanced from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 71.64 IN3 S= . 123.39 IN3 . Area(Shear): Areq= . 17.13 IN2. A= _ 62.34- IN2 Moment of Inertia(Deflection): Ireq= 717.09 IN4 I= 732.62 'IN4' Page: 7 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.08 By:Joe ,ATA on: 09-07-2006: 08:15:43 AM Project: DEVESTO-0627-'Location: 18- 17'hdr. along side of 2nd fl. stair opening a 1 3 Combination Roof and Floor Beam(99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.08 By:Joe ;ATA on: 09-07-2006: 08:12:41 AM Project: DEVESTO-0627-Location: 19-6'flush beam in garage - Summary: ' 1.75 IN x 11.875 IN x 6.0 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate By:282.3% Controlling Factor:Area/Depth Required 6.34 In` . Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.02 IN= U3696 Total Load: TLD= 0.04 IN =U1968 Reactions(Each End): Live Load: LL-Rxn=` 930 LB Dead Load: DL-Rxn= 817 LB Total Load: TL-Rxn= 1747 LB Bearing Length Required(Beam only,support capacity not checked): BL= 1.33 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span" Lu= 0.0 FT Live Load Deflect. Criteria:- U 360 Total Load Deflect. Criteria: U• 300 Roof Loading: Roof Live Load-Side One: . RLL1= - 30.0 PSF S Roof Dead Load-Side One: RDL1 15.0 PSF Roof Tributary Width-Side One: RTW1=. 9.0 FT Roof Live Load-Side Two: RLL2 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= • 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: f FTW1= 4.0 FT Floor Live Load-Side Two: FLL2=' 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 PSF Floor Tributary Width-Side TWo: FTW2= 0.0 FT., Floor Duration Factor: Cd-floor=- 1.00 Wall Load: WALL= 50 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 270 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 176 PLF Floor Uniform Live Load: wL-floor= 40 _ PLF Floor Uniform Dead Load: wD-floor= 40 PLF Beam Self Weiqht: BSW= 6 PLF Combined Uniform Live Load: wL= 310 PLF Combined Uniform Dead Load: wD= 272 PLF Combined Uniform Total Load: wT= 582 PLF Controllinq Total Design Load: wT-cont= 582 PLF Properties For: 1.9E Microlam-Trus-Joist MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress:- Fv= 285 PSI , Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties t Fb'(Tension): Fb'= 2994 PSI Adjustment Factors: Cd=1.15 CF=1.00 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: , Controllinq Moment: M= 2620 FT-LB 3.0 ft from left support Critical moment created by,combining all dead and live loads. Controllinq Shear: V= 1188 LBO At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 10.50 IN3 ' S= 41.13 IN3 Area(Shear): Areq= 5.44 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 37.23 IN4 `+ 1= 244.21 IN4 Uniformly Loaded Floor.Beamf AISC 9th Ed ASD 1 Ver:7.01.08 By:Joe ,ATA on: 09-07-2006 : 08:10:46 AM Project: DEVESTO-0627-Location:20-23'steel bm. in garage Summary: A36 W 12x30 x 23.0 FT '- Section Adequate By:47.5% Controlling Factor: Moment of Inertia Deflections: Dead Load: DLD= 0.19 IN Live Load: LLD= 0.33 IN =U841 Total Load: TLD= 0.52 IN =U531 Reactions(Each End): Live Load: - LL-Rxn= 4140 LB Dead Load: DL-Rxn= 2415 LB Total Load: TL-Rxn= 6555 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.74 IN Beam Data , Span: L= 23.0. FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Floor Loading: Floor Live Load-Side One: LL1= 30.0 PSF , Floor Dead Load-Side One: DL1= -15.0 PSF Tributary Width-Side One: TW1= 6.0 FT Floor Live Load-Side Two: LL2= 30.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: ` " TW2= 6.0 FT Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: -, wL= 360 PLF.' Beam Self Weight: BSW= 30 PLF Beam Total Dead Load: wD= 210 PLF Total Maximum Load: wT= 570 PLF Properties for:W12x30/A36 Yield Stress: Fy= 36 . KSI Modulus of Elasticity:Depth: E_d= 12.30 IN 29000 KSI Web Thickness: tw= 0.26 IN Flange Width: v bf= '6.52 IN Flange Thickness: s tf= 0.44 IN Distance to Web Toe of Fillet: k= 0.74 IN Moment of Inertia About X-X Axis: Ix= 238.00 IN4 Section Modulus About X-X Axis: ; Sx= 38.60 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.74 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.41 Allowable Flange Buckling Ratio: AFBR= _ 10.83 Web Buckling Ratio: WBR=' 47.31 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0, FT Limiting Unbraced Length for Fb=.66'Fy: ` Lc= , 6.88 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio:' h/tw= 43.92 Limiting Web Height to Thickness Ratio foe Fv=.4"Fy: _ h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: - Controlling Moment: M= 37691 'FT-LB Nominal Moment Strength: " Mr= 76428 FT-LB Controlling Shear: V= 6555 LB Nominal Shear Strength: Vr= - 46051 LB Moment of Inertia (Deflection): Ireq=• 161.40 IN4 - 1= 238.00 IN4 - r Multi-Loaded Beamf 99 BOCA National Building Code(97'NDS)]Ver: 7.01.08 By:Joe,ATA on:09-07-2006:08:15:44 AM- Proiect: DEVESTO-0627-Location:21-8'hader @ front of 2nd fl.stairs Summary: " 1.75 IN x 11.875 IN x 8.0 FT /1.9E Microlam-Trus-Joist MacMillan - Section Adequate By: 15.1% Controlling Factor: Section Modulus/Depth Required 11.07 In Center Span Deflections: Dead Load: DLD-Center= 0.05 IN ' Live Load: LLD-Center= 0.11 IN=U872 Total Load: TLD-Center= 0.16 IN =U613 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1446 LB Dead Load: DL-Rxn-A= 625 LB Total Load: TL-Rxn-A= 2071` LB Bearing Length Required'(Beam only, support capacity not checked): BL-A= 1.58 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1446 LB Dead Load: DL-Rxn-B= 625 LB Total Load: TL-Rxn-B= 2071 LB Bearing Length Required(Beam only, support capacity not checked)-, BL-B= 1.58 IN Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Lenqth-Top of Beam:. Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 _ FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 300` Center Span Loading: Uniform Load: - Live Load: wL-2= 40 PLF Dead Load: wD-2 .20 PLF Beam Self Weight: BSW=• 6 PLF Total Load: wT-2= 66 PLF Point Load 1 Live Load: PL1-2= 2573 LB Dead Load: PD1-2= 1038 LB-' Location (From left end of span): X1-2= 4.0 FT Properties For: 1.9E Microlam-Trus-Joist MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity:. E= 1900000 PSI Stress Perpendicular to Grain: ,Fc_perp= 750 , PSI{°. Adjusted Properties Fb' (Tension): Fb'= 2604 PSI Adjustment Factors:Cd=1.00 CF=1.00.- Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= . 7754 FT-LB 4.0 Ft from left support of span 2(Center Span) t _ Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2008 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): ' Sreq= 35.74 IN3 ;S= 41.13 IN3 Area(Shear): Areq= 10.57 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 119.54 IN4 1= 244.21 " IN4 Multi-Loaded Beam[AISC 9th Ed ASD Ver: 7.01.08 ' By:Joe ,ATA on: 09-07-2006: 08:15:48 AM Proiect: DEVESTO-0627-Location:22- 14'flush header above kitchen/dining _ Summary: A36 W10x17 x 14.0 FT Section Adequate By: 17.7% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.14 IN Live Load: LLD-Center= 0.27 IN = U624 Total Load: TLD-Center= 0.40 IN =U415 Center Span Left End Reactions(Support A): - Live Load: LL-Rxn-A= 5180 LB Dead Load: DL-Rxn-A= 2604 LB Total Load: k TL-Rxn-A= 7784 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.63 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 5180 LB Dead Load: DL-Rxn-B= 2604 LB Total Load: TL-Rxn-B= 7784 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.63 IN Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U " 300 Center Span Loading: F" Uniform Load: Live Load: wL-2= 740 PLF Dead Load: wD-2= 355 PLF Beam Self Weight: BSW= 17 PLF Total Load: wT-2= 1112 PLF Properties for:W10x17/A36 Yield Stress: Fv= 36 KSI Modulusof Elasticity: E= 29000 KS I Depth: d= 10.10 IN Web Thickness: tw= 0.24 IN Flange Width: 'bf= 4.01 IN Flange Thickness: tf= 0.33 -IN Distance to Web Toe of Fillet: k= 0.63 IN' Moment of Inertia About X-X Axis: Ix= 81.90 IN4 Section Modulus About X-X Axis: Sx= 16.20 IN3 Radius of Gyration of Compression Flange+ 1/3`of Web-: rt= 1.02 IN Design Properties per AISC Steel Construction Manual: ` Flange Buckling Ratio: FBR= 6.08 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 42.08 j Allowable Web Buckling Ratio: AWBW- 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy:• Lc= 4.23' FT' Allowable Bending Stress: Fb= 23.76 KSI ' Web Height to Thickness Ratio: - h/tw= 39.33 Limitinq Web Height to Thickness Ratio for,Fv=.4*Fy: h/tw-Limit 63.33 , Allowable Shear Stress: Fv= 14.4 KSI. Design Requirements Comparison: Controlling Moment: M= 27244 FT=LB', 7.0 Ft from left support of span 2(Center Span) ` Critical moment created by combining all dead loads and live loads on span(s)2 ; Nominal Moment Strength: Mr- 32076 FT-LB Controlling Shear: V= 7784 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- 34906 LB Moment of Inertia (Deflection): Ireq= 59.18 IN4 - 1= 81.90 IN4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.08 Bv:Joe,ATA on: 09-07-2006 : 08:15:49 AM Protect: DEVESTO-0627-Location: 23- 14'flush bm.above den/study Summary: (3) 1.75 IN x 11.875 IN x 14.0 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate By:89.4% Controllinq Factor: Moment of Inertia/Depth Required 9.6 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= `0.12 IN Live Load: LLD-Center= 0.18 " IN =U933 Total Load: TLD-Center— 0.30 IN =U568 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2520 LB Dead Load: 'DL-Rxn-A= 1624 LB Total Load: TL-Rxn-A= 4144 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 1.05 IN Center Span Riqht End Reactions(Support B): . Live Load: LL-Rxn-B= 2520 , LB Dead Load: DL-Rxn-B= 1624 LB Total Load: TL-Rxn-B= 4144 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.05 IN Beam Data: Center Span Lenqth: L2= 14.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.0 FT Live Load Duration Factor: Cd=. 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: . Live Load: wL-2= 150 PLF, Dead Load: 'wD-2= 75 PLF Beam Self Weight: BSW= 19 PLF Total Load:Point Load 1 wT-2= 244 PLF Live Load: PL1-2= 1470 LB Dead Load: PD1-2= 963 -LB Location (From left end of span): X1-2= 2.0 FT Point Load 2 Live Load: PL2-2= 1470 LB Dead Load: - PD2-2= 963 LB Location(From left end of span): X2-2= 12.0 FT Properties For: 1.9E Microlam-Trus-Joist MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00.CF=1.00 Fv': Fv'= .285 ' PSI' ' Adiustment Factors: Cd=1.00 Design Requirements: • • - Controllinq Moment: M= 10856•- FT-LB 7.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 3905- . :LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): 4, Sreq= 50.03 IN3, ' S= 123.39 IN3 Area(Shear): Areq= 20.55 IN2 ' A= 62.34 IN2 Moment of Inertia(Deflection): Ireq= 386.90 IN4 1= 732.62 ' IN4 Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.08 By:Joe ,ATA on:09-07-2006: 08:12:43 AM Project: DEVESTO-0627-Location:24-8'flush beam abover foyer Summary: 1.75 IN x 11.875 IN x 8.0 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate By:41.5% Controlling Factor: Section Modulus/Depth Required 9.98 In - Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.11 IN = U863 Total Load: TLD 0.18 IN=U533 Reactions(Each End): Live Load: LL-Rxn= 2240 LB Dead Load: DL-Rxn= 1387 LB Total Load: TL-Rxn= 3627 LB Bearing Length Required (Beam only, support capacity not checked): BL= 2.76 IN Beam Data: Span: L=. 8.0`. . FT Maximum Unbraced Span: Lu='" 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loadinq: Roof Live Load-Side One: RLL1= 40.0 PSF Roof Dead Load-Side One: RDL1= 25.0 PSF Roof Tributary Width-Side One: RTW1= 8.0 FT Roof Live Load-Side Two: _ RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor. Cd-roof= a 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 30.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1 8.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= - 320 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 260 ` PLF Floor Uniform Live Load: wL-floor- ' .240 PLF Floor Uniform Dead Load: wD-floor- 80 PLF Beam Self Weight: BSW= 6' PLF Combined Uniform Live Load: wL= 560 PLF Combined Uniform Dead Load: wD= 347 PLF Combined Uniform Total Load: + wT= 907 `PLF Controllinq Total Desiqn Load: wT-cont= 907 PLF Properties For: 1.9E Microlam-Trus-Joist MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 600 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2994 PSI Adjustment Factors:Cd=1.15 CF=1.00 ' + Fv': Fv' 328 ' PSI Adjustment Factors: Cd=1'.15 Design Requirements: + Controllinq Moment: . M= 7255 FT-LB 4.0 ft from left support Critical moment created by combining all dead and live loads. ' Controllinq Shear: V= 2757 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= 29.07 IN3 ' S= 41.13 IN3 Area(Shear): Areq= 12.62 IN2 A=• 20.78 IN2 Moment of Inertia(Deflection): Ireq 137.44 IN4 1= 244.21 IN4 Multi-Loaded Beam[,99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.08 By:Joe ,ATA on: 09-07-2006 :08:15:50 AM Proiect: DEVESTO-0627-Location:25- 16'flush above bedroom#2 Summary: (2) 1.75 IN x 11.875 IN x 16.0 FT /1.9E Microlam-Trus-Joist MacMillan Section Adequate By:40.7% Controllinq Factor: Moment of Inertia/Depth Required 10.6 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.21 IN Live Load: - LLD-Center= 0.24 IN =U787 Total Load: TLD-Center=- 0.45 IN =U422 Center Span Left End Reactions(Support A): Live Load: LL-Rxri-A= 783 LB Dead Load: ,DL-Rxn-A= 671 LB Total Load: TL-Rxn-A= 1455 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 0.55 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1092 LB Dead Load: DL-Rxn-6= 943 LB Total Load: TL-Rxn-B= 2035 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.78 IN Beam Data: Center Span Lenqth: L2= 16.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 300 Center Span Loading: Uniform Load: - Live Load: wL-2= 40 PLF _ Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 73 PLF Point Load 1 Live Load: PL1-2= 1236 LB Dead Load: PD1-2= ' 1086 LB ' Location(From left end of span): + X1-2= 10.0 FT Properties For: 1.9E Microlam-Trus-Joist MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 . PSI Modulus of Elasticity: E_" 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties .. Fb'(Tension): Fb'= 2604 PSI, Adjustment Factors: Cd=1.00 CF=1.00- Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 10839 FT-LB 9.92 Ft.from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 1965 LB At a distance d from riqht support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment)-.. Sreq= 49.95 IN3 S 82.26 IN3 Area(Shear): Areq= 10.34 IN2 ' - Moment of Inertia(Deflection): Ireq=A= 41.56 IN2 347.04 IN4 488.41 IN4 Multi-Loaded Beam[AISC 9th-Ed ASD 1 Ver:7.01.08 Bv:Joe ,ATA on:09-07-2006 :08:15:54 AM, Proiect: DEVESTO-0627-Location:26- 18'flush bm.above kitchen/greatroom Summary: A36 W 10x30 x 18.0 FT Section Adequate By: 16.5% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center=' 0.23 IN Live Load: LLD-Center= 0.29 IN =U755 Total Load: TLD-Center= 0.52 IN=U419 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4322 LB Dead Load: DL-Rxn-A= 3688 LB Total Load: TL-Rxn-A= 8010 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.81 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 7139 LB Dead Load: DL-Rxn-B= 4812 LB Total Load: 'TL-Rxn-B= 11951 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.81 IN Beam Data: Center Span Length: L2= 18.0 FT Center Span Unbraced Lenqth-Top of Beam- Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 18.0 FT Live Load Deflect.Criteria: U 480 Total Load Deflect.Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: _ wD-2= 60 PLF Beam Self Weight: BSW= 30 PLF Total Load: wT-2= 130 PLF. Point Load 1 Live Load: PL1-2= 4840 LB Dead Load: PD1-2= 3686 LB Location (From left end of span):• X1-2= 6.0 FT Point Load 2 Live Load: PL2-2= 721 LB Dead Load: PD2-2= 590 LB Location(From left end of span)-' X2-2 14.0 FT Point Load 3 Live Load: PL3-2= -5180 LB Dead Load: PD3-2= •2604 LB Location (From left end of span): X3-2= 16.0 FT Properties for:W10x30/A36 Yield Stress: Fv= 36 - KSI - Modulus of Elasticity: E= 29000' KSI Depth: d= 10.50 IN Web Thickness: tw= 0.30 IN Flange Width: bf= 5.81 IN Flange 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 Flange+ 1/3 of Web: rt= 1.56 IN Design Properties per AISC Steel Construction Manual Flange Buckling Ratio: FBR= 5.70 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 35.00 Allowable Web Buckling Ratio: r AWBR= 106.67 - Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66"Fy: Lc= 6.13 FT- Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= , 31.6 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= 45565 FT-LB 6.12 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 t Nominal Moment Strength: Mr= 64152 FT-LB Controlling Shear: V= 11951 LB At right support of span 2.(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr= 45360 LB Moment of Inertia(Deflection): Ireq= 145.96 " IN4 1= 170.00 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 7.01.08 By:Joe,ATA on:09-07-2006 : 08:15:57 AM Project: DEVESTO-0627-Location:27-20'flush bm.at edge of balcony Summary: A36 W10x12 x 20.0 FT Section Adequate By:24.8% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.15 IN Live Load: LLD-Center= 0.38 IN =U632 Total Load: TLD-Center= 0.53 IN=U449 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2036 LB Dead Load: DL-Rxn-A= 799 LB Total Load: TL-Rxn-A= 2834 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.51 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B=• 1145 LB Dead Load: DL-Rxn-B=. 502 LB Total Load: TL-Rxn-B= 1646 LB Bearing Length Required (Beam only,support capacity not checked):.. BL-B= 0.51 IN Beam Data: Center Span Length: , L2= 20.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 20.0 FT Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: , U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 0. PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 12 'PLF Total Load: wT-2= 12 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 240 PLF Left Dead Load: TRD-Left-1-2= 80 PLF Right Live Load: •TRL-Riqht-1-2= 240 PLF Right Dead Load: TRD-Right-1-2= 80 PLF Load Start: A-1-2= 0.0. FT Load End: B-1-2= 11.0 ,FT Load Length: C-1-2= 11.0 FT. Trapezoidal Load 2 r Left Live Load: TRL-Left-2-2= 60 PLF Left Dead Load: TRD-Left-2-2= 20 'PLF Right Live Load: TRL-Riqht-2-2=, 60 PLF Right Dead Load: _ TRD-Right-2-2= 20 PLF Load Start: A-2-2=_ 11.0 FT Load End: B-2-2= 20.0 FT Load Length: C-2-2=• a 9.0 FT, Properties for:W10x12/A36 Yield Stress: Fv 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d=` 9.87 IN Web Thickness: tw= 0.19 IN Flange Width: bf= 3.96 IN Flange Thickness: tt= 0.21 - .IN , Distance to Web Toe of Fillet: A= 0.51 1N Moment of Inertia About X-X Axis: lx= 53.80. IN4 Section Modulus About X-X Axis: Sx= 10.90 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 0.98 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 9.43 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= . 51.95 Allowable Web Buckling Ratio: _ AWBR=' 106.67 Controlling Unbraced Lenqth: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66"Fy: Lc= 3.9 , FT Allowable Bending Stress:' Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 49.74 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= 12095' FT-LB 8.6 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=, 21582 FT-LB Controlling Shear: V= 2834 LB At left support of span 2(Center Span) Critical shear-created by combining all dead loads and live loads on span(s)2 Page: 14' - Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver: 7.01.08 By:Joe ,ATA on:09-07-2006: 08:15:57 AM. Project: DEVESTO-0627-Location:27-20'flush bm. at edge of balcony Nominal Shear Strenqth: Vr- 27004 LB Moment of Inertia(Deflection): Ireq= 43.11 IN4 % { 1= 53.80 IN4 • t yx � , • 4 i • Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 7.01.08 By:Joe ,ATA on:09-07-2006: 08:16:00 AM Project: DEVESTO-0627-Location:28-24'span of girt Summary: A36 W 16x31 x 24.0 FT Section Adequate By: 11.7% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center 0.21 IN Live Load: LLD-Center= 0.50 IN= U573 Total Load: - TLD-Center= 0.72 IN= U402 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 8282 LB Dead Load: DL-Rxn-A= 3512 LB Total Load: TL-Rxn-A= 11795 , LB Bearinq Lenqth Required(Beam only, support capacity not checked)- BL-A= 0.84 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 8523 LB Dead Load: DL-Rxn-B= 3617 LB Total Load: TL-Rxn-B= 12140 LB Bearing Length Required (Beam only, support capacity not checked): BL-B 0.84 IN Beam Data: Center Span Lenqth: L2= 24.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 24.0 FT Live Load Deflect. Criteria: U, 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 640 PLF Dead Load: wD-2= 240 PLF Beam Self Weight: BSW= 31 PLF Total Load: wT-2= 911 PLF Point Load 1 ' Live Load: P111=2= 1446 LB Dead Load: PD1-2= 625 LB Location (From left end of span): _ - X1,-2= 14.0 FT Properties for:W16x31/A36 Yield Stress: Fy 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 15.90 IN Web Thickness: tw 0.28 IN Flanqe Width: bf= 5.53 IN . Flanqe Thickness: tf= 0.44 IN Distance to Web Toe of Fillet: k 0.84 IN Moment of Inertia About X-X Axis: Ix= 375.00 IN4 Section Modulus About X-X Axis: Sx= 47.20 IN3 Radius of Gyration of Compression Flanqe+ 1/3 of Web: rt= 1.41 IN Design Properties per AISC Steel Construction Manual Flanqe Bucklinq Ratio: FBR= 6.28 Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= . 57.82 Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Length: Lb= 0.0 FT Limitinq Unbraced Lenqth for Fb=.66"Fy: Lc= 5.84 FT Allowable Bendinq Stress: Fb= 23.76 KSI Web Heiqht to Thickness Ratio: h/tw= 54.62 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= 76356 FT-LB 12.96 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 93456 FT-LB Controllinq Shear: V= 12140 LB At riqht support of span 2(Center Span) W Critical shear created by combining all dead loads and live loads on.span(s)2 Nominal Shear Strength: Vr- 62964 LB Moment of Inertia(Deflection): Ireq= 335.75 . IN4 ` 1= 375.00 IN4 Uniformly Loaded Floor Beam[AISC 9th Ed ASD 1 Ver: 7.01.08 By:Joe ,ATA on: 09-07-2006 :08:10:49AM Project: DEVESTO-0627- Location:29-20'span of girt Summary: A36 W 12x50 x 10.0 FT Section Adequate By:-877.8% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.01 IN= U8401 Total Load: TLD= 0.02 IN= U5816 Reactions(Each End): Live Load: LL-Rxn= 3600 LB Dead Load: DL-Rxn= 1600 LB Total Load: TL-Rxn= 5200 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.14 IN Beam Data: Span: L= 10.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: L1 480 Total Load Deflect. Criteria: L1 360 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= 9.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2 15.0 PSF Tributary Width-Side Two: TW2= 9.0 FT Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 720 PLF Beam Self Weiqht: BSW=. 50 PLF Beam Total Dead Load: wD= 320 PLF Total Maximum Load: wT= 1040 PLF Properties for:W12x50/A36 Yield Stress: Fy=, 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: - d= 12.20 IN Web Thickness: tw= 0.37 IN Flanqe Width: bf= 8.08 IN Flanqe Thickness: tf= 0.64 IN Distance to Web Toe of Fillet: k= 1.14 , IN Moment of Inertia About X-X Axis: Ix= 391.00 IN4 Section Modulus About X-X Axis: Sx= 64.20 IN3 Radius of Gyration of Compression Flanqe+ 1/3 of Web: rt= 2.19 IN Design Properties per AISC Steel Construction Manual: Flanqe Bucklinq Ratio: FBR= ' 6.31 Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= 32.97 Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 0.0 FT Limitinq Unbraced Lenqth for Fb=.66*Fy: Lc=. 8.53 FT' Allowable Bendinq Stress: r Fb= 23.76 KSI Web Heiqht to Thickness Ratio: h/tw= 29.51 Limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy:. h/tw-Limit= 63.33 . Allowable Shear Stress: i Fv= 14.4 KSI Design Requirements Comparison: Controllinq Moment: M= 13000 FT-LB Nominal Moment Strength: Mr= 127116 FT-LB Controllinq Shear: V= 5200 LB Nominal Shear Strenqth: Vr= 65002 'LB Moment of Inertia(Deflection): Ireq= 24.20 IN4., 1= 391.00 IN4 a Uniformly Loaded Floor Beamf AISC 9th Ed ASD 1 Ver: 7.01.08' Bv:Joe ,ATA on:09-07-2006 08:10:53 AM Project: DEVESTO-0627-Location:30- 13'span of far rear girt Summary: ' A36 W12x14 x 13.0 FT - Section Adequate By:66.5% Controlling Factor: Moment Deflections: ' Dead Load: DLD= 0.06 IN Live Load: R - LLD= 0.15 IN = U1040 Total Load: , TLD= 0.21 IN = U744 Reactions(Each End): Live Load: LL-Rxn= 3900 LB Dead Load: DL-Rxn= 1553 LB Total Load: TL-Rxn= 5453 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.53 IN Beam Data - Span: L= 13.0 FT Unbraced Length-Top of Beam: Lu=- 0.0 FT Live Load Deflect. Criteria: "'f U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: . DL1= 15.0 PSF Tributary Width-Side One: TW1= 9.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF T Tributary Width-Side Two: W2= , 6.0 FT Wall Load: _ WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= ,. 600 PLF Beam Self Weight: BSW= 14 PLF Beam Total Dead Load: wD= 239. PLF ` Total Maximum Load: wT=' 839 PLF Properties for:W12x14/A36 Yield Stress: Fv 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 11.90 IN Web Thickness: tw 0.20 IN Flange Width: bf= 3.97 IN Flange Thickness: tf= A.23 IN ' Distance to Web Toe of Fillet: k= 0.53 IN Moment of Inertia About X-X Axis: Ix= 88.60 IN4 Section Modulus About X-X Axis: Sx= .14.90 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 0.96 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 8.82 Allowable Flange Buckling,Ratio: AFBR= " 10.83 ' Web Buckling Ratio: WBR= 59.50 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: •Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: 3 Lc= 3.48 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 57.25 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= 17724 FT-LB Nominal Moment Strength: , Mr= 29502 FT-LB Controlling Shear: V= 5454 LB' Nominal Shear Strength: Vr= 34272 < LB Moment of Inertia(Deflection): Ireq= 35.75 IN4 f= 88.60 IN4 i Uniformly Loaded Floor Beam(AISC 9th Ed ASD 1 Ver: 7.01.08 Bv:Joe ,ATA on:09-07-2006 : 08:10:56 AM Proiect: DEVESTO-0627-Location: 31- 15'-6"far front girt Summary: A36 W12x14 x 15.5 FT Section Adequate By:45.8% Controlling Factor: Moment Deflections: Dead Load: DLD= , 0.10 IN Live Load: LLD= -0.24 IN=U767 Total Load: TLD 0.34 IN=U546 Reactions(Each End): Live Load: LL-Rxn= 3720 LB Dead Load: DL-Rxn= 1503 LB Total Load: -TL-Rxn= 5223 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.53 IN Beam Data: Span: L= 15.5 FT Unbraced Lenqth-Top of Beam: L•u= 0.0' FT Live Load Deflect. Criteria: L/ rt 360 Total Load Deflect. Criteria: L/ 300 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF ' Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 3.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 9.0 FT Wall Load: WALL- 0 PLF Beam Loading: Beam Total Live Load: -wL= 480 PLF Beam Self Weight: BSW= 14 - PLF Beam Total Dead Load: wD= . " _ 194 PLF Total Maximum Load: - wT= 674` PLF Properties for:W12x14/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 11.90 IN Web Thickness: tw= 0.20 IN Flange Width: bf= 3.97 IN Flange Thickness: tf= 0.23 IN Distance to Web Toe of Fillet: k= 0.53 IN Moment of Inertia About X-X Axis: Ix= 88.60 IN4 Section Modulus About X-X Axis: Sx= 14.90 IN3 Radius of Gvration of Compression Flange+ 1/3 of W6b:' rt= 0.96 IN ; Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 8.82 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 59.50 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc - 3.48 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio h/tw= 57.25 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= 20241 FT-LB Nominal Moment Strength: Mr= 29502 FT-LB Controlling Shear: V= 5224 LB Nominal Shear Strength: Vr= 34272• LB Moment of Inertia (Deflection): t ,Ireq= 48.68 IN4 1= 88.60 - IN4 d J Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 7.01.08 By:Joe ,ATA on: 09-07-2006 : 08:16:04 AM Project: DEVESTO-0627-Location:32- 18'flush bm. below wall in foyer Summary: A36 W10x15 x 18.0 FT Section Adequate By:39.2% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center 0.21 . IN Live Load: LLD-Center= 0.23 IN=U956 Total Load: TLD-Center= 0.43 IN = U501 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 979 LB Dead Load: DL-Rxn-A= 1100 LB Total Load: TL-Rxn-A= 2078 LB Bearing Len. th Required (Beam only,support capacity not checked): BL-A= 0.57 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4681 LB Dead Load: DL-Rxn-B= 3441 LB Total Load: TL-Rxn-B= 8123 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.57 IN Beam Data: Center Span Length: L2= 18.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom' 18.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: ' Uniform Load: " Live Load: wL-2= 50 PLF Dead Load: wD-2=•' 70, PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 135 PLF Point Load 1 Live Load: PL1-2= 4760 LB Dead Load: PD1-2= 3011 LB Location(From left end of span): X1-2=, 16.0 FT Properties for:W10x15/A36 Yield Stress: Fy= 36, KSI ,. Modulus of Elasticity: E= 29000 "KSI . Depth: d= 10.00 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 4.00 IN Flange Thickness: tf= 0.27 IN Distance to Web Toe of Fillet: k= - 0.57 'IN Moment of Inertia About X-X Axis: Ix= 68.90 IN4 Section Modulus About X-X Axis: Sx= 13.80 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt=. ,+ 1.00 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.41 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 43.48 Allowable Web Buckling Ratio: AWBR= 7 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limitinq Unbraced Length for Fb=.66'Fy: Lc= 4.22 FT Allowable Bending Stress: Fb= 23.76 KSI f. Web Height to Thickness Ratio: h/tw= 41.13 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= 15999 FT-LB 15.48 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 27324 FT-LB Controlling Shear: V=' 8123 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength:: Vr= 33120 ' LB Moment of Inertia(Deflection): Ireq= 49.51 IN4 1= 68.90 IN4 s K 821 • Post Road , Cotuit • • 1 • '4 6 1 3. t. i • ' • ' owe • ONE • • � ;i. ` � C, � .� ,. a „?_'�,. s .�, r, ., - r r r's' ti ,�.:. .£ max` .�:; . - - _ __. � y .�.��K�'�. .. :i' � ' ' �' w. -_ ,• T - f. n _ � r. //T-�' .ice'" f. r._ _ ... > _ - .: - 'ram '- rY-_ �' _.._ ._ 1� �� i � • � • � • . � • � • / • �4 i .. J 'r • �'-"^.'!S/crY'�. _ _c...-. - ... :..' v�=STY _ _ fi. 1 1 L 21 Old Post Road , Cotuit 9/6/06 / *9 °F 'y�: Cotuit fire -MI'Mrict Hater ]Department 1926 `o, 4300 FALMOUTH ROAD, P.O. BOX 451 I dU Y COTUIT, MASS. 02635 PHONE (508) 428-2687 FAX (508) 428-7517 f p March 24, 2006 ► Mrs. Angela Haan A 21 Tamworth Road ; Waban, MA 02468-2230 RE: 821 Old Post Road Dear Mrs. Haan, s This letter confirms that the water at 821 Old Post Road in Cotuit,has been turned off and the meter has been disconnected. Please contact us at 428-2687 the morning of the demolition so we can remove water service materials from the site before demolition begins. x Sincerely, e -3 Sheri Leavenworth Business Manager. >^ � F r a '+j,, 1 7814418721 NSTAR SUM SW3024 11:58:17 a.m. 04-06-2006 2/2 ONSTAR one NSTAR Way EL EC rRIC Wes,Massachusetts 02090 GAS April 6,2006 To Whom It May Concern: The permanent electrical service and meters at the following location have been confirrrd removed;; 821 Old Post Road Cotuit,MA 02365 j. Signed o NSTAR Electric MAY-25-2006 THU 09:48 AM KEYSPAN ENERGY FAX N0, F08 594 5019 Po 01 w....;M KeySpan Energy Delivery 127 YVN%IS Path Cry,; cyL! afrry SQUth YaCil;otilh,VA 02864 J To%horn it may concom: Inc; 821 Qid Post End., CYotuit i 'This letter is to confirm that vve cat and cap the has smice at a premarked location ,it the above mcnticmcclproporiies on April 20, 2006. 'flw metcr has been ren-iove:d. If you should have any questions, I can be cuntacted directly at 508-760-7484. Sincerely, .J J'attl -clmoi C.tilonstruction Coordir-jator C.1.pe Divisiw f 1 ✓flC 0009lr/IJZp�ZlUC2GG/L ��/(/�p,Q;Jp,�j,U6E�6 BOARD OF BUILDING REGULATIONS !License: CONSTRUCTION SUPERVISOR { Number C& 083275 I '! s Birthdate 04/07/1968 { Expires 04/07/2008 Tr.no: 21397 Restricted -OS ROBERT M PINTO j 110 THORNBERRY CIRCLE, G— MASHPEE, MA 02649 Commissioner Board of Building Regulations and Standards HOME IMPROVEMENT CONTRACTOR Registration: 147661 Expiration: 7/27/2007 Type: Individual ROBERT M. PINTO ROBERT PINTO 110 THORNBERRY CIRCLE MASHPEE,MA 02649 Administrator 4 Sk 19698 Pa179 022516 04-07-2005 a 10; 16a FIDUCIARYDEED I, PETER RYDER, as Administrator of the Estate of SYDNOR A. DEVER, pursuant to a License to Sell as issued by Barnstable County Probate Court, Docket No. 04P1031AD-1, of Centerville,Massachusetts for consideration paid of Four Million Three Hundred Sixty Thousand($4,360,000.00)Dollars. grant to:THOMAS I DeVESTO and ANGELA Y. HAHN, husband and wife, as tenants by the entirety of 21 Tamworth,Waban,Massachusetts 02468. The land together with the buildings and other improvements located thereon and situated at 821 Old Post Road,Barnstable County,Cotuit,Massachusetts and described as follows: LOT 1, shown as containing 2.08 acres of land on a plan entitled "Plan of Land in Cotuit, Barnstable, Mass. For John Bidwell, Jr. and Sydnor A. Dever, Scale V = 40' Date Nov. 24, 1992,Baxter&Nye,Inc.,Registered Land Surveyors,Civil.Engineers,Osterville,Mass.",which said plan is duly filed with the Barnstable County Registry of Deeds in Plan Book 511,Page 65. Said premises has the benefit of a license from the Commonwealth of Massachusetts to maintain a boat house, ladder and steps as recorded in document at Book 9355,Page 141. Subject to and with the benefit of all rights, easements, reservations and restrictions of record insofar as they are in force and applicable. PROPERTY ADDRESS: 821 Old Post Road,Cotuit,Massachusetts Being a portion of the premises conveyed by deed of Mary Almy to Ruth P.M. Almy dated June 6, 1961 and recorded in Book 1116 Page 471; also see Probate of the Estate of Ruth Morel Almy, Barnstable Probate Case No. 55208 and Probate of Sydnor Dever, Barnstable Probate Case No. 04PI031AD-1 for which title reference is made. The above-described premises are described in the license as follows: 11821 Old Post Road,Cotuit,Massachusetts(2.2 acres)". L Bk 19698 Pg 180 #22516 Witness my hand and seal this 25 h day of March 2005. �• I Peter RydcV,Administrator Of The Estate of Sydnor A. Dever COMMONWEALTH OF MASSACHUSETTS Barnstable,ss On this 25°i day of March, 2005 before me, the undersigned Notary Public, personally a,,geared Peter Ryder, proved to me through satisfactory evidence of identification which was I,lanSae,6 tee cf n rt.s U�(m,�.a�.� to be the person whose name is signed on the preceding or attached document and acknowledged to me that he signed it voluntarily for its stated purpose as Administrator. SusqA E.Clark Notary Public My Commission Expires: 08-09-07 MASSACHUSETTS STATE EXCISE TAX :.b BARNSTABLE COUNTY REGISTRY OF DEEDS Date: 04-07-2005 8 10:16aa Ct1t: 481 Doct: 22516 Fee: t14y911.20 Cons: 44460r000.00 BARNSTABLE COUNTY EXCISE TAX BARNSTABLE COUNTY REGISTRY OF DEEDS Date: 04-07-2005 a 10:16aa Ctl:: 481 Doc*: 22516 Fee: $9r940.80 Cons: S4e360000.00 BARNSTABLE REGISTRY �� OF DEE - BARNS Le cOUNrr REGISTRY OF DEEDS ATRUE COPY,ATTEST JOHN F.MEADE,REGISTER 1FIE 1p� Town of Barnstable Regulatory Services sAatMAar e, t MASS. g Thomas F.Geiler,Director 1639. n3�a`e Building Division Tom Perry, CBO,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.bamstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 Building Permit Procedure for Residential Addition Or Remodel Or Dock ❑ Determine map and parcel number and enter it on application. ❑ Historic District Commission,200 Main Street,approval required prior to construction/demolition �f properties located in a Historic District: } Old Kings Highway Historic District(north of the Mid Cape Highway) Hyannis Main Street Waterfront Historic District(See map for boundaries) • Historic Preservation(if applicable). ❑ If ZBA relief(Special Permit or Variance is required for Project): ❑Copy of ZBA decision ❑Documentation proving that decision was recorded a s of Deeds w/in one year of ZBA decision date ❑ Approv from the followin r— ent as re required and can be o d at 0 Main St.: h Departme - (8:00—9:30 AM&3:30—4:30 PM March 2°d, 2005) Conservation De rt ent (8:00—9:30 AM &3:30— ax or rom uilding De reasurer {can be obtained from epartment} ❑ Permit must contain complete owner information, full description of project, correct square footage of project,valuation of project(must agree with Total Cost from Project Worksheet), building detail for Assessor's Office, complete builders information, including signature and date of application. ®�5 sets of reduced house plans measuring 11"x 17",scaled 1/4"= 1' & fully dimensionalized are required. Plans must include a foundation, cross section, framing schedule, insulation detail & floor plan showing location of smoke detectors(located with a Red `S'.) ****** IF USING ENGINEERED LUMBER AND/OR STRUCTURAL STEEL,ENGINEERING DATA MUST BE PROVIDED****** [H❑ of plan or mortgage survey required for any addition. ome Improvement Contractor's.Affidavit ❑ Workers Compensation Insurance Affidavit form must be submitted for any workers hired. In the event the homeowner takes out the permit, subcontractors hired rRust supply this. Cop of Insurance Compliance Certificate must be on file. �11 _R4OPT ❑ Energy Compliance FormJJ' V l l [3----C'onstruction Supervisors License&Home Improvement Contractor's License ..0 ner License Exemption Form must be submitted if homeowner is ac i -.general c c or or builder or the project. Property owner must sign Property Owner Letter of Permission. ❑. A NON-REFUNDABLE Application Fee must be paid upon receipt of application number. All checks should be made out to the Town of Barnstable ❑ CHIMNEYS: Need Home Improvement License, no plot plan required ❑ PIERS AND DOCKS:Need Construction Super License AND Home Improvement License..OWNER CANNOT PULL OWN PERMIT. Q:bldg/wpfiles/forms:R_addalt 052206 Town of Barnstable Regulatory Services s i EAMPsz'AEM ' Thomas F.Geiler,Director `gyp fp.39.,1., Building Division Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-403 8 Fax: 508-790-6230 Permit no. Date AFFIDAVIT HOME IMTROVEMENT CONTRACTOR LAW -SUPPLEMENT TO PERMIT APPLICATION MGL c. 142A requires that the"reconstruction,alterations,renovation,repair,modernization, conversion, improvement,removal, demolition,or construction of an addition to any pre-existing owner-occupied building containing at least one but not more than four dwelling units.or to structures which are adjacent to such residence or building be done by registered contractors,with certain exceptions,along With other requirements. Estimated Cost Type of Work: �£r"v '�� � �S ? r Address of Work: e-,, &'G7) Owner's Name: Date of Application: /r /9''D I hereby certify that: Registration is not required for the following reason(s): []Work excluded by law ❑Job Under$1,000 []Building not owner-occupied []Owner pulling own permit Notice is hereby given that: OWNERS PULLING THEIR OWN PERMIT OR DEALING WITH UNREGISTERED CONTRACTORS FOR APPLICABLE HOME IMPROVEMENT WORK DO NOT HAVE ACCESS TO THE ARBITRATION PROGRAM OR GUARANTY FUND UNDER MGL c. 142A. SIGNED UNDER PEN TIES OF PERJURY I hereby apply for a permit as the P o Date Contractor Signature Registration No. OR Date Owner's Signature Q:wpfiles.foT=homeaffidav Rev: 060606 TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION n IWO �o Map 7 S Parcel Q n n(� �� !�Applicat 0(0 Health Division Conservation Division Permit# Tax Collector le Issued —� Treasurer Application Fee `C UD 60 Planning Dept. Permit Fee o aJ i 00 Date Definitive Plan Approved by Planning Board - Historic-OKH Preservation/Hyannis Project Street Address 0 LID f oS y ?n&A-0 Village (20 Tin I Owner ` �}s . `�syl-S—b Address JJ4, 4A1_d - $H 1J, in A Telephone _. � Permit Request —DIrn0 £XIAZZn46- ' C'�WiLL-946- `Z�%_- aciJf0 gAgA6f a `'f�'UIc:E, pet-W Square feet: 1st floor:existing proposed 3 I 2nd floor:existing N ►V proposed SST Total new: 6 b cxs Zoning District RE Flood Plain Groundwater Overlay Project Valuation 2.50., y 0 Construction Type N Lot Size a 08 = ACtz. Grandfathered: ❑Yes ❑No If yes,attach supporting documentation. Dwelling Type: Single Family ih Two Family ❑ Multi-Family(#units) Age of Existing Structure Historic House: ❑Yes td No On Old King's Highway: ❑Yes A-No Basement Type: (A Full ❑Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) VIA Basement Unfinished Area(sq.ft) 2"a so F Number of Baths: Full:existing PJA new SHalf:existing new Number of Bedrooms: existing new Total Room Count(not including baths):existing P)A new First Floor Room Count Heat Type and Fuel: 9 Gas ❑Oil ❑Electric ❑Other Central Air: Pes ❑ No Fireplaces: Existing New Existing wood/coal stove: ❑Yes ANo Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑new size Attached garage:❑existing &new size hed:❑existing ❑new size Nlti —Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial ❑Yes ❑No . If yes, site plan review#_ Current Use Proposed Use BUILDER INFORMATION Name 2 69Vg- 41 NM Telephone Number 7��/,;13d Address j I0 aeCLC License# O 9So?75' e"IS fJA4 , 171A 02 G y Home Improvement Contractor# l 7 66 T Worker's Compensation# ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BETAKEN TO Cot VIA `JN S qV0 C-%)n + SIGNATURE DATE -�D� i r FOR OFFICIAL USE ONLY 7 PERMIT NO. DATE ISSUED ' MAP/PARCEL NO. i I , ADDRESS, VILLAGE + OWNER a DATE OF INSPECTION: FOUNDATION - FRAME INSULATION FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL a GAS: ROUGH FINAL FINAL BUILDING DATE CLOSED OUT ASSOCIATION PLAN NO. l ; I 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 NEW LIVING SPACE /-3og square feet x$96/sq.foot= Q 6 x.0041= A0 21 6 z 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) square feet x$32/sq.ft.= x .0041= ACCESSORY STRUCTURE>120 sq.ft. >120 sf-500 sf $35.00 >500 sf-750 sf 50.00 >750 sf- 1000 sf 75.00 >1000 sf- 1500 sf 100.00 >1500 sf-Same as new building permit: square feet x$96/sq.foot= x.0041= STAND ALONE PERMITS Open Porch x$30.00= (number) Deck x$30.00= (number) Fireplace/Chimney x$25.00= (number) Inground Swimming Pool $60.00 Above Ground Swimming Pool $25.00 Relocation/Moving $150.00 (plus above if applicable) Permit Fee Projcost Rev:063004 °F"Er, Town of Barnstable Regulatory Services BAMSTABL& Thomas F.Geller,Director Building Division Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Permit no. Date AFFIDAVIT HOME IMPROVEMENT CONTRACTOR LAW SUPPLEMENT TO PERMIT APPLICATION MGL c. 142A requires that the"reconstruction,alterations,renovation,repair,modernization,conversion, -improvement,removal,demolition,or construction of an addition to any pre-existing owner-occupied building containing at least one but not more than four dwelling units or to structures which are adjacent to such residence or building be done by registered contractors,with certain exceptions,along with other requirements. Type of Work: I solo &SW oN AQ<-,n 0d Estimated Cost Address of Work: i L l�Air Ro A D 60 SU 11� Owner's Name: r t AS ✓e,5� Date of Application: ZOO I hereby certify that: Registration is not required for the following reason(s): OWork excluded by law ❑Job Under$1,000 OBuilding not owner-occupied ❑Owner pulling own permit Notice is hereby given that: OWNERS PULLING THEIR OWN PERMIT OR DEALING WITH UNREGISTERED CONTRACTORS FOR APPLICABLE HOME IMPROVEMENT WORK DO NOT HAVE ACCESS TO THE ARBITRATION PROGRAM OR GUARANTY FUND UNDER MGL c.142A. SIGNED UNDER PENALTIES OF PERJURY I hereby apply for a permit as the agent of the owner: Zoe.;IZZ_/ r7V Date Contractor Name Registration No. OR Date Owner's Name Q:fomvs:homeaffidav a The Commonwealth ofMassachusetts Department,of Industrial Accidents Office of Investigations 600 Washington Street Boston, MA 02111 a- y www.mass.gov/dia ' Workers'•Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plurabers Applicant Information Please Print Legibly Name (Busmess/orga=ationa&viduaZ: � � C C1l!f'��a:� .c M cVCs 1r7aa� An >�ti�D �f', Address: Ito rf�a pi A)� C,a-c Lf City/State/Zip: A..s p,i wq 024�9 Phone Are you an employer? Check the•appropriate boa: Type of project(required): 1,❑ I am a employer with 4. ❑ I am a general contractor and I 6. %,New construction employees(fall and/or part-time).* have hired Abe sub-contractors 2.�I am a sole proprietor or partner- listed on the attached sheet $ ?� El Remodeling ship and have no employees These sub-contractors have 8'. Demolition working for me in any capacity. workers' comp.insurance. g, ❑ Building addition [No workers';comp.insurance; 5. ❑ We are a corporation and its officers have eaiereised their 10.❑ Electrical repairs o� additions required.] 3.❑ I am a homeowner doing all work right of exemption per MGL 11.0 Pruning repairs ox additions myself.[No workers' comp. c. 152,§1(4),and we have no 12.❑Roof repairs - insurance required.]t . employees. (No workers' 13.❑ Other com srm p.+Tce required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'onVensation policyinforsnation: ` t Homeowners wbo submit this affidavit indicating they are doing all work andthea hire outside contactors must submit anew affidavit iadicating such tCon u actors that check this boa must attached an additional sheet showing the name of the sub-contractors and their workers'comp,policy information. I am an employer that Is providing workers'compensation Insurance for.my employees Below Is thepo.icy and job site "information. Insurance Company Name: Policy#or Sclf4s.Lic.#: Plxp ration Dare: Job Site Address: City/State/Zip: Attach a copy of the workers' compensation peiicy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500,.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby ce under the aI andpenalties ofperjury that the Information provided above is true and correct, 7 Sr afore: Date: tv 200 Phone#; 7 y�3 8-O y/� Official use only. Bo not write in this area,to be completed by city of imm a,�eial . 1 City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electric&[Inspector 5.Plumbing Inspector 6.Other, Contact Person: Phone#: Information and Instructions Massachusetts General Laws chapter 152 requires all employers to provide wbrkere compensation for their employees. Pursuant to this statute, an employee is defined as"...every person in the service of another under any contract of hire, express or implied,.Dial or written." An employer is defined as-"an individual,partnership,association,corporation dr other legal entity, or any two or more of the foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer,or the . receiver or trustee of an individual,partnership, association or other legal entity, employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein, or the occupant of the dwelling house of another who employs persons to do maintenance,construction or repair worts on.such dwelling house or on the grounds or bu.$ding appurtenant thereto shall not because of such employment be deemed to bean employer" MGL chapter 152, §25C(6)also states that"every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced acceptable evidence of compliance with the insurance coverage required." Additionally,MGL chapter 152,§25C(7)states`Neither the commonwealth nor any of its political subdivisions shall enter into any contract for the performance ofpublic work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers'compensation affidavit completely,by checking the boxes that apply to your situation and,if necessary,supply sub-contractors)name(s),address(es)and phone number(s)along with their certificates)of insurance. Limited Liability Companies(LLC)or Limited Liability Partnerships(LLP)with no employees other than the members or partners,are not required to carry workers' compensation insurance. If an LLC or LLP does have employees,a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The•ailldavit should be returned to the city or.town that the application for the permit or license is being requested,not the-Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below. Self-insured companies thould eter .their. self-insurance license number on the appropriate line. City or Town Officials . Please be sure that the affidavit is complete and printed legibly: The Department has provided a space at the bottom. of the affidavit for you to fill out in the evert the Office of Investigations has to contact you regarding_Ike applicant. Please be sure to fill in the pemutllicense number which wM be used as a reference number. In addition,an applicant that must submit multiple permitAicense applications in any given yeas,need only submit one affidavit indicating cement policy information(if necessary)and under"Job.Site Address"the applicant should write"all locations in - ; (city or town)."A copy of the affidavit that has been officially stamped or marked by the city or town maybe provided to the applicant as proof that-'a valid affidavit is on file for future permits or licenses. Anew affidavit roust be filled out each year.Where a home owner or citizen is obtaining a license or permit notrelated to any business or commercial venture (i.e. a dog license or permit to burn leaves etc.)said person is NOT required to complete this affidavit. The Office of investigations would like to thank you in advance for your cooperation and should you have any questions, please do not hesitate to give us a call. The Department's address,telephone and fax number: The Commonwealth of-Musachusetts Deputm.ent of Industrial Accidents Office of Invest4gadow 600 Washington Street Boston, MA 02111 Tel. #617-727-4900 ext 406 or 1-877-MASSAFE ' Fay.#617-727-7749 Revised 5-26-05 vr,,,-w.ia ss.gov/dia RESIDENTIAL BUILDING PERMIT FEES APPLICATION FEE New Buildings $100.00 Residential Addition $ 50.00 Alterations/Renovations $ 50.00 Change of Contractor/Builder $ 25.00 FEE VALUE WORKSHEET NEW LIVING SPACE 3 07 6 6 square feet x$96/sq.foot= 13B S,3 4 x .0041= plus from below(if applicable) ALTERATIONS/RENOVATIONS OF EXISTING SPACE square feet x$64/sq.foot= x.0041 plus from below(if applicable) GARAGE attache &detached) �s�• square feet x$32/sq.ft.= x.0041= �7°�o � 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= (number) Deck x$30.00= (number) Fireplace/Chimney x$25.00= (number) Inground Swimming Pool $60.00 Above Ground Swimming Pool $25.00 Relocation/Moving $150.00 (plus above if applicable) Permit Fee Projcost Rev:063004 vcFSHE royy Town of Barnstable h Regulatory Services vs�L E Thomas F.Geiler,Director D Building Division. Tom Perry, Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnstable-ma.us Office: 508-862-4038 Fax: 508-790-6230 Property Owner Must Complete and Sign This Section If Using Builder I, '%4ri'ls : 'Z)v d�-STa , as Owner of the subject property hereby authorize 2r pN i to act on my behalf, in all matters relative to work authorized by this building permit application for: (Address of Job) 6-/ 2006 Signature of-Owner Date ins S J V.-sI-0 Print Name QTORM&OWNMERMISSION Foundation Certification i n Cotuit, MA . Prepared For: Thomas DeVesto c/o Bayside Builders Assessor's Map: 73 Lot: 007 Baxter, Nye Engineering & Surveying Community Panel Number 250001 0018 D Registered Professional F.I.R.M. Map Zones: C (@ foundation location) Engineers and Land Surveyors Plan Reference: Lot 1 @ Plan Book 511 Page 65 78 North Street, 3rd Floor Title Reference: Deed Book 19,698 Page 179 Hyannis, MA 02601 Phone — (508) 771-7502 Fax — (508)-771-7622 Owner: Thomas DeVesto Job Number. 2005-051cpp-821 Scale : 1 = 60' Date : 04-19-2006 OLD POST ROAD R=745 05'W Pt11El�iC IiWiB!' 0? WAY N 40'54'Oe E IP FNDIJ =3a 69' 158.64' TBM ® HYD #157 m EL = 51.76 (NGVD) iQ 821 OLD POST RD. i3 LOT 1 J TOTAL AREA PER $. PLAN BOOK 511.PAGE 65 S rn 90,784f .F 2.08t ACRES o p 5 � �X\SY NNOoo G � S.�pR wE�L�N 2 � 0 Z 15.9' IP FND �r \ o FOUNDATION 16.1 v a Y LOC: 4-18-06 0 o 1E0 Lp-1 Ln m. �Q T► 1 n q N 6� C SPX) Z Q � � G 005 IP FND I CERTIFY THAT TO THE BEST OF MY KNOWLEDGE THE EXISTING STRUCTURES 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 WITHIN A SPECIAL FLOOD HAZARD AREA. THIS PLAN IS NOT TO BE RECORDED NOR IS IT TO BE USED TO ESTABLISH PROPERTY LINES. a4- 141 _'LooC. in REGISTERED PRO SSIONAL ND SURVEYOR N BAXTER NYE ENGINEERING & SURVEYING DATE ID 0 Foundation Location in Cotuit, MA. a Prepared For: Thomas DeVesto Assessor's Map: 073. Parcel: 007 Baxter Nye Engineering & Surveying Community Panel Number. 250001 0018 D (7-2-1992) Registered Professional F.I.R.M. Map Zone: A11 (EL 11) & C Engineers and Land Surveyors Plan Reference: LOT 1 ® Plan Book 511 Page 65 78 North Street, 3rd Floor Deed Book 19,698 Page 179 Hyannis, MA 02601 Phone — (508)-771-7502 Fox — (508)-771-7622 Owner. Thomas J. DeVesto & Angela Y. Hahn Scale 1" = 60' Date 9-19-06 Job Number. 2005-051ob-821.dwg n a \ I`tO i o�. L-38.69' R-745.05' IP FND 99e. Q 44 �QQQo wry. a� 00 821 OLD POST RD. _r� LOT 1 IV P FND - TOTAL AREA PER ?j. PLAN BOOK 511 PAGE 65 QD• 90,784t S.F �Y 2.08t ACRES O 41 szse, N rr0�� - V IP FND -S I CERTIFY THAT TO THE BEST OF MY KNOWLEDGE THE FOUNDATION SHOWN HEREON (FIELD LOCATION DATE: 9-16-06) IS LOCATED IN RELATION TO THE MONUMENTS SHOWN, CONFORMS TO TOWN OF BARNSTABLE FRONT, SIDE AND REAR SETBACK REQUIREMENTS OF ZONE RF (30'/15'/15') AND IS NOT LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA. THIS PLAN IS NOT TO BE RECORDED NOR IS. IT TO BE USED TO ESTABLISH PROPERTY LINES. JOM REGISTERED PRO SSIONA LAND SURVEYOR N BAXTER NYE ENGINEERING & SURVEYING DATE - ,('Y 49.2 WOODED F L `�\ F9\� " /� / 48.2,r - - ,2�.� SOIL LOGS LEACHING AREA REQUIREMENTS 48.0 4 8.2 �; x E ,,�\4 \ DAP: 03/06/06 v� NITROGEN LOADING LIMITATION: NA 1 1 ,4 9.1\�� w -_-.w w :Z, `t S;�w `_ / BARNsrAeLE GENERAL NOTES RESIDENTIAL: 5 - BEDROOMS 4 8.9 I �'� 4 9.2 x ,c \ \ 4 8.6 8.1 SOE EVALUATOR: BOARD OF HEALTH AGENT TOTAL DESIGN FLOW = 5x 110 GPD/BEDROOM = 550 GPD 48.1 8 ti/�� Q p p/ 49.4 1 r x � ` _ 48.5 4 7.c/�-. STEM A. *130N, P.E. DOWD DE � S 1.) LOCUS AREA IS COMPRISED OF: LOT 1 O PLAN BOOK 511 PAGE 65 Th'p 0� TEST PIT #1 TEST PIT #2 ASSESSOR'S MAP 073 PARCEL 007 GARBAGE GRINDER = N/A '?S ' G.S.E. = 47.2 G.S.E. = 48.6 DEED BOOK 19,698 PAGE 179 P RATE = CLASS 1 ,� ' S S ti, c/ O 40e r F ,ti 4 7. r\ OWNERS/APPLICANT'S: THOMAS J. DEVESTO do ANGELA Y. HAHN ERC <2 MIN. f INCH ( ) �, 8 �` nF / `� , 0 ; 0 ; LIAR = 0.74 GPD/S.F. `�, 2)� '\ FS S 4 8.1 O� 21 TAMWORTH ROAD w x 4 T6 49.7 �/ �`1 / WABAN, MA 02468 MIN FANNING AREA OF SAS. REQUIRED: 7.7,, �' CM 46,95) (550 GPD/ 0.74 GPD/S.F.) = 743.2 S.F. MIN. Q 48 �a �� ��x\Q LEACH �, � �r '`I`8:3 O� PHONE: (508) 775-9361 IL `'����,e• OA. ; \. AP; 10 YR 3/1 ; SANDY LOAM AP; 10 YR 311 , SANDY LOAM 3.) PRIMARY BENCHMARK : RM 41 O FIRM MAP 20001 0018 D � F��, .� 13.8 (10' MIN.) x �, � �'e 4 9.9 PROPOSED SYSTEM: N 4B.5 ` ' �\ TO PROPERTY LINE x �,4 ��� • ( ) 10.8' WIDE x 48.5' LONG x 2' DEEP LEACHING CHAMBER SYSTEM WITH 5 500 GALLEt.48.9T DATUM: NGVD 1929 LEACHING CHAMBERS UNITS WITH STONE SEE DETAILS HERE-ON) � � r ' 48.0 WOOD .� � `\` Tp 49.8 49.3 k;� 4�•�\� `-�\ 8 ELEV 46.53 6 ETZV 48.1 PRECAST ( �. \. C - � / �" 4. PROJECT BENCHMARK_: SEE PLAN r , . 8.0 �., ) THE PROPERTY LINE INFORMATION SHOWN IS ITASED ON CURRENT AVAILABLE RECORD SIDEWALL AREA (48.5� + 10.8)2 x 2 DEPTH = 237.2 SF o0 p ,,' \ �„ _ 4 8,3 �U/i 4 f- 4 8.5' \ 6 • 10YR 5 6 SANDY LOAM 8 • 10YR 5 5 SANDY LOAM INFORMATION CONSISTING OF PLANS AND DEEDS. THE EXISTING FEATURES SHOWN ' \ �' \ r BOTTOM AREA. (48 5 x 10.8 ) - 523.8 SF m _ _ �, �' ,, • , __ .C i HEREON WERE OBTAINED FROM AN ON THE GROUND FIELD SURVEY PERFORMED BY TOTAL EFFECTIVE LEACHING AREA = 761 SF 4 7 \ - F' �, '`I 16 ELEV 45.87 18 ELEV 47.1 y. 4 � -- �� -0 E C X �� a g 5 &iXTER. NYE elc HOLMGREN, INC. ON MAY 17, 18, 19 2005. - 3 GPD Z ,C 8, <>� SYSTEM DESIGN CAPACITY 761 SF x 0.74 GPD/SF - 56 _ _ _ _ 48. 4 , vs 12.8 (t0' �ItN:) (r 1 'F �;�� Q / �, \ x_ _ , �/ j C ; 1OYR 6/4 ; MEDIUM SAND C ; 1OYR 6/4, MEDIUM SAND 5.) COMMUNITY PANEL NUMBER. 250001 0018 D 4 7,�`, .. ' , TO WATEg ALINE J' / 1 • • THE FLOOD INSURANCE RATE MAP DEFINES THIS AREA AS ZONES: SEP11C TANK SIZING. 550 GPD x 200% = 1100 GAL a \ \ x 48.4 1_ . .4 8,7 ,'' 48,3 -,T 132 (ELEV 36.2) 132 (t1EV 37.6) USE 1,500 GALLON TANK MIN. 48.5 1 SE i IC Q A11 (EL 11) doC 47.5 '� 148.0 = .. . . . � ,_-> / NO WATER AT 132 ELEV 36.2 NO WATER AT 132• ELEV 37.6 •� O I i I 48.5' 10.8' S.A. TH c \ , TANK o I J� PERC O 48• ELEV 43.2 ) PERC 0 52' ELEV 44.27 ) 6.) ENVIRONMENTAL INFORMATION: �. 5 ECAST LEA G 4 8 `c'` ( ) ( ) 47,9 Ni18� - DETAIL O 48.5 r�• ,h - �� / \n / RATE- <2 MIN/IN RATE- <2 MIN/INOFILE • SITE IS NOT WITHIN AN AC.E C. AREA OF CRITICAL ENVIRONMENTAL CONCERN). BELOW u D-SOX �• � ' l ' /4 7.7'� CLASS I SOIL CLASS 1 SOIL ( ) o.v; 4 8.7 A�� ;/ �, ,�, • SITE IS NOT WITHIN AN AREA OF ESTIMATED HABITAT OF RARE WILDLIFE PER ' 4�7.6 I 4 2. '`' �� / I / NHESP MAP JUNE 2003 'ESTIMATED HABITATS OF RARE WILDLIFE• - EXISTING GRAVEL DRIVE _ _ _ 0 1 '� ,, <v `4� / FOR USE WITH THE MA WETLANDS PROTECTION ACT REGULATIONS (310 CMR 10). O TO BE REMOVED 4814 I l 4 8.7 `�:. \ �\ °` •� r •� O \� , /, , •�/• / I ` 4 8.1 8 14 8.4 I _ - EXISTING GAR, AND c �j / 3 7.2 , / , • SITE DOES NOT CONTAIN A CERTIFIED VERNAL POOL PER NHESP MAP JUNE 2003 G SHED TO BE OVER r „h' -`-�4 7.8 (l� Q' � 5 i / ,' "CERTIFIED VERNAL. POOLS.- w48.1 � 48.6 � ��., �� ------ �� , .'/ Q r5•Ar � � � '. F,60.� �• 34 LF 4 PVC i 48,4 4 8.9 x 4. 8.2 F / <v I / x I D T . SiTE DOES NOT APPEAR TO BE WITHIN A PRIORITY HABITAT PER NHESP MAP \ S= 1.1 x { GARAGE - 8 � O O �'1' '1'� / ; • ( r' �' DUNE 2003 'PRIORITY HABITATS OF RARE SPECIES FOR SPECIES UNDER w • 4 9 . 48.3 / F.E. 48.57 h ,' ',\�,�Y - i , / '� 35;9 I r 1 I� \�• / 4 8.5 _ � ' F 44.7 �`- / � 'Q ' '! / �� ,J /' /- THE MASSACHUSETTS ENDANGERED SPECIES ACT, REGULATIONS (321 CMR 10). 8, \ k 4 3.3 3 J' / �, ca�0 j 4 6�x r �4 S 4' /36.� I ' r� ' 4 '2 b j / SITE IS NOT WITH IN A STATE`APPROVE) ZONE It GROUND WATER RECHARGE , �► 48.3 r EXI ,Tii.(G ( ' 30. , r , 4, • 4 8`5 4 8,.� p T /'°� % / ` \� y �'' '' 3 7.2 3 7.1 3 G'il; '>v r i ,' f / I ,' !r �.^r PROTECTION AREA. \ �i LEACH I V �� EXISTING LEA TP#1 / / f��x f\I 7 \ 1 J.. O APPROXIMATE LOCATION \ \ 4 8.4 �" �\ / 5 LF 4 P Y. ./� ./ �,\ 3 2 ' , • 2, ,8 OF PROPOSED DRIVE w i / 4,�:8 ,:> ! r -r /+ tii.. n .� 2.0� FlLIEQ,, , / / /�C, `� . �1�� .9' 4 cam' ,_ r �•w �� CLEAN- D AND / 7 J� / li 48.4• �_- m OR / / ,�JNDER 1 r , , .�,�;47.1 �;; /' 48.5.;� G 4 3 f `~���✓,REMOVE �� x<46 / CONST4RUC ( l 37. 37.2 3 !! I. ,r• I , .5 / / r ' � ��-, � ' CONSTRUCTION NOTES i x` , /� 1 , , 1 ��� I r ':> ---- - - 48.2 N / / 4� 39. �37�1� ,3 , I I J / r1 �r ` ' , 1 Q cJ� s 1 / / i , 2i` i 1 3 0/ i 1 r . ' ! r ,r r 1. ALL SYSTEM COMPONENTS SWILL BE INSTALLED IN ACCORDANCE WITH TITLE V OF .Lc�j. \ EXTEND EXISTING =Qti i/ /' �' r' '-��• e' i rl r' i' J J1. ' I i ,, THE STATE SANITARY CODE DATED MARCH 31, 1995, AS AMENDED THROUGH THE DIME 47.1 N WATER SERVICE As 7 , / / �,M2,;; r I - / , 1' , ' ; I I / ,+ , / OF THIS PLAN, & ANY LOCAL RULES & REGULATIONS APPLICABLE NECESSARY // x ' ' / 'T"'/ ' o' 4'7.2 �� r l l x �- r / I 1 I I 9 UTILITY BE -� /' r I r ��� f' rr ' r •r / r r r 2C, \2. MY CHANGE TO THIS PLAN MUST BE APPROVED IN WRITING BY THE ENGINEER. Q -, 4 8.S / , 4 ��, r / ,` / 1Y� _ ; , x ELEVATION INFORMATION MUST NOT BE CHANGED WITHOUT WRITTEN PRIOR APPROVAL BY �O I P F r�D 4 7 ; RELOCATED x / / 1 1 +131 ' r ' THE ENGINEER. f46.9 821 OLD POST R, a. UP - _ 4� ;�' r`�, , / /' ,r i ,' / , r 'q` ' ; Af, j 0,;- >.T 48.6 ✓'``� - / � � �/ Ij , / ' ,/ , r � I ! f , ,' 1 ; ' x . LOT 1 �� S�' x �� i , G� / , , l 1 ! 3. WHEN CONSTRUCTION IS COMPLETED, PRIOR TO BACKFlWNG, NOTIFY THE BOARD OF Q A 7.3 / / ,' , 1 , r r I` r ' j• '� r r 1 HEALTH AGENT AND ENGINEER FOR INSPECTION. TOTAL AREA PER W DIED / Q � 11 �' x ,t r r f?8 f J` BOOK 511 P.4 G- 65 '�- / /; , r, , r , 1' I r1 `, ! i 1 , , ( 4. ALL SANITARY DISPOSAL SYSTEM PIPING TO BE 4 SCHED 40 PVC. UNLESS OTHERWISE 9�,7 8 4 t S.F j 4-0 4.0.2 ; ,/ i � / l / � r rl '� , r j � , , rL � , !L 1 1 NOTED HEREIN. 4__ 2.08f ACRE; � % 0 �'�' ,` 'l ,/� ,'' ' � l ,'` i it J' � � � '' 1 ; j • ► r1 r' ( 4 8.3 C� / / / r r x , ! , �' , J �l lr x J �',5. EXCAVATE UNSUITABLE I�AiERIAL IF ENCOUNTERED. TO THE •C HORIZON- , FOR A . 7.3 / r I x' 3 3 ' r / I" r r. x r HORIZ. DISTANCE OF 5'~SURROUNDING THE OACHING FIELD AND REPLACE WITH CLEAN / / / , .,, 4 r , �`.i �,/ ' ' 1 x r� /� 41.3 � r% �' /l i � r ,' ! r` i i i! ' i t''0.8 SAND PER 310 CMR 15.255. , r / / i , 48.1 x 4 8,3 EXISTING DWEWNG �l'?:('; / x x �;. 8 ,.` i , r i r L ' 6 TO 8E REMOVED x 4 7 r / J / �� i l ' i l i l I /, / / , /l r 6• INSULATE ALL PIPES AGAINST FREEZING AS REQUIRED WHEN LESS THAN 3' OF COVER. rJi x ! • r ! ter. l 7. THE SEPTIC SYSTEM DESIGN DOES. (!!QT INCLUDE A GARBAGE GRINDER DISPOSAL x / ,' / / ' , . / / r r h / 1 �!> ' � .-� - ! i � r / -' ;�i � �/.. •. I..,, .� . . _' �/ , r � ,' / ; 8. THE CONTRACTOR SHALL CONTACT DIG SAFE (AT 1-888-DIG-SAFE) AND UTILITY 4 B,1 89' ' ' I / / x Q r` '' / COMPANIES TO tOCATE ALL EXISTING UTIUTILS, AT MAST 72 HOURS PRIOR TO THE / 3�'1----- _ --- -- 1 i !IV00 D 37,''. . . / x 2�' G7p I / ,' / / ; • / / , l i ' .l�. , r START OF CONSTRUCTION. THE LOCATION OF EXISTING UNDERGROUND INFlfLISTRUCTURE; / r . / f •. f ,p/ ' •, i , l l �. r / UTILITIES, CONDUf15 AND LINES ARE SHOWN IN AN APPROXIMATE WAY ONLY, MAY NOT ��'"" I I c T ! r ' ,' �' ' I / ' r ' , / r 7 7 . r l ' BE UMITED TO • T B M: , T A K E I / / ,� / , c+i., o THOSE SHOWN HEREIN AND HAVE BEEN RESEARCHED BASED ON THE r , / . ' f �'/, , , / r r . / r AVAILABLE UTILITY RECORDS NOTED HEREON. THE CONTRACTOR AGREES TO BE FULLY 5 PIE= x 47,9 �1% ��L. 48 10 N VD29," / � 44. - /,. ,x r! � , , , x 4 7.8 4 7,4 i` I ( J S / �/ �. / I / 2 1/' / / it C� ' / / l 7,✓" RI`3i�01VSIBLE FOR ANY%gVD AIL DAMAGES WHICH MIGHT BE OCCASIONED BY THE /� CONTRACTORS FAILURE TO LOCATE SAID INFRASTRUCTURE AND UTILITIES EXACTLY. IF - ;.`, :� •�,, ' .0 ! I i , 1 / / j i' / I I 1 x t J r x J x / a x i I r, 1l , , / r/ I I r X ;/---_ FIELD CONDITIONS FROM PLAN INFORMATION. THE CONTRACTOR SWVl NOTIFY .5' 4.8 10.8' 47.7 r , / / ,' / , / _ THE ENGINEER IMM TELY FOR POSSIBLE REDESIGN. I x It r �SYSTEM LOCATION FOR APPROXIMATE SEPTIC HOUSE rf 835 PER INSTALLER S TIES 12 SEWAGE PERMIT 1 95-774 ON RECORD AT THE BARNSTABLE BOARD OF HEALTH. r -� X PLAN Of SOIL ABSORB110N SYSTEM WfiH APPROXIMATE LOCATION OF UNDERGROUND UTILITIES PROVIDED BY WATERLINE ( x , 34.1 INsrALUTION TiE CARDS PROVIDED BY COTUR WATER DEPARTMENT ON 5-24-05. NO sw SW GALLON PRECAST LEACHING CHAMBERS I I 1 \ Z l \ ` \ Cn •� \ , , \ �- \ \• .\ APPROXIMATE LOCATION OF LEACH PIT AT HOUSE 821 AS FIELD VERIFIED ON x 4 7,4 x I ( it i �\ \ ` \ `� `�` �• N' `� `'\ �\ `\ '\ \ `\ \\ �� �\ 2-27-06. I P F N D ii 4 gyp'7 ) �\ �\ i ` x '0.4 �`�\ �` I-=,\ `,,� \` �\Q�`.. L \', ``, ", x\\� '�� \� \ ``\ `\ \`. 821 01d Post Road x 47.6 I \ \ \ \ \ \ . \ WAYERTIGHT MANHOLE FRAME AND 3�4. 1 , , I \ \\ a \� ; �\ �;\ s•' � \ `, \ cotult, Massachusetts COVER TO GRADE FOR IlSPECT10Ni PORT) DOUBLE WASHED STONE 8'_6• / �/ \\ \ `\ , \� .� \, \" 2.� \ \ ` x ( �- 4' / \ \ \ \ \ \\ \l�;8 '\ PREPARED FOR ' _ \ D esto _ x \ \ o m�. Q\ \ `� Thomas eV Z• PEASTONE _... ..: O�G7 ' O C� O 1 • / \ \ \� \\ \\ \ x \\ , \ \ \ • \, `, \• �, \\ ,\ \ �� \\ \ \t to• .�. :�. .;•� �, _ . ., -,�. �: \ \ o \ a 21 Tamworth Road FLOW LINE -�e.•'"~'Y _ 1= \ \T7 \ 414r'Ya�•as e.1 .. t; � e .r''tom, • . \ •. EFFECTIVE 24• .` ?�,t4c :�� -';• o t.% �,;'�"`,. �` �. G L'7 G7 G C O •r J'� \ \ \ r ` a \ Waban, MA 02468 p p O O � L= O '^ �\ \,• ` �� \ � ` \\��., x 45)0 1 l \� ,� (n \ \\ \ • \ \ `\ � , `\ \ \ Q\ 3.0 4.8 3.0 • , \ \ \ \ \ \ 10.8' A� Y'' i, t; i1t 1 \ `�,. \\\ \� \ \ \\\ \ a \ 1111E • Q .•�, -x �a w\ \ I Septic system Design Plan �00, T. TQ � o , X� 6,U) \ 3G,6 , \ p CONCRErE LEACHING CIWMBER sYSTEM DETAIL ti� �S ,� �, ! , 3 6.1\ f \ \ ,1I; Proposed House NO SCALE TYPICAL SYSTEM PROFILE '�o4Sr p� Rp,� `, �� �� ,�� � �,� �, \\ �\ • o .+o. I � ',\ �,\ �, ;t'r''I r'''`r' BA►XTER �/ cF CIO � ` \ \ • o ,`� ENGINEERING & SURVEYING NOT TO SCALE 2/j� S> T NOTE: Fo 4 ` , `, ', \ `•' ; ' , A •l�irr',r�l Registered Professional Engineers and Land Surveyors 1. MATERIALS SHALL MEET H-20 LOADING REQUIREMENTS AS NOTED. ,�� F h,, o �� �\ \ \ \ \ I,,, , I I 78 North Street- 3rd Floor, Hyannis, Massachusetts 02601 SET AT LEAST ONE MANHOLE FRAME & COVER TO WTRNN 6. OF FINISH GRADE Phone- (508) 771-7502 Fax - (508) 771-7622 LOSERS o COVEN SHALL BE WATEIMHT COVET T 6' OF FMQSH GRADE APPROXIMI TOP OF RISERS a COVERS SHALL. BE WAi13MGHT FINISH FLOOR - 50.50 FiMSfIED GRADE OVERFTAW - 48.3 ti%-F FINISHED GRADE OVER 0. E10X - 48.5 SET 1 MSPECTiON COVER TO 1NT1HN NU' OF GRADE 20 0 20 4O w• WITH WATER TIGHT RISERS ! COVER �F sus PROPOSED GRADE -48.50 OF - FMISFED 'w`T'� W► �c a TOP D-BOX EL 45M GRADE OVER LEACHING CNNMMBERS - 4U& SCALE IN FEET 3• MAN. 2 •, _ z• of ooLIBLE 0. .:�.. .- • WASNNED PEA STONE TOP OF OONC. _ � R; 6• MN. 34 LF- SCH 40 PVC OS- IAA FIRST 2' (TO BE LEVEL) A. ti' (min) Cover CHAMBER EL 45.83 183 • -• �- �� 2' .• 21 LF (MAX.) N 4 SCH 40 PVC TC�P OF PEA �� (max),CaMr OONNECITON PER s • �NV IN- 46.0 10• PVC 4. SCH O S 1.1 x STONE; EL-4S.a3 1.0 OONCREiE MANUFACTURER -• - LEACIMIG CHM*RS RECOMMENDATION • 40 PVC r GINS BAF1 tE NV w- 45.35 Sw OUT- 45.21 L 1�5' S-2.Ox (1.OX MIN ALLOWED) 14• is 4 Dkk PVC DATE: 05/19/06 REINFORCED CONCRETE °• 6• CRUSHED .• _ -.:.•• ,�.,;, W OUf -46.30 s►LxE EIIISE 24• ;t G G L= C l= O LA OWSHED STONE BASE EL 43.0 j. , IN1,500 GALLON ONE•COMPARTMEW SEPTIC TANK DISTRIBUTION BOX ' ® MWE 9/7/06 UPDATED BUILDING FOOTPRINT Cn2 ROTONOO Sr15O0 OR WAAL (NOT DE51GNm FOR H 20 LOADING) ROTONDO W-3 (H-20) OR EgUAL W. N - 45.0 TO BE N9ALLED ON A LEVEL. STABLE BASE No GroundMabr ObMrvrd O Ebv. 3!>.0 N0. BY QATE REMARKS TO BE IWALLED ON A LEVEL STABLE BASE 3 OUTLETS REQUIRED SEPTIC TANG TO BE INSPECTED dr CLEANED ANNUALLY CONCRETE LEACHING CHAMBER SYSiFA1 DRAWN BY•M D IGNED BY: SAW CHECK BY:SAW DRAWING NUMBER AarE PRECAN CONCREM LEACHING aaMEM>:R�H-2o) OR oauAa. TO 0; 2005 05-051 CNIL PLO 2005-051 SP-M.dw BE INSTALLED ON A LEVEL ST BASE ------ - - - 2005-051 48.1 . ti : „ �+ �1 - 4 g ` x 4 , . GENERAL NOTES / t ■ N. 48, A �. . ar t 1.) THE INTENT OF THIS PLAN IS TO DETAIL EXISTING SITE CONDITIONS AT LOCUS 48.5 ®' z: 48.0 WOODED • . ..- 2.) LOCUS AREA IS COMPRISED OF: •: ,. LOT 1 O PLAN BOOK 511 PAGE 65 � � � � • •.o,. : ' . ` ` .op :3,.. � • . : � ASSESSOR'S MAP 073 PARCEL 007 Q 8+1._. 48.3 �� \/�' _v T.� ;� . DEED BOOK 19,698 PAGE 179 ... Mp• �(y, ' •.., 1 ` NIq� _ . j "'t y '7.4„" .4. .0 r., � ' "r OWNERS/APPLICANTS. THOMAS J. OEVESTO '.. D 4 /1 �\ 48.0 .�8,6 t, Rp 21 TAMWORTH ROAD + - �!► \ N4i ;:'' o ° , WABAN, MA 02468 O 4 7,9\ �4 8.6 / PHONE: 508 775 361 4 7�� •O%` ` x 4 8 4 '�><� �. TP#2 4 8.7\e\ ( ) o. . x ,l / 4 7. �h0� \ ;1 4 8.0 4 8,5 ` J ��s :�../ Q ° . 3.) PRIMARY BENCHMARK : RM 41 O FIRM MAP 20001 0018 D EL 48.97' (DATUM: NGVD 1929) 48.5 \ o 4 I 48.5 48,5 ��` ' , ;: 4 7,9 \ \ 1+uiY ... . . .. �, PROJECT BENCHMARK • SEE PLAN ,� I f 4•) ZONING INFORMATION O w ' ` 48.1 �� °I 48.7 \c,�\ ■ \w \ i �� LOCUS MAP Scale; I - 2OW ZONING DISTRICT : RF O 48.4 48,7 �\`f � �---� \ � AP Aquifer Protection Overlay District G 1 \ 4 8.1 148.41 RPOD Resource Protection Overlay District 48.1 \ '� x 48.6CURRENT MINIMUM ZONING\ \ \ 148,4 48,9 47,8 -, \w GARAGE , MIN. LOT AREA = 2 ACRES (RPOD)EMENTS Q, 4 U P #f40a �4 8, ` 4 8 3 , ' F.E. 48.57 h i ;I \ \ - ' LOT FRONTAGE = fi50'_ MIN. LOT WIDTH = - )4 8.0 �* `�. 4 8,3 I'/ I 4 8.5 �O• �' /` 4' x ° \ FRONT YARD = 30' SIDE YARD = 15' REAR YARD = 15' 4 8,0 �` / /48,3 EXI S TI N G , \ , MAXIMUM BUILDING(HEIGHT = 30' '� 4 48,3i LEACH PIT ,� O 5.) A TITLE SEARCH FIRS NOT BEEN.PERFORMED FOR.THIS SITE. IF DETERMINED 48,4 ID / 4 / 4 TO BE NECESSARY A TITLE SEARCH SMALL BE PERFORMED BY OTHERS. 47.2 , �, �8 : 6.) THE PROPERTY LINE INFORMATION SHOWN IS BASED ON CURRENT AVAILABLE RECORD INFORMAlIOh ��46,4 / / / - / UNDER / CONSISTING OF PLANS AND DEEDS. THE EXISTING FEATURES SHOWN HEREON WERE OBTAINED FRi 47.1 y /� 48.5� G i x/46 ' o� ` 48,.3 ` / COpISiRU THE GROUND FIELD SURVEY PERFORMED BY BARTER, NYE & HOLMGREN, INC. ON MAY 17, 18, do "4,9'S O 20 �� / /x 43� x ' Q i O i / , , 1 1 THE PROJECT LIMITS, AS FIELD SURVEYED BY BARTER, NYE AND HOLMGREN, INC. ON MAY 17, 18 -------------� 48.2 X 1 �, O hN - .. ;/ , /3 9' l 2005, EXTEND TO LOCUS PROPERTY LINES WITHIN THE CONFINES OF THE SUBJECT PROPERTIES Al 4 8.1 ` �w9,5 N o�• i .! / ,'� / / , EXTENDS NORTH WESTERLY APPROXIMATELY 30' INTO THE OLD POST ROAD RIGHT OF WAY. O1HO �r 1 46 ti• • / , , , / / ' 1 I INFORMATION SHOWN IS FOR REFERENCE ONLY AND IS GIS INFORMATION OBTAINED FROM THE TOW. �� ``' Q O-, // x ,•� / ,/ l i,, BARNSTABLE GIS DEPARTMENT. h, w o ��7 2 r 136. 8, v vj 2 / /' / 1/ l r 1 / r1 1 7.) COMMUNITY ,PANEL NUMBER: 250001 0018 D 4 7,7 x c� / ,� / - , , / , , ��31. THE FLOOD INSURANCE RATE MAP DEFINES THIS AREA AS ZONES: FND 821 OLD POST RD. ,+! UP � 4' ' ,' / ; � i' / , , , 1 . � J , A11 (EL 11) do C LOT 1 x 1 JI I ,' 8.) ENVIRONMENTAL INFORMATION: TOTAL AREA PER WOODED ' , 1 1 ' r • SITE IS NOT WITHIN AN A.C.E C. AREA OF CRITICAL ENVIRONMENTAL CONCERN P BOOK 511 PAGE 65 / ! / � , , , , r , ' r , ,' L r � • SITE IS NOT:WITHIN AN AREA OF ESTIMATED HABITAT OF RARE WILDLIFE PER X 47.5 4/f ,2 I r/ i 1/ / l r. , ' ' r1 t NHESP MAP JUNE 2003 "ESTIMATED HABITATS OF RARE WILDLIFE' 90f784f S.F / , r / ,' i! I ! • I FOR USE WITH THE MA WETLANDS PROTECTION ACT REGULATIONS 310 CUR 10 ." • 00 2.08f ACRES 48,3 _,� f / ,% - , / / / ; , ,1 / , , i � l ; , , ; 1 � ; x ( ) / l / x l r 1 1 l� x ! r l x! r , I , : x : • SITE DOES NOT CONTAIN A CERTIFIED VERNAL POOL PER NHESP MAP JUNE 2CO3 t4 7,3 / X'•• / / ,1 / I / ., ,3, , l ; 1 ' ,! J' ,' ,� t �: 29..8 "CERTIFIED VERNAL POOLS." ../_,• 41.E / / , ' ' , ' i ' .. l / \ x x 4 8.3 4 8.2 ,i t' ,4 3,6 , '• /. x'• / X 3/sL l , ; I { ,' rJ 1 11 .• :: / • SITE DOES NOT APPEAR TO BE WITHIN A PRIORITY HABITAT PER NHESP MAP \ 4 8,1 4 73 9 , ; , ;' •'••r / ,/ ' ' f l , 81 I /••11 / ; 1 ' ' JUNE 2003 'PRIORITY HABITATS OF RARE SPECIES' FOR SPECIES UNDER AN I/ �, ` -.,.-•. � /' � / ; / I` / �' ;' x l / ./ ,` -� '1 .•� � '-11 �! ' ,16, ',; THE MASSACHUSETTS ENDANGERED SPECIES ACT;'REGULATIONS (321 CMR 10). _ X•, ! / 1 / 1 / / 1 / ,' .Q.11 / , •SITE IS NOT WITH 'IN A STATE APPROVED ZONE II GROUND WATER RECHARGE t PROTECTION AREA. 4 81 - 1 - 1 r , _ / / _1 s 7� F' I , RECORD AS BUILT INFORMATION SHOWN HEREIN. , 9 UTILITY _ 1 r 7. r . , 3 ,/ l _ 1 7 �'f .. , 00 D , I r �: r � . t 1 ! , THE CONTRACTOR r AT __ -,-�•_ .,.- , � 11 I rr J. I N SHALL CONTACT DIG SAFE ( 1 888 DIG-SAFE) AND UTILITY COMPANIES TO L( T / / / / f • . 7, Q , 16. r1 J1,11 ALL EXISTING U11U AT LEAST 72 HOURS PRIOR TO THE START OF CONSTRUCTION. THE OCA TBM, , STAK SE , ,: , / / j4. f'•• -i�' , , / ( 1' 1:,�• , _�� , ,rl rl„/r l � 11ES. E L ll CC) OW ,� f ,. / / ; •'. 1 , i. / , , R r111,11 ! a EXISTING UNDERGROUND UTILITIES x 47.9 !EL.' 48110 (N VD29I) / / l I I '� t/3.11" / ' 1 L� : / / / 17.71 �- ,r r r,„/ ,3. : O RE, , O3NDUITS=AND LINES ARE SHOWN IN AN AI�PR r x 4 7.8 4 7.4 5 1 / • / ! 1 I i i • . •.t / ! / �` / / ' �/7 r r 1 ,t,1 r/1 r 2 WAY ONLY, MAY NOT BE LIMITED TO THOSE SHOWN HEREIN AND HAVE BEEN RESEARCHED BASED 0 I , , : I / . / 1 r r x / 8•�r r ,l! I,rl , , �.� ( /' / / j t I 1 x, '•.�•. i , , .?x/ ___ fill rI/,I ; , AVAILABLE UTIUTY RECORDS NOTED HEREON. THE CONTRACTOR AGREES TO BE FULLY RESPONSIBLE 1 I i I i' , ('-, . 'r J;rr'r' , r ' N ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE x 47.7 I I , / / �0 :l ,','/ -- ,JAI I 6 ! 1 , 1 I ! x ' , •• .°_}• 2 , / 19 ___---1 n r ��, N INFRASTRUCTURE AND UTILITIES EXACTLY. IF FIELD CONDITIONS DIFFERS FROM PLAN INFORMATION, T} 48.3 1 / 37.8 O / , x J, ,rI , l / CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY FOR POSSIBLE REDESIGN. 2�, I '.• •,• r x : ! . - �J,lr! r l2.2 1 i , ; , , \ ( f c ,\ , ti , , •. , • ,.. •• APPROXIMATE SEPTIC SY5TE11 LOCATION FOR HOUSE 835 PER INSTALLER'S TIES SEWAGE PERAd I I \ I I ' ► ` ` Y ( x 3 4,1\ t �.. , �'•1 \ `�. ,\ `� I12 95-774 CND RECORD AT THE BARNSTABLE BOARD OF HEALTH. m �, \� 19, `, • I rr t t t ` `� \ ,� �:�1 I ; APPROXIMATE LOCATION OF UNDERGROUND UTILITIES PROVIDED BY WATERLINE INSTALLATION TIE CARE t \ \ t. `, \. urt \� \\ t\ \ - \\ \ \ t\ .\ -•��. �'i;l ; ' 2 PROVIDED BY COTUIT WATER DEPARTMENT ON 5 24-05. x 47.4 ' , I t Q \ \ \ \ t t \ t \ t\ <\ \" \\,,l`�,,I 1 / x 4 4,7 I t I 1 x �` \\ :lrll \ \ 2`t , \t t t\ �` `� \\ t` �\ t , ,. ,. i I' 2 IP FND / \ \ '0,4 �, \ r tQ t \ \ ►?,,I - Q x 476' i \ t \ \ � � �� t �� \ t \ t , tt,,,l�,8, t/.r \ a . ti \ S' \ \ �11 t t\ \ p \ `fit 2.6 ��III r yc 2.2 821 Old Post Road 47,4/ \ \ �,, �1\. ;t ;� , \ t t \ \ ` ,., tll ,, rl r \ CD` t �� ` \ II, I,I,, , COtul%l Massachusetts ! t t 1' , � t t t \ � �, \ � \ Q 11 ,,, \ \ \ t\ \ \\ x \ J t\ \ \ �' t tt \ tt t \ \ t I t11,,, It EXISTING BOATHOUSE PREPARED FOR `s8• \ \ x \ N \ \ `• \ \ • cA .I;111r;; !,;,II Q\0 SE 3 2615 Thomas Devesto o \ \ 1 11 I'� O v WATERWAYS LAC. 4086 ---_..,�. 1 1 ) \ t 1 s: t \ t t % . t t r 11 1 - - O x 45)0 I N \ �\ �• ,d \ \ \ �111�1„ 1111 1 O p # O �, ° + \ , 1Y \ ,, I�,;, , m p 21 Tamworth Road t \ \ v t \ � `/� � \ �1 ,11 _ o 'DEPARTMENT OF THE ARMY. , 1 X \ t t I t, lr J o ; \ �tr \ \ �\ ` Ili�n�� I�'�'I' , CENED-R-1993--01295 <q , ti t, \ .\� \ \ \ \ W\ ��r� , s,I�I I, Wa#an, CIA 02468 S� N N ', 1 t • ® t t \ \ �\ x 3G\6 t �, �� pt� \ ,ll��t 1 ��! 1,�;1, SE 3-4437 �F e4 0 \ l�t 36.� �\ Gj 4i \ `, t t \ ;J,,i�r11,J, I,,,I; 4.7 , ti t 1' d t�„ \ \ , �t i ` \ t �, ti•rlJ, ",' rr 'IJI ' ' I ' r, r " 1i ! J1► Existing Conditions A O , t t (/) , t \ • O t� I I \ \ 1 I','J,'�IJ1/r ll JAI, �t r 'fI q (ten I �' C F Ql,r, ,,,, t r r I, I r l r ..�ti \ , � r 1 ,r, r ! 11 1 f ..r1 r�� 4� ► \ �• t ,r j,It I„r 1 11 r Q N BAX ER .� ? O � � � � t „, r! ►� , , NYE ENGINEERING & SURVEYII�1 , �1 II1 'I rrirll � I , If 144 , _1 \ \ , ti ( , I I f ,ODEQ4� r , 1 1 1 > 2.2 S �P I I i It�1 P', c� Rep��tered Professional Engineers and Land Surveyors \ I I ir �1 1 , , t , . ti 1 1 I I t , \ . t , •4 1 ,I 1 t 3z 78 North Street 3rd Floor Hyannis,Massachusetts INDEX ti \ � , I , I , 1 _ y 02601 ,, IT Q \ XI I \ t Phone- 508 771-7502 Fax - 508 771-7622 t i t l a`I � � 1 , fk*i f� I I : , ��• , 1 I , EXISTING CONDITIONS PLAN / 1 I I C 1 i < f,, w- 1 t ., ,,��. I �A tt 1 , I 460 N 20 0 20 40, -x I K,{. l t � , � � � �8,5 � +1 ' , 2,2 w P as DESIGN PLAN y 1 t 11) I,J to Q� C 2 SEPTIC SYSTEM D _ I I � 1 , , , I� i1 � if � ` � ;� MATTFEW9�� / 1 1 I11 t I : . r ,1 , , „ o SCALE IN FEET r, 3 5.7 . c� i , 1 , "A UT'fEF�S � � � g �, 1 , , ' x t I , , Z c S PROPOSED HOUSE E ClR , LE` IC 6QX I � ) , � ;I;I r,�,► ;I, _ , .� � 20 J ► �l I 1 1 , I rl I t J N . 2.2 �� Q ! , 1 1 F / / � tr 25 & r l , 1tl1�11 r3.7 7x 1 ( t W f, I_ � 1 \t „► r, rrJl , _ _ DATE,05 19 C ,6 1 ; 11 Ir! J111 x 28, r I IIr ',, ,►, ,r I 1 � , , ry, J1 I , p'l r I l f t IP FND ll s r , r 41 tf � �t 1 1 (1 r ! 1 1 II r !1 x ( x Z r / ' !rr r Ir a e ,. 2.8 7,5 S , 3.5 w NO. `8Y DAT E REMARK 21_ S � O 1t DRAWING NUMBER J r t , ! HED 1 BE V , CH HOUSE A 0. 2005 05 051 CIVIL PL0 2005 051 EC.dw 00 2 5 051 4 8,1 1a-1/4Ot1--11/E4Wx/u4' WOOD STAKE AT &3 FT. O/C APPR�^ 48 " ORRAPPROVEU EOUAI� � ' 2-x 2'x s WOOD STAKE El�ERAL NOTES :�,. G OTES . 1h'x 3' REINFORCING sifEL // x 48,7 APPROVEDQOR EQUAL 1.) THE INTENT OF THIS PLAN IS TO DETAIL EXISTING SITE CONDITIONS AT LOCUS 7, Uj 48'� Stpg. & TO OBTAIN BUILDING PERMIT FOR PROPOSED GARDEN HOUSE Q 48,5 / - a " 48.0 WOODED �p AL ." 2.) LOCUS AREA IS COMPRISED OF: � PROTECTm _ ;,� LOT 1 0 PLAN BOOK 511 PAGE 65 AREA ASSESSOR'S MAP 073 PARCEL 007 4e,3 83 /� t 1 °; . AREA WORK DEED BOOK 19,698 PAGE 179 N p 4 7, 4 8,G ''� 4 8 6 Rp ;, ti :r:-• AKEo eA�Es OWNERS/APPLICANTS: THOMAS J. DEVESTO & ANGELA Y. HAHN M O �, — _._- 48,3 48,7 �YS .;}, �.;. 21 Z / 47,c)�T� ` ` �\ :� ,.': . .,, FLOW WABAN,WMA 024688 J / 47,,7. O 48.4 48,5 48.6 5 •�%K % 48,0 \ \ / / 4 8.7 ,,\ RUM PHONE: (508) 775-9361 J ��---— y SET C INTO �� ' I \ \ 48.5 � '�` y SOUND 3.) PRIMARY BENCHMARK : RM 41 0 FIRM MAP 20001 0018 D 47,9 f \4 8.5 48,5 PROJECT BENCHMARK : SEE EL 48�97N (DATUM: NGVD 1929) 4 8,1 \ ° 0 4 8.7 MIN.)EMBEDMENT 4•) ZONING INFORMATION ZONING DISTRICT : RF 4 8,4\ �— 48,7 11 ', ( -) ( •) AP Aquifer Protection Overlay District 4 8,1 x 4 8,6 ' i 4 8,4 1 t A RPOO Resource Protection Overlay District 48.4 48.9 `S 2 - �� CURRENT MINIMUM ZONING REQUIREMENTS 4 U P #'1•0 a GARAGE \ f �Vj~ N �00 O MIN. LOT AREA = 2 ACRES RPOD 48\'� 48,3 / r 4 8 S F.E. 48.57 <0 t� T�/ �\\ MIN. LOT FRONTAGE = 150'( MIN. LOT WIDTH = 0' 48,0 \\ 4 8,3 �c tom / 4 6.;' " ,0\ S77 FRONT YARD = 30' SIDE YARD = 15' REAR YARD = 15' Y 48.0 4M� 48,3 /48,3 LXI�TING , O s � � _ \ \ /LE A CH PIT , x MAXIMUM BUILDING HEIGHT 30' \� (SEE NOTE / , �✓ t \ 4 8,4 0� �Ig HEREON) // / 4 3,8 FS 5.) A TITLE SEARCH HAS NOT BEEN PERFORMED FOR THIS SITE. 1F DETERMINED 47.2 / , I0 TO BE NECESSARY A TITLE SEARCH SHALL BE PERFORMED BY OTHERS. \ 4\ G � 4 8,4 ��' // ' /t/ ,� 6.) THE PROPERTY LINE INFORMATION SHOWN IS BASED ON CURRENT AVAILABLE RECORD INFORMATION \ 4 7.1 �� �� 48.3 / x 4 6/6 / / t; t eP- SL-T FENCE / HAY BALE BARRIER N.T.S. CONSISTING OF PLANS AND DEEDS. THE EXISTING FEATURES SHOWN HEREON WERE OBTAINED FROM AN ON // 821 OLD POST RDL \ ,�z // // / ? s x ' t �EaT�►IL THE GROUND FIELD SURVEY PERFORMED BY BAXTER, WE & HOLMGREN, INC. ON MAY 17, 18, & 19 2005. Q ' 4 8.2 x LOT Z \� \\ �� 7' / / / 4 ; h�t THE PROJECT LIMITS, AS FIELD SURVEYED BY BAXTER, NYE AND HOLMGREN, INC. ON MAY 17, 18, & 19 4 8,1 TOTAL AREA PER 4 9,5 . � / j / // �'OO , t 2005, EXTEND TO LOCUS PROPERTY LINES WITHIN THE CONFINES OF THE SUBJECT PROPERTIES AND PLAN BOOK 511 PAGE 65 -� / •a• '� t EXTENDS NORTH WESTERLY APPROXIMATELY 30' INTO THE OLD POST ROAD RIGHT OF WAY. OTHER i ��' , l t INFORMATION SHOWN IS FOR REFERENCE ONLY AND IS GIS INFORMATION OBTAINED FROM THE TOWN OF 90,784t S.F o c�, o' tt x\7.2 / / � 4 19. 2.08t ACRES �\ �� Z / 4• t ?s• l BARNSTABLE GIS DEPARTMENT: 4 7, / 4 8,5 5 / ��p(. t �' t / / l / 7•) COMMUNITY PANEL NUMBER: 250001 0018 D I P FND _- ( �¢ 4' / / / / `�' i t t , J 1 131.4 THE FLOOD INSURANCE RATE MAP DEFINES THIS AREA AS ZONES: \ 48, ,t // it t j t I 11 t • A11 (EL- 11) & C x 47,3 ' / / / ( i 5' , a • / 1 f i 8.) ENVIRONMENTAL INFORMATION: WOODED // // t t /l ,� // 1 • SffE IS NOT WITHIN AN A.C.EC. AREA OF CRITICAL ENVIRONMENTAL CONCERN x 47,5 x 48.2 t / / WG ODEtD I, ; , !. l I �' J i t r ( )• 4J6 2 , / / / i t i 1 1 J I t • SITE IS NOT WITHIN AN AREA OF ESTIMATED HABITAT OF RARE WILDLIFE PER t ' ' � ! t 1 NHESP MAP JUNE 2003 "ESTIMATED HABITATS OF RARE WILDLIFE" W / SILT CE HAYB UNE t l r f " 48.3 � / \ (S�E����_I �R �) t 11 � t � i � � � f � � � / � x . •. FOR USE WITH THE MA WETLANDS PROTECTION ACT REGULATIONS (310 CMR 10). ` x �7-3 / \ _ . - / / / , / x 34,3 ;1 ;i 1 / f l' " • SITE DOES NOT CONTAIN A CERTIFIED VERNAL POOL PER NHESP MAP JUNE 2003 ,\ x 4 8.1 x 4 8,3 482 / �t i / 3,6 ' '/ i�.z 41/� x 3 18 k. /t •• / / 11� / '� t rl r t/ (i % \2 D,8 "CERTIFIED VERNAL POOLS.' x 4 7,9 1 t , t t r / , t t t t t 8, 1 i t t l • SITE DOES NOT APPEAR TO BE WITHIN A PRIORITY HABITAT PER NHESP MAP / JUNE 2003 PRIORITY HABITATS OF RARE SPECIES FOR SPECIES UNDER THE MASSACHUSETTS ENDANGERED SPECIES ACT, REGULATIONS (321 CMR 10). i / l t t / , 1 1 •Q.� r 1 , �; ' �/ � • SITE IS NOT WITH IN A STATE APPROVED ZONE If GROUND WATER RECHARGE -- •8 I , , - f . : . . �/ t f , , , t t p• t O PROTECTION AREA._ 48,1 i /. O t ti 3 7 X 2 ' d t t t t •'� , \ / ;;i r1I1 1 t / / /• O_l t �J�I� g 9.) UTILITY RECORD AS—BUILT INFORMATION SHOWN HEREIN: � J IBM: sTAK SET ,' ' /' I •�.' ' - ,r / a1,7 •'O• � , 1 1 � J! � • THE CONTRACTOR SHALL CONTACT DIG SAFE AT 1-888-DIG-SAFE AND UTILITY COMPANIES TO LOCATE \ I t / ALL EXISTING UTILITIES, AT LEAST 72 HOURS PRIOR TO THE START OF CONSTRUCTION. THE LOCATION OF 47,9 DEL. 48 10' N VD29� tx x I \ / / I l l �. / / �ii !I > 3 c� co IXISTiNG UNDERGROUND INFRASTRUCTURE, ,47,8 5 / / 1 17,7 -- 4i r UTILITIES CONDUITS AND LINES ARE SHOWN IN AN APPROXIMATE \ 4 7,4 I I t \ i f v, ; / ! z WAY ONLY MAY NOT BE LIMITED TO THOSE SHOWN HEREIN AND HAVE BEEN RESEARCHED BASED ON THE 11 X AVAILABLE UTILITY RECORDS NOTED HEREON. THE CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR �\ \ 48,3 1 I ,\ \ // / �OQ' ( l //\�- _ rl�il 2' 6 ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY THE CONTRACTORS FAILURE TO LOCATE SAID 37.8 19,9 / /i = JJ i fl r x i INFRASTRUCTURE AND UTILITIES EXACTLY. IF FIELD CONDITIONS DIFFERS FROM PLAN INFORMATION, THE I \ / t � x / r i -_\11f� 1 4 ! r� CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY FOR POSSIBLE REDESIGN. / i / 22 4.4// \ 4'Q 10 I \ ` I I Y { x 341 1 ` \ ,� �'`� APPROXIMATE LOCATION OF UNDERGROUND UTILITIES PROVIDED BY WATERLINE INSTALLATION TIE CARDS 06y • � � •�• - �'; \\ i z PROVIDED BY COTU(f WATER DEPARTMENT ON 5-24-05. APPROXIMATE LOCATION OF LEACH PIT AS FIELD VERIFIED ON 2-27-06. \ \ � 14 7TFG,\� x 47,4 x 4,I ,7 ► I � I � � \ � r \ � z \ � � �. � \ � \ - \ \ `\ 11�'i,I IP FND 4 \ � , ► � � � � \ � \ Q � ,1 � � � � � 'L\ \ \ \5� \ \ � � \ ICI + ,II 8J �. \ LU O �\ y� \ \\ \ 2.8. •�6�\ �� \� \ `� `� ` \� 1 8\, d I Ilfl ��Illil ! r` 2,2 / 47.4 / \ \ \ \\ \ �\ \ N\ \\ \ \ \ �\ \ \�I�lij ��1 +1 �.. 821 Old Post Road �++I catult, Massachusetts � �� \ iI� II �� !ICI 1 - �\ "/ / `S8• \ \ \ 'u- r \ v \ \ \� \ �, ���1 I �I11 ),I I N G r J, f I lJ.,L PREPARED FOR x\ 9� \ ` (� 11 I SE 3---2615 ?,, x \ o` '',11 I 'I �, 1; \ \ \ WATERWAYS , ,n �� (�� Thomas DeVesto % Bayside Builders 45 0 (/�\ \ \ \ �■ \ \ O 1'I 1 III \ O A � _ C'. # tv . I \ v- \ .�,1. 1; I I I I I I�' �? s , C� DEPARTMENT L u T r;E A R P,�l : P.O. Box 95, Centei'v111e, MA 02632 \ \ Ap. . \ v W , , \ \ i;i �v a. ��,�I�i`1 off 1 , III III ` I t_N E[)---R i 9 9 3- 01 9 5 (508) 771"1040 \ 1 t o �n 3�6 � \ ` ,o � i1 � i II II SE 3- 4 -, f O \ �` n\ 3 6, �w \ 1'1,r 1 �;1� 1 I I�; I — \.-i TTTLE c�, \ \ . ' O I 1� ` ` .� �'1,;�'��1' ; '',111 1 I Garden House \ \ \ py I } \ o.• , ;+ �� �.�; I I-H \ \ c O I l�;l��>>,j 1 ;1 I BuildingPermit Plot Plan 4� R 26 . • • o \, ,r+ ,6_ 1, 1 I BAXTER NYE ENGINEERING & SURVEYING \ �p �'S \ WOODEa •� i, \ f ► 1 �' gitl I I <I 2,2 01 , Registered Professional Engineers and Land Surveyors �13� �\ 8 , \ \ } I , I I I, III I � 78 North Street- 3rd Floor, Hyannis, Massachusetts 02601 l im I f I I I I i I i f 1 1 , I r Phone - (508) 771-7502 Fax - (508) 771-7622 • ' I I I I I l I I f 6 20 0 20 40 w ~Ia�TTIwJ 9� \� \� / �,�\�\ ( I I L 8 i V x I .T• '�,1'I I I I I II ICJ 7 .....,7 (' \ C � L EW' r ' ,\ \ \` 35,7 ABUTREF S �. ICI,�I�ill' I� illi i� `3 SCALE_ IN FEET CI \ \ x EL C ICI B X 1 / ►111�111� 11'11 I 1 -20• e �^An 83 . �, ' CD } /� )I, 1 I,11 j I I'1 3,0 c� ^ = I ;I �jll l , 1 DATE:02/27/06 / IP FND �/\��\��\1 1111 ll 4.1�( u \�11 S�i � � � VJ f 7,5 3,5 NO. BY DATE REMARKS 13P :M I N D W CH K :SAW DRAWING NUMBER if 71— SHED BEACH HOUSE /l 0: 2005 05-051 CIVIL PLO 2005-051 EC.dw 2005-051 WOODED F\w �� 48.2x. - - I SOIL LOGS LEACHING AREA REQUIREMENTS 48.2 x 49.2 '�•49.0 \R, _j / NITROGEN LOADING LIMITATION: NA 4 8 0 e x�1 \ 4 9.1 \ - / w `- DATE : 01 06/011 RESIDENTIAL: 5 - BEDROOMS 483 1 p � `\w ---w 4 8,6 �g�" 8.1/ P/ 11?35 � GENERAL NOTES < 49.2 x \ x TOTAL DESIGN FLOW = 5x110 GPO/BEDROOM = 550 GPD 0 /� '`+N I �x� \ ,� l - BOARD OF HEALTH � 1.) LOCUS AREA IS COMPRISED OF. 4 8.1 4 8,8 ; �F T e00 OT 49,4 _ 4 8.5 \ 4 7. sr�PHEN A. wl�oN. P.E noN.un . R. s. LOT 1 O PLAN BOOK 511 PAGE 65 '`'� GARBAGE GRINDER = N/A + y0,t,/ \+ TEST PIT 1 TEST PIT 12 ASSESSOR'S MAP 073 PARCEL 007 'IS ✓/ !o " G.S.E. = 47.2 " G.S.E. = 48.6 DEED BOOK 19,698 PAGE 179 PERC RATE = <2 MIN, f INCH (CLASS 1) �/ �� 4 8 S S ��` v G qG� 4 7.8 OWNERS/APPLICANTS: THOMAS J. DEVESTO & ANGELA Y. HAHN LIAR = 0.74 GPD/S.F. ' �2 �L�' 6S 48.1 0 ' 0 ; 21 TAMWORTH ROAD MIN. LEACHING AREA OF S.A.S. REQUIRED: � �/� �\ x 4 ]�\ p�\ STO <4 9.7 v� WABAN: MA 02468 7 7 F _ 1 _.. 1 PHONE 508 775-936 (550 GPD/ 0.74 GPD/S.F.) - 743.2 S.F. MIN. a '' � 48, �` \ � _-_.-- __ , , 4 8,3 0 ( ) 1 PROPOSED SYSTEM: 4 ® � e' F, \\ .�0�• r AP; 10 YR 3/1 ; SANDY LOAM AP; 10 YR 3/1 ; SANDY LOAM 3.) PRIMARY BENCHMARK : RM 41 O FIRM MAP 20001 0018 D 10.8' WIDE x 48.5' LONG x 2' DEEP LEACHING CHAMBER SYSTEM WITH 5-500 GALLON = 8 5 °� t 3.8 (10 MIN.) x 4 9.9 �, � X TO PROPERTY LINE x 4 9,8 4 / � '�,, " " EL 48.97 (DATUM: NGVD 1929) to X PRECAST LEACHING CHAMBERS UNITS WITH STONE (SEE DETAILS HERE-ON) 48,0 WOOD F TO 49.3 4 Ej,1\ 8 ELEV 46.53 6 ELEV 48.1 PROJECT BENCHMARK : SEE PLAN SIDEWALL AREA: 48.5' + 10.8' 2 x 2' DEPTH = 237.2 SF Y \\ c0 48.0 \ `Y 4. THE PROPERTY LINE INFORMATION SHOWN IS BASED ON CURRENT AVAILABLE RECORD ( ) O \ F� \ T� 4 8. \ B ; 1 OYR 5/6 ; SANDY LOAM B ; 10YR 5/5 ; SANDY LOAM B07TOM AREA: (48.5' x 10.8) = 523.8 SF m =: -4�- �-4 8,3 °° ���� \✓T 4 9.3 x / - �r \` INFORMATION CONSISTING OF PLANS AND DEEDS. THE EXISTING FEATURES SHOWN TOTAL EFFECTIVE LEACHING AREA = 761 SF \�b \ - •' F �� `� ,Q , 16' ELEV 45.87 18' ELEV 47.1) HEREON WERE OBTAINED FROM AN ON THE GROUND FIELD SURVEY PERFORMED BY �` 4 7. \ \ R / - ', 4 8,5 BAXTER, NYE & HOLMGREN, INC. ON MAY 17, 18, do 19 2005. SYSTEM DESIGN CAPACITY = 761 SF x 0.74 GPD/SF = 563 GPD Z 48.0 'M �•8. ......:':':-'� � O� � � , _ , a � \ _ - 48.3 48�F \ ✓ 12.a 10 MIN; . _j �i , �, �` -x_ �� \ S ). „ i C ; 10YR 6/4 ; MEDIUM SAND C • 1OYR 6/4, MEDIUM SAND 5.) COMMUNITY PANEL NUMBER: 250001 0018 D SEPTIC TANK SIZING. 550 GPD x 20OX = 1100 GAL O 4 7,9, . RF `� TO WATER/UNE �. j USE 1.500 GALLON TANK MIN. Off` \ x 4 8.4 x� '� ' 4 8.7\ \ THE FLOOD INSURANCE RATE MAP DEFINES THIS AREA AS ZONES. 4%�7 /� 4 8.3 ;. <.. _ 132' (MY 36.2) 132' (ELEV 37.6) 47.5 •h� 1 48,0 48,5 /. .._�_ A11 (EL 11) d� C O 1 i 48.5 10.8 S.A.S. TH _ c � . \ l NO WATER AT 132 (ELEV 36.2) NO WATER AT 132 (FEET/ 37.6) 5 ECAST LEAC G 4 8 _ \ I PERC O 48' (ELEV 43.2) PERC 0 52' ELEV 44.27 6.) ENVIRONMENTAL INFORMATION: 47.9 I CAMBERS - PLAN do 4 8.5 -\ eZc \ \ `, RATE- <2 MIN/IN RATE- <2 MIN/IN ) • I OFILE LA DETAIL SITE IS NOT WITHIN AN A.C.E C. (AREA OF CRITICAL ENVIRONMENTAL CONCERN). 4 8, BELOW D-f�OX c 4 8.7 \\�F�\ % 4 7 7 CLASS I SOIL CLASS I SOIL \ w o '; • SITE IS NOT WITHIN AN AREA OF ESTIMATED HABITAT OF RARE WILDLIFE PER _ _ _ 47.6 42,w �' \ ' / ,' i NHESP MAP JUNE 2003 'ESTIMATED HABITATS OF RARE WILDLIFE" Cs EXISTING GRAVEL DRIVE F,;� �, O \ \\ �� / FOR USE WITH THE MA WETLANDS PROTECTION ACT REGULATIONS (310 CMR 10).' TO BE REMOVED 4 g 4 1- T 48.7 \ � ) / , , . SITE DOES NOT CONTAIN A CERTIFIED VERNAL POOL PER NHESP MAP JUNE 2003 I *4 8,1 '� 4 8,1 4 8.6 4 8.4 I I SHED ARAGE AND f Q 3 7,/ A ` \ x y f SHED BE REDO �� \ �`� 4 7.8 Q / ' / , / / 25!' / ,' "CERTIFIED VERNAL POOLS.' 4] � ,� \ �• \ 33LF a PVC 48.4 4 8,9 x �'2 \ ----- ''Oi i ;• D Fp 0 T SITE DOES NOT APPEAR TO BE WITHIN A PRIORITY HABITAT PER NHESP MAP 1- \ \ S= t.1x / � �/ � 4b.4_ 8 O O l,J E , JUNE 2003 "PRIORITY HABITATS OF RARE SPECIES' FOR SPECIES UNDER )­48. 4 8.3 / 1 48,51 F.E 4 8.5 7 Oh i / \ \� - / ,] •QO 3 5,9' , l I ,r / . 1 ' THE MASSACHUSETTS ENDANGERED SPECIES ACT REGULATIONS (321 CMR 10). \ 48,3 / - ,- �o ,� / 46, X \ `5.4' x / / / r J 2eQ 7 r (� . . ./. , 0 4 10 F 4" PVC 4 8,3 / TIC 4 8,3 , ` ! J i t;� / F� / 3 6.4 36, r'2 4 r / • SITE IS NOT WITH IN A STATE APPROVED ZONE II GROUND WATER RECHARGE r E_,, ,.I ;�I / 372 37.1 3 V a1� 1, / f PROTECTION AREA. / \ w S= 2.07E �,\ TP 1 i \ /Ox i' } 1''1 r '/ r x r r x O APPROXIMATE LOCATI �I / EA / i f , l \ \ 48.4 �` \ / -� / �° / 37,2li OF PROPOSED DRIVE w f EMS G LEACH PIT TO BE - / 4 t, 'c�!` r �• r ' _� 47.2 h / \� w� P.��\. �4 ���� ��C�SAND�AVOWED WITH � / OJ� �l' �'9r' ,fI ' �r l r' O 8,5� /� ANDONED OR REMOVED / x / / ,�JNDER / � / / 7 �'' 3✓T / 47,1 �h. .,,:; = �� , `x �46 / 00NST/kU �, , 37. 37 3 ,� , , • / EXISTTNG WATER s �, C� / / , � , \ •`' �� 31 SERVICE TO BE / /x ' x r' I r _------ 48.2 x RELOCATED cq , 43/ , , 37.1 �r ; ' 1 x�, CONSTRUCTION NOTES Q o, F �CF EXISTING DWEWNO /• / i i /3 9.�' I 33, l O 'x 4e. s FE- `�4 9.S [L TO BE REMOVEO� / i r / , x r / 1. ALL SYSTEM COMPONENTS SHALL BE INSTALLED IN ACCORDANCE WITH TITLE V OF 47,1 /�� 48•S `� \ �- 4� ,� /'/ ,' i' �Qe�'�� ,' i ► i ' f' ' r• rf l i r !' i THE STATE SANITARY CODE DATED MARCH 31, 1995, AS AMENDED THROUGH THE DATE / \ w ' / / �'/p tM / ! I \ I r' 1 ' r ! ,' l j` ' rr OF THIS PLAN, do ANY LOCAL RULES do REGULATIONS APPUCABLE 8 ` // �' ' / ,` /' l ,f ,' .,' / ; ' ' J20 (2. ANY CHANGE TO THIS PLAN MUST BE APPROVED IN WRITING 8Y THE ENGINEER `9 � \ UTILITY POLE TO BE / / Qom;/ I P F N D 4 7.7 `� RELOCATED 8.5 x - �� ,� a v / ,� / ,' I �. • 1 c >` x ELEVATION INFORMATION MUST NOT BE CHANGED WITHOUT WRITTEN PRIOR APPROVAL BY /4 6.9 `\ 8 21 OLD P 0 S T R ,� i�_, ,w__ f ; ;' �% �` ` f' 0,�1 x THE ENGINEER. r / �, � 1r x , LOT 1 48.6 Q p / / l l 1 l f r b A],� ! / � � � / � , � , / l � 1 � r I � , .f � �1 r ; 3. WHEN CONSTRUCTION IS COMPLETED, PRIOR TO BACKFlWNG, NOTIFY THE BOARD OF TOTAL AREA PER W O D y y ,� i ,1 / i ' / ( ,' f I x �' r1' , r' : I HEALTH AGENT AND ENGINEER FOR INSPECTION. tieP S A` l B 0 0 K 511 PAGE 6 5 .2 �p ' ,' / ;' ,'' ,'� , ;' f �r' ,� f J� l' r' ,; ! ;' j 4. ALL SANITARY DISPOSAL SYSTEM PIPING TO BE 4" SCHED 40 PVC. UNLESS OTHERWISE 90,784t S.F a �' p / !� l / r. ,' ,, 1 ; �� t r r 00 2.08f ACRES � C i /l ��� ,�� � / it i ' 1/ i+ i r' tf f �` ,' ' f • r rf r r . .; If i NOTED HEREIN. / , l , / r , r+ x . >5• EXCAVATE UNSUITABLE MATERIAL IF ENCOUNTERED, TO THE C HORIZON , FOR A •7' i/ x 417,3 / �/ / i i ' x/ 3 ,3 ' x f ' r' r ' ' �= x ' HORIZ. DISTANCE OF 5' SURROUNDING THE LEACHING FIELD AND REPLACE WITH C l 1 , , , r l , �rt , 1 , / 1. , / ! l LEAN i ' / f r 4 L l ' ' r r f r r' r I r << /. 20,8 SAND PER 310 CMR 15.255. 48.1 x 48,3 / j I r 8,2 , , /... / / / r ' '� 9 1r r� / /43,6 /.. , x x �,�,8 �� �, f r L�. 8�� r1 / / , , / ,/ 6. INSULATE ALL PIPES AGAINST FREEZING AS REQUIRED WHEN LESS THAN 3' OF COVER. A �', f' / i ' ,� ,/ / // / / /l i ` i l' i r Q ? l 7. THE SEPTIC SYSTEM DESIGN DOES WI INCLUDE A GARBAGE GRINDER DISPOSAL. O a I r / / / / / r r , 4 8,1 8 _ _ - .X l'L/ ' , , , , , l :O -, / / r 8. THE CONTRACTOR SHALL CONTACT DIG SAFE (AT 1-888-DIG-SAFE) AND UTILITY g--- , , l , i / ,/ ;/ / ,3 '1 / / ; , r l' r COMPANIES TO LOCATE ALL EXISTING UTILITIES, AT LEAST 72 HOURS PRIOR TO THE +,�,OO D .'' �/ 37�, / x �� / F�O � / i •�' l ,' ' l' ll !rl l START OF CONSTRUCTION. THE LOCATION OF EXISTING UNDERGROUND INFRASTRUCTURE, 1 , r f,. , / '/ , / l / / , �. ,' , 1 UTILITIES, CONDUITS AND LINES ARE SHOWN IN AN APPROXIMATE WAY ONLY, MAY NOT I r 1 ' ' 1 . ' i ' i f .A ' 1 ' , l ' -7 / l r ' BE UM90 TO THOSE SHOWN HEREIN AND HAVE BEEN RESEARCHED BASED ON THE 5 PRECAST cHIAMBERs o , T B M: , S T A K SET , i / / , / , �2 , ; , 1, I., O r . f .. r , . / / AVAILABLE UTILITY RECORDS NOTED HEREON. THE CONTRACTOR AGREES TO BE FULLY x 47.9 IEL. 4810 N VD29� r / / `4. , l f x 4 7.8 4 7,4 r } t j 1 S l / / % / / t I ( � �. 3 1 x / f' jr L �� / ! 1 ,7,j RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY THE '-ice •, y ' / y� CONTRACTOR'S FAILURE TO LOCATE SAID INFRASTRUCTURE AND UTILITIES EYACTLY. IF • .5' •4.8' 10.8' x 4 7,7 j I f / ; / , / �I I ' x i ) . ( ,r ,1 ."�r / X --_ FIELD CONDITIONS DIFFERS FROM PLAN INFORMATION, THE CONTRACTOR SI IALL NOTIFY < x ) I I I i / j .� l / / -- THE ENGINEER IMMEDIATELY FOR POSSIBLE REDESIGN. `_,:sx '=1, - En' ,. 48.3 ; ' ' r //x 3 7.8 0 ,' ,' O v .. 2.� 1' r/ �19��9 �; . • • , ' 1 l ti , / , , / x x / r APPROXIMATE SEPTIC SYSTEM LOCATION FOR HOUSE 835 PER INSTALLER'S 71ES �- j i I '� `\ ( / / !' /' i 2�' I . r ., r SEWAGE PERMIT 1 95-774 ON RECORD AT THE BARNSTABLE BOARD OF HEALTH. r \ I PLAN OF S �> �\ \ Y I r �� �� , \ f APPROXIMATE LOCATION OF UNDERGROUND UTILITIES PROVIDED BY WATERLINE OIL ABSOREITION SYSTEM WITH 500 GALLON PRECAST LEACHING CHAMBERS i t 1 \ ` 1 Z ND sl�tE Q 34.1�\ \ ` ` \�\ � I I t ( I t 1 1 ` ` \ \ '� ` \\ \ ` -. ' . .�\ \ INSTALLATION TIE CARDS PROVIDED BY COTUIT WATER DEPARTMENT ON 5-24-05. m \� \. \ \ \ \ \�_~ \ \� .\��\ APPROXIMATE LOCATION OF LEACH PR AT HOUSE 1821 AS FIELD VERIFIED ON x 47.4 / x 44,7 I i l i �� ``\ ` ` \ ��- \ \ \`� ` Z \ \\ �,` `,\ \ �\ ' \ \` \ \ \ 2-27-06. WATERTIGHT MANHOLE FRAME AND x I P FN D // I \ ` ` x 'Q 4 \ `\ ~\ .\tn \ \�\ �`\ 1 ,Q `\ \ `\ \\ `, \\ \\ \ `� �. 821 Old Post Road COVER TO GRADE 3A - 11 47,6 ! f \` ,` \` \� \ ` \ (n \ 1 \ \ , Jy , , \ \ , \ FOR INSPECTION PORT) DOUBLE WASHED STONE // ,\ , \` `\ \ `, Oa ,, ,\ \ ,\ , x ` .\�'6.\ \ `\ \ \ \, \\ Cotult, Massachusetts ( 4■ B-Ms �� �\ �\ \ 2, � •\ �, �\ ,\ \\ \ \\ , ,\ \ \ 1�\8 \ PREPARED FOR -I 2o' DUI-- 4 7.4' / , , ` �\ \ � \ , \ \ \ \ `\ , \� \ r PE4STONE �o 0 0 0 0 o m ` ,� Thomas DeVesto FLOW LINE 10' s a.:�:r �- �c,, / \ \ `� \\ \ \ x \, J \ \ \ , \ \ `, `\ ` �\ \ ` 21 Tamworth Road -�. ...�-cti �® � �_. .`•its � 3 ® O ® ® O � O /� \ , \ \ \ � Q. \ � C� \ \ \ \ , MOIVE24 am♦ # � � DE \ \ \ \ \\ Waban, uA o2468 3.0' 4.8• Q. 45)0 1 ( ) 1o.a T- ; TITLE ��^✓ `SST l' rlf i, �, �t` 1' :� \ \,` �\ \`\\ �\ \\\1 \\\ \\ W Septic�i stem Design Plan P System 9 N 6 < O r ' o _Q ` '�` x 3 6 ' ` \ v� ' Pro osed House CONCRETE LEACHING CHAMBER SYSTEM DETAIL �F/�, pp✓s�T S TQ '� 1 0 \, �`, �\ 36 �� \ \� \\ ` i// P o NO SCALE '`j�,pO Q07 A ,c�0i.,�I'/ TYPICAL SYSTEM PROFILE �s q� j '\ `\ •, \ '\ ' 1/r1'f,'�',r BAXTER NYE ENGINEERING & SURVEYING NOT TO SCALE 1,/4,1 F CO /TF S� NOTE: D 4 2 2 , - \ \` Registered Professional Engineers and Land Surveyors 1. MATERIALS SHALL MEET H-20 LOADING REQUIREMENTS AS NOTED. ERR `, `, \ \\ `� `�\ , \ 1 ', �� \} r,'f' (!'j 78 North Street- 3rd Floor,Hyannis,Massachusetts 02601 AT �& OVEM„ I of , . SET E FRAME Phone - (508) 771-7502 Fax - (508) 771-7622 APPROXIMATE TOP OF RISERS & COVERS SHALL BE WATERTIGHT 8 COVER TO WITHIN C OF FINISH GRADE RISERS & COVERS SHALL BE WATERTK;Hif FINISH FLOOR - 50.50 FNNLSFIED GRADE OVER TANK = 48.3 FINISHED GRADE OVER D. BOX - 48.5 SET 1 INSPECTION COVER TT) WITHIN 6' OF GRADE 20 0 20 40 PROPOSED GRADE -48.50 WITH WATERTIGHT' RISERS do COVER 4, !� 3 MMN. TOP OF D-M EL- 45.92 FINISHED GRADE OVER LEACH W CHA18 M - 4&6t SCALE IN •FEET • 2' of DOUBLE 1 20 w►TrHEw ti f +� ..• .' 34 LF»4' SCH 40 PVC OS- 1.1X WASHED PEA STON: w TOP OF CONC. _ EW Y �' 6' MW r 21 FIRST 0 BE LEVEL) 9 (min) Cover CHAMBER EL 45M WV W- 46.0 10' MYN. NV OUT- 45.75 2• ^• 4" SCH 40 PVC TOP OF PEA (max) CONNECTION PER 83 /. F36" max Cover '�• =' 4' SCH 40 :► OS- 1.1 x STONE. EL-45M 1.0' COIMCRETE MANUFACTURER 4' SCH 4o PVC BAFFLE NV IN- 45JB 6' SUMP . Nv OUT- 45.21 N LEACHING CHAMBERS RECOMMENDATION L- 10' S-2.Ox (t.ox MIN ALLOWED) - 14' •. 4" DIA. PVC rra`.n:;••�';;=t j r INN OUT -48.20 REINFORCED CONCRETE-,,.. 6' CRtJtSF1ET) �� '::••• '��' '• s y DATE: 05/19/06 .STONE BrISE 24• •.. 0 O O O C7 O 60 HED STONE V•Q\7c�G 5 DISTRIBUTION BOX • MIN 43.O CO2 1.500 GALLON ONE-COMPARTMENT SEPTIC TANK Romeo DB-3 (H-2O) OR EQIIAI WV. IN - 45.0 ROTONDO ST`1500 OR EQUAL (NOT DESIGNED FOR H 20 LOA M) No Grounawalar Observed 0 Ow. 3&0 N0. BY DATE REMARKS 7i0 BE INSTALLED ON A LEVEL STABLE BASE TO BE INSIAU DD ON A ABLE BASE SEPTIC TAN( TO BE INSPECTED & CLE40 ANNUALLY CONCRETE LEACHING CHAMBER SYSTEM RAwN BY:ML ESIGNED W CHECKED BY:SAW DRAWING NUMBER ACME PRECAST CONCRETE LEACHING CHAMBER (H-20) OR EWN. To BE 06PL n ON A Lam• SME LASE 0: 2005 05-051 CIVIL PLO 2005-051 SP-M.dw 2005-051