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0029 LINCOLN STREET
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'.'t ,.. „ v - :• t. - - i a1 ,. ,. ,. _ c. : , ,, , .v: r ' s , w • . a' "'. w ,'., . ,-I _- , .:, o v ,. . ,, ,,III i c - • 4 , . • , , ,.I r , .. - , .f :y i q .. -. „. �_._�`..t�. ...�,_—e»�-,w..Y,..,,.,.w,.w..ao-.__.._N.w .._,_....__,w..,.,... n:�m....a..,_...a•.::v.,..,.;�..ab-.:...�...� y D PLAN BOOK 2G PAGE 1 13 F>F , rn X CD 70 o O II C ti ASSESSORS MAP 22G PARCEL 144 1 O � N =. papa -1 F9`� Lzo m �WZ s . O rn N o z z Z co � c r—. rn `) MAGNOLIA AVE . rn D rn rn ,< --I V , 13Sna� 02 N n /-D 0 rn 70 r-- N ( , 1 50.00' cn rn a � i V, D rn �1 O zoy O = � NO 4* o �cn0 N rTl = D iv 71, A O (- 70 D o_ /!nn CJl rn v Fn O fTI v u Z z O r C rn rn U' Dtiti 0 o C� D 0 m W O c� N _ /7 -----0-- m Cn rn D oCl 10 25 1 .54' LI N CO LN .STREET •ti TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION X Map o7 0'1(o _,, P cel I�'� Application# ��V Health Division --- °-2 t4Z_-]20049-0(09 Conservation Division Permit# Tax Collector Date Issued Treasurer E Application Fee Z. CIO Planning Dept. Permit Fee Date Definitive Plan Approved by Planning Board Historic-OKH Preservation/Hyannis Project Street Address d R L i ww I N s rYP_e -�- Village LQ Owner MR_ m RS Address G(o TERM LO Telephone S08 - 77 - 117 7 1 Permit Request R I i o ?D 1�1 i.L u FA Ek2G t c e S 1 � 2 2 ��e c�N e IAQ j Square fee"I . xisti g 11 proposed.-SAH,E 2nd_floor:existing 0 - proposed_ Total ew e�D t. Zoning District Flood Plain W-o Groundwater Overlay tJ b c�0 Do d. .Project Valuation Construction Type Pevl House 2ehnoDle • Lot Size Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family 60 Two Family ❑ Multi-Family(#units) Age of Existing Structure o?o y RS Historic House: ❑Yes EfNo On Old King's Highway: ❑Yes 6 No Basement Type: ❑Full ❑Crawl ❑Walkout ❑Other S LA �!, Basement Finished Area(sq.ft.) N A Basement Unfinished Area(sq.ft) Ar- Number of Baths: Full:existing - new - .,,Half:existing new ` Number of Bedrooms: - existing O new Total Room Count(not including baths):existing o N 2 new T00 First Floor Room Count 'TLJU Heat Type and Fuel: AaS ❑Oil ❑Electric ❑Other Central Air: U.YeS Cl No Fireplaces: Existing - O New _p - Existing wood/coal stove: ❑Yes 5 No Detached garage:❑existing ❑new size .Pool:❑existing ❑new size 1U A-°y Barn:❑existing^ ❑new size Attached garage:❑existing ❑new size Shed:❑existing ❑new size N/ Other: PAI Zoning Board of Appeals --Authorization L) Appeal# Recorded❑ Commercial ❑Yes (1Tlo If yes,site plan review# Current Use Oue C.RR C-,WIN E Proposed Use ?Do L QUSQ BUILDER INFORMATION— Name 41AQuo'I T 6Roga ��.G.= 3c;,We¢S ;Rolephone Number V8-4olB-1934 Address 6o44- 1?4) t RD_ Qo d u x .509 License# C 5 579'3`}' mAesTp J M o I lS MA 004640 Home Improvement Contractor# I S 040'\S3 Ruff MAUL LA C e-8 - Worker's Compensation# QC OUD o?374 ALL CONSTRUCTION DE S RESULTING F M THIS PROJECT WILL BETAKEN TO TR4NjsF%ct— 6-m,- 'l o ti -Dump T 4I4— SIGNATURE ATE a a4 41APP 9 FOR OFFICIAL USE ONLY PEWAIT NO. DATE ISSUED MAP/PARCEL NO. 's a. ADDRESS VILLAG>✓ OWNER' _ Y DATE OF INSPECTION: FOUNDATION FRAME SO'- ! ;7-1 r INSULATION ' FIREPLACE ' ELECTRICAL: ROUGH FINAL _ PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING 0 DATE CLOSED OUT ASSOCIATION PLAN NO. y °F THE l°�� Town of Barnstable ' Regulatory Services µ � y + BARNSTABLE, y MASS. $ Thomas F. Geiler,Director En 39.I a 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 Prop.erty.Qwn.e=r Must Complete and Sign This Section ABuilder as Owner of the subject property hereby authorize ' G' Bv -S to act on my behalf, in all matters relative to work authorized by this building permit application for: - (Address of Job), �ignature of Owner' nate Print Name If MPro e 'Owner is applying for ermit lease complete the P �' P P P Homeowners License Exemption Form on the reverse side. QTORMS:O WNERPERMISSION THE Town of Barnstable �pp Tp - Regulatory Services w Thomas F. Geiler,Director BARNSTABLE, q MASS. 1639. A Building Division lfD � Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 HOMEOWNER LICENSE EXEMPTION Please Print DATE: 'A-Z 08 JOB LOCATION: �� LJNGGIIV 0 9y.4AW/S QOLT number street village �A1 pp C� „HOMEOW &NER": 1.eA4Aj /d gi;j SD& • 778 77 N/o name MEW phone# work phone# CURRENT MAILING ADDRESS: G /t W 4oq C eyrem.,d le /III city/town state zip code The current exemption for"homeowners"was extended to include owner-occupied dwellings*6f six-units or less and to allow homeowners to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor. DEFINITION OF HOMEOWNER Person(s)who owns a parcel of land on which he/she resides or intends to reside, on which there is, or is intended to be, a one or two-family dwelling, attached or detached structures accessory to such use and/or farm structures. A person who constructs more than one home in a two-year period shall not be considered a homeowner, Such "homeowner"shall submit to the Building Official on a form acceptable to the Building Official, that he/she shall be responsible for all such work perfonned,under'the buifdinipermit.'t (Sec'ti6nlf09.1 1) The undersigned"homeowner"assumes responsibility for compliance with the State Building Code and other applicable codes, bylaws,rules and regulations. The undersigned"homeowner"certifies that he/she understands the Town of Barnstable Building Department minimum inspection procedures and requirements and that he/she will comply with said procedures and requirements. Signature of Homeowner Approval of Building Official Note: Three-family dwellings containing 35,000 cubic feet or larger will be required to comply with the State Building Code Section 127.0 Construction Control. j HOMEOWNER'S EXEMPTION The Code states that: "Any homeowner performing work for which a building permit is required shall be exempt from the provisions of this section(Section'109.1.1 -Licensing of construction Supervisors);provided that if the homeowner engages a person(s)for hire to do such work,that such Homeowner shall act as supervisor." Many homeowners who use this exemption are unaware that they are assuming the responsibilities of a supervisor(see Appendix Q, Rules&Regulations for Licensing Construction Supervisors,Section 2.15) This lack of awareness often results in serious problems,particularly when the homeowner hires unlicensed persons. In this case,our Board cannot proceed against the unlicensed person as it would with a licensed Supervisor. The homeowner acting as Supervisor is ultimately'responsible. To ensure that the homeowner is fully aware of his/her responsibilities,many communities require,as part of the permit application, that the homeowner certify that he/she understands the responsibilities of a Supervisor. On the last page of this issue is a form currently used by several towns. You may care t amend and adopt such a fom>/certification for use in your community. Q:forms:homeexempt N, REScheck Software Version 4.1.2 Compliance certificate Project Title: G.C.I. Report Dabs:ovism Date filename:Untitied.rck Energy Code. Massachusetts Energy Code t ovation: Barnstable,Massachusetts Construction Type: 1 or 2 Family,Detached Ong Tom: other(Non.Electric Resistance) Glazing Area Percentage: 39/e Heating Degree Days: 6137 Construction Site: Owner/Agent DesigneNCAntracinr_ lin�ln Street G.C.I. Colony Insulation, nc Marston Mills„MA 02648 PO Box 509 28 Jonathan Bowe Drive Marston Mills„MA 02M PocaSSet„MA 02559 508-7764498 50"63-6049 i Comp421109:15.7%Better Than Coda Maximum UA:127 Your UA:107 Cavity col t. blazing UA ASsernbl' our Perimeter 6-Factor ! Ceiling 1:Flat Cefling or Scissor Truss 86 90.0 0.0 Ceiling 2:Cathedral Celing(no atihc) $ 440 30.0 0.0 15 Well 1:Wood Frame,W ox. 924 13.0 0.0 72 Window 1:Wood Frame:Doubie Pane with Low-E 25 0.350 9 Door 1:Solid 24 0.350 8 CaoMPAInce Statement- The proposed building design described here is consistent with the building plans,speed canons,and otter calculations submitted with the permit applicgtion.The propose{building has been designed to meet the Massad�usetts Energy Code requirements in RESCheck Version 4.1-2 and to comply with the mandatory requirements listed in the RI:S assa eeti don Energy Code The heating load for this building,and the coaling load ff appropriate,Nis been determined using the applicable Standard Design Condilbns found In the Cade,The HVAC equipment seleated to heat or cool the building shall be no greater than 1250/1,of the design load as spedflad in Sections 780CMR 1310 and J4.4. w Name-Tide anature -„ Cate l 1 Project TWO:G.C_L Data Page 1 of 4 filename:Undded.rcit i Report do@:02119108 Nola NOI VIIlGNI AN07I00 LTT9695805 %ttd 09:9T 800Z/6T/ZO REScheck Software Version 4.1.2 Inspection Checklist Date:02/19/08 Ceilings: ❑ Wing 1:Flat Ceiling or Scissor Trust,R-W.0 cavity insulation Comments: ' q Ceiling 2:Cathedral Ceiling(no attic),R-30,0 cavity insulation Comments: Above-Grade Walls: i q Wall 1:Wood Frame,18"o.c.,R•13.0 cBvlty insulation Comments: Windows: ❑Window 1:Wood Frams0ouhie Pane with Low,E,U4actor,0.350 i For windows without labeled U-factors,dsu&ba features: #Panes—Frame Type— _Thermal&vak?:Yea;No CCrrtmettts: Doors: ❑Door 1:Sotld,"ctor:0.350 Comments: Air Leakage: 0 Joint$,penehations,and all other such openings in the building envelope that are sources of air leakage Fire sear, ❑ Wham installed In the building envelope,receased lightIng fixturesigmeet one of the foilumng requirg�nt$; 1. Type IC rated,manUlEacturad with no penetrations between the inside of the recessed fixture and oiling cdvit)r and sealed or gaftted to prevent air leakage into the unoonditlonsd space. 2. Type IC rated,in B000rdance with Standard ASTM E M,With no more then 2.0 efm(0.944 Us)air mcvament from the the conditioned Space to the Ceding cavity The lighting fixture has been tested at 75 pA or 1.57 IbWV Pm;sure difference and shall be labeled. Vapor Retarder: 0 Installed on the Warrn4n-winter side of an noravanted framed Ceilings,walls,and floors. Materials kteatifleadon: ❑ Materials and equipment are Identified so that complianoe can be determined. q Manufacturer et$nuals for all Installed heating and cooing equipment and aervice water heating equipment have been provided. ❑ Insulation R-values and gMng.U-factors are dearly marked on the building plans or specifications. q Insulation is installed according to manufacturers insttudlong,in Substantial contact vft the surface being insulated,and In a manner that achieves the rated"lue without Compressing the insulation. Duct insulation: q Due%s are insulated par Table J4.4.7.1. Duct C0115tructfon', q AN acoesslbie Joints,saams,and Connections Of supply and return ductwork located outside eonditicnW apace,indUding Stud mays or Joist cavides/spaCes used to transport air,are sealed using mastic and fibrous backing tape Installed according to the manufacturers installation instructions.Mesh tape may be omitted where gaps are less than 1/8 Inch.Duct tape is not permitt9d, I` The HVAC system provides a means for balancing air and water systems. � Pro)ecd Title:G.Cd. I Data filename:Untitled.rpk Page 2 of 4 Report date:02/19/08 C00,1M NollylasNI AN01103 LTT9fi99902 XV3 TC:9T 8009/6T/ZO r Temperature Controls: Q Thermostats awst for each separate WAC system.A manual or automatic means to partially restrict or shut off the heating and/or Cooling input to each zone or floor is provided. Heating and Cooling Equipment Sizing: ❑ Rated output CaW.4 of the heating/000ling system is not greater than 125%of the design load as spepfied in Seniors 78XIVIR 1310 and AA Circulating Hot Water Systems: Q prcukiting hot water pipes are insulated to the levels in Table 1. Swimming Pools: ❑ Ali heated swimming pools have an on/off heater switch and a Cover unless over 20%of the heating an��rgy is from non�spletablg sources.Pool pumps have a time clock Heating and Cooling Piping Insulation: (� HVAC piping conveying ftulds above 120 degrees F or chilled fluids below 55 degrees 1=are Instdated to the levels in Table 2, w ' i Project Tice:G.C.I. Data Manama:Unditd.rok Page 3 of 4 Report data:02/19/08 too NIOI VrIfISNII AN0100 LTTM2909 %tad TC:9T SOOZ/6T/ZO ?able 9:Minimum insulation Thickness for Circulating Hat Water Pipes fnsuiatlon Thidcnm in Inches by Pipe S ae Heated Water Non-0Irculating Runouta ClrculaMng Mains and Runouts . Tom gyre(^F) UP to 1" Up to 1.25" 1.5"to 2,0° Over 2" 0.5 170� g0 140-160 1.0 0.5 1 2.0 100.190 0.5 0.5 t.a 1.5 0.5 1.0 ?able 2:Minimum Insulation Thickness for HVAC Pipes Piping System Types Fluid Temp, Insuldon Thickness in inches by pipe SIM Range('F) 2 Runouts Fond Less 9.25"to$.0° z ` Heating Systems Low PressUrefTernporature 201 250 1.0 �^ Low Temperature 120 200 1.5 1.5 2.0 Steam Condensate(for feed water) Any 1 0 1. 1'0 1.0 1.5 Cooling System 70 s 0 . 1.5 2.0 Chilled Water.Refrigerant and 40.55 Brine Below 40 0. 0.5 0.75 1.0 1.00 1.0 1.6 1.5 NOTES TO F16W:(Building Department Use O1*) ------------ Pf0)eCt Tide:G.C.I. Data filename:Urldtfed,rck —~ Page 4 of 4 Dort date:02119roe S00 0 NOIZVIMSNI AN0'I00 LTT9b95802 %VA TC:9T 800Z/6T/Z0 02/25/2008 MON 11: 33 FAX 508 790 1677 FAIR INS (MOO 1/002 AQ0jRQu CERTIFICATE OF LIABILITY INSURANCE oaiz5i 00' PRODUCER (S08)775-3131 FAX (S08)790-1677 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION The Fair Insurance Agency, Inc ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE P.O. Box 430 HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. 619 Main St. Centerville, MA 02632 INSURERS AFFORDING COVERAGE NAIC# `- INSURED The Waquoit Group LLC DBA GCI Builders, Inc. INSURERA: National Grange PO BOX 509 MSURERB: Savers Marstons Mills, MA 02648 INSURERC: INSURER D: INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR.CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL-.THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADVL TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATIONII&INS RE ATE fNIMIODDLYi LIMITS GENERAL LIABILITY MP143707 05/28/2007 05/28/2008 EACH OCCURRENCE S 11000,000 X COMMERCIAL GENERAL UASILITY DAMAGE TO RE147ED $ S010001 -- CLAIMS MADE m OCCUR MED EXP(Any one person) $ 5 r A PERSONAL&ADV INJURY $ 1,000,000 GENERAL AGGREGATE $ 2,000,000 GENT AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMPIOP AGG S 2,000.00 POLICY JECT LOC AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT ANYAUTO (Ea accident) $ ALL OWNED AUTOS BODILY INJURY SCHEDULED AUTOS (Per person) $ 'HIRED AUTOS BODILY INJURY NON-OWNED AUTOS (Per accident) $ PROPERTY DAMAGE $ _ (Per accident) GARAGE LIABILITY AUTO ONLY-EA ACCIDENT $ ANY AUTO OTHER THAN EA ACC $ AUTOONLY: AGG $ EXCESSIUMBRELLA LIABILITY EACH OCCURRENCE $ OCCUR CLAIMS MADE AGGREGATE S S , DEDUCTIBLE $ t RETENTION $ S WORKERS COMPENSATION AND WC0002374 05/28/2007 05/28/2008 WC'TATU- JFR OTH- EMPLOYERT LIABILITY E.L.EACH ACCIDENT $ 100,000 B OFFICERIMEM ER ECUTIVE EXCLUDED? E.L.DISEASE-EA EMPLOYEE $ 100,000 If yea,describe under SPECIAL PROVISIONS below E.L.DISEASE-POLICY LIMIT $ 5001000 OTHER DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES I EXCLUSIONS ADDED BY ENDORSEMENT SPECIAL PROVISIONS CERTIFICATE-HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,THE ISSUING INSURER WILL ENDEAVOR TO MAIL SHEILA & GLEN TOBIN 15 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, ATTN: PATTY . BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY 29 LINCOLN STREET OF ANY KIND UPON THE INSURER,ITS AGENTS OR REPRESENTATIVES. W HYANNISPORT, MA AUTHORIZED REPRESENTATIVE 11(athy Silvia FAIJSI (a'tA'I .'�i�✓�a` ACORD 25(2009108) FAX: (508)428-9834 OACORD CORPORATION 1988 The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street Boston, MA 02111 www.mass.gov/dia Workers'.Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information /� Please Print Legibly �Name(Business/Organization/Individual): GJAQVO &ROUR (/& L.r S &,11LS BUG o� Address: G44 R,CVA M Po 16n�e S09 City/State/Zip: M4(bsTDR Ai i I s MA 0.241 OPhone.M Sae . 4"—10 3 Are you an employer?Check the appropriate box: Type of project(required): 1.X I am a employer with A 4. ❑ I am a general contractor and I employees(full and/or part-tim.e). * have hired the sub-contractors 6. ❑New construction 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑ Remodeling ship and have no employees These sub-contractors have g• ❑.Demolition workingfor me in an capacity. employees and have workers' Y P tY• $ 9.,❑Building addition [No workers' comp.insurance comp.insurance. 10. Electrical repairs or additions required.] 5. ❑ We are a corporation and its ❑ P 3.❑ I am a homeowner doing all work officers have exercised their 11.❑Plumbing repairs or additions myself. [No workers' comp. right of exemption per MGL 12.❑Roof repairs insurance required.]t c. 152, §1(4), and we have no employees. [No workers' 13.❑ Other comp:insurance required.] "Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. $Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: �eN ql Ar1UGE �U2G dScvGy Policy#or Self-ins.Lic.#: W C.pipb QA 074 Expiration Date: wcwa I oe Job Site Address: Aq. LI AMO I N sr City/State/Zip: W.Aklipia p4r MA. Attach a copy of the workers' compensationi policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or onemyLaLm3pasonment,as,well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day cost the violator. a advised that a copy of this statement may be forwarded to the Office of Investi ations.of IA for insurance co ra e verification. I do hereby ce fy under the pains penalties of perjury that the information provided above is true'and correct Si afore: Date: d $- Phone#: � rnkMOLA Ce.!I �O `77�a Official use only. Do not write in this area,to be completed by city or town official City or Town: Permit/License# Issuing.Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: Information and. Instructions Massachusetts General Laws chapter 152 requires all employers to provide workers'compensation for their employees: fined as"...every person in the service of another under any contract of hire, Pursuant to this statute,an employee is de 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 representative's of a deceased employer, or the receiver or trustee of an individual, association or other legal entity,employing employees. However the partnership,, owner of a dwelling house having not more than three apartments and who resides therein,or the occupant of the n dwellinghouse of another who eh toys,persons.to do"maintenance,'construction or repair work on such dwelling house 1 a urtenant thereto shall-not because of such a to ent be deemed to be an employer. or on the ounds or buildin mp ym l� g PP MGL chapter 152, §25C(6)also states that"every state or•local licensing agency shal6w thhold'the issuance"or renewal of a licenn or,permitto operate a==l'usiness or to cohstrpct buildings i�n?the_commoQ71nwealth 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 of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers'compensation affidavit completely,by checking the boxes that apply to your situation and,if necessary,supply sub-contractor(s)name(s),address(es) and phone number(s) 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 confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested,not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below. Self-insured companies should enter 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,event the Office-of Investigatipns 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 submitinult'iplepermit/license applications in any given year,need-orily_submit one affidavit indicating current policy information(if necessary)and under"Job Site Address"I.he applicant should write"all locations in (city or town)."A'c'opy of°the affi&a—it=tliat has been officially stamped or marked by the`city-or town may'beti rovided 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 bum leaves etc.)said person is NOT required to complete this affidavit. The Office of Investigations would like to thank you in advance for your cooperationrand should you have any questions, please do not hesitate to give us a calla The Department's address,telephone-and fax number: r ` t .Tlle�eommonwealth of Massachusetts Department of•lndustaal Accidents,- Office of Investigations 600 Washington Street Boston, MA 02111 Tel. #617-72.7-4900 ext 406 or 1-877-MASSAFE Revised.1.1-22-06 Fax# 6177727-7744 . www.tnass.gov/dia ENERGY CONSERVATION APPLICATION FORM FOR ENERGY EFFICICIENCY FOR ONE-AND TWO-FAMILY DETACHED RESIDENTIAL CONSTRUCTION (780.CMR.61.00) Applicant Name: Site Address: print _. Town: Applicant Phone: Applicant Signature: Date of Application: NEW CONSTRUCTION: choose ONE of the followin two options) 780 CMR TABLE 6107.1 PRESCRIPTIVE ENVELOPE COMPONENT CRITERIA FOR NEW ONE- AND TWO-FAMILY BUILDINGS MAXIMUM MINIMUM Ceiling or Basement ab Option 1: Fenestration exposed Wall Floor Pe In U-factor floors R-Value R-Value000 . UE HSPF SEER R-Value A a d De th National Appliance Energy .35 R- R-19 R-19 R-10 R-10, Conservation Act(NAECA)of 4 ft. 1987 as amended,minimums or - greater as applicable Note: This form is not required if you choose either of the two versions of REScheck as.listed below. i ❑ .Option 2: REScheck Version 4.1.2_4ar 1a er variant soft war analysis must be completed (780 CMR 610 . . RESchec —Web which can be accesse ttp://www.energycodes.t ov/reschecly ADDITIONS OR ALTERATIONS TO:EXISTI UILDINGS.OVER 5 YEARS OLD* *Buildings under 5 years old must use option#1 or#2>41ew Construction section above. Complete the following formula to deter e the % of glazing: (a) Gross Wall & Ceiling Area e is Formula: (100 x b_a) SF 1 100 x — _ % of glazing (b) Glazing area equals SF b If glazing is:5 40% use.the (hart below If glazin is> 40'0/, proceed to "SUNROOM" section 780 CMR TABLE 6101.3 PRESCRIPTIVE ENVELOPE COMPONENT CRITERIA ADDITIONS TO EXISTING LOW-RISE RESIDENTIAL BUILDINGS MAXIMUM MINIMUM ❑ Ceiling and _W Slab Perimeter1 Fenestration all Floor BasemenC Wall- U-factor Exposed floors R-Value R-value R-Value R-Value R-Value. and Depth .39 R-37 a . R=13 R-19 R-10 R=10, 4 feet a R-30 ceiling insulation,may be used in place of R-37 if the insulation achieves the full R-value over the entire ceiling area(i.e.not compressed over exterior walls, and including any access openings). ❑ SUNROOM-An addition or alteration to an existing building/dwelling unit where the total glazing area of said addition exceeds 40% of the combined gross wall and ceiling area of the addition, Note: Owner to fill out Consumer Information Form (found in Appendix 120.P) 1 oF�HEr Town of Barnstable Regulatory Services * BARNSTABLE, MASS. $ Thomas F. Geiler,Director 9�A i6gq. ♦� lF039 Building Division Tom Perry,Building Commissioner 200 Main Street,Hyannis,MA 02601 www.town.barristable.ma.us Office: 508-862-4038 Fax: 508-790-6230 Property Owner Must, µ�ornpl'ete and Sign This Section - �. If U., iris'= ABuilder 5 i5 ,r p i as Owner of the subject property n j) hereby authorize C . Q- ,-:L t'� (� 'S to act on my behalf, in all matters relative to work authorized bythis building permit application for: as WA-s it—, sr W. tiygPAP16 PMR7 (Address of Job) Signature of Owner gate Print Name If Property Owner is applying for permit please complete the Homeowners p License Exemption Form on the reverse side. . QTORMS:OWNERPERMISS ION �oFSHe t�� Town of Barnstable ti�P o„ Regulatory Services " Thomas F. Geiler,Director + BARNSTABLE, ' MASS. 4�p s6yg. a,� Building Division TFD '� Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us . Office: 508-862-4038 Fax: -508-790-6230 HOl%1EOWNER LICENSE EXEMPTION Please Print DATE: k 44 JOB LOCATIO • 9 I IN L n tuber 1 street Jillag "HOMEOWNER'': IZ ` �yIW 78• TR h me p one# work p one# CURRENT MAILIN rA y/t state zip code The current exemrs"w xten to ' clude o� er-occupied dwellings of six units or less and to allow homeownividual r hire who does not possess a license,provided that the owner acts as supervisor. DEFINITION OF HOMEOWNER Person(s)who owns a parcel of land on which he/she resides or intends to reside, on which there is, or is intended to be, a one or two-family dwelling, attached or detached structures accessory to such use and/or farm structures. A person who constructs more than one home in a two-year period shall not be considered a homeowner. Such "homeowner"shall submit to the Building Official on a form acceptable to the Building Official, that he/she shall be responsible for all such work Iierfo'rmed under`-th'e``liuitdin pertnif: (Sebti'on'109'.T.1) The undersigned"homeowner"assumes responsibility for compliance with the State Building Code and other applicable codes, bylaws,rules and regulations. The undersigned"homeowner"certifies that he/she understands the Town of Barnstable Building Department minimum inspection procedures and requirements and that he/she will comply with said procedures and requir ts, gnature of Ho e er Approval of Building Official Note: Three-family dwellings containing 35,000 cubic feet or larger will be required to comply with the State Building Code Section 127.0 Construction Control HOMEOWNER'S EXEMPTION The Code states that: "Any homeowner performing work for which a building permit is required shall be exempt from the provisions of this section(Section'109.1.1,-Licensing of construction Supervisors);provided that if the homeowner engages a person(s)for hire to do such work,that such Homeowner shall act as supervisor." Many homeowners who use this exemption are unaware that they are assuming the responsibilities of a supervisor(see Appendix Q, Rules&Regulations for Licensing Construction Supervisors,Section 2.15) This lack of awareness often results in serious problems,particularly when the homeowner hires unlicensed persons. In this case,our Board cannot proceed against the unlicensed person as it would with a licensed Supervisor. The homeowner acting as Supervisor is ultimately responsible. To ensure that the homeowner is fully aware of his/her responsibilities,many communities require,as part of the permit application, that the homeowner certify that he/she understands the responsibilities of a Supervisor. On the last page of this issue is a form currently used by several towns. You may care t amend and adopt such a form/certification for use in your community. Q:f017m:homeexempt i3cr1f�g 8_r �r tit!rc`a Wiz ;' , .t r Construct-on Supervisor Li License: CS 57934 Ali t. r Expiration 5/19!2009 `r* 1644G Restriction: 1 G RAUL J mAZZOL�-, G PO BOX 509 i'vi irr-S i OINS NAHUS,MAI 02648 - r {L HOIAE IMPROVEMENT CONTRACTOR z tTt r Registration. 152253 Exp:raticrn: 8/11/2008 Type: Private Corporation GCI BUILDERS INC. PAUL MAZZOLA. 644 RIVFP RCAD - ;����.,.= MARSTONS MILLS, MA 02548 Deputy 1i miris'r for ' I 1 o h 33 W-. ?bold-0"n 07 Ws.ni y32l�'H�ud 9nuaiw 'P78Y J 00 to y i �TH1 �o Z 2 ' bao�34~e1e7 ♦n�ic�w3� 9at�. r 99Viyo) (}� m 6 it 0 n � j a Ia. , I �-� a r —� U e Q. c LL . I � 1 ai �$P C' o vA Pi, 17, 00 i 1 i tt T � ;r . sc h 6J ISO os¢ w 4. ti`m tl gro z S a� o "A/1h' VI1ON91+W a 5aD Q 0 4 wt�arrudsetdW+siwssassV � � i 4 - fa F u 611 TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION_ Map Parcel 7 L .Application#'c Health Division 2 - Date Issuedx i d cQ b Conservation Division Application Feed ryF. Tax Collector -' Permit Fee - 1 ZS• Treasurer ' V'� Planning Dept. t Date Definitive Plan Approved by Planning Board "` ✓ c Historic-OKH Preservation/Hyannis Project Street Address I ��/�D��/ S �—' tT . Village Owner 6L 1\0--P\J N C S 4-2 7-6 Address Telephone r4 h J Permit Request / 1� X �•{ �� / /�.6'AJ¢ W 1� r Square feet: 1 st floor:existing proposed �8 8 2nd floor:existing r proposed : Total new Zoning District Flood Plain Groundwater Overlay Project Valuation °�0 00 0 Construction Type 67fel WAIT U)A) yL "1 ern Lot Size 31 /V g S 4 FI== Grandfathered: ❑Yes ❑No If yes, attach sup por'ng docurrreAtatior XP Dwelling Type: Single Family LK Two Family ❑ Multi-Family(#units) Age of Existing Structure /Ue kJ Historic House: ❑Yes kNo ' On Old King's Hi way: Res mUg No Basement Type: ❑Full ❑Crawl Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) �8�a Number of Baths: Full:existing 5 new Half:existing new 3_. Number of Bedrooms: existing new Total Room Count(not including baths):existing new First Floor Room Count 5- Heat Type and Fuel: _A Gas ❑Oil ❑Electric ❑Other Central Air: MkYes' ❑No Fireplaces: Existing New Existing wood/coal stove: 0 Yes Uq No Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑.new size Attached garage:4existing ❑new size Shed:❑existing ❑new size Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial LJ Yes ° ❑`No- 'If yes; site-plan review# - -- Current Use Proposed Use BUILDER INFORMATION Name Q�C k4a-6 SEAoSkf Telephone Number 5 7 7 Address 3 q-13 MA. A S r License# Ob 6 3 S SA-2►.i s G��2 : �1 0a_ 3o Home Improvement Contractor# �y b Worker's Compensation# -)00 557 5 00,D D 7 ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO 7bW 0 k� SIGNATURE DATE l " l l — 0$ FOR OFFICIAL USE ONLY r � APPLICATION.# DATE ISSUED MAP/PARCEL N0. ADDRESS VILLAGE ` OWNER DATE OF INSPECTION: FOUNDATION S'�Ag:?i- FRAME COLD l01i5 FAV- INSULATION , FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING 0 DATE CLOSED OUT j ASSOCIATION PLAN NO. �l N i 60.00' d —i O ' c� w to � W ' Q c9 D- cQ Q o' O — o uj J o m � ® `n --32-��-- O �. N zuj �c1o�d Q < v F V d� . .'_. �. COAL � z J N 0 , 4eENyG i�EN ��79 �, 3�' �4/ ..� lq�dFfSStO�P A �88 4 �Q SUR�� c= . 3 Li O BUILDING LOCATION PLAN FOR 29 LINCOLN 5T., WE5T HYANN15PORT, MA PREPARED FOR GLEN N * 5H EI LA TOBI N 5CALE: DATE: DRAWN BY: I " = 40' 08-03-2007 TMW JOB NUMBER: REV15ION: 5HEE NUMBER: OG-OG2 CPP I WELLER * A550CIATE5 I G45 FALMOUTH RD., 51JITE 4C — P.O. BOX 417 CENTERVILLE, MA 02632 2 WINDY WAY, #232 NANTUcrET, MA 02554 - TEL.: (508) 775-0735 — FAX: (508) 775-0754 EMAIL: tn5welter@comca5t.net PROFESSIONAL ENGINEER5 LAN© SURVEYORS f The Commonwealth of Massachusetts . _ Department of Industrial Accidents Office,of Investigations 600 Washington Street Boston;MA 02111 www mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name(Business/Organization/Individual): 1P tC 4 ( ' A-/Z_n S FsJ O- ( ' Address: 3 413 MA-t.-j S City/State/Zip: &a-rJ 5 f-6(e 4V9, ox 3 b Phone#: c5 a8 3 62 -g? Are you an employer?Check the appropriate box: . Type of project(required):, 1.�I am a employer with l 4. ❑ I am a general contractor and I employees(full and/or part-time).* have,hired the sub-contractors 6. ❑New construction 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑Remodeling ship and have no employees These sub-contractors have g• ❑Demolition ` working for me in any capacity. employees and have workers' [No workers'comp.insurance comp:insurance.$ 9. ❑Building addition required.] 5. ❑ We are a corporation and its 10.❑Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their 11.❑Plumbing repairs or additions myself. [No workers'comp. right of exemption per MGL 12.❑Roof repairs c. 152 I t 4 and we have no insurance required.] �§ O� , employees. [No workers' 13 [1 Other SW t"�"► `�Gp 0�- comp.insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. 1contractors that check this box must attached an additional sheet showing.the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is thepolicy and job site information. Insurance Company Name: /l 6 DAA, J e�S• C o Policy#or Self-ins.Lic.#:_ 7 b 0 S 5 7 5 0 b 7 Expiration Date: 0 t� Job Site Address: ckq co S City/State/Zip; 'q Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a'STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify un r thypains and penalties of perjury that the information provided above is true and correct Signature: / Date: Phone#: Official use only. Do not write in this area,to be completed by city or town qflciaL City.or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: p� GT e o'o�rv�nonulea/� a� aaoae�uraeA^a Board of Building Regulations and Standards HOME IMPROVEMENT CONTRACTOR Registrations, 106009 E ivatjon 1/2010 Tr# 271776 Type Individual RICHARD T.SEN©Sf<# Richard Senoski 3413 MAIN ST ` BARNSTABLE,MA 02630 Administrator -1 eemat ✓ , Board ofBufldingRegulations-and Standards Constructlon Supervisor License Liceh i ec CS 9635 . i Explra�'a, =?/ 6/20091F Tt# 174'71 I�e�stdiCtigt�- 00 RICHARD T SENW# p ," 3413 MAIN ST BARNSTABLE,MA 02630 ' Commissioner I 7 q .r CERTIFICATE dF IN SUS E ry ISSUE DATE 0110912008 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND United Insurance Agency Inc CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE O Box 1013 DOES NOT AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Buzzards Bay,MA 02532- COMPANIES AFFORDING COVERAGE INSURED Richard T Senoski 413 Main Street COMPANY A A.I.M.Mutual Insurance Co Barnstable,MA 02630-1234 LETTER COVERAGES { X s s=�'qa THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED,NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATION LIMITS LTR DATE(MM/DD/YY) DATE(MMIDD/YY) GENERAL LIABILITY GENERAL AGGREGATE PRODUCTS-COMP/OP AGG. Q COMMERCIAL GENERAL,LIABILITY PERSONAL&ADV.INJURY Q Q CLAIMS MADE=OCCUR EACH OCCURRENCE Q OWNER'S&CONTRACTOR'S PROT. FIRE DAMAGE(Anyone tire) MED.EXPENSE(Anyoneperson) AUTOMOBILE LIABILITY •,, ,., ? [r' COMBINED SINGLE .... .. —._ LIMB ANYAUT0 .. _ ... ..... .. _ ... ._ .. .. _. _ _. ....... . . _.. ALL OWNED AUTOS (Per INJURY (Per person)SCHEDULED AUTOS HIRED AUTOS NON-OWNED AUTOS BODILY INJURY GARAGE LIABILITY (Per accident) PROPERTY DAMAGE EXCESS LIABILITY EACH OCCURRENCE UMBRELLA FORM AGGREGATE OTHER THAN UMBRELLA FORM GO °` - k r; ;3,,,c8 '�•' WORKERS COMPENSATION AND STATUTORY LIMITS ".OTHER EMPLOYERS LIABILITY HE PROPRIETOR/ ZDISEASE--POLICY EACH ACCIDENT 100,000 A ARNERS\ExECUTIVE FFICIERS ARE: 7005575012007 11/17/2007 11/17/2008 LIMIT 500,000 INCL ®ExCL EL DISEASE--EACH - 100,000 EMPLOYEE COMMENTS/DESCRIPTION OF OPERATIONS OR LOCATIONS: O PARTNERS ARE COVERED BY THE WORKERS'COMPENSATION POLICY. ERTIFIC ATE HOI:DERFzP ' a ;.; y a . .CAI�iCELLA CI.UN, w 1 ' ;;,I;;;,, p i •y;.� .•,;, SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE HEREOF,THE ISSUING COMPANY-WILL ENDEAVOR TO MAIL 10 WRITTEN NOTICE-TO THECERTIFICAT - OLDER NAMED TO THE LEFT,BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION R LIABILITY OF ANY KIND UPON THE COMPANY,ITS AGENTS OR REPRESENTATIVES. Y r 43rv_; IvAk. r! p4ST AUTHORIZED REPRESENTATIVE °FtHE•�ti Town of Barnstable Regulatory Services vS&iE Y. Thomas F. Geiler,Director ' �'AIFn urA�� Building Division Tom Perry, Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.ba rnstable.ma.us Office: 508-862-403 8 Fax: 508-790-623 0 i Property Owner Must Complete and Sign This Section If Using A Builder I �� D � _ as Owner of the subject property - � l P P tY � hereby authorize to act on my behalf, in all matters relative to work authorized by this building permit application for: bro sy� � (Address of Job) Sign XL ner Date //c Print Name If Property Owner is applying for permit please complete the Homeowners License Exemption Form on the reverse side. '� n•snu nrc•nwnr�R PFunnt.ccinN Town of Barnstable OF THE Tp� " Regulatory Services Thomas F.Geiler aatttvsTwate. ,.Director Mass. q, i639• Building Division AjfD �s Tom Perry,Building Commissioner . J 200 Main Street, Hyannis,MA 02601 r www.town.barnstable.ma.us I Offic e: 508-862-403,8 Fax: 508-790-6230 HOMEOWNER LICENSE EXEMPTION f r � Please Print DATE: / O `� JOB LOCATI N: �� s �q �c` ���cl � 5J � i� �lhcAy�vli��j 1J.�•, number btreet V I village "HOMEOWNER": Gjj (A '• name home phone# f work phone# CURRENT MAILING ADDRESS: city/town f state zip code I The current exemption for"homeowners"w s extended to include o;V'Mer-occupied dwellings of six units or less and to allow homeowners to engage an individual far hire who does noy possess a license,provided that the owner acts as supervisor. r . ;•DEFIIVITION OF HOMEOWNER Person(s)who owns a parcel of land on which he/she resides or/intends to reside,on which there is,or is intended to be, a one or two-family dwelling,attached or detached structtyfes accessory to such use and/or farm structures. A person who constructs more than one home in.,a two-year pefiod shall not be considered a homeowner. Such "homeowner"shall submit to the Building Official on a form acceptable to the Building Official,that he/she shall be responsible for all such work performed under the building-permit. (Section 109.1.1) r The undersigned"homeowner"assumes,responsibility for compliance with the State Building Code and other applicable codes,bylaws,rules and regulations. The undersigned"homeowner"certifies that he/sheunderstands the Town of Barnstable Building Department minimum inspection procedures and requirementsand that he/she will comply with said procedures and requirements. ; �+ Signature of Homeowner Approval of Building Official PP g Note: Three-family dwellings containing 35,000 cubic feet or larger will be required to comply with the State Building Code Section 127.0 Construction Control. HOMEOWNER'S EXEMPTION \ The Code states that: "Any homeowner performing work for which a building permit is required shall be"exempt from the provisions of this section(Section 109.1.1-Licensipg of construction Supervisors)'provided that if the homeowner engages a persons)for hire to do such work,that such Homeowner shall act asAsupervisor." Many homeowners who us6 this exemption are unaware that they are assuming the responsibilities of a supervisor•,(see Appendix Q. Rules&Regulations for Licensing.Construction Supervisors,Section 2.15) This lack of awareness often results in serious problems,particularly when the homeowner hires unlicensed persons. In this case,our Board cannot proceed against the unlicensed person as it would with a licensed Supervisor. The homeowner acting as Supervisor is ultimately responsible. To ensure that the homeowner is fully aware of his/her responsibilities,many communities require,as part of the permit application, that the homeowner certify that he/she understands the responsibilities of a Supervisor. On the last page of this issue is a form currently used by several towns. You may care t amend and adopt such a form/certification for use in your community. r L zzz�� _P,S of . PY S - • . f .l, ,� ,, r-'z.`.APa rSID, TP = � Safety Gate Latches MAGNA•LATCH",Safety Gate Latches are a: TOP PULL 6 Q gp revolutionary breakthrough in latching security 1 r model for gates around swimming pools,homes and child safety areas. Powered by super-strong"Permanent Magnets," s �!S �P which never lose power, these quality latches" incur no mechanical interference to closure and - f so offer unprecedented reliability, safety and t r child resistance. VERTICAL PULL model The popular"Top Pull"model is designed' ("PET LATCH"model) + = especially for swimming pool gates but can be installed to any gate where child safety is important.The shorter"Vertical Pull"model is :. recommended for gates at least'5' (1.5m) tall: This model is also known as the"Pet Latch,"as it can provide security for pet safety gates. All latches adapt readily to most new or existing " SIDE Pull y model gates and any gate material. Two models are ; key-lockable to provide a degree of added safety: . The"Series 2"latches can be adjusted vertically ¢ Y and horizontally to ensure safe,reliable latching F at any time during or after installation. Vertical adjustment is quick and easy because 'r a • the latch body slides up and down dovetail-style MAGNA*LATCH has been tracks for easier, sturdier installation. tested to more than r, g 400,000 cycles.Most Horizontal adjustment is achieved by adjusting a swimming pool barrier screw within the"Striker Body" so that the ; codes require gates to be ' striker can be adjusted across gaps ranging from self closing and self latching. The latch has 3/8"-P/16"(9-37mm). r been designed and independently tested to ` The"Series 2"models provide extra impact meet strict international safety codes: resistance and durability on larger gates and also against heavy pedestrian traffic: . ® . The"Round Post Adaptor The kit includes adaptor Kit"is an optional kit for brackets and shims to fit most mounting Magna-I kch common chainlink and railing ' " Pet Security, "Top Pull"or"Vertical 3•"post diameters. t .> Pull"latches to gates and Gate Lath fences with round posts. l MAGNA LATCH is, Ks2ePa ,. �R ' also suitable for house' � � � and g arden gates where ` r r n, pet security and pet .. l t access cIr ontrol are important."' . t Prevents pets from escaping and keeps Post diameters: 17/8„-2„(48-51mm),23/8"(60mm),27/8"(73mm) them safe from unwanted intruders Gate diameters:P/8"(35mm),15/8"(41mm),17/82"(48-51mm) ' WOOD TAl — 6 STaVE1EtL_ HARDWAR � . a A. O?Nll�€�N`i '101NA�L HAAlh Al Y _ IX .. Y JA SNUG GOTTI�GE 1-1ARDiNARE HAS ALWAYS A WIDE'RANGE ®F VERY RUSTLIVERED'{ r iu , - "RESIS7'ANT` 4RODUCTS TO WOOD FENCE CUSTOMERS WHO DESIRE;DURABLE HAR®WARE :4. � A1��� D lI'nffT�llff 1 �� r p t _ _ TA�IZNESS "LH`"'�[�IJ1 ING�E k A TRIED AND TESTED DESIGN IS BACK AGAIN' THIS-TIME 1N ' RUST FREE 118"TIi1CK 304 STAINLESS STEEL HINGES s j ARE 7.5" HIGFI X 5.5"WIDE BLACK STAINLESS STEEL LAG BOLTS INCLUDED ! 4 B. 1 , 1 - Product11 ` 8296 HSS Black"H"Hinge(Stainless) a t { r ,u i 8296 HSC r Brushed Stainless"H"Hinge SPA R- ING Sold m Pairs l) BUSTI G .� LI ,LROBUT STA+[�N�LIEkSS GATE S�P�[ti1�NGI TENSIONED _ N RUSTING, NO BUSTING UNITH THIS G�.TE'S.hRING . BY PIN W ',YE HEARD YOUR COMPLAINTS ABOUT GATE SPRINGS z' AN RESPONDED xOUR NEW GATE SPRING IS HEAVY DUTY g, :a AN ,MADE OF 304'STAINL ESS STEEL `::STAINLESS SPRING HA 1 1/8" DIAMETER X 10 5" LONG 13.59, LO.NG WITHex ' � M UNTINGryBRACKETS TOP TENSION PIN TYPE TIGHTENER O SI9IMS.TO FLY O,UT). FASTENERS INCLUDED }I T ion,script. Product Code De � •`�� �,,._ � � � "'� '�` �� 4612 HSS 14 5"BlackGate Spring(Stainless) � h { b , 4612 HSC B�ushed Stinless Gate Spring � N . LH'� A�VY �L�OAT([LNG G?R�AW[TY CATCH ti WE FOUND THE HEAVIEST GRAVITY CATCH.WE COULD AND -'HAD IT MANUFACTURED IN 5 5 MM (ALMOST 1 .4").THICK; " �.^ :304 STAINLESS STEEL 8" LONG BAR':(1/2"t-DIAMETER) t ?HEAVY,PLASTIC COATED STAINLESS PULL CORD INCLUDED . Product Code Description " c 4120 HFSS Black Floating Bar Heavy Duty Grahrity Catch'(Stainless) 4120-I SC, Brushed Stainless Floating Bar Heavy Duty Gravity Catch LFL IfE AVI1`FY'CATC+H Z " HEAVY DUTY FIXED 7" LONG BAR(1/2" DIAMETER) s r `HEAVY PLASTIC COATED STAINLESS PULL CORD ProductDescription } s 4120-HOBS Blasck Heavy Duty Gravity Catch(Stainless) _ 4120 HD SC Brushed Stainless Heavy Duty Gravity'Catch - ax� T; Phone (800) 637 5427 Fax(519)474 3.337 re, .h,µ k ' aFx A - - pOt ' IS/T3/BB -arrWWCfI I16 OF NAVIMIS W1 OWIAnAG M INIGIAAL - - - OIAGON[ILL BRACE _ M GA.6ALY.Slti Imo• -slNaurxlAE d il[[.DiN[Te O MENDAN Ala Mn WIINRUED - PANEL )lYYi/Yx12GASlL L . JA /2 AND T TJK TD�C'OSTD IO ARF HYFOSE. . ., _ M 6A.CALK STEEL - - SEE SECS LOCAT10tt5 ..� _ -- - I._T LBQITER rrEAs N BRAQE - - .) • I ANEL r5-4,e#At BOLTS AND ` 5-34*#AL BOLTS.NUTS �f_N GA.6LLK Y WASHERS TYPICAL AND 2 WASHERS TYR .• - _ EA.RUEL END f' '- � --T . I 1 -S-ir•e CLBOLTS'.NUTS rN 64.6ALK STEII. - _ I I AND 2 WASHERS NUT P ANEL •e - ! FJL FMN41.EFD... c. S-AG ASNER S NlJTS `. �sJ.j�` F 1ygs •�I EA.PANELPANEL TYP • r - - _� "'''-� EKO 1 1 14 GA GALK.STEEL �� `• H. i I I A N � �N- o 9Y[,.,• '. .. OOfOEA PIECE ------- 20 i - \ .TTRCIOFS$ v+ 14 GA.GALV STEEL' \ / F _ b l VINYL LINER i 3 I 4 s I•I - y M GA,GALV.STEE7_ C CORER PIECE �� . .. �•., v20 YLTHCJOESS." -�Ir v/ .. '•. I VWIYL LNER - V20 WIL.INYL LJER S - F20�:THICKNESS .I • d.. r SERIES 700 9750 VINYL LBER OCTAGONAL CORNER �1 SERIES 800 9 850(9( OORPER)�1 y 3fRES 900 9 960(90W CORNER) .�1 SERIES 550,1000&1050(TYP CORNER) o eA ' M G0.'GA-v STEEL - I Sie'e E BOLTS, \ - W.TO ETD OF IAIQ - jj�� DIAGONAL BRACEMIxRix • - CORNER PIECE •-.� ` \ j rW ,, ®'PLANS FOR LOCJRIONSMD -N GA.CALK STm7-- \ • OT1ER ITEMS N BRACE PANEL SEE SECT. 14 6AGALY STL _ - e � D/2 TYPICAL 114 GA:GAIXST - , ,�. ..14 ak. -� \ 5-'•IB•1 Y.BOLTS IAIiS Il eBL.r)BOOiSS AFO 2 MIL9END IEIS T�'P .. NUTS A���FL�TF�F� : • • - _ t i UR PANEL LIMER 20 1�TIICIOE55 / 7 CORNER LM STEEL CE VINYL LINER - - r IN &AllOMA ACE • . CF , i- Ylo CLr ANGLE.SEE SECT >v ; " 9-10•Ai SECLTA. • = n 13/2 AND PLANS L2W FOR LOCJLTIOM$ —I - F 64I ANGLE-SEE 13/Q AND NYL LDETtFWEL - • PLANS FOR LOCJRIONS B L - • „ OTHER ITEMS N;BRACE .s:• - - m n — SERIES 1000 & 1050 EL :CORNER 3 SERIES'70015750 EL CORNER n `.. SERIES 700.750.1000a 1050ELCORNER n n SERIES 700 FSTAIR CORNER , . o Q. '' 5 M 6A GALV.STEEL 2 M G0.CALK STEfl ? 4•eOl LONG OEIX 47 ? - .3!O•NOMMAL _ s- 7 2 o .�-•? , FONIEL SEE SECT. - 2 FAlE1!EE SECT. - NOTE AND SECTCT 6/2 � fDPF1G v , yB• S IS/2 rT+tAL tTyRl Y.' LW2 T'YPK'AL .. _ I 5 MKEE �ECK INSTALLATION u m ��'- .,6•n►¢Oa fPO 1 �`DS0.AL - _ NOTE NO. 'T0 Vp�eSERIEs. �•2 ElA4�IRYP - i _ PlAIL 'e TS , O `.aTn tsEREACH .. _ NOTE.:SEE SECT. T PANEL p i o 3- •e - - - 2�Lj�s - 95//2 rFOR DIAGONAL rrr+ . 14 GA_CALK 3&2.1/4•aAP ANGLE \� eA1daA r ANDE5, ./i•:ye' 14 GA_ LV. 55Aro ALLTHREAD BOLTS. ROD NUTS - PIAiE 6 CATaiY[f B0.T •' EA.—U. ElO �j 6 HI\SKETtS I• 3-Nn�e cARraAGE ^ COLD-Aft woffi!- 14 GA_GALv.sT- TYPICAL WASHERS NUTS 6 AT10Y.- gAFQ TYF7CJIL ►OrM Ax F WaKFIL C W45FE1t5 TTR - _ h - • I TO BE r10N-E`O`&MVE I/4•' 2 (DIAGONAL BRACE) 1 SOL t/STAlLAT1W L-{INS IH%I2 C�.GALV. .µ 64.64LV.'STEED . IS-M•e Y.BOLTS.NUTS M 6G.CALK STEEL 14 GA.CALK'STEEL SEE L AN VI)EJt); ' I NOTE NO.1 ^ - ) - SEE PLAN VIEW FILLER PEIX _I AND 2 WUL4ER5 TYR FTt.LER FECE : I ,,. I. �PA/El SEE SECT 5-1MA-e A&BOLTS. ABOVE F-7ti a ElBOLTS.KAlTS� - �3ACa 1 W. MG _ .. FFFF'-------_==''•-111 L/2 TTPICJW - 'rlff5 E z 11R4fJt5 �I AND z MIA51ffit5 a 14 GO..GALYAN(3F T1FF^^1. EACH wox Ih• i,l TYR EA.PANEL END SERIES BOO 1000&10a0 a SERIES 600 81 1000 STAIR CORNER to PANEL E]ND CAaBAGE BOLT I zo ra THIavEss BACIffE1 r�•�CONCRETE COMPONENT NOTES - 2 - INSTALLATION NOTES z - 20 RAL- O0ES5� ADD t S7FFF)ER) 'I VETYL LIER PERIMETER OF POOL SEE '.L ALL GAUGE STEM G FORMIM FROM MATD6AL XFON MK TO - I.THE BASIC DL7GN OF THE POOL C PREDIGQED ON A TYPICAL I SOLLATIOI' Vmwm-LBER •AT Q OF PANEL PER I TYPICAL 14 GA. ,2 . I`NSTALLATld1.NOTE N0.1 r WIG IN NOT CONTAIN"ORGANIC QATIL PERT.HUMM DOFL OR ., . ASTM A A�fYFTN AN Aa25 6ALWO3D COATING. E SOILS . - 1NNL7 EDIAMWVE SOILS_ TYPxiAL M 6A. CLAY CLARITY) TED MR - GILLV. PANEL EFD �- z ALL snxL ANNBf IA1Q sTFFE ERS AT PRAE!RACES). .. - STY)- I BEPD DwtE7R510N —— -ARE ROLLED FROM MATERIAL COFIOrORR6 TO ASTN A-56 2.INSTALL AM B'TINOC CONCRETE COLLAR ti THE BA'E OF THE wElE7GGRTOM WLY,PANEL.END - WRH AN ASTM A-NyS GALVNF®COAnNG. AREA AROUND THE FULL FERINETER OF THE POOL.THIS 15 AHOWW ON OEIA6.AMEFL' 3 ALL B0.TS AMID THAFAOm WMY'ONUTS ARE YAM1iCfVRD S.WAOOLL WRl`O.EAI EARTH FREE E ROOTS AID pEHR13 .6T%LLED M LAYERS - •I ID FROM WTDBAL ODFFORMI+6 TO ASTY 1-lO1.IWUfTS-A563GA) LOT EXOFED1Mi N.EA01 IA..E PVDDLED AND AEFUL13 TAMPED TO - •�N:l FILL y - - .ELIYINATE WO6.fRl POQ WRH�ODI DNMNi WAOffWM0.�D1 LEVEL ... r ARE ARE 2N'MC PLATE.N15TETEK VNLSMERS ARt STAIOAM ZINC SHALL NOT DEFER FROM GAOOIL LEVEL B1 NONE THAN ONE FOOT_ •• ,.: - PLARFL .. - N ! 3• I/.�•'!' -.:1 .S. 3-A.•e l ALL 1FELCm.ORS EAT FAIET.S7SPEIEW AND AO.AISTAL[ ooF•Q AT A AN E�HOT�LON THAN��INOV"PER►aOT.SLOPE AMAY FROM 2!/B, I TYP.,TOP 6 GOT. IL BOLTS ! (LEVELING PURE) A-F%AME MA¢).ARE EDITED WITH AN ALANNU F /VR AFTER _ QIOGZONTAL BRACE) .S�• i WO.ORfi - - 5.TICS.POOL HAT NOT®N�OMMNED FOR A•ORCHARE LLADWN0. 2•[�yx 2'-O•CAUL 1 I 5 U 5 ,.Fl4 GA IL TWK"w DE"DEs"&i'�Ac wGaM s.Dao►s 7"M-E ; NauDE sFE ARano pool ANo u�norr W`Dl L Tn LOST Eouv.LENT TYf WIC WALL'SECTION TYPICAL V1141 L SIZFFENER � 21e-oyE�uanDN s• ,uty a+GLE RJED PREsaNnE OF Mi£rAINED sOL 10 w ry os LEs. 4i T.THE POOL GUST E INF ULLED B1 LICO6m-FRI 1-1 T11AEED - . 1 WmZALLEM APPROVED By IMPER At POOL--,Me. v !••FOft'2',,,,;PANEL _ -2 AT MIQ PANEL 12 TYPICAL VY4Il SECTION AT NA FRAME. I3, ON N IT ISMS „'� <FN • � 3 o r ♦ W or I � I j � I o I r;• �, oi., co ♦ ",: or ` (ty ■3 C9 �-- OIL It r ' �?0 ♦ _ 9 , ♦1A+ I oano --fill i $ --- (� aa YY33 4 ../cc Z to EQpI rrr/ � I �� w� �� •� � �. �M� j f—' lkiS �Si I .1/W 0112 PxN±n O V*V_ I= 0 l tl" W to A 00 111414 11:.,- ill I gas I�r iiG� i dF, t Q ddd I♦ 41two,all Awls ?so 64"as i� ''. s • im real 'ClaSSIC and S Contemporary Serlet YNI POOL OOMPANY o, / � 4 �r++�1�n NIOM•fU+ 1I Wodo Rood•LolAom,Now York •111(0 •(1111'T1/-1200 i TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map Parcel m 1 q A- . Application # Health Division Date Issued Conservation(Division Application Fee 5 Planning Dept. Permit Fee a Date Definitive Plan Approved by Planning Board 241&S � Historic - OKH _Preservation/ Hyannis Project Street Address oZ q L lNt o I IV ST rajePt :sl= / s E •s Village 42 fi= _- C -�► P 91 ,, , i o Wc 1 1� Owner MIIZ MRS C l,r-ui I bSi N Address 66 T£RW L,d�>>C>eNTt�vi1'!1P Telephone -7 76 - 1117 7 Permit Request C A1J E. Ti 11� ww' DOW OP AARROVED k<AM E 'SRAI-b Fk4a&4 loo iZ R (ArMe- cz IM141 ovTC t'tl A4q o& Square feet: 1 st floor: existing WAV proposed �2nd floor: existing iV *-proposed /U Total nevA� Zoning District Flood Plain NO Groundwater Overlay IJ 0 Project Valuation 9 CDd•w Construction T e � v 5c F3g5T Ram t v /� Yp � T mob, Lot Size A �- Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family 3 Two Family ❑ Multi-Family(# units) Age of Existing Structure uwo&t r_0"`r#W4 ITis{oricc House: ❑Yes Nf� o On Old King's Highway: ❑Yes LINT— Basement Type: alull ❑ Crawl dlalkout 21'Uther Basement Finished Area(sq.ft.) Basement Unfinished Area (sq.ft) Number of Baths: Full: existing NIA new N Half: existing N 4 new Number of Bedrooms: �f fJ- existing _new L,/- Total Room Count (not including baths): existing - =L-new /#— First Floor Room Count N 4, Heat Type and Fuel: ❑ Gas ❑ Oil ❑ Elt i ❑Other Central Air: ❑Yes ❑ No Fireplac Existing wood/coal stove: ❑Yes ❑ No Detached garage: ❑existing ❑ new sie 'sti new size Barn: ❑ existing ❑ new sizeAttached garage: ❑ existing ❑ new sizexisting ❑ new size _ Other: Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ Commercial ❑Yes ❑ No If yes, site plan review# Current Use .777C Proposed Use 47 f[- APPLICANT INFORMATION (BUILDER OR HOMEOWNER) Name WADyo. A L-r3c,iaas FIllephone Number65z8 � •�la�a3'4- Address 644 (21J oc F6 'n)c S'0 5 License # MhaSAW A.1) NA 0,-�`4 $ Home Improvement Contractor# 1501a53 Worker's Compensation # 600 a3 7'q- ALL CONSTRUCTION DEB-� ESULTING FROM T PROJECT WILL BE TAKEN TOg,.0 fir _ S7011tlt' SIGNATURE DATE oZ /04-/oe, i FOR�OFFICIAL USE ONLY w E APPLICATION# _ r DATE ISSUED r 3 MAP/PA`RCEL NO.. ADDR •-ESS VILLAGE , (VI - , r _ OWNER._ DATE OF INSPECTION: FOUNDATION _ iAl FRAME ._. INSULATION - - FIREPLACE ELECTRICAL: ROUGH '-' FINAL PLUMBING: ROUGH FINAL ,I GAS: ROUGH ' FINAL ' FINAL BUILDING l , t DATE CLOSED PUT. -s ASSOCIATION'PLAN NO. r r " The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street Boston; MA 02111 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information g ^Please Print Leibly Name(Business/Organization/Individual): WA(1q / Gkogi2 [.J G = 3 v��cQ�,�s T,NG�) Address: &.44 Q w¢A. rp PO 's3c�c SDI City/State/Zip:04gsT0w ark';l& /Vh 0d649?hone.#: SO(? ' 42(j..g034 Are you an employer?Check the appropriate box: Type of project(required): 1.>9 I am a employer with 4 4. ❑ I am a general contractor and I employees(full and/or part-time).* have hired the sub-contractors 6. ❑New construction 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑ Remodeling ship and have no employees These sub-contractors have g• ❑ Demolition workingfor me in an capacity. employees and have workers' Y P tY• $ 9. ❑Building addition [No workers.' comp.insurance comp. insurance. 10:❑ Electrical repairs or additions required.] 5. ❑ We are a corporation and its officers have exercised their 11. Plumbing repairs 3.❑ I am a homeowner doing all work. ffie h idh g or additions❑ myself. [No workers' comp. right of exemption per MGL 12.❑ Roof repairs insurance required.]t c. 152, §1(4),and we have no employees. [No workers' 13.❑ Other comp. insurance required.] 'Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy,information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. tContractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. lam an employer that is providing workers'compensation insurance for my employees. Below is the policy andjob site information. Insurance Company Name: Rei j is yss ALjC.Q =WStl QA4.9GC Ari coGY Policy#or Self-ins. Lic. #: W C 00D 6&74' Expiration Date: S CR 9/0$ Job Site Address: City/State/Zip: IV1 s y rCT Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or on - onment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day 7d/org violator. a advised that a copy of this statement may be forwarded to the Office of Investi anon of IA for insurance very e verification. I do hereby c tify under the pa' a o erjury that the information provided above.is true and correct Si ature• Date: t71- 24 D _ Phone#: PA-L A 4z"CA ce11 -' me -774 O#Rc �a8-5934 Official use only. Do not write in this area,to be completed by city or town official City or-Town: Permit/License# Issuing Authority(circle one): 1.Board of health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: Information and Instructions Massachusetts General Laws chapter 152 requires all employers to provide workers'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, 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 representative's 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 doy maintenance,construction or repair work on such dwelling house or on the grounds or building appurtenant'thereto"shall not because of such employment be deemed to be an employer." MGL chapter 152, §25C(6)also states that"every state or local licensing agency shall withhold'the isSuirnc or renewal of a licenes or permit to operate a business or to Onstruct 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 form the performance of public work until acceptable evidence of compli. cc 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 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 confirmation of insurance coverage. Also be sure to sign and date the affidavit: The affidavit should be returned to the city or town that the application for the permit or license is being requested,not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below. Self-insured companies should enter 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 event the Offee.of Investigations Aasto,contact you-regarding the applicant. Please be sure to fill in the pennit/license number which will be used as areferencc number. In addition,an applicant that must submit'mtiliiple;permit/license applications in any given year;,need only submit one,taffida`vit indicating current policy information(if necessary)and under"Job Site Address"the applicant should write"all locations in__(city or F town).7--k copy offt'affida'v,it that has been officially stamped:or.marked by the city or town' b; -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 bum 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 e6mmonwealth of Massachusetts Department of ITidustrial-Accidentg 1 Office of Investigations . 600 Washington Street Boston, MA 02111 Tel. #617-72.7-4900 ext 406 or 1-877-MASSAFE Fax# 617-727-7749 Revised 11-22-06 www.mass.gov/dia I C Vr LIMOILI II T 11VQV1N^R%or. 04/23/2007 FAX (508)790-1677 THIS CERTIFICATE 18 ISSUED AS A NUITTER OF INFORMATION j Tnc ONLY AND CONFERS NO RIGHTS UFO E THE CERTIFICATE HOLDER THIS CERTIFICATE DOES NOT AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLIC ES BELOW. s- '', 'NA 02632 INSURERS AFFORDING COVERAGE NAIL 0 BUILDERS INC �. INSURER A. National Grange .509 INSURER B: Savers 'R x Irarstons"Mills, MIA 02648 INSURER C: h �v� INSURER a: INSURER E: COY RA Em Trrt POLICES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING V xN K ANY;1415OUIRI:MENT,TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIIc1:ATE MAYBE ISSUED OR ,N MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIO'li AND CONDITIONS OF SUCH w , ,'POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. t�itr ... TYPE INSURANCE POLX;Y NUMIilER DATE IMMMMM POLICY EFfEOT1YE POLICY RATO10 - UABTS rK NERALL1ABAM MP143707 05/28/2006 05 28/2007 EACHOCCURR 1110E s 1,000 COMMERCIAL GENERAL LIASILITY DAMAGE TO RFT(ED $ $O s L" CLAIMS MADE OCCUR MEa EXP(Any c 11 pereorll S g A PERSONAL Ni A:',' 1RJURY S 11000.W GENERALAGGIILGATE S 2,000 :;ENL AGGREGATE LIMIT APPLIES PER:, PRODUCTS-Ci)1IPiOPAGO S 2.000 POLICY j� LOC AUTOMOBILE 1JABBl1 Y COMBINED SINuI,E LIMIT $ • ANY AUTO (Ea acddM) ALL OWNED AUTOS BODILY INJURY SCHEDULEDALITDS (PwPerw) $ HIRED AUTOS BODILY INJURY+1 NO"WNEO AUTOS (Per atxidela) $ PROPERTY IM,14.1;E $ (Per ac�derli) 3ARRON UA0KJ'IY AUTO ONLY•E-I.hCCIDENT 8 ANY AUTO OTHER THAN EA AGC $ AUTO ONLY: A= Xct:SMUBRELLALIABILITY EACHOCCURR;tICE $ OCCUR CLAIMS MADE AGGREGATE S DMXICYIBLE $ RETENTION $ $ IAIORI OM CDVMJMATION AM WC0002374 05/28/2006 05/29/2007 YYC STAtt i OTH• L"-.GIPWYEwLIABILITY E.LEAGHACCp}IiNT $. YQO, B 4NYP:30PRIETORIPARTMERIEXECUTIVE - DFFIC REXCLUDED7 E.L DISEASE-1'V.EMPL S 100 If yy�� +Iv+aibe older s'P E �L PROVISIONS below EL DISEASE-T+:LICY LIMIT $ Soo. OTHER 05/28/2006 05/Z8/2007 TEREX t_IFf TELEHANDLER. A QU]IlPM1ENT FLOATER SERIA,L009664 VALUE 47745 1,1100 DEDUCTIBLE oESCRIPTIOW of omAT10Ns i LOCAITDNS i v6EImm i E'XCLumm Avmp BY ENOORsrmgHT I SPECIAL PROVISIONS - C T CANCELLATION_ SHOULD ANY OF THE ABOVE DESCRIBED POLICIES:i"1;MCEL.LEO BEFORE THE EXPIRATION DATE THEREOF,THE ISSUING WSURER I OILL ENDEAVOR TO MIAL 15 DAYS WRiITEN NOTICE TO THE CERTPwA--i:HOLDER NABED TO THE LEFT, Sheila & Glen Tobin BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOOL 110 OBLIGATH)N OR UABUTY 2 9 L1 ncol n Street EXt OF ANY KIND UPON THE msuRER,ITS AGENTS oR I:,?RenwrAm S, Centerville.. MIA 02632 AUTHORT!EDREPRESPITATne r1 lKathySilvia AL7"�1 '. 1I1� ACORD 25(2001=): C04ORD CORPORATION IM *, z, �. ° FIRWIN ons mnd tan At s AC ah 'goard of B P vEMENT toNTFtp+CT F= r F "nn- 152253 istrabon z # . A H '6s lug Re9 iration811112008 " r Exp£ Pn aterCorporation t TYpe,_ V't # r a L 3 . „ # � tov fir" — �" INE�� in* 1. a� a�� -> CI BUILDERS 'C� LA kZ, ZU PAUL MA ROAC s, Deputy Administrators 1 .. v v gt tP + dax� 644 RIVER MA 02648 ONS MILLS MAR ST k '.aa... Fi � � .s fy ir.� � 'Y�}r§Y � � �- _ . :. ._____ _ � •�v. � .v'f Construction Supervisor License , a err i , 5 License: CS 57934 _ - Am Explratjon 6/19/2009 Tr# 16449 r 9 wx fgA ,• �'9�;�-�`� � ` Restriction 1G F 1 ri - °, PAUL J MAZZOLA;, - v _ �Y Sxr ? c 4 ry a PO BOX 509 " WW1 r i I MARSTONS MILLS,MA 0264 � 9 Sri 'omm�ssioner y �'.,��y ,� Y°•S;S�.. �` .uJ ,�� b. iV t�C �t�t rg` `3« ✓� ' ice.a,�4,�aF ,� � - ......_ - --__ _._ ..._ ___" .._. __. _» . ..._ __ -- . q .,y `''At :ice g 4 .v 00 r befOre Sth r reg►stra.tio i Boar�j°f a exP,rati°n n valid.for t pne AshbBuilding Re date; If f°nn div�dUl use B°stony a�2]pg Rm 13p1 and Stand rtl n!y h % s . N0t valid witho ,� _ UtS,gnaj,", �'f s TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map Parcel I Application# _�to� Health Division Conservation Division Permit# /,, Tax Collector Date Issued Treasurer s Application F 0t Planning Dept. Permit Fee W Date Definitive Plan A prove ning Board y Historic-OKH eservation/H annis Project Street Address 099, �.1 NcoC Village .�i� A. A 19 Lt::S" Owner (�Q M 25 �I emm nl"J N Address 6 G TFKU L N e•QvTt2yi 1�P /11/� Telephone SD d :4A6 —799!f z Permit Request e L v i W aLi Y V�,. 4�5 fo Square feet: 1st floor:existing L96,60 proposed 2nd floor:existing h5w proposed 179 Total new 5010 Zoning District Flood Plain Groundwater Overlay Project Valuation oo 000. GJ Construction Type LJaof> ?1;0-FojRM Lot Size 7 G Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family Two Family ❑ Multi Famil (#unit Age of Existing Structure a Historic House: Ye No On Old King's Highway: ❑Yes t No Q r Basement Type: Full ❑Crawl 3 Walkout ❑Other Q Basement Finished Area(sq.ft.) y O 7 Basement Unfinished Area(sq.ft) d4 7 01 Number of Baths: Full:existing 4 new Jr Half:existing new t, Number of Bedrooms: existing !o new r' Total Room Count(not including baths):existing l new First Floor Room Count Heat Type and Fuel: /Gas ❑Oil ❑ Electric ❑Other Central Air: /Yes ❑No Fireplaces: Existing 1 New Existing wood/coal stove: ❑Yes C�No Detached garage:Q existing ❑new size Pool:O existing 0 new size Barn:0 existing j0 new size y S tr- I a Attached garage:O existing Znew size 564 1 Shed:❑existing ❑new size Other: i Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ J �; Commercial ❑Yes r3 No If yes, site plan review# s� Current Use R4s 'b 144 Proposed Use rn ' BUILDER INFORMATION Name 1colgs /L. Telephone Number SC8 '9a8-9834 Address Po •,6oX Sa`l License# C S D57�j?5� �1 5 n'?1(J S 14Q Q61(o g Home Improvement Contractor# 1 So)alS3 i Worker's Compensation.# _W C PYY),)3 7 ALL CONSTRUCTION RIS RESULTI FROM THIS PROJECT WILL BETAKEN TO E JDtJ T4Ud<J R SIGNATURE DATE ,/�► FOR OFFICIAL USE ONLY PERMIT T DA�.:ifi.�r ED ' MAP/PARCEL NO. _9 ,ADDRESS VILLAGE OWNER , DATE OF INSPECTION: r ' FOUNDATION ('3)Ss-", � !1 l 5 FRAME (1)11 Mb% � rr-2JI y Ju Y-� _ INSULATION C U1 FIREPLACE r 'f ELECTRICAL: ROUGH FINAL, PLUMBING: ROUGH FINAL GAS: ROUGH FINAL _ Lek FcLTF�hP Cv.:r�Dz'N�� ' FINAL BUILDING Z �19s cc- DATE CLOSED OUT rx - ASSOCIATION PLAN NO. + .+�:�Y. `ti.�.""�" ..�-.�,<r- s» �� r. ..�,.. •, _�,..re� n,:.a�.+l'av- ...� �,�ev�,, T.., y':--Y"'>'K... � .. �,y... ..$ a i 7<�jy.r''#f,Rru�'trovM H^4'8�^YsN""t"`, �,r,�,., } S.Fxa•.;a. .1:.fi,�..9.... ,ME, ~�� Town'of Barnstable ' BARNSTABLE, Regulatory Services. - � • � - MASS: 1639. Building Division q 200 Main Street Hyannis, MA 02601 Office: 508-8624038 Fax: 508-790-6230 Inspection Correction Notice Type of Inspection 1 l Location Permit Number Owner Builder One notice to remain on job site, one notice on file in Building Department. 1 The following items need correcting: / f f�a,,� T"Ut �'f �'1�FJs �IAS� �'�... �°bt�i t�.. .��!/"W et,4�'°� /a1GC�t.Y'7�Lr'� CE.�[�w'�•� �f����. � G+.r�S dS�a M•Y Y/"{,uc�dY �rld/- GYC,r''.;,,,.,t.�; 1 C�'1fr�?i l a 3, r 16 rL4^ a art 'C• '54i f wt' fi 'YV4 .n mi I I'T2it '50ciC� + 1 1 (,f r ► � '�11 i, ffr 71f CIV 1111r, o .•.s� w C.rIM Writ M)T-777 Ir Lei ryi4s � he jraCc'�r� U i ` Y y --FIT c J 1 ��tSu 104e,)- 4iiCi - 4r,<A9J o �( Please call: 508-862-40M'for re-inspection. Inspected by � , r Date Il�l1l��0 1 ` Daniel E. Braman, P.E. 189 Harbor Point Rd.. ® t Cummaquid, ARIA 02637-0361 -30 �0 Ct c ST gZoG-Ct 0 IJ k e.LA-3 ra 4 4-(- -C L to A 2 � e �COMM 11Z IF N ✓L. 1 N 2 �.. e o�V Q.pDoe Tx fLv os S Daniel E. Braman, PE 189 Harbor Point Rd. Invoice P.O. Box 361 Number: 13407 Cummaquid, MA 02637 (508) 362-6016 Date: May 30, 2007 Bill To: Ship To: GCI Construction GCI Construction Date Description Amount Lincoln Avenue, Centerville, MA 5/39/97 Review and evaluation of structural member design .250.00 Total $250.00 e. Daniel E. Braman, P.E. 189 Harbor Point Rd.. ` t Cumnuiquid, MA 02637-0361 C C tV�[�Rt1 t_Ltd �11a. � ,, �Q�rc•cT . 13 ��� oc�-t ►.�c, v L-�®c--- e.. c' i 4 F, u -*2*. C, n ✓`. r! '� BAMEL E A+ Footing Design f 99 BOCA National Building Code(97 NDS)1 Ver:6.00.7 Bv:Jay Malaspino,CAD Designs on:05-29-2007: 11:45:06 AM Proiect:TOBIN L'INCOLN-Location:footing under beam 2C Summary: Footing Size:4.33 FT x 4.33 FT x 12.00 IN Reinforcement:#5 Bars @ 11.00 IN. O.C. E/W/(5)min. Footing Loads: Live Load: PL= 22892 LB Dead Load: PD= 8188 LB Total Load: PT= 31080 LB Ultimate Factored Load: Pu= 50380 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 2000 PSF Concrete Compressive Strength: F'c= 3000 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: V Length: L= 4.33 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.06 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Baseplate Width: bsw= 6.00 IN Baseplate Length: bsl= 6.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1658 PSF Effective Allowable Soil Bearing Pressure: Qe= 1850 PSF Required Footing Area: Areq= 16.8 SF Area Provided: A= 18.75 SF Baseplate Bearing: Bearing Required: Bearing= 50380 LB Allowable Bearing: Bearing-Allow= 128520 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 14949 LB Allowable Beam Shear: vc1= 39008 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 52.25 IN Punching Shear: Vu2= 47196 LB Allowable Punching Shear(ACI 11-35): vc2-a= 117676 LB Allowable Punching Shear(ACI 11-36): vc2-b= 160279 LB Allowable Punching Shear(ACI 11-37): vc2-c= 78450 LB Controlling Allowable Punching Shear: vc2= 78450 LB Bending Calculations: Factored Moment: Mu= 290522 IN-LB Nominal Moment Strength: Mn= 432238 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 IN Steel Required Based on Moment: As(1)= 1.02 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 1.25 IN2 Controlling Reinforcing Steel: As-reqd= 1.25 IN2 Selected Reinforcement: #5 Bars @ 11.00 IN. O.C. E/W/(5)Min. Reinforcement Area Provided: As= 1.53 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 21.48 IN M , I Footing Desiqn f 99 BOCA National Building Code(97 NDS)1 Ver:6.00.7 Bv:Jav Malaspino, CAD Designs on:05-29-2007: 11:44:56 AM Project:TOBIN LINC,OLN-Location:footing under beam"Z" Summary: Footing Size:3.5 FT x 3.5 FT x 10.00 IN Reinforcement:#5 Bars @ 17.00 IN.O.C. E/W/(3)min. Footing Loads: Live Load: PL= 12821 LB Dead Load: PD= 5310 LB Total Load: PT= 18131 LB Ultimate Factored Load: Pu= 29230 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 2000 PSF Concrete Compressive Strength: F'c= 3000 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.5 FT Length: L= 3.5 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.06 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Baseplate Width: bsw= 4.00 IN Baseplate Length: bsl= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1480 PSF Effective Allowable Soil Bearing Pressure: Qe= 1875 PSF Required Footing Area: Areq= 9.67 SF Area Provided: A= 12.25 SF Baseplate Bearing: Bearing Required: Bearing= 29230 LB Allowable Bearnq: Bearing-Allow= 57120 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 9004 LB Allowable Beam Shear: vc1= 23709 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 40.25 IN Punching Shear: Vu2= 27552 LB Allowable Punching Shear(ACI 11-35): vc2-a= 68163 LB Allowable Punching Shear(ACI 11-36): vc2-b= 91166 LB Allowable Punching Shear(ACI 11-37): vc2-c 45442 LB Controlling Allowable Punching Shear: vc2= 45442 LB Bending Calculations: Factored Moment: Mu= 125618 IN-LB Nominal Moment Strength: Mn= 195084 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.34 IN Steel Required Based on Moment:. As(1)= 0.59 IN2` Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.84 IN2 Controlling Reinforcing Steel: As-reqd= 0.84 IN2 Selected Reinforcement: #5 Bars @ 17.00 IN. O.C. ENV/(3)Min. Reinforcement Area Provided: As= 0.92 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 16.00 IN S r 4 ', Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.7 By:Jay Malaspino,CAD Designs on:05-29-2007: 11:45:14 AM Proiect:TOBIN LINCOLN-Location: 1st floor beam"26" Summary: (2) 1.51N x 9.25 IN x 4.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 144.7% Controlling Factor:Area/Depth Required 4.61 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN=U6413 Total Load: TLD= 0.01 IN=U5410 Reactions(Each End): Live Load: LL-Rxn= 720 LB Dead Load: DL-Rxn= 133 LB Total Load: TL-Rxn= 853 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.67 IN Beam Data: Span: L= 4.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: L/ 240 Floor Loading: Floor Live Load-Side One: LL1= 60.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 6.0 FT Floor Live Load-Side Two: LL2= 60.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 360 PLF Beam Self Weight: BSW= 7 PLF Beam Total Dead Load: wD= 67 PLF Total Maximum Load: wT= 427 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'= 963 PSI Adjustment Factors:Cd=1.00 Cf=1.10 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 853 FT-LB 2.0 ft from left support Critical moment created by combining all'dead and live loads. Controlling Shear: V= 529 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= 10.64 IN3 S= 42.78 IN3 Area(Shear): Areq= 11.34 IN2 A= 27.75 IN2 Moment of Inertia(Deflection): Ireq= 11.11 IN4 1= 197.86 IN4 Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS)]Ver:6.00.7 By:Jay Malaspino, CAD Designs on:05-29-2007 Project:TOWN LINCOLN-Location: 1st floor beam"213" Summary: (2) 1.5 IN x 9.25 IN x 4.0 FT /#2-Spruce-Pine-Fir-Dry Use . Section Adequate By: 144.7% Controlling Factor:Area/Depth Required 4.61 In LOADING DIAGRAM Alt- A B Span =4 ft Reactions Live Load Dead Load Total Load Uplift Load , A 720 Lb 133 Lb 853 Lb 0 Lb B 720 Lb 133 Lb 853 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 360 Plf 60 Plf 7 Plf 427 Plf r y Uniformly Loaded Floor Beam[AISC 9th Ed ASD I Ver:6.00.7 By:Jay Malaspino,CAD Designs on:05-29-2007: 11:45:27 AM Proiect:TOBIN LINCOLN'-Location: 1st floor beam 7' Summary: A36 W8x24 x 16.0 FT Section Adequate By: 137.7% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.11 IN Live Load: LLD= 0.22 IN=U869 Total Load: TLD= 0.33 IN=U575 Reactions(Each End): Live Load: LL-Rxn= 2880 LB Dead Load: DL-Rxn= 1472 LB Total Load: TL-Rxn= 4352 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.79 IN Beam Data: Span: L= 16.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect.Criteria: U 360 Total Load Deflect.Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 60.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 6.0 FT Floor Live Load-Side Two: LL2= 60.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Wall Load: WALL= 100 PLF Beam Loading: Beam Total Live Load: wL= 360 PLF Beam Self Weight: BSW= 24 PLF Beam Total Dead Load: wD= 184 PLF Total Maximum Load: wT= 544 PLF Properties for:W8x24/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 7.93 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 6.50 IN Flange Thickness: tf= 0.40 IN Distance to Web Toe of Fillet: k= 0.79 IN Moment of Inertia About X-X Axis: Ix-- 82.80 IN4 Section Modulus About X-X Axis: Sx= 20.90 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.77 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 8.12 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 32.37 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.86 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 29.1 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 17408 FT-LB Nominal Moment Strength: Mr= 41382 FT-LB Controlling Shear: V= 4352 LB Nominal Shear Strength: Vr- 27977 LB Moment of Inertia(Deflection): Ireq= 34.57 IN4 1= 82.80 IN4 ji,a . . Uniformly Loaded Floor Beam[AISC 9th Ed ASD]Ver.6.00.7 By:Jay Malaspino CAD Designs on:05-29-2007 Project:TOWN LINCOLN-Location: 1st floor beam'T' Summary: A36 W8x24 x 16.0 FT Section Adequate By: 137.7% Controlling Factor:Moment LOADING DIAGRAM �— W A B Span = 16 ft Reactions Live Load Dead Load Total Load Uplift Load A 2880 Lb 1472 Lb 4352 Lb 0 Lb B 2880 Lb 1472 Lb 4352 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 360 Plf 160 Plf 24 Plf 544 Plf Uniformly Loaded Floor Beam[AISC 9th Ed ASD Ver:6.00.7 Bv:Jav Malaspino, CAD Designs on:05-29-2007: 11:46:00 AM Proiect:TOBIN LINCOLN Location:2nd floor beam"J" Summary: A36 W 10x22 x 18.0 FT Section Adequate By: 134.1% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.08 IN Live Load: LLD= 0.26 IN=U846 Total Load: TLD= 0.33 IN=U646 Reactions(Each End): Live Load: LL-Rxn= 3330 LB Dead Load: DL-Rxn= 1031 LB Total Load: TL-Rxn= 4361 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.66 IN Beam Data: Span: L= 18.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 6.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 3.25 FT Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 370 PLF Beam Self Weight: BSW= 22 PLF Beam Total Dead Load: wD= 115 PLF Total Maximum Load: wT= 485 PLF Properties for:W10x22/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.17 IN Web Thickness: tw= 0.24 IN Flange Width: bf= 5.75 IN Flange Thickness: tf= 0.36 IN Distance to Web Toe of Fillet: k= 0.66 IN Moment of Inertia About X-X Axis: Ix= 118.00 IN4 Section Modulus About X-X Axis: Sx= 23.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.52 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.99 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 42.38 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced'Length: Lb= , 0.0 FT Limitinq Unbraced Length for Fb=.66'Fy: Lc-- 6.07 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 39.38 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= 19622 FT-LB Nominal Moment Strength: Mr- 45936 FT-LB Controlling Shear: V= 4361 LB Nominal Shear Strength: Vr= 35148 LB Moment of Inertia(Deflection): Ireq= 50.22 IN4 1= 118.00 IN4 Uniformly Loaded Floor Beam[AISC 9th Ed ASD]Ver:6.00.7 By:Jay Malaspino, CAD Designs on:05-29-2007 Project:TOBIN LINCOLN-Location:2nd floor beam"J" Summary: A36 W 10x22 x 18.0 FT Section Adequate By: 134.1% Controlling Factor: Moment LOADING DIAGRAM W A B Span. = 18 ft Reactions Live Load Dead Load Total Load Uplift Load A 3330 Lb 1031 Lb 4360 Lb 0 Lb B 3330 Lb 1031 Lb 4360 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 370 Plf 92 Plf 22 Plf 484 Plf Uniformly Loaded Floor Beam[AISC 9th Ed ASD 1 Ver:6.00.7 Bv:Jav Malaspino,CAD Designs on:05-29-2007: 11:46:06 AM Proiect:TOBIN LINCOLN'-Location:2nd floor beam"K" Summary: A36 W8x24 x 15.0 FT Section Adequate By: 157.1% Controlling Factor: Moment of Inertia Deflections: Dead Load: DLD 0.06 IN Live Load: LLD= 0.19 IN= U926 Total Load: TLD= 0.25 IN=U707 Reactions(Each End): Live Load: LL-Rxn= 3075 LB Dead Load: DL-Rxh= 949 LB Total Load: TL-Rxn= 4024 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.79 IN Beam Data: Span: L= 15.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect.Criteria: U 360 Total Load Deflect.Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 4.25 FT Floor Live Load-Side Two: LL2= 140.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 6.0 FT Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 410 PLF Beam Self Weight: BSW= 24 PLF Beam Total Dead Load: wD= 127 PLF Total Maximum Load: wT= 537 PLF Properties for:W8x24/A36 Yield Stress: Fv= . 36 KSI, Modulus of Elasticity: E= 29000 KSI Depth: d= 7.93 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 6.50 IN Flange Thickness: tf= 0.40 IN Distance to Web Toe of Fillet: k= 0.79 IN Moment of Inertia About X-X Axis: Ix= 82.80 IN4 Section Modulus About X-X Axis: Sx= 20.90 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.77 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 8.12 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 32.37 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.86. FT Allowable Bending Stress: Fb= .23.76 KSI Web Height to Thickness Ratio: h/tw= 29.1 Limiting Web Height to Thickness Ratio for.Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 15089 FT-LB Nominal Moment Strength: Mr=. 41382 FT-LB Controlling Shear: V= 4024 LB Nominal Shear Strength: Vr- 27977 LB Moment of Inertia(Deflection): Ireq= 32.20 IN4 82.80 IN4 Uniformly Loaded Floor Beam[AISC 9th Ed ASD]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:05-29-2007 Project:TOBIN LINCOLN-Location:2nd floor beam"K" Summary: A36 W8x24 x 15.0 FT Section Adequate By: 157.1% Controlling Factor: Moment of Inertia LOADING DIAGRAM W A B Span = 15 ft Reactions Live Load Dead Load Total Load Uplift Load A 3075 Lb 949 Lb 4024 Lb 0 Lb B 3075 Lb 949 Lb 4024 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 410 Plf 102 Plf 24 Plf 536 Plf Roof Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.7 Bv:Jav Malaspino,CAD Designs on:05-29-2007: 11:46:16 AM Project:TOBIN LINCOLN"-Location: ridge beam"G" Summary: 1.5 IN x 11.25 IN x 6.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:41.8% Controlling Factor:Area/Depth Required 8.08 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN=U3282 Total Load: TLD= 0.04 IN=L/2023 Reactions(Each End): Live Load: LL-Rxn= 563 LB Dead Load: DL-Rxn= 350 LB Total Load: TL-Rxn= 912 LB Bearing Length Required(Beam only, support capacity not checked): BL= 1.43 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 0 : 12 Live Load Deflect.Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 3.75 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 3.75 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 4 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 6.0 FT Beam Uniform Live Load: wL= 188 PLF Beam Uniform Dead Load: wD_adi= 117 PLF Total Uniform Load: wT= 304 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1006 PSI Adjustment Factors:Cd=1.15 Cf=1.00 Fv': Fv'= 81 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 1368 FT-LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 639 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= 16.32 IN3 S= 31.64 IN3 Area(Shear): Areq= 11.90 IN2 A= 16.88 IN2 Moment of Inertia(Deflection): . Ireq= 15.83 IN4 1= 177.98 IN4 Roof Beam[99 BOCA National Building Code(97 NDS)]Ver:6.00.7 By:Jay Malaspino, CAD Designs on:05-29-2007 Project:TOBIN LINCOLN-Location:ridge beam"G" Summary: 1.5 IN x 11.25 IN x 6.0 FT /#2-Spruce-Pine-Fir Dry Use Section Adequate BY:41.8% Controlling Factor Area/Depth Required 8.08 In LOADING DIAGRAM W IBM B Span =6 ft Reactions Live Load Dead Load Total Load Uplift Load A 562 Lb 350 Lb 912 Lb 0 Lb B 562 Lb 350 Lb 912 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight _Total Load W 188 Plf 112 Plf 4 Plf 304 Plf Multi-Loaded Beam[AISC 9th Ed ASD)Ver:6.00.7 Bv:Jay Malaspino,CAD Designs on:05-29-2007: 11:46:23 AM Protect:TOBIN LINCOLN'-Location: 1st floor beam "U" Summary: A36 W 10x3O x 14.5 FT Section Adequate By: 104.4% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.06 IN Live Load: LLD-Center= 0.19 IN=U932 Total Load: TLD-Center- 0.24 IN=U713 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 8908 LB Dead Load: DL-Rxn-A= 3391 LB Total Load: TL-Rxn-A= 12299 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= 6433 LB Dead Load: DL-Rxn-B= 1896 LB Total Load: TL-Rxn-B= 8329 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.81 IN Beam Data: Center Span Length: L2= 14.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.5 FT Live Load Deflect.Criteria: U 0 36 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 500 PLF Dead Load: wD-2= 125 PLF Beam Self Weight: BSW= 30 PLF Total Load:Point Load 1 wT-2= 655 PLF Live Load: PL1-2= 2871 LB Dead Load: PD1-2= 1734 LB Location (From left end of span): X1-2= 1.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 360 PLF Left Dead Load: TRD-Left-1-2= 90 PLF Right Live Load: TRL-Riqht-1-2= 360 PLF Right Dead Load: TRD-Right-1-2= 90 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 14.5 FT Load Length: C-1-2= 14.5 FT Properties for:W10x30/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.47 IN Web Thickness: tw= 0.30 IN 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= 1.55 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= 34.90 Allowable Web Buckling Ratio: 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= 31.5 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= 31389 FT-LB 6.96 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= 64152 FT-LB Controlling Shear: V= 12299 LB - At left support of span 2(Center Span) e Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr= 45230 LB Moment of Inertia(Deflection): Ireq= 65.64 IN4 ,a Pape:2 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver:6.00.7 By:Jay Malaspino CAD Designs on:05-29-2007: 11:46:23 AM Project:TOBIN LINCOLN-Location: 1st floor beam "U"' 1= 170.00 IN4 i.. Multi-Loaded Beam[AISC 9th Ed ASD)Ver:6.00.7 By:Jay Malaspind, CAD Designs on 05-29-2007 Project:TOBIN LINCOLN-Location: 1st floor beam "U" Summary: A36 W 10x30 x 14.5 FT Section Adequate By: 104.4% Controlling Factor Moment LOADING DIAGRAM Pi TR1 1N A B Center Span = 14.5 ft Reactions Live Load Dead Load Total Load Uplift Load A 8908 Lb 3391 Lb 12299 Lb 0 Lb B 6433 Lb 1896 Lb 8329 Lb - 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 500 Plf 125 Plf 30 Plf 655 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 360 Plf 90 Plf 360 Plf 90 Plf 0 Ft 14.5 Ft Point Loading Live Load Dead Load Location P1 2871 Lb 1734 Lb 1 Ft Multi-Loaded Beamf AISC 9th Ed ASD)Ver:6.00.7 Bv:Jav Malaspino,CAD Designs on:05-29-2007 : 11:46:49 AM Proiect:TOBIN LINCOLN-Location: 1st floor beam"2C" Summary: ' A36 W12x26 x 34.33 FT(10.3+ 12+ 12) Section Adequate By:64.3% Controlling Factor: Moment Left Span Deflections: Dead Load: DLD-Left= 0.01 IN Live Load: LLD-Left= 0.05 IN=U2739 Total Load: TLD-Left= 0.05 IN=U2347 Center Span Deflections: Dead Load: DLD-Center- 0.01 IN Live Load: LLD-Center= 0.05 IN=U2649 Total Load: TLD-Center- 0.06 IN=U2374 Right Span Deflections: Dead Load: DLD-Riqht= 0.02 IN Live Load: LLD-Riqht= ,0.08 IN=U1829 Total Load: TLD-Right= 0.10 IN=U1449 Left End Reactions(Support A): Live Load: LL-Rxn-A= ` 6290 LB Dead Load: DL-Rxn-A= 1746 LB Total Load: TL-Rxn-A= 8036 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.68 IN Center Span Left End Reactions(Support B): Live Load: LL-Rxn-B= 17014 LB Dead Load: DL-Rxn-B= - 5139 LB Total Load: TL-Rxn-B= 22152 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.68 IN Center Span Right End Reactions(Support C): Live Load: LL-Rxn-C= 18976. LB Dead Load: DL-Rxn-C= 6646 LB Total Load: TL-Rxn-C= .25622 LB Bearing Length Required(Beam only,support capacity not checked): BL-C 1.29 IN Right End Reactions(Support D): Live Load: LL-Rxn-D= 7064 LB Dead Load: DL-Rxn-D= 2313 LB Total Load: TL-Rxn-D= 9378 LB Bearing Length Required(Beam only,support capacity not checked): BL-D 0.68 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 10.33 FT Left Span Unbraced Lenqth-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 10.33 FT Center Span Length: L2= 12.0 FT Center Span Unbraced Lenqth-Top of Beam: Lug-Top= 0.0- FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.0 FT Right Span Length: L3= 12.0 FT Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 12.0 FT Live Load Deflect.Criteria: U 360 Total Load Deflect.Criteria: U 240 Left Span Loading: Uniform Load: Live Load: wL-1= 500 PLF' Dead Load: wD-1= 125 PLF Beam Self Weight:, BSW= 26 PLF Total Load: wT-1= 651 - PLF Point Load 1 Live Load: .PL1-1= 402 LB Dead Load: PD1-1= 242 LB Location(From left end of span): X1-1= 1.25 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-1= 500 PLF Left Dead Load: TRD-Left-1-1= 125 PLF Right Live Load: TRL-Riqht-1-1= 500 PLF Right Dead Load: TRD-Right-1-1 125 PLF Load Start: AAA= 0.0 FT Load End: B-1-1= 10.33 FT Load Length: C-1-1= 10.33 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-1= 240 PLF Left Dead Load: TRD-Left-2-1= 120 PLF Right Live Load: TRL-Riqht-2-1= 240 PLF Right Dead Load: TRD-Right-2-1= 120 PLF Load Start: A-2-1= 0.0 FT Load End: B-2-1= 10.33 FT Page:2 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver.6.00.7 Bv:Jav Malaspino,CAD Designs on:05-29-2007:11:46:49 AM Project:TOBIN LINCOLN-Location: 1st floor beam"2C" Load Length: C-2-1= 10.33 FT Center Span Loading: Uniform Load: Live Load: wL-2= 500 PLF Dead Load: wD-2= 125 PLF Beam Self Weight: = BSW- 26 PLF Total Load: wT-2= 651 PLF Point Load 1 Live Load: PL1-2= 1045 LB Dead Load: PD1-2= 1039 LB Location(From left end of span): X1-2= 7.25 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 500 PLF Left Dead Load: TRD-Left-1-2= 125 PLF Right Live Load: TRL-Right-1-2= 500 PLF Right Dead Load: TRD-Right-1-2= 125 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= '5.0 FT Load Length: C-1-2= 5.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= ° 240 PLF Left Dead Load: TRD-Left-2-2= 120 PLF Right Live Load: TRL-Right-2-2=. 240 PLF Right Dead Load: TRD-Right-2-2" 120 PLF Load Start: - A-2-2= 0.0 FT Load End: B-2-2= 12.0 FT Load Length: C-2-2= 12.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 480 PLF Left Dead Load: TRD-Left-3-2= 120 PLF Right Live Load: TRL-Right-3-2= 480 PLF Right Dead Load: TRD-Right-3-2= 120 PLF Load Start: A-3-2= 5.0 FT Load End: B-3-2= 12.0 FT Load Length: C-3-2= 7.0 FT Right Span Loading: Uniform Load: Live Load: wL-3= 500 PLF Dead Load: wD-3= 125 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-3= 651 PLF Point Load 1 Live Load: PL1-3= 1045 LB Dead Load: PD1-3= 1039 LB Location(From left end of span): X1-3= 7,25 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-3= 506 PLF Left Dead Load: TRD-Left-1-3= 125 PLF Right Live Load: TRL-Right-1-3= 500 PLF Right Dead Load: TRD-Right-1-3= 125- PLF Load Start: A-1-3= 0.0 FT Load End: B-1-3= 5.0 FT Load Length: C-1-3= 5.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-3= 240 PLF _ Left Dead Load: TRD-Left-2-3= 120 PLF Right Live Load: TRL-Riqht-2-3= 240 PLF Right Dead Load: TRD-Right-2-3= 120 PLF Load Start: A-2-3= 0.0 FT Load End: B-2-3= 12.0 FT Load Length: C-2-3= 12.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-3= 480 PLF Left Dead Load: TRD-Left-3-3= 120 PLF Right Live Load: TRL-Riqht-3-3= 480, PLF Right Dead Load: TRD-Right-3-3= 120 PLF Load Start: A-3-3 5.0 FT Load End: B-3-3 12.0 FT Load Length: C-3-3= 7.0 FT Properties for:W12x26/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Page:3 Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver:6.00.7 Bv:Jav Malaspino, CAD Designs on:05-29-2007: 11:46:49 AM Project:TOWN LINCOLN-Location: 1st floor beam"2C Depth: d= 12.22 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 6.49 IN Flange Thickness: tf= 0.38 IN Distance to Web Toe of Fillet: k= 0.68 IN Moment of Inertia About X-X Axis: Ix= 204.00 IN4 Section Modulus About X-X Axis: Sx= 33.40 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.72 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 8.54 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio:. WBR= 53.13 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 12.0 FT Limiting Unbraced Length for Fb=.66*Fv: Lc= 6.85 FT Limiting Unbraced Length for Fb=.6*Fv w/Cb: Lu= 9.34 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Eqn F1-6: F1-6= 18.06 KSI Allowable fb per ASD Eqn F1-7: F1-7= 21.6 KSI Allowable fb per ASD Eqn F1-8: F1-8= 16.82 KSI Elastic Limit of ASD Eqn F1-6: EL1-6= 17.06 FT Allowable Bending Stress: Fb= 18.06 KSI Web Height to Thickness Ratio: h/tw= 49.83 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= .14.4 KSI Design Requirements Comparison: Controlling Moment: M= -30598 FT-LB Over right support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2, 3 Nominal Moment Strength: - Mr- 50275 FT-LB Controlling Shear: V= 13140 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2, 3 Nominal Shear Strength: Vr- 40473 LB Moment of Inertia(Deflection): Ireq= 40.16 IN4 I= 204.00 IN4 Multi-Loaded Beam[AISC 9th Ed ASD]Ver:6.00.7 By:Jay Malaspino, CAD Designs on:05-29-2007 Project:TOBINN LINCOLN-Location: 1st floor beam"2C" Summary: A36 W12x26 x 34.33 FT(10.3+ 12+ 12) Section Adequate By:64.3% Controlling Factor Moment LOADING DIAGRAM P1 P1 P1 --------------------- TR2 TR2 TR2 TR1 TR1 TR3 TR7 TR3 A B IL C D Left Span = 10.33 ft Center Span = 12 ft. Right Span = 12 ft Reactions Live Load Dead Load Total Load Uplift Load A 6290 Lb 1746 Lb 8036 Lb 0 Lb B 17014 Lb 5139 Lb 22152 Lb 0 Lb C 18976 Lb 6646 Lb 25622 Lb 0 Lb D 7064 Lb 2313 Lb 9378 Lb 0 Lb Left Span Uniform Loading Live Load Dead Load Self Weight Total Load W 500 Pif 125 Plf 26 Plf 651 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 500 Pif 125 Plf 500 Plf 125 Pif 0 TF 10.3 Ft TR2 240 Plf 120 Plf 240 Pif 120 Pif 0 Ft 10.3 Ft Point Loading Live Load Dead Load Location P1 402 Lb 242 Lb 1.2 Ft Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 500 Pif 125 Plf. 26 Plf 651.Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 500 Pif 125 Pif 500 Plf 125 Plf 0 Ft 5 Ft TR2 24G Plf 120 Pif 240 Pif 120 Pif 0 Ft 12 Ft TR3 480 Pif 120 Plf 480 Plf 120 Plf 5 Ft 12 Ft Point Loading Live Load Dead Load Location P1 1045 Lb 1039 Lb 7.2 Ft Page 2 Right Span Uniform Loading Live Load Dead Load Self Weight Total Load W 500 Plf 125 Plf 26 Plf 651 Plf, Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 500 Plf 125 Plf 500 Plf 125 Plf 0 Ft 5 Ft TR2 240 Plf 120 Plf 240 Plf 120 Plf 0 Ft 12 Ft TR3 480 Plf 120 Plf 480 Plf 120 Plf 5 Ft 12 Ft r Point Loading Live Load Dead Load Location P1 1045 Lb 1039 Lb 7.2 Ft T a " Multi-Loaded Beam[AISC 9th Ed ASD t Ver:6.00.7 By:Jay Malaspino, CAD Designs on:05-29-2007: 11:46:55 AM Protect:TOBIN LINCOLN'-Location: 1st floor beam"2D" Summary: A36 W12x26 x 30.12 FT(13.8+ 16.3) Section Adequate By: 100.8% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center•= 0.01 IN Live Load: LLD-Center- 0.05 IN=U3421 Total Load: TLD-Center= 0.05 IN=U3053 Right Span Deflections: , Dead Load: OLD-Right= 0.02 IN Live Load: LLD-Right 0:09 IN=U2241 Total Load: TLD-Right= 0.11 IN=U1841 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 6518 LB Dead Load: DL-Rxn-A= 2024 LB Total Load: TL-Rxn-A= 8542 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.68 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 18911 LB Dead Load: DL-Rxn-B= 7812 LB Total Load: TL-Rxn-B= 26723 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.49 IN Right End Reactions(Support C): Live Load: LL-Rxn-C= 3381 LB Dead Load: DL-Rxn-C= 930 LB Total Load: TL-Rxn-C= 4311 LB Bearing Length Required(Beam only,support capacity not checked): BL-C= 0.68 IN Dead Load Uplift F.S.: FS= 1:5 Beam Data: Center Span Length: L2= 13.83 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.83 FT Right Span Length: L3= 16.29 FT Right Span Unbraced Lenqth-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 16.29 FT Live Load Deflect. Criteria L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 480 PLF' Dead Load: wD-2= 120 PLF Beam Self Weight: BSW= 26 PLF Total Load:Point Load 1 wT-2= 626 PLF - - Live Load: . PL1-2= 3580 LB Dead Load: PD1-2= 1320 LB Location(From left end of span): - X1-2=. 0.0 FT Right Span Loading: Uniform Load: Live Load: wL-3= 480 PLF Dead Load:Beam Self Weight: wD-3= 120 PLF BSW= 26 PLF Total Load: wT-3= , 626 PLF Point Load 1 Live Load- PL1-3= 9826 LB Dead Load: PD1.3= 5049 LB Location(From left end of span): X1-3= 0.0 FT Properties for:W12x26/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.22 " IN Web Thickness: tw=. 0.23 IN Flange Width: bf= 6.49 IN Flange Thickness: tf= 0.38 IN Distance to Web Toe of Fillet: k= 0.68 IN Moment of Inertia About X-X Axis: Ix= 204.00 IN4 Section Modulus About X-X Axis: Sx= 33.40 IN3 Radius of Gyration of Compression Flange+.1/3 of Web: rt= 1.72 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 8.54 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 53.13 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 16.29 FT x Page:2 Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver:6.00.7 Bv:Jay Malaspino,CAD Designs on:05-29-2007: 11:46:55 AM Project:TOBIN LINCOLN-Location: 1st floor beam'2D" Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.85 FT Limitinq Unbraced Length for Fb=.6*Fy w/Cb: Lu= 9.34 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Eqn F1-6: F1-6= 13.06 KSI Allowable fb per ASD Eqn F1-7: F1-7= 13.16 KSI Allowable fb per ASD Eqn F1-8: F1-8= 12.39 KSI Elastic Limit of ASD Eqn F1-6: EL1-6= 17.06 FT Allowable Bending Stress: Fb= 13.06 KSI Web Height to Thickness Ratio: h/tw= 49.83 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= -18103 FT-LB Over left support of span 3(Right Span) Critical moment created by combining all dead loads and live loads on span(s)2, 3 Nominal Moment Strength: Mr= 36347 FT-LB Controlling Shear: V= 6210 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2,3 Nominal Shear Strength: Vr-- 40473 LB Moment of Inertia(Deflection): Ireq= 32.7 IN4 1= 204.00 IN4 Multi-Loaded Beam[AISC 9th Ed ASD,)Ver:6.00.7 By:Jay Malaspino,CAD Designs on:05-29-2007 Project:TOBIN LINCOLN-Location: 1st floor beam"21)" Summary A36 W12x26 x 30.12 FT(13.8+ 16.3) Section Adequate By: 100.8% Controlling Factor:Moment LOADING DIAGRAM P1 P1 W VU A B C Center Span = 13.83 ft Right Span = 16.29 ft Reactions Live Load Dead Load Total Load Uplift Load A. 6518 Lb 2024'Lb 8542 Lb 0 Lb B 18911 Lb 7812 Lb 26723 Lb 0 Lb C 3381 Lb 930 Lb 4311 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load - W 480 Plf 120 Plf 26 Plf 626 Plf ; Point Loading Live Load Dead Load Location P1 3580 Lb 1320 Lb 0 Ft Right Span Uniform Loading Live Load Dead Load Self Weight Total Load W 480 Plf 120 Plf 26 Plf 626 Plf Point Loading Live Load Dead Load Location P1 9826 Lb 5049 Lb 0 Ft , Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver:6.00.7 Bv:Jav Malaspino, CAD Designs on:05-29-2007 : 11:47:04 AM Proiect:TOBIN CINCOLN-Location: 1st floor beam"Y" Summary: , A36 W10x22 x 24.0 FT(13+ 11) Section Adequate By:44.3% Controlling Factor: Moment Left Span Deflections: Dead Load: DLD-Left= 0.04 IN Live Load: LLD-Left= 0.09 IN=U1678 Total Load: TLD-Left= 0.13 IN=U1194 Center span Deflections: Dead Load: DLD-Center- 0.01 IN Live Load: LLD-Center= 0.05 IN=U2584 Total Load: TLD-Center- 0.06 IN=U2114 Left End Reactions(Support A): Live Load: LL-Rxn-A= 4102 LB Dead Load: DL-Rxn-A= 2096 LB Total Load: TL-Rxn-A= 6198 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.66 IN Center span Left End Reactions(Support B): Live Load: LL-Rxn-B= 11011 LB Dead Load: DL-Rxn-B= 6215 LB Total Load: TL-Rxn-B= 17226 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.66 IN Center span Right End Reactions(Support C): Live Load: LL-Rxn-C= 6435 LB Dead Load: DL-Rxn-C= 3050 LB Total Load: TL-Rxn-C= 9485 LB Bearing Length Required(Beam only,support capacity not checked): BL-C= 0.66 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 13.0 FT Left Span Unbraced Length-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 13.0 FT Center span Length: L2= 11.0 FT Center span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 360 Left Span Loading: Uniform Load: Live Load: wL-1= 320 PLF Dead Load: wD-1= 80 PLF Beam Self Weight: BSW= 22 PLF Total Load: wT-1= 422 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-1= 250 PLF Left Dead Load: =TRD-Left-1-1= 150 PLF Right Live Load: TRL-Right-1-1= 250 PLF Right Dead Load: TRD-Right-1-1= 150 PLF Load Start: AAA= 0.0 FT Load End: B-1-1= 13.0 FT Load Length: C-1-1= 13.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-1= 160 PLF Left Dead Load: TRD-Left-2-1= 80 PLF Right Live Load: TRL-Right-2-1= 160 PLF Right Dead Load: TRD-Right-2-1= 80 PLF Load Start: A-2-1= 0.0 FT Load End: B-2-1= 13.0 FT Load Length: C-2-1= 1.3.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-1= 0 PLF Left Dead Load: TRD-Left-3-1= 80 PLF Right Live Load: TRL-Right-3-1= 0 PLF Right Dead Load: TRD-Right-3-1= 80 PLF Load Start: A-3-1= 0.0 FT Load End: B-3-1= 13.0 FT Load Length: C-3-1= 13.0 FT Center span Loading: Uniform Load: ` Live Load: wL-2= 320 PLF Dead Load: wD-2= 80 PLF Beam Self Weight: BSW= 22 PLF Total Load: wT-2= 422 PLF Point Load 1 . - Page:2 Multi-Loaded Beamf AISC 9th Ed ASD Ver:6.00.7 Bv:Jay Malaspino, CAD Designs on:05-29-2007: 11:47:04 AM Project:TOBIN LINCOLN-Location: 1st floor beam"Y" Live Load: PL1-2= 2880 LB Dead Load: PD1-2= 1472 LB Location(From left end of span): X1-2= 11.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 250 PLF Left Dead Load: TRD-Left-1-2= 150 PLF Right Live Load: TRL-Riqht-1-2= 250 PLF Right Dead Load: TRD-Right-1-2= 150 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 11.0 FT Load Length: C-1-2= 11.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 160 PLF Left Dead Load: TRD-Left-2-2= 80 PLF Right Live Load: TRL-Right-2-2= 160 PLF Right Dead Load: TRD-Right-2-2= 80 PLF Load Start: A-2-2= 0.0 FT Load End: J B-2-2= 11.0 FT Load Length: C-2-2= 11.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 0 PLF Left Dead Load: TRD-Left-3-2= 80 PLF Right Live Load: TRL-Riqht-3-2= 0 PLF Right Dead Load: TRD-Right-3-2= 80 PLF Load Start: A-3-2= 0.0 FT Load End: B-3-2= 11.0 FT Load Length: C-3-2= 11.0 FT Properties for:W10x22/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity.: E= 29000 KSI Depth: d= 10.17 IN Web Thickness: tw= 0.24 IN Flange Width: bf= 5.75 IN Flange Thickness: tf= 0.36 IN Distance to Web Toe of Fillet: k= 0.66 IN Moment of Inertia About X-X Axis: Ix-- 118.00 IN4 Section Modulus About X-X Axis: Sx= 23.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.52 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.99 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 42.38 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 13.0 FT Limiting Unbraced Length for Fb=.66*Fv: Lc= 6.07 FT Limiting Unbraced Length for Fb=.6*Fv w/Cb: Lu= 9.42 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Eqn F1-6: F1-6= 15.08 KSI Allowable fb per ASD Eqn F1-7: F1-7= 16.14 KSI Allowable fb per ASD Eqn F1-8: F1-8= 15.66 KSI Elastic Limit of ASD Eqn F1-6: EL1-6= 15.08 FT Allowable Bending Stress: Fb= 15.66 KSI Web Height to Thickness Ratio: h/tw= 39.38 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= -20984 FT-LB Over right support of span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1,2 Nominal Moment Strength: Mr-- 30270 FT-LB Controlling Shear: V= 9037 LB 13.0 Ft from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s) 1,2 Nominal Shear Strength: Vr- 35148 LB Moment of Inertia(Deflection): Ireq= 25.31 IN4 1= 118.00 IN4 Multi-Loaded Beam[AISC 9th Ed ASD]Ver:6.00.7 By:Jay Malaspino ,,CAD Designs on:05-29-2007 Project:TOBIN LINCOLN-Location: 1st floor beam"Y' Summary: A36 W10x22 x 24.0 FT(13+ 11) Section Adequate By:44.3% Controlling Factor: Moment LOADING DIAGRAM P1 TR3 TR3 TR2 TR2 TR1 TR1 W W A B C Left Span = 13 ft Center Ws pan 11 ft Reactions Live Load Dead Load Total Load Uplift Load A 4102 Lb 2096 Lb 6198 Lb 0 Lb B 11011 Lb 6215 Lb 17226 Lb 0 Lb C 6435 Lb 3050 Lb 9485 Lb 0 Lb Left Span Uniform Loading Live Load Dead Load Self Weight Total Load W 320 Plf 80 Plf 22 PIf 422 Plf Trapezoidal Loading r Left LL Left DL Right LL. Right DL Load Start Load End TR1 250 Plf 150 Plf 250 Plf 150 Plf 0 Ft 13 Ft TR2 160 Plf 80 Plf 160 Plf 80 Plf 0 Ft 13 Ft TR3 0 Plf 80 Plf 0 Plf " 80 Plf 0 Ft 13 Ft Center span Uniform Loading Live Load Dead Load Self Weight Total Load W 320 Plf 80 Plf 22 Plf 11 422 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 250 Plf 150 Plf 250 Plf 150 Plf 0 Ft 11 Ft TR2 160 Plf 80 Plf 160 Plf 80 Plf 0 Ft 11 Ft TR3 0 Plf 80 Plf 0 Plf 80 Plf 0 Ft 11 Ft Point Loading Live Load Dead Load Location P1 2880 Lb 1472 Lb 11 Ft Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver.6.00.7 Bv:Jav Malaspino, CAD Designs on:05-29-2007 : 11:47:28 AM Proiect:TOBIN LINCOLN-Location: 1st floor beam'7' Summary: A36 W 10x22 x 24.0 FT 0 3+11) Section Adequate By:37.1% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center- 0.03 IN Live Load: LLD-Center- 0.11 IN=U1441 Total Load: TLD-Center= 0.14 IN=L/1111 Right Span Deflections: Dead Load: DLD-Riqht= 0.01 IN Live Load: LLD-Riqht= 0.06 IN=U2219 Total Load: TLD-Right= 0.07 IN=U1909 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4777 LB Dead Load: DL-Rxn-A= 1790 LB Total Load: TL-Rxn-A= 6567 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.66 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 12821 LB Dead Load: DL-Rxn-B= 5310 LB Total Load: TL-Rxn-B= 18131 LB Bearing Length Required(Beam only,support capacity not checked): BL-B 0.66 IN Right End Reactions(Support C): Live Load: LL-Rxn-C= 4139 LB Dead Load: DL-Rxn-C= 1348 LB Total Load: TL-Rxn-C= 5487 LB Bearing Length Required(Beam only,support capacity not checked): BL-C 0.66 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 13.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.0 FT Right Span Length: L3= 11.0 FT Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 11.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 320 PLF Dead Load: wD-2= 80 PLF Beam Self Weight: BSW= 22 PLF Total Load: wT-2= 422 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 250 PLF Left Dead Load: TRD-Left-1-2= 150 PLF Right Live Load: TRL-Right-1-2= . 250 PLF . Right Dead Load: JRD-Right-1-2= 150 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2 13.0 FT Load Length: C-1-2= 13.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 160 PLF Left Dead Load: TRD-Left-2-2= 80 PLF Right Live Load: TRL-Riqht-2-2= 160 PLF Right Dead Load: TRD7Right-2-2= 80 PLF t Load Start: A-2-2= 0.0 FT Load End: B-2-2= - 13.0 FT Load Length: C-2-2 13.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 120 PLF Left Dead Load: TRD-Left-3-2= 20 PLF Right Live Load: TRL-Right-3-2= 120 PLF Right Dead Load: TRD-Right-3-2= 20 PLF Load Start: A-3-2= 0.0 FT Load End: B-3-2= 13.0 FT Load Length: C-3-2 13.0 FT Right Span Loading: Uniform Load: Live Load: wL-3= 320 PLF Dead Load: wD-3= 80 PLF Beam Self Weight: BSW= 22 PLF Total Load: wT-3= 422, PLF Trapezoidal Load 1 r w Page:2 Multi-Loaded Beam(AISC 9th Ed ASD)Ver:6.00.7 Bv:Jay Malaspino,CAD Designs on:05-29-2007:,11:47:28 AM Project:TOBI'N LINCOLN-Location: 1st floor beam"Z" Left Live Load: TRL-Left-1-3= 250 PLF Left Dead Load: TRD-Left-1-3= 150 PLF Right Live Load: - TRL-Right-1-3= 250 PLF Right Dead Load: TRD-Right-1-3= 150 PLF Load Start: A-1-3= 0.0 FT Load End: B-1-3= 11.0 FT Load Length: C-1-3= 11.0 FT. Trapezoidal Load 2 Left Live Load: TRL-Left-2-3= 160 PLF Left Dead Load: TRD-Left-2-3= 80 PLF Right Live Load: TRL-Riqht-2-3= 160 PLF Right Dead Load: TRD-Right-2-3= 80 PLF Load Start: A-2-3= 0.0 FT Load End: B-2-3= 11.0 FT Load Length: C-2-3=, 11.0 FT. Trapezoidal Load 3 Left Live Load: TRL-Left-3-3= 120 PLF Left Dead Load: TRD-Left-3-3= 20 PLF Right Live Load: TRL-Riqht-3-3= 120 PLF Right Dead Load: TRD-Right-3-3= 20 PLF Load Start: - A-3-3= 0.0 FT Load End: B-3-3= 11.0 FT Load Length: C-3-3= 11.0 FT Properties for:W10x22/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.17 IN Web Thickness: tw= 0.24 IN Flange Width: bf= 5.75 IN Flange Thickness: tF= 0.36 IN Distance to Web Toe of Fillet: k= 0.66 IN Moment of Inertia About X-X Axis: lx= 118.00 IN4 Section Modulus About X-X Axis: Sx= 23.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt 1.52 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.99 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 42.38 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb- 13.0 FT Limiting Unbraced Length for Fb=.66*Fv: Lc 6.07 FT Limiting Unbraced Length for Fb=.6*Fv w/Cb: Lu= 9.42 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Eqn F1-6: F1-6= 15.08 KSI Allowable fb per ASD Eqn F1-7: F1-7= 16.14 KSI Allowable fb per ASD Eqn F1-8: F1-8= 15.66 KSI Elastic Limit of ASD Eqn F1-6: EL1-6= 15.08 FT Allowable Bending Stress: Fb= 15.66 KSI Web Height to Thickness Ratio: h/tw= 39.38 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= -22087 FT-LB' Over right support of span 2(Center Span) - Critical moment created by combining all dead loads and live loads on span(s)2; 3 Nominal Moment Strength: Mr- 30270 FT-LB Controlling Shear: V= 9512 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)'2,3. Nominal Shear Strength: Vr- 35148 LB Moment of Inertia(Deflection): Ireq= 29.48 IN4 I= 118.00 IN4 Multi-Loaded Beam[AISC 9th Ed ASD]Ver:6.00.7 By:Jay Malaspino, CAD Designs on:05-29-2007 Project:TOBIN LINCOLN- Location: 1st floor beam"Z" Summary: A36 W10x22 x 24.0 FT(13+ 11) Section Adequate By:37.1% Controlling Factor: Moment LOADING DIAGRAM TR3 TR3 TR2 TR2 It TR12 TRI A B C Center Span = 13 ft T Right Span = 11 ft Reactions Live Load Dead Load Total Load _Uplift Load A 4777 Lb 1790 Lb 6567 Lb 0 Lb B 12821 Lb 5310 Lb 18131 Lb 0 Lb C 4139 Lb 1348 Lb 5487 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 320 Pif 80 Plf 22 Plf 422 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 250 Plf 150 Plf 250 Pif 150 Pif 0 Ft 13 Ft TR2 160 Plf 80 Plf 160 Plf 80 Pif 0 Ft 13 Ft TR3 120 Plf 20 Plf 120 Plf 20 Plf 0 Ft 13 Ft Right Span Uniform Loading Live Load Dead Load Self Weight Total Load ` W 320 Plf 80 Plf 22 Plf 422 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 250 Plf 150 Plf 250 Pif 150 Plf 0 Ft 11 Ft TR2 160 Plf 80 Plf 160 Pif 80 Plf 0 Ft 11 Ft TR3 120 Plf 20 Plf 120 Plf 20 Plf 0 Ft 11 Ft Multi-Span Roof Beam[99BOCA National Building Code(97 NDS)1 Ver.6.00.7 By:Jay Malaspino,CAD Designs on:05-29-2007: 11:49:36 AM Proiect:TOBIN LINCOLN-Location: porch roof beam"2H" Summary: (2) 1.5 IN x 7.25 IN x 28.5 FT(9.5+9.5+9.5)/#2-Southern Pine-Wet Use Section Adequate Bv:53.0% Controlling Factor: Section Modulus/Depth Required 5.86 In Laminations are to be fully connected to provide uniform transfer of loads to all members Left Span Deflections: Dead Load: DLD-Left= 0.05 IN Live Load: LLD-Left= 0.10 IN=U1121 Total Load: TLD-Left= 0.15 IN=U772 Center Span Deflections: Dead Load: DLD-Center- 0.00 IN Live Load: LLD-Center- 0.07 IN=U1643 Total Load: TLD-Center 0.07 IN=U1565 Right Span Deflections: Dead Load: DLD-Right= 0.05 IN Live Load: LLD-Right= 0.10 IN=U1121 Total Load: TLD-Right= 0.15 IN=L/772 Left End Reactions(Support A): Live Load: LL-Rxn-A= 427 LB Dead Load: DL-Rxn-A= 248 LB Total Load: TL-Rxn-A= 676 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.59 IN Center Span Left End Reactions(Support B): Live Load: LL-Rxn-B= 1140 LB Dead Load: DL-Rxn-B= 682 LB ' Total Load: TL-Rxn-B= 1822 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.60 IN Center Span Right End Reactions(Support C): Live Load: LL-Rxn-C= 1140 LB Dead Load: DL-Rxn-C= 682 LB Total Load: TL-Rxn-C= 1822 LB Bearing Length Required(Beam only,support capacity not checked): . BL-C= 1.60 IN Right End Reactions(Support D): Live Load: LL-Rxn-D= 427 LB Dead Load: DL-Rxn-D= 248 LB Total Load: -TL-Rxn-D= 676 LB Bearinq Length Required(Beam only,support capacity not checked): BL-D= 0.59 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 9.5 FT Left Span Unbraced Lenqth-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 9.5 FT Center Span Length: L2= 9.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.5 FT Right Span Length: L3= 9.5 FT Right Span Unbraced Lenqth-Top of Beam: Lu3-Top=' 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 9.5 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 0 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: L/ 180 Left Span Loading: Uniform Load: Roof Live Load: RLL-1= 25.0 PSF Roof Dead Load: RDL-1= 15.0 PSF Roof Tributary Width Side One: Trib-1-1 4.0 FT' Roof Tributary Width Side Two: Trib-2-1= 0.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-1= 0 PLF Total Live Load: wL-1= 100 PLF Total Dead Load(Adjusted for Roof Pitch): wD-1= 60 PLF Total Load: wT-1= 165 PLF Center Span Loading: Uniform Load: Roof Live Load: RLL-2= 25.0 PSF Roof Dead Load: RDL-2 15.0 PSF Roof Tributary Width Side One: Trib-1-2= 4.0 FT Roof Tributary Width Side Two: , Trib-2-2= 0.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 100 PLF Total Dead Load(Adjusted for Roof Pitch): wD-2= 60 PLF Total Load: = wT-2- . 165 , PLF m Page:2 Multi-Span Roof Beam[99 BOCA National Building Code(97 NDS)1 Ver.6.00.7. By:Jay Malaspino, CAD Designs on:05-29-2007: 11:49:36 AM Proiect:TOBIN LINCOLN-Location:porch roof beam"2H Right Span Loading: Uniform Load: - Roof Live Load: RLL-3= 25.0 PSF Roof Dead Load: RDL-3 15.0 PSF Roof Tributary Width Side One: Trib=1-3= 4.0 FT Roof Tributary Width Side Two: Trib-2-3= 0.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-3= 0 PLF Total Live Load: wL-3= 100 PLF Total Dead Load(Adjusted for Roof Pitch): wD-3 '60 PLF Total Load: wT-3= 165 PLF Properties For:#2-Southern Pine Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc peep= 565 PSI Adjusted Properties _ Fb'(Compression Face in Tension): Fb'= 1148 PSI Adjustment Factors: Cd=1.15 Cm=0.85 CI=0.98 Cf=1.00 Fv': Fv'= 100 PSI Adjustment Factors:Cd=1.15 Cm=0.97 E': E'= 1440000 PSI Adiustment Factors: Cm=0.90 Fc'_perp: Fc'_perp= 379 PSI Adiustment Factors: Cm=0.67 Design Requirements: Controlling Moment: M= -1642 FT-LB Over right support of span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: V= 864 LB. At a distance d from left support of span 3(Right Span) Critical shear created by combining all dead loads and live loads on span(s)2, 3 Comparisons With Required Sections: Section Modulus(Moment): Sreq=. 17.17 IN3 S= 26.28 IN3 Area(Shear): Areq= 12.91 IN2 Moment of Inertia(Deflection): A= 21.75 IN2 Ireq= 22.20 IN4 1= 95:27 IN4 a Mylti-Span Roof Beam[99 BOCA National Building Code(97 NDS)]Ver:6.00.7 By:Jay Malaspino, CAD Designs on:05-29-2007 Project:TOBIN LINCOLN-Location:porch roof beam"21-1" Summary: (2) 1.5 IN x 7.25 IN x 28.5 FT(9.5+9.5+9.5)/#2 Southern Pine-Wet Use Section Adequate By:53.0% Controlling Factor: Section Modulus/Depth Required 5.86 In LOADING DIAGRAM W W yy A B C D Left Span =9.5 ft Center Span =9.5 ft Right Span =9.5 ft Reactions Live Load Dead Load Total Load Uplift Load A 427 Lb 248 Lb 676 Lb 0 Lb B 1140 Lb 682 Lb 1822 Lb 0 Lb C 1140 Lb 682 Lb 1822 Lb 0 Lb D 427 Lb 248 Lb 676 Lb 0 Lb Left Span Uniform Loading Live Load Dead Load Self Weight Total Load W 100 Plf 60 Plf 5 Plf 165 Plf Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 100 Plf 60 Plf 5 Plf 165 Plf Right Span Uniform Loading Live Load Dead Load Self Weight Total Load W 100 Plf 60 Plf 5 Plf 165 Plf Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver:6.00.7 Bv:Jay Malaspino , CAD Designs on:05-29-2007 : 11:47:34 AM Project:TOBIN LINC,OLN-Location:2nd floor beam"I" Summary: A36 W8x24 x 15.0 FT Section Adequate By: 135.2% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.09 IN Live Load: LLD-Center- 0.20 IN=U904 Total Load: TLD-Center-- 0.29 IN=U631 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2981 LB Dead Load: DL-Rxn-A= 1255 LB Total Load: TL-Rxn-A= 4236 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.79 IN Center Span Right End Reactions(Support B): Live Load: L'L-Rxn-B= 2981 LB Dead Load: DL-Rxn-B= 1255 LB Total Load: TL-Rxn-B= 4236 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.79 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 Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 240 PLF Dead Load: wD-2= 60 PLF Beam Self Weight: BSW= 24 PLF Total Load: wT-2= 324 PLF Point Load 1 Live Load: Pl 1-2y 562 LB Dead Load: PD1-2= 350 LB Location(From left end of span): X1-2= 7.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 120 PLF Left Dead Load: TRD-Left-1-2= 60 PLF Right Live Load: TRL-Riqht-1-2= 120 PLF Right Dead Load: TRD-Right-1-2= 60 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2=.. 15.0 FT Load Length: C-1-2= 15.0 FT Properties for:W8x24/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 7.93 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 6.50 IN Flange Thickness: tf= 0.40 IN Distance to Web Toe of Fillet: k= 0.79 IN Moment of Inertia About X-X Axis: Ix= 82.80 IN4 Section Modulus About X-X Axis: Sx= 20.90 IN3 Radius of Gvration of Compression Flange+ 1/3 of Web: rt= 1.77 IN Design Properties per AISC Steel Construction Manual Flange Buckling Ratio: FBR 8.12 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 32.37 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.86 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 29.1 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 17595 FT-LB 7.5 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 41382 FT-LB Controlling Shear: V= 4236 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= 27977 LB Moment of Inertia(Deflection): -Ireq= 32.98 IN4 Page:2 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver:6.003 Bv:Jay Malaspino,CAD Designs on:05-29-2007: 11:47:34 AM Project:TOBIN LINCOLN-Location:2nd floor beam"I" . f= 82.80 IN4 Multi-Loaded Beam[AISC 9th Ed ASD]Ver:6.00.7 By:Jay Malaspino, CAD Designs on:05-29-2007 Project:TOBIN LINCOLN-Location:2nd floor beam"I" Summary: A36 W8x24 x 15.0 FT Section Adequate By: 135.2% Controlling Factor: Moment LOADING DIAGRAM P1 TR1 W A B Center Span = 15 It Reactions Live Load Dead Load Total Load Uplift Load A 2981 Lb 1255 Lb 4236 Lb 0 Lb B 2981 Lb 1255 Lb 4236 Lb 0 Lb Center Span Uniform Loading „ Live Load Dead Load Self Weight Total Load W 240 Plf 60 Pif 24 Plf 324 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 120 Plf 60 Plf 120 Plf 60 Plf 0 Ft 15 Ft Point Loading Live Load Dead Load Location P1 562 Lb 350 Lb 7.5 Ft Multi-Loaded Beam[AISC 9th Ed ASD l Ver:6.00.7 BY:Jav Malaspino,CAD Designs on:05-29-2007: 11:47:40 AM Proiect:TOBIN LINCOLN-Location:2nd floor beam"M" Summary: A36 W8x28 x 30.12 FT(13.8+ 16.3) Section Adequate By:83.6% Controlling Factor:Moment Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.12 IN=U1401 Total Load: TLD-Center= 0.14 IN=U1211 Right Span Deflections: Dead Load: DLD-Riqht= 0.09 IN Live Load: LLD-Right= 0.20 IN=U962 Total Load: TLD-Right= 0.30 IN=U661 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3580 LB Dead Load: DL-Rxn-A= 1324 LB Total Load: TL-Rxn-A= 4905 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.86 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 9826 LB Dead Load: DL-Rxn-B= 5049 LB Total Load: TL-Rxn-B= 14875 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.86 IN Right End Reactions(Support C): Live Load: LL-Rxn-C 3700 LB Dead Load: DL-Rxn-C= 1933 LB Total Load: TL-Rxn-C= 5633 LB Bearing Length Required(Beam only,support capacity not checked): BL-C= 0.86 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 13.83 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.83 FT Right Span Length: L3= 16.29 FT Right Span Unbraced Lenqth-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 16.29 FT Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 480 PLF Dead Load: wD-2= 200 PLF Beam Self Weight: BSW= 28 PLF Total Load: wT-2= 708 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 120 PLF Left Dead Load: TRD-Left-1-2= 60 PLF Right Live Load: TRL-Right-1-2= 120 PLF Right Dead Load: TRD-Right-1-2= 60 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 8.33 FT Load Length: C-1-2= 8.33 FT Right Span Loading: Uniform Load: Live Load: wL-3= 480 PLF Dead Load: wD-3= 200 PLF Beam Self Weight: BSW= 28 PLF Total Load: wT-3= - 708 PLF Point Load 1 Live Load: PL1-3= 594 LB . Dead Load: PD1-3= 939 LB Location(From left end of span): X1-3= 10.17 FT Properties for:W8x28/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.06 IN Web Thickness: tw 0.29 IN Flange Width: - bf= 6.54 IN Flange Thickness: tf= 0.47 IN Distance to Web Toe of Fillet: k= 0.86 IN Moment of Inertia About X-X Axis: lx= 98.00 IN4 Section Modulus About X-X Axis: Sx= 24.30 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.77 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.03 Paqe:2 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver:6.00.7 Bv:Jav Malaspino, CAD Designs on:05-29-2007' 11:47:41 AM Project:TOBIN LINCOLN-Location:2nd floor beam"M Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= 28.28 Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 13.83 FT Limitinq Unbraced Lenqth for Fb=.66*Fv: Lc= 6.9 FT Limitinq Unbraced'Lenqth for Fb=.6*Fv w/Cb: Lu=, 17.45 FT Moment Gradient Bendinq Coefficient: Cb 1.0 Allowable Bendinq Stress: Fb= 21.6 KSI Web Heiqht to Thickness Ratio: h/tw= 25.02 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= -23827 FT-LB Over right support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2,3 Nominal Moment Strength: Mr-7 43740 FT-LB Controllinq Shear: V= 7805 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2,3 Nominal Shear Strenqth: Vr- 33078 LB Moment of Inertia(Deflection): Ireq= 36.68 IN4 1= 98.00 IN4 g Multi-Loaded Beam[AISC 9th Ed ASD]Ver:6.00.7 By:Jay Malaspino CAD Designs on:05-29-2007 Project:TOBIN LINCOLN-Location:2nd floor beam"M" Summary: A36 W8x28 x 30.12 FT(13.8+ 16.3) Section Adequate By:83.6% Controlling Factor:•Moment P1 LOADING DIAGRAM TR1 W W A g C Center Span = 13.83 ft ' Right Span = 16.29 ft Reactions Live Load Dead Load Total Load Uplift Load A 3580 Lb 1324 Lb 4905 Lb 0 Lb B 9826 Lb 5049 Lb 14875 Lb 0 Lb C 3700 Lb 1933 Lb 5633 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 480 Plf 200 Plf 28 Plf 708 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 120 Plf 60 Plf 120 Plf 60 Plf 0 Ft 8.3 Ft Right Span Uniform Loading Live Load Dead Load Self Weight Total Load W 480 Plf 200 Pif 28 Plf 708 Plf Point Loading a Live Load Dead Load Location P1 594 Lb 939 Lb 10.2 Ft Multi-Loaded Beam(99 BOCA National Building Code(97 NDS))Ver:6.00.7 Bv:Jay Malaspino,CAD Designs on:05-29-2007: 11:48:03 AM Proiect:TOBIN LINCOLN-Location:2nd floor deck beam"2F" Summary: (3) 1.51Nx9.251Nx26.OFT(9.8+6.5+9.8)/#2-Southern Pine-Dry Use Section Adequate By:24.6% Controlling Factor:Area/Depth Required 7.42 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Left Span Deflections: Dead Load: DLD-Left= 0.01 IN Live Load: LLD-Left= 0.06 IN=U2022 Total Load:Center Span Deflections: TLD-Left= 0.07 IN=U1689 Dead Load: DLD-Center- 0.00 IN Live Load: LLD-Center- -0.03 IN=U2616 Total Load: TLD-Center= -0.03 IN=U2287 Right Span Deflections: Dead Load: DLD-Riqht= 0.02 IN Live Load: LLD-Right= 0.10 IN=U1171 Total Load: TLD-Right= 0.12 IN=U988 Left End Reactions(Support A): Live Load: LL-Rxn-A= 877 LB Dead Load: DL-Rxn-A= 184 LB Total Load: TL-Rxn-A= 1061 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.42 IN Center Span Left End Reactions(Support B): Live Load: LL-Rxn-B= 1758 LB Dead Load: DL-Rxn-B= 299 LB Total Load: TL-Rxn-B= 2058 LB Design For Uplift Loads(Includes Uplift Factor of Safetv) Rxn-B-min= -324 LB Bearing Length Required(Beam only,support capacity not checked): BL-B=' 0.81 IN Center Span Right End Reactions(Support C): Live Load: LL-Rxn-C= 2845 LB Dead Load: DL-Rxn-C= 1567 LB Total Load: TL-Rxn-C= 3413 LB Bearing Length Required(Beam only,support capacity not checked): BL-C= 1.34 IN Right End Reactions(Support D): Live Load: LL-Rxn-D= 1495 LB Dead Load: DL-Rxn-D= 286 LB Total Load: TL-Rxn-D= 1781 LB Bearing Length Required(Beam only,support'capacity not checked): BL-D= 0.70 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 9.75 FT Left Span Unbraced Lenqth-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 9.75 FT Center Span Length: L2= 6.5 - FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.5 FT Right Span Length: L3= 9.75 FT Right Span Unbraced Lenqth-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom 9.75 FT Live Load Duration Factor. Cd= _ 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Left Span Loading: Uniform Load: Live Load: wL-1= 0 PLF Dead Load: E wD-1= 0 PLF Beam Self Weight: BSW= 10 PLF Total Load: - wT-1= 10 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-1=- 270 PLF Left Dead Load: TRD-Left-1-1= 45 PLF Right Live Load: TRL-Riqht-1-1= 165 PLF' Right Dead Load: TRD-Right-1-1= 28 PLF Load Start: AAA= 0.0 FT Load End: 3.25 FT Load Length: C-1-1 3.25 FT Trapezoidal Load 2 k Left Live Load TRL-Left-2-1= 165 PLF Left Dead Load: TRD-Left-2-1= 28 PLF Right Live Load: TRL-Riqht-2-1= 165 PLF Right Dead Load: TRD-Right-2-1= 28 PLF Load Start: A-2-1= 3.25 FT Load End: B-2-1= 9.75 FT Load Length: C-2-1= 6.5 FT y Page:2 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.7 By:Jay Malaspino, CAD Designs on:05-29-2007: 11:48:03 AM Proiect:TOBIN LINCOLN-Location:2nd floor deck beam"2F" 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 Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 165 PLF Left Dead Load: TRD-Left-1-2= 28 PLF Right Live Load: TRL-Riqht-1-2= 165 PLF Right Dead Load: TRD-Right-1-2= 28 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2 5.5 FT Load Length: C-1-2= 5.5 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 165 PLF Left Dead Load: TRD-Left-2-2= 28 PLF Right Live Load: TRL-Right-2-2= 210 PLF Right Dead Load: TRD-Right-2-2= 65 PLF Load Start: A-2-2= 5.5. FT Load End: B-2-2= 6.5 FT Load Length; C-2-2= 1.0 FT Right Span Loading: Uniform Load: Live Load: wL-3= 0 PLF Dead Load: wD-3= 0 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-3= 10 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-3= 210 'PLF Left Dead Load: TRD-Left-1-3= 65 PLF Right Live Load: TRL-Riqht-1-3= 255 PLF Right Dead Load: TRD-Right-1-3= 43 PLF Load Start: A-1-3= 0.0 FT Load End: B-1-3= 2.0 FT Load Length: C-1-3= 2.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-3= 360 PLF Left Dead Load: TRD-Left-2-3= 60 PLF Right Live Load: TRL-Riqht-2-3= 360 PLF Right Dead Load: TRD-Right-2-3= 60 PLF Load Start: A-2-3= 2.0 FT Load End: B-2-3= 9.75 FT Load Length: C-2-3= 7.75 FT Properties For:#2-Southern Pine Bending Stress: Fb= 1050 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc peril= 565 PSI Adjusted Properties Fb'(Tension): Fb'= 1208 PSI Adjustment Factors:Cd=1.00 Cf=1.00 Cr=1.15 FV: Fv'= 90 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3687 FT-LB 5.655 Ft from left support of span 3(Right Span) Critical moment created by combining all dead loads and live loads on span(s) 1;3 Controlling Shear: V 2004 LB At a distance d from left support of span 3(Right Span) Critical shear created by combining all dead loads and live loads on span(s)2,3 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 36.64 IN3 S= 64.17 IN3 Area(Shear): Areq= 33.41 IN2 A= 41.63 I N2 Moment of Inertia(Deflection): Ireq= 91.28 IN4 1= 296.79 IN4 I Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver:6.00.7 By:Jay Malaspino , CAD Designs on:05-29-2007 Project:TOBIN LINCOLN-Location:2nd floor deck beam"2F" Summary: (3) 1.5INx9.25INx26.OFT(9.8+6.5+9.8)/#2-Southern Pine-Dry Use Section Adequate By:24.6% Controlling Factor:Area/Depth Required 7.42 In LOADING DIAGRAM NTRII TR2 TR1 TR2 TR1 TR2 W W W A g C D Left Span =9.75 ft Center Span =6.5 ft Right Span =9.75 ft Reactions Live Load Dead Load Total Load Uplift Load A 877 Lb 184 Lb 1061 Lb 0 Lb B 1758 Lb 299 Lb 2058 Lb -324 Lb C 2845 Lb 567 Lb 3413 Lb 0 Lb D 1495 Lb 286 Lb 1781 Lb 0 Lb Left Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Pif 0 Plf 10 Plf 10 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 270 Plf 45 Plf 165 Plf 28 Plf 0 Ft 3.2 Ft TR2 165 Plf 28 Plf 165 Plf 28 Plf 3.2 Ft 9.8 Ft Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Pif 10 Plf 10 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 165 Pif 28 Plf 165 Plf 28 Plf 0 Ft 5.5 Ft TR2 165 Plf 28 Plf 210 Pif 65 Plf 5.5 Ft 6.5 Ft Right Span Uniform Loading Live Load Dead Load Self Weight Total Load " W 0 Plf 0 Plf 10 Plf 10 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End . TR1 210 Plf 65 Plf 255 Plf 43 Plf 0 Ft 2 Ft TR2. 360 Plf 60 Plf 360 Plf 60 Plf 2 Ft 9.8 Ft r Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.7 Bv:Jay Malaspino,CAD Designs on:05-29-2007: 11:48:25 AM Proiect:TOBIN LINCOLN-Location:2nd floor deck beam"2G Summary: ' (3) 1.5 IN x 9.25 IN x 9.75 FT /#2-Southern Pine-Wet Use Section Adequate Bv:68.3% Controlling Factor:Area/Depth Required 7.07 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.03 IN Live Load: LLD-Center 0.12 IN=U937 Total Load: TLD-Center- 0.15 IN=U777 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1121 LB Dead Load: DL-Rxn-A= 238 LB Total Load: TL-Rxn-A= 1359 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.80 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1438' LB Dead Load: DL-Rxn-B= 290 LB Total Load: TL-Rxn-B= 1728 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.01 IN Beam Data: Center Span Length: 1_2= 9.75 FT Center Span Unbraced Lenqth-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom 9.75 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 10 PLF Trapezoidal Load 1 Left Live Load: r TRL-Left-1-2= 165 PLF Left Dead Load: TRD-Left-1-2= 28 PLF Right Live Load: TRL-Right-1-2= 360 PLF Right Dead Load: TRD-Right-1-2= 60 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2=_ 9.75 FT Load Length: C-1-2= 9.75 FT Properties For:#2-Southern Pine Bending Stress: Fb= 1050 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb'(Tension): Fb'= 1208 PSI Adjustment Factors:Cd=1.00 Cf=1.00 Cr-1.15 Fv': Fv'= 87 PSI Adjustment Factors:Cd=1.00 Cm=0.97 E': E'= 1440000 PSI Adiustment Factors: Cm=0.90 Fc'_perp: Fc'_perp= w. 379 PSI Adiustment Factors: Cm=0.67 Design Requirements: Controlling Moment: M= 3776 FT-LB' 5.168 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= 1440 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= 37.52 IN3 S= 64.17 IN3 Area(Shear): u Areq= 24.74 IN2 A= 41.63 IN2 Moment of Inertia(Deflection): Ireq= 114.05 IN4 1=' 296.79 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:05-29-2007 Project:TOMN LINCOLN-Location:2nd floor deck beam"2G" Summary: (3) 1.5 IN x 9.25 IN x 9.75 FT /#2-Southern Pine-'Wet Use Section Adequate By:68.3% Controlling Factor:Area/Depth Required 7.07 In LOADING DIAGRAM TR1 W A B Center Span 9.75 ft Reactions n Live Load Dead Load Total Load Uplift Load A .1121 Lb 238 Lb 1359 Lb 0 Lb . 'B . 1438 Lb 290 Lb 1728 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 10 Plf 10 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 165 Plf 28 Plf 360 Plf 60 Pff 0 Ft 9.8 Ft Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver:6.00.7 Bv:Jay Malaspino,CAD Designs on:05-29-2007 : 11:48:34 AM Proiect:TOBIN LINCOLN-Location:ceiling beam"H" Summary: , I 5.5 IN x 9.25 IN x 15.0 FT /#2-Douglas Fir-South-Dry Use Section Adequate By:43.1% Controlling Factor:Section Modulus/Depth_Required 7.73 In Center Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center— Total Load: 0.19 IN=U956 Center Span Left End Reactions(Support A): TLD-Center= 0.34 IN=U523 Live Load: LL-Rxn-A= 281 LB Dead Load: DL-Rxn-A= . 268 LB Total Load: TL-Rxn-A= 549 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.19 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 281 LB Dead Load: DL-Rxn-B= 268 . LB Total Load: TL-Rxn-B= 549 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.19 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: U 240 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 Point Load 1 Live Load:Dead Load: 62 PL1-2= 5 LB PD1-2= 62 _ Location(From left end of span)` X1-2= 50 LB FT Properties For:#2-Douglas Fir-South Bending Stress: Fb= 825 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticitv: E_ 1000000 PSI Stress Perpendicular to Grain: Fc�erp= 000 PSI Adjusted Properties Fb'(Tension): Fb'= 825 PSI Adjustment Factors:Cd=1.00 Cf=1.00 Fv': Fv'= 85 PSI Adiustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 3768 FT-LB, 7.5 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= 539 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= 54.80 IN3 S= 78.43 IN3 Area(Shear): Areq= 9.52 IN2 Moment of Inertia(Deflection): A= 50.88 IN2 Ireq= 166.51 IN4 1= 362.75 IN4 f Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:05-29-2007 Project:TOBIN LINCOLN-Location:ceiling beam"H" Summary: 5.5 IN x 9.25 IN x 15.0 FT /#2-Douglas Fir-South-Dry Use Section Adequate By:43.1% Controlling Factor:Section Modulus/Depth Required 7.73 In LOADING DIAGRAM P1 W A B Center Span = 15 ft Reactions Live Load Dead Load Total Load Uplift Load A 281 Lb 268 Lb 549 Lb 0 Lb B 281 Lb 268 Lb 549 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load ' W 0 Pif 0 Plf 12 Plf 12 Plf Point Loading Live Load Dead Load Location P1 562 Lb 350 Lb 7.5 Ft Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.7 By:Jay Malaspino, CAD Designs on:05-29-2007: 11:49:05 AM Proiect:TOBIN LINCOLN'-Location: Roof beam"B" Summary: ' ' 5.5 IN x 9.5 IN x 15.0 FT /#2-Douglas Fir-South-Dry Use Section Adequate By:8.7% Controlling Factor:Section Modulus/Depth Required 9.11 In Center Span Deflections: Dead Load: DLD-Center= 0.19 IN Live Load:Total Load: LLD-Center- 0.25 IN=L1731 Center Span Left End Reactions(Support A): TLD-Center- 0.44 IN=U410 Live Load: LL-Rxn-A= 399 LB Dead Load: DL-Rxn-A= 347 LB Total Load: TL-Rxn-A= 745 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.26 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 399 LB Dead Load: DL-Rxn-B= 347 LB Total Load: TL-Rxn-B= 745 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.26 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: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load:Dead Load: wD-2= 0 PLF wL-2= 0 PLF Beam Self Weight: BSW= 13 PLF Total Load: w Point Load 1 T-2= 13 PLF Live Load: PL1-2= 797 LB Dead Load: PD1-2= 503 LB Location(From left end of span): X1-2= 7.5 FT Properties For:#2-Douglas Fir-South Bending Stress: Fb= 825 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1000000 PSI Stress Perpendicular to Grain: Fc_perp= 520 PSI Adjusted Properties Fb'(Tension): Fb'= 825 PSI Adjustment Factors:Cd=1.00 Cf=1.00 Fv': Fv'= 85 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 5232 FT-LB 7.5 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= 736 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= 76.10 IN3 = Area(Shear): S 82.73 IN3Areq= 12.98 IN2 Moment of Inertia(Deflection): A= 52.25 IN2 Ireq 229.86 IN4 1= 392.96 IN4 r Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver:6.00.7 By:Jay Malaspino, CAD Designs on:05-29-2007 Project:TOBIN LINCOLN-Location: Roof beam"B" Summary: 5.5 IN x 9.5 IN x 15.0 FT /#2-Douglas Fir-South-Dry Use Section Adequate By.:8.7% Controlling Factor:Section Modulus/Depth Required 9.11 In LOADING DIAGRAM P1 W A B Center Span = 15 ft Reactions Live Load Dead Load Total Load Uplift Load A 398 Lb 347 Lb 745 Lb 0 Lb B 398 Lb 347 Lb 745 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 13 Plf 13 Plf Point Loading Live Load Dead Load Location P1 797 Lb 503 Lb 7.5 Ft b x a Multi-Span Floor Beam!"99 BOCA National Building Code(97 NDS)1 Ver:6.00.7 By:Jay Malaspino,CAD Designs on:05-29-2007: 11:49:21 AM Proiect:TOBIN LINCOLN-Location: 1st floor deck beam 2E Summary: (2) 1.5 IN x 7.25 IN x 17.5 FT(6.5+6.5+4.5)/#2-Southern Pine-Wet Use Section Adequate By: 155.9% Controlling Factor:Area/Depth Required 4.08 In Laminations are to be fully connected to provide uniform transfer of loads to all members Left Span Deflections: Dead Load: DLD-Left= 0.00 IN Live Load: LLD-Left 0.02 IN=U3126 Total Load: TLD-Left= 0.03 IN=U2732 Center Span Deflections: Dead Load: DLD-Center- 0.00 IN Live Load: LLD-Center= 0.02 IN=U4584 Total Load: TLD-Center= 0.02 IN=U4285 Right Span Deflections: Dead Load: DLD-Right= 0.00 IN Live Load: LLD-Right= 0.01 IN=L 7162 Total Load: TLD-Right= 0.01 IN=U6654 Left End Reactions(Support A): Live Load: LL-Rxn-A= 343 LB Dead Load: DL-Rxn-A= 64 LB Total Load: TL-Rxn-A= 407 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.36 IN Center Span Left End Reactions(Support B): . Live Load: LL-Rxn-B= 1702 LB Dead Load: DL-Rxn-B= 677 LB Total Load: TL-Rxn-B= 2379 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 2.10 IN Center Span Right End Reactions(Support C): Live Load: LL-Rxn-C= 1453 LB Dead Load: DL-Rxn-C= 530 LB Total Load: TL-Rxn-C= 1982 LB Bearing Length Required(Beam only, support capacity not checked): BL-C= 1.75 IN Right End Reactions(Support D): Live Load: LL-Rxn-D= 482 LB Dead Load: DL-Rxn-D= 147 LB Total Load: TL-Rxn-D= 629 LB Bearing Length Required(Beam only, support capacity not checked): BL-D= 0.55 1N Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 6.5 FT Left Span Unbraced Length-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 6.5 FT Center Span Length: L2= 6.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.5 FT Right Span Length: L3= ' 4.5' FT Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 4.5 FT Live Load Deflect.Criteria: L/ 360 Total Load Deflect.Criteria: U , 240 Left Span Loading: Uniform Load: Floor Live Load: FLL-1= 60.0 PSF Floor Dead Load: FDL-1= 10.0 PSF Floor Tributary Width Side One: - Trib-1-1= 2.0 FT Floor Tributary Width Side Two: Trib-2-1= '0.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-1= 0 PLF Total Live Load: wL-1= 120 PLF Total Dead Load: wD-1= 20 PLF Total Load:Point Load wT-1= 145 PLF , Live Load: PLA 774 LB Dead Load: PD=1= 488 LB Location(From left end of span): X-1= 6.5 FT Center Span Loading: Uniform Load: Floor Live Load: FLL-2 60.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 2.0 FT Floor Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-2= 0 PLF- - Total Live Load: wL-2= 120 PLF n rr Page:2 Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.7 By:Jay Malaspino, CAD Designs on:05-29-2007: 11:49:21 AM Project:TOBIN LINCOLN-Location: 1st floor deck beam 2E Total Dead Load: wD-2= 20 PLF Total Load: wT-2= 145 PLF Point Load Live Load: PL-2= 660 LB Dead Load: PD-2= 382 LB Location(From left end of span): X-2= 6.5 FT Right Span Loading: Uniform Load: Floor Live Load: FLL-3= 60.0 PSF Floor Dead Load: FDL-3= 10.0 PSF Floor Tributary Width Side One: Trib-1-3= 2.0 FT Floor Tributary Width Side Two: Trib-2-3= 0.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-3= 0 PLF Total Live Load: wL-3= 120 PLF Total Dead Load: wD-3= 20 PLF Total Load: wT-3= 145 PLF Point Load Live Load: PL-3= 219 LB Dead Load: PD-3= 106 LB Location(From left end of span): X-3= 4.5 FT Properties For:#2-Southern Pine Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb'(Compression Face in Tension): Fb'= 1008 PSI Adjustment Factors:Cd=1.00 Cm=0.85 CI=0.99 Cf=1.00 Fv': _ - Fv,= . 87 PSI Adjustment Factors:Cd=1.00 Cm=0.97 E': E'= 1440000 PSI Adiustment Factors: Cm=0.90 Fc'_perp: Fc'_perp= 379 PSI Adiustment Factors: Cm=0.67 Design Requirements: Controlling Moment: M= -699 FT-LB Over right support of span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: V= 495 LB At a distance d from the right support of span 1 (Left Span) Critical shear created by combining all dead loads and live loads on span(s) 1,,2 Comparisons With Required Sections: Section Modulus(Moment): Sreq 8.32 IN3 S= 26.28. IN3 Area(Shear): Areq= 8.50 IN2 21.75 Moment of Inertia(Deflection): Ire A= IN2 q= 10.97 IN2 95.27 IN4 Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:05-29-2007 Project:T08IN LINCOLN-Location: 1st floor deck beam 2E Summary: (2) 1.5 IN x 7.25 IN x 17.5 FT(6.5+6.5+4.5)/#2-Southern Pine-Wet Use Section Adequate By: 155.9% Controlling Factor Area/Depth Required 4.08 In LOADING DIAGRAM P1 P1 P1 x W W yy A g C D Left Span =6.5 ft Cen ter Span =6.5 ft Right Span =4.5 ft Reactions Live Load Dead Load Total Load Uplift Load A 343 Lb 64 Lb 407 Lb 0 Lb B 1702 Lb 677 Lb 2379 Lb 0 Lb C 1453 Lb 530 Lb 1982 Lb 0 Lb D 482 Lb 147 Lb 629 Lb 0 Lb Left Span Uniform Loading Live Load Dead Load Self Weight Total Load W 120 Plf 20 Plf 5 Plf 145 Plf Point Loading Live Load Dead Load Location P1 774 Lb 488 Lb 6.5 Ft Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 120 Plf 20 Plf 5 Plf 145 Plf Point Loading Live Load Dead Load Location P1 660 Lb 382 Lb 6.5 Ft Right Span Uniform Loading Live Load Dead Load Self Weight Total Load W 120 Plf 20 Plf 5 Plf 145 Plf Point Loading E Live Load Dead Load Location P1 219 Lb 106 Lb 4.5 Ft,- Multi-Span Roof Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.7 By:Jay Malaspino,CAD Designs on:05-29-2007: 11:49:30 AM Proiect:TOBIN LINCOLN-Location: porch beam"21" Summary: (2) 1.5 IN x 7.25 IN x 17.5 FT(6.5+6.5+4.5)/#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 108.0% Controlling Factor:Area/Depth Required 3.98 In Laminations are to be fully connected to provide uniform transfer of loads to all members Left Span Deflections: Dead Load: DLD-Left= 0.01 IN Live Load: LLD-Left= 0.02 IN=U3648 Total Load: TLD-Left= 0.03 IN=U2518 Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.01 IN=U5348 Total Load: TLD-Center= 0.02 IN=U4396 Right Span Deflections: Dead Load: DLD-Right= 0.00 IN Live Load: LLD-Riqht= 0.01 IN=U8356 Total Load: TLD-Right= 0.01 IN=U6745 Left End Reactions(Support A): Live Load: LL-Rxn-A= 285 LB Dead Load: DL-Rxn-A= 166 LB Total Load: TL-Rxn-A= 452 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.35 IN Center Span Left End Reactions(Support B): Live Load: LL-Rxn-B= 774 LB Dead Load: DL-Rxn-B= 488 LB Total Load: TL-Rxn-B= 1262 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.99 1N Center Span Right End Reactions(Support C): Live Load: LL-Rxn-C= 660 LB Dead Load: DL-Rxn-C= 382 LB Total Load: TL-Rxn-C= 1042 LB Bearing Length Required(Beam only,support capacity not checked): BL-C= 0.82 IN Right End Reactions(Support D): Live Load: LL-Rxn-D= 219 LB Dead Load: DL-Rxn-D= 106 LB Total Load: TL-Rxn-D= 325 LB Bearing Length Required(Beam only, support capacity not checked): BL-D= 0.25 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 6.5 FT Left Span Unbraced Length-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 6.5 FT Center Span Length: L2= 6.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.5 FT Right Span Length: L3= 4.5 FT Right Span Unbraced Lenqth-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 4.5 FT Live Load Duration Factor. Cd= 1.15 Pitch Of Roof: RP= 0 : 12 Live Load Deflect.Criteria: U 240 Total Load Deflect. Criteria: U 180 Left Span Loading: Uniform Load: Roof Live Load: RLL-1= 25.0 PSF Roof Dead Load: RDL-1= 15.0 PSF - Roof Tributary Width Side One: Trib-1-1= 4.0 FT Roof Tributary Width Side Two: Trib-2-1= 0.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-l= 0 PLF Total Live Load: wL-1= 100 PLF Total Dead Load(Adjusted for Roof Pitch): wD-1= 60 PLF Total Load: wT-1= 165 PLF Center Span Loading: Uniform Load: Roof Live Load: RLL-2= 25.0 PSF Roof Dead Load: RDL-2= 15.0 PSF Roof Tributary Width Side One: ;Trib-1-2= 4.0 FT Roof Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self BS -Weight: = 9 W 5 PL F Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 100 PLF Total Dead Load(Adjusted for Roof Pitch): wD-2= 60 PLF Total Load: wT-2= 165 PLF Paqe:2 Multi-Span Roof Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver:6.00.7 Bv:Jay Malaspino,CAD Designs on:05-29-2007: 11:49:30 AM Proiect:TOBIN LINCOLN-Location:porch beam"21" Right Span Loading: Uniform Load: Roof Live Load: L-3= 25.0 PSF Roof Dead Load: RL 15.0 PSF Roof Tributary Width Side One: Trib-1-3= ` 4.0 FT Roof Tributary Width Side Two: Trib-2-3= 0.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-3= 0 PLF Total Live Load: wL-3= 100 PLF Total Dead Load(Adjusted for Roof Pitch): wD-3= 60 PLF Total Load: wT-3= 165 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fy= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc perp= 425 PSI Adjusted Properties Fb'(Compression Face in Tension): Fb'= 1189 PSI Adjustment Factors:Cd=1.15 CI=0.99 Cf=1.20 Fv'' Fv'=' 81 PSI Adiustment Factors:Cd=1.15 Design Requirements: Controllinq Moment: M= -785 FT-LB Over right support of span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1,2 Controllinq Shear: V= 561 LB At a distance d from the riqht support of span 1 (Left Span) Critical shear created by combining all dead loads and live loads on span(s) 1,2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 7.92 IN3 Area(Shear): S= 26.28 IN3Areq= 10.46 IN2 < t A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 6.81 IN4 1= 95.27 IN4 Multi-Span Roof Beam[99 BOCA National Building Code(97 NDS)j Ver:6.00..7 By:Jay Malaspino,CAD Designs on:05-29-2007 Project:TOBIN LINCOLN-Location: porch beam"21" Summary: (2) 1.5 IN x 7.25 IN x 17.5 FT(6.5+6.5+4.5)/#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 108.0% Controlling Factor:Area/Depth Required 3.98 In LOADING DIAGRAM W W W All A g C D Left Span =6.5 ft Center Span =6.5 ft Right Span =4.5 ft Reactions Live Load Dead Load Total Load Uplift Load A 285 Lb 166 Lb 452 Lb 0 Lb B 774 Lb 488 Lb 1262 Lb 0 Lb C 660 Lb 382 Lb 1042 Lb 0 Lb D 219 Lb 106 Lb 325 Lb 0 Lb Left Span Uniform Loading Live Load Dead Load Self Weight Total Load W 100 Pif 60 Plf 5 Pif 165 Pif Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 100 Pif 60 Plf 5 Plf 165 Plf Right Span Uniform Loading Live Load Dead Load Self Weight Total Load W 100 Plf 60 Pif 5 Pif 165 Plf 4 B4ME, Double 1-3/4" x 9-1/2" VERSA-LAM® 2.0 3100 SP + Floor Beam1F1301 BC CALC®9.3 Design Report-US 1 span ( No cantilevers 1 0/12 slope Tuesday, May 29, 2007 11:30 Build 057 File Name: Tobin Iincoln.BCC Job Name: Description: Header"D" Address: Specifier. . City, State,Zip: , Designer: Customer: Company: Code reports: ESR-1040 Misc: 04-03-00 BO 131 LL 35 Ibs LL 35 Ibs DL 726 Ibs - DL 726 lbs SL 1055 Ibs , SL 1055 Ibs Total of Horizontal Design Spans=04-03-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125%, Trib. 1 Standard Load Unf.Area(pso Left 00-00-00 04-03-00 . 40 10 00-05-00 2 Reaction from Designs\RB02...Conc. Pt. (Ibs) Left 02-01-08 02-01-08 1395 2109 n/a Controls Summary Value %Allowable Duration Load Case Span Location Disclosure Pos. Moment 3778 ft-Ibs 23.5% 115% 2 1 -Intemal Completeness and accuracy of input must End Shear 1790 ibs 24.6% 115% 2 1 Left be verified by anyone who would rely on Total Load Defl. U2575(0.02") 9.3% 2 1 output as evidence of suitability for Live Load Defl. U4286(0.012") 8.4% 2 1 particular application.Output here based Max Defl. 0.02" 2.p% 2 1 on building code-accepted design properties and analysis methods. Span/Depth 5.4 n/a 1 Installation of BOISE engineered wood products must be in accordance with Notes current Installation Guide and applicable building codes.To obtain Installation Guide Design meets Code minimum(U240)Total load deflection criteria. or ask questions,please call Design meets Code minimum(U360)Live load deflection criteria. (800)232-0788 before installation. Design meets arbitrary(1")Maximum load deflection criteria Minimum bearing length for BO is 1-1/2". ALUOBC CALC®,BC FRAMERSBOA , -,B Minimum bearing length for B1 is 1-1/2". BOISE GLU M RIM SIMPLE FRAMING ING, Entered/Displayed Horizontal Span Length(s)—Clear Span+ 1/2 min.end bearing+ BOISE GLULAMTM' SIMPLE FRAMING P — P 9 SYSTEM®,VERSA-LAM®,VERSA-RIM 1/2 intermediate bearing PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are Connection Diagram trademarks of Boise wood Products, L.L.C. b �d a c a minimum =2" c=5-1/2" b minimum= 3" d= 12" Connection design assumes point load is'top-loaded'. For connection design of'side-loaded'point loads, " please consult a technical representative or professional of Record. - Member has no side loads. Concentrated loads are not considered in side load analysis. Connectors are: 16d Common Nails Page 1 of 1 Double 1-3/4" x 9-1/2" VERSA-LAM@ 2.0 3100 SP Floor Beam1F1302 BC CALC®9.3 Design Report-US 1 span I No cantilevers.10/12 slope Tuesday, May 29,2007 11:30 Build 057 + File Name: Tobin Iincoln.BCC Job Name: Description: Header"E" Address: Specifier: City, State,Zip: , Designer: Customer: Company: Code reports: ESR-1040 Misc: J. 08-03-00 BO B1 LL 578 lbs LL 578 Ibs DL 1025 Ibs DL 1025 Ibs SL 1055 Ibs SL 1055 Ibs Total of Horizontal Design Spans=08-03-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 1150/6 133% 125% Trib. 1 Standard Load Unf.Area(psf) Left 00-00-00 08-03-00 20 10 07-00-00 2 Reaction from Designs\RB02...Conc. Pt. (Ibs) Left 04-01-08 04-01-08 1395 2109 n/a Controls Summary Value %Allowable Duration Load Case Span Location Disclosure ' Pos. Moment 9078 ft-Ibs 56.6% 115% 2 1 -Internal Completeness and accuracy of input must End Shear 2467 Ibs 34.0% 115% 2 1 -Left be verified by anyone who would rely on Total Load DO. U528(0.187") 45.4% 2 1 output as evidence of suitability for Live Load Defl. U865(0.114") 41.6% 2 1 particular application.Output here based on building code-accepted design Max Defl. 0.187" 18.7% 2 1 properties and analysis methods. Span/Depth 10.4 n/a 1 Installation of BOISE engineered wood products must be in accordance with Notes current Installation Guide and applicable building codes.To obtain Installation Guide Design meets Code minimum(U240)Total load deflection criteria. or ask questions,please call Design meets Code minimum(U360) Live load deflection criteria. (800)232-0788 before installation. Design meets arbitrary(1")Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2 BC CALC®,BC FRAMER - ALWOIST®,BC RIM BOARD-, D BCI®, Minimum bearing length for B1 is 1-1/2". BOISE GLULAMTM SIMPLE FRAMING Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min.end bearing+ SYSTEM®,VERSA-LAM®,VERSA-RIM 1/2 intermediate bearing PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are Connection Diagram trademarks of Boise Wood Products, L.L.C. b d a c a minimum=2" c=5-1/2" - b minimum=3" d = 12" Connection design assumes point load is'top-loaded'. For connection design of'side-loaded'point loads, please consult a technical representative or,professional of Record. Member has no side loads. Concentrated loads are not considered in side load analysis. Connectors are:16d Common Nails Page 1 of 1 Double 1-3/4" x 9-1/2"`VERSA-LAM® 2.0 3100 SP Floor Beam1F1303 BC CALC®9.3 Design Report-US 1 span No cantilevers 0/12 slope .Tuesday, May 29, 2007 11:30 Build.057 ' File Name: Tobin Iincoln.BCC Job Name: Description: header"L" Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports ESR-1040 Misc: 14-MOO BO B1 LL 3448 Ibs LL 399 Ibs DL 605 Ibs DL 166 Ibs Total of Horizontal Design Spans=14-00-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 126% Trib. 1 Standard Load Unf.Area(psf) Left 00-00-00 14-00-00 40 10 00-08-00 2 P.L. beam'K" Conc. Pt. (Ibs) Left 00-09-00 00-09-00 3075 200 n/a 3 p.l. beam"B". Conc. Pt. (Ibs) Left 01-09-00 01-09-00 398 347 n/a Controls Summary Value %Allowable Duration Load Case Span Location Disclosure Pos. Moment 3716 ft-Ibs 26.6% 100% 1 1 - Internal Completeness and accuracy of input must End Shear 3542 Ibs 56.1% 100% 1 1 -Left be verified by anyone who would rely on Total Load Defl. U723(0.232") 33.2% 1 1 output as evidence of suitability for Live Load Defl. U972(0.173") 37.0% 1 1 particular application.Output here based Max Defl. 0.232" 23.2% 1 1 on building code-accepted design properties and analysis methods. Span/Depth 17.7 n/a 1 Installation of BOISE engineered wood products must be in accordance with Notes current Installation Guide and applicable building codes.To obtain Installation Guide Design meets Code minimum(U240)Total load deflection criteria. or ask questions,please call Design meets Code minimum(U360)Live load deflection criteria. (800)232-0788 before installation. Design meets arbitrary(1")Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". ALUOBC CALC®,BC FRAMER®, -,B Minimum bearing length for 131 is 1-1/2". BOISE ST®,BC RIMBOARD BCI®, Entered/Displayed Horizontal Span Length(s) Clear S an+ 1/2 min.end bearin +' BOISE M@,VERSA-LAMS, SIMPLE FRAMING P = P 9 SYSTEM®,VERSA-LAM®,VERSA-RIM 1/2 intermediate bearing PLUS®,VERSA-RIMS, VERSA-STRANDS,VERSA-STUD®are Connection Diagram trademarks of Boise Wood Products, L.L.C. b d a e Te e c a minimum=:2 c=5-1/2". ' .b minimum=.3" d= 12" Connection.design assumes point load is'top-loaded'. For connection design of'side-loaded'point loads, please consult a technical representative or professional of Record. Member has no side loads. Concentrated loads are not considered in side load analysis. . Connectors are: 16d Common Nails Page 1 of 1 BO�SEry Triple 1-3/4" x 9-1/2" VERSA-LAM® 2.0 3100 SP Floor Beam1F1304 BC CALC®9.3 Design Report-US 1 span No cantilevers 1 0/12 slope Tuesday, May 29, 2007 11:30 Build 057 ' File Name: Tobin lincoln.BCC Job Name: Description: 2nd floor beam"N" Address:. Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR-1040 Misc: I l I I os-os-oo BO 131 LL 2788 Ibs LL 2889 Ibs DL 1247 Ibs DL 1428 Ibs SL 434 Ibs SL 620 Ibs Total of Horizontal Design Spans=08-06-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf.Area(psf) Left 00-00-00 08-06-00 40 10 12-00-00 2 ceiling load Unf.Area(psf) Left 00-00-00 08-06-00 20 10 06-00-00 3 Reaction from Designs\FB02 ...Conc. Pt. (Ibs) Left 05-00-00 05-00-00 577 1025 1054 n/a Controls Summary Value %Allowable Duration Load Case Span Location Disclosure Pos. Moment 12409 ft-Ibs 51.5% 115% 2 1 Internal Completeness and accuracy of input must End Shear -4250 Ibs 39.0% 115% 2 1 -Right be verified by anyone who would rely on Total Load Defl. U512(0.199") 46.9% 2 1 output as evidence of suitability for Live Load Defl. U729(0.14") 49.4% 2 1 particular application.Output here based Max Defl. 0.199" 19.9% 2 1 on building code-accepted design properties and analysis methods. Span/Depth 10.7 n/a 1 Installation of BOISE engineered wood products must be in accordance with Notes current Installation Guide and applicable building codes.To obtain Installation Guide Design meets Code minimum(U240)Total load deflection criteria. or ask questions,please call Design meets Code minimum(U360)Live load deflection criteria. (800)232-0788 before installation. Design meets arbitrary(1") Maximum load deflection criteria. BC CALC®,BC FRAMER®,AJS-, Minimum bearing length for BO is 1-1/2". ALLJOIST®,BC RIM BOARD-,BCI®, i Minimum bearing length for B1 is 1-1/2". BOISE GLULAMTm SIMPLE FRAMING Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min.end bearing+ SYSTEM®,VERSA-LAM®,VERSA-RIM 1/2 intermediate bearing PLUS®,VERSA-RIM®, VERSA-STRANDS,,VERSA-STUD®are Connection Diagram trademarks of Boise Wood Products, b L.L.C.. . a ttt----� -- o o c e o 0 0 a minimum=2" c=5-1/2" b minimum=3" d= 12" e minimum=3 Connection design assumes point load is'top-loaded'. For connection design of'side-loaded'point loads, please consult a technical representative or professional of Record. Nailing schedule applies to both sides of the member. Member has no side loads. Concentrated loads are not considered in side load analysis. Connectors are: 16d Common Nails Page 1 of 1 BOisE" Triple 1-3/4" x 9-1/2" VERSA-LAM® 2.0 3100 SP Floor Beam1F1305 BC CALC®9.3 Design Report-US 1 span No cantilevers 1 0/12 slope Tuesday, May 29, 2007 11:30 Build 057 ' File Name: Tobin Iinco1n.BCC Job Name: Description: 2nd floor beam"O" Address: Specifier: City, State,Zip: Designer: Customer: Company: " Code reports: ESR-1040 Misc: H II i l l i l l l E i l t l d l I i I if tt I I l i l l l l I 1 11-08-00 BO B1 LL 389 Ibs LL 389 Ibs DL 1039 Ibs DL 1039 Ibs SL 656 Ibs SL 656 Ibs Total of Horizontal Design Spans=11-08-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 126% Trib. 1 Standard Load Unf.Area(psf) Left 00-00-00 11-08-00 40 10 01-08-00 2 roof load Unf.Area(psf) Left 00-00-00 11-08-00 15 25 04-06-00 3 bearing wall load Unf. Lin. (plf) Left 00-00-00 11-08-00 0 80 n/a Controls Summary Value %Allowable Duration Load Case Span Location Disclosure Pos. Moment 6080 ft-ibs 25.3% 115% 2 1 -Internal Completeness and accuracy of input must End Shear 1776 Ibs 16.3% 115% 2 1 -Left be verified by anyone who would rely on Total Load Defl. U705(0.199") 34.0% 2 1 output as evidence of suitability for Live Load Defl. U1406(0.1") 25.6% 2 1 particular application.Output here based Max Defl. 0.1991, 19.9% 2 1 on building code-accepted design Span/Depth 14.7 n/a 1 properties and analysis methods. P P Installation of BOISE engineered wood products must be in accordance with Notes current Installation Guide and applicable building codes.To obtain Installation Guide Design meets Code minimum(L/240)Total load deflection criteria. or ask questions,please call Design meets Code minimum(L/360)Live load deflection criteria. (800)232-0788 before installation. Design meets arbitrary(1")Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". BC CALC®,BC FRAMER®,AJS- Minimum bearing length for B1 is 1-1/2 ALLJOIST®,BC-RIM BOARD- BCI®, BOISE IMPLE FRAMING Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min.end bearing+ SYSTEM® VERSASLAM®RSA-RIM 1/2 intermediate bearing PLUS®,VERSA-RIMS, VERSA-STRAND®,VERSA-STUD®are Connection Diagram trademarks of Boise Wood Products, b �d _ L.L.C. a c e o 0 0 a minimum=2" c=5-1/2" b minimum= 3" d= 12" e minimum=3" Nailing schedule applies to both sides of the member. Member has no side loads. Connectors are:16d Common Nails Page 1 of 1 BOi- Double 1-3/4" x 9-1/2" VERSA-LAM® 2.0 3100 SP Floor BeamXFBO6 BC CALC®9.3 Design Report-US 1 span No cantilevers 0/12 slope Tuesday, May 29, 2007 11:30 Build 057 File Name: Tobin Iincoln.BCC Job Name: Description: 2nd floor beam"P" Address: Specifier: City State, Zip: , Designer: Customer: Company: Code reports: ESR-1040 Misc: I I i P I I 1 1 1 t I i I l I 1 2 I I I I I I I I i l l i i 1 I 1 iT T T T 1 ' 1 1 11-08-00 BO B1 LL 156 Ibs LL 156 Ibs DL 939 Ibs DL 939 Ibs SL 438 Ibs SL 438 Ibs Total of Horizontal Design Spans=11-08-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf.Area(psf) Left 00-00-00 11-08-00 40 10 - 00-08-00 2 Gable wall load Unf. Lin. (plf) Left 00-00-00 11-08-00 0 100 n/a 3 Roof load Unf.Area(psf) Left 00-00-00 11-08-00 15 25 03-00-00 Controls Summary Value %Allowable Duration Load Case Span Location Disclosure Pos. Moment 4469 ft-Ibs 27.8% 115%' 13 1 - Internal Completeness and accuracy of input must End Shear 1305 Ibs 18.0% 115% . 2 1 - Left be verified by anyone who would rely on Total Load Defl. U639(0.219") 37.5% 2 1 output as evidence of suitability for Live Load Defl. U1652(0.085") 21.8% 2 1 particular application.Output hen:based Max Defl. 0.219" 21.9% 2 1 on building code-accepted design Span/Depth 14.7 9% , 1 . properties and analysis methods. P P Installation of BOISE engineered wood products must be in accordance with Notes current Installation Guide and applicable building codes.To obtain Installation Guide Design meets Code minimum(U240)Total load deflection criteria. or ask questions,please call Design meets Code minimum(U360)Live load deflection criteria. (800)232-0788 before installation. Design meets arbitrary(1") Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". BC CALCO,BC FRAMER®,AJS- Minimum bearing length for B1 is 1-1/2". ALLJOISTO,BC RIMBOARD- BCIG, Entered/Displayed Horizontal Span Length(s)-Clear Span+ 1/2 min.end bearing+ BOISE MID,VE SIMPLE FRAMING P - p g SYSTEM®,VERSA-LAM®,VERSA-RIM 1/2 intermediate bearing PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are Connection Diagram trademarks of Boise Wood Products, L.L.C. b F-d a c a minimum=2" c=5-1/2" b minimum= 3" d= 12" Member has no side loads. Connectors are:16d Common Nails . F Page 1 of 1 BOWE- Triple 1-3/4" x 9-1/2" VERSA-LAM® 2.0 3100 SP Floor Beam1F1307 BC CALC®9.3 Design Report-US 1 span No cantilevers 1 0/12 slope Tuesday, May 29,2007 11:30 Build 057 File Name: Tobin Iincoln.BCC Job Name:` Description:2nd floor beam"Q" Address: Specifier. City, State, Zip: Designer: Customer: Company: Code reports: ESR-1040 Misc: r i I t l l i i i I I i f t I M1 t 2 1 1 1 1 h l l l l i i I i t I 1 I 1 I l I !15-00-00 AL l BO 61 LL 750 Ibs LL 750 Ibs DL 893 Ibs DL 893 Ibs Total of Horizontal Design Spans=15-00-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf.Area(psf) Left 00-00-00 15-00-00 40 10 02-06-00 2 wall load Unf. Lin. (plf) Left 00-00-00 15-00-00 0 80 n/a Controls Summary value %Allowable Duration Load Case Span Location Disclosure Pos. Moment 6160 ft-Ibs 29.4% 100% 1 1 - Internal Completeness and accuracy of input must End Shear 1453 Ibs 15.3% 100% 1 1 -Left be verified by anyone who would rely on Total Load Defl. U541 (0.333") 44.3% 1 1 output as evidence of suitability for Live Load Defl. U1185(0.152") 30.4% 1 1 particular application.Output here based Max Defl. 0.333" 33.3% 1 1 . on building code-accepted design Span/Depth 18.9 Na 1 rties and analysis methods. nsta�llation of BOISE engineered wood products must be in accordance with Notes current Installation Guide and applicable Design meets Code minimum U240 Total load deflection criteria. building codes.To obtain Installation Guide g ( ) or ask questions,please call Design meets Code minimum(U360) Live load deflection criteria. (800)232-0788 before installation. Design meets arbitrary(1")Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". BC CALC®,BC FRAMER®,AJS- Minimum bearing length for B1 is 1-1/2". ALUOISTO,BC RIM BOARD-,BCI®, Entered/Displayed Horizontal Span Length(s) Clear Span+ 1/2 min. end bearing BOISE GLULAM- SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM 1/2 intermediate bearing PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are Connection Diagram trademarks of Boise Wood Products, b —d L.L.C. a o � o c e o 0 0 a minimum=2" c=5-1/2" b minimum=3" d= 12" e minimum=3" Nailing schedule applies to both sides of the member. Member has no side loads. Connectors are:16d Common Nails Page 1 of 1 BO�SE" Double 1-3/4" x 9-1/2 VERSA-LAM® 2.0 3100 SP Floor Beam\F1308 BC CALCO 9.3 Design Report-US 1 span No cantilevers 1 0/12 slope Tuesday, May 29, 2007 11:30 Build 057 File Name: Tobin lincoln.BCC Job Name: Description:2nd floor beam"R" Address: Specifier: City, State, Zip: Designer: - Customer: Company: Code reports: ESR-1040 Misc: r 12-os-oo BO B1 LL 939 Ibs LL 234 Ibs DL 1734 Ibs DL 242 Ibs SL 1932 Ibs SL 168 Ibs Total of Horizontal Design Spans=12-06-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf.Area(psf) Left 00-00-00 12-06-00 40 10 00-08-00 2 Reaction from Designs\RB03...Conc. Pt. (lbs) Left 01-00-00 01-00-00 840 1776 2100 n/a Controls Summary Value %Allowable Duration Load Case Span Location Disclosure Pos. Moment 4582 ft-Ibs 28.5% 115% 2 1 - Internal Completeness and accuracy of input must End Shear 4569 Ibs 62.9% 115% 2 1.-Left be verified by anyone who would rely on Total Load Defl. Lf722(0.208") 33.2% 2 1 output as evidence of suitability for Live Load Defl. U1158(0.13") 31.1% 2 1 particular application.Output here based Max Defl. 0.208" 20.8%. 2 1 on building code-accepted design Span/Depth 15.8 n/a "°' 1 n sstperties and analysis alation o BOISE engineered wood products must be in accordance with Notes current Installation Guide and applicable building codes.To obtain Installation Guide Design meets Code minimum(U240)Total load deflection criteria or ask questions,please call Design meets Code minimum(U360)Live load deflection criteria. (800)232-0788 before installation. Design meets arbitrary(1")Maximum load deflection criteria. Minimum bearing length for BO is 1-3/4 BC CALCO,BC FRAMER®,AJST"' Minimum bearing length for B1 is 1-1/2 ALLJOISTO,BC RIM BOARDT"' BCIG, Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min.end bearing+ BOISE GLULAM-,SIMPLE FRAMING SYSTEM® VERSA LAM®VERSA-RIM 1/2 intermediate bearing PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are Connection Diagram trademarks of Boise Wood Products, b d L.L.C. a c a minimum=2" c=5-1/2" b minimum=3" d= 12" Connection design assumes point load is`top-loaded'.For connection design of'side-loaded'point loads, please consult a technical representative or professional of Record. Member has no side loads. Concentrated loads are not considered in side load analysis. Connectors are:16d Common Nails Page 1 of 1 BOiSE" Double 1-3/4" x 9-1/2" VERSA-LAM® 2.0 3100 SP Floor Beam\F1309 BC CALL®9.3 Design Report- US 2 spans I No cantilevers 1 0/12 slope Tuesday, May 29,2007 11:29 Build 057 '. File Name: Tobin Iincoln.BCC Job Name: Description: 1 ST floor beam"V" Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR-1040 Misc: 07-06-00 AL 07-06-00 BO 61 B2 LL 1356 Ibs LL 3875 Ibs LL 1356 lbs DL 317 Ibs DL 1056 Ibs DL 317 Ibs Total of Horizontal Design Spans=15-00-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf.Area(psf) Left 00-00-00 15-00-00 40 10 10-04-00 Controls Summary Value %Allowable Duration Load Case , Span Location Disclosure Pos. Moment 2661 ft-Ibs 19.1% 100% 14 1 -Intemal Completeness and accuracy of input must. Neg. Moment -3699 ft-Ibs 26.5% 100% 1 1 -Right be verified by anyone who would rely on End Shear 1218 Ibs 19.3% 100% 14 1 -Left output as evidence of suitability for Cont. Shear 1973 Ibs 31.2% 100% 1 1 -Right particular application.Output here based Total Load Defl. U1878 0.048" 12.8% 14 1 on building and code-acceptedlysis design ( ) properties and analysis methods. Live Load Defl. U2181 (0.041") 16.5% 14 1 Installation of BOISE engineered wood Total Neg. Defl. -0.013" 2.6% 16 1 products must be in accordance with Max Defl. 0.048" 4.8% 14 1 current Installation Guide and applicable Span/Depth 9.5 n/a 1 building codes.To obtain Installation Guide or ask questions,please call (800)232-0788 before installation. Notes Design meets Code minimum(U240)Total load deflection criteria. BC CALCO,BC FRAMER®,AJS- ALLJOIST®,BC RIM BOARD- BCI®, Design meets Code minimum(U360)Live load deflection criteria. BOISE GLULAM- SIMPLE FRAMING Design meets arbitrary(1")Maximum load deflection criteria. SYSTEM®,VERSA-LAM®,VERSA-RIM Minimum bearing length for BO is 1-1/2". PLUS®,VERSA-RIM®, Minimum bearing length for B1 is 3 VERSA-STRAND®,VERSASTUD®are Minimum bearing length for B2 is 1-1/2". trademarks of Boise Wood Products, Entered/Displayed Horizontal Span Length(s) =Clear Span+ 1/2 min. end bearing+ L.L.C. 1/2 intermediate bearing Connection Diagram �I b d a c • Y , a minimum=2" c=5-1/2" b minimum=3" d= 12" Member has no side loads. Connectors are:;16d Common Nails Page 1 of 1 . BOisE- Double 1-3/4" x 9-1/2" VERSA-LAM® 2.0 3100 SP Floor Beam1F1310 BC CALC®9.3 Design Report-US 2 spans No cantilevers 0/12 slope Tuesday, May 29, 2007 11:29 Build 057 File Name: Tobin Iinco1n.BCC Job Name: Description: 1 st floor beam"W' Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR-1040 Misc: s Akk 09-00-00 AL 09-00-00 iL BO 61 B2 LL 1457 Ibs LL 4163 Ibs LL 1457 Ibs DL 344 Ibs DL 1146 lbs DL 344 Ibs Total of Horizontal Design Spans=18-00-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf.Area(psf l Left 00-00-00 18-00-00 40 10 09-03-00 Controls Summary Value %Allowable Duration Load Case Span Location Disclosure Pos. Moment 3436 ft-Ibs 24.6% 100% 16 2-Internal Completeness and accuracy of input must Neg. Moment -4778 ft-Ibs 34.2% 100% 1 1 -Right be verified by anyone who would rely on End Shear 1393 Ibs 22.0% 100% 14 1 -Left output as evidence of suitability for Cont. Shear 2212 Ibs 35.0% 100% 1 1 -Right particular application.Output here based Total Load Defl. U1212 0.089" 19.8% 16 2 on building code-accepted design ( ) properties and analysis methods. Live Load Defl. U1410(0.077") 25.5% 16 2 Installation of BOISE engineered wood Total Neg. Defl -0.024" 4.8% 16 1 products must be in accordance with Max Defl. 0.089" 8.9% 16 2 current Installation Guide and applicable Span/Depth 11.4 n/a 1 building codes.To obtain Installation Guide or ask questions,please call (800)232-0788 before installation. Notes Design meets Code minimum(U240)Total load deflection criteria. BC CALC®,BC FRAMER®,AJS- Design meets Code minimum(U360)Live load deflection criteria. ALLJOISTS,BC RIMBOARD- BCIS, Design meets arbitrary 1" Maximum load deflection criteria. BOISE MO,VE SIMPLE FRAMING 9 �y( ) SYSTEMS,VERSA-LAM®,VERSA-RIM Minimum bearing length for BO is 1-1/2". PLUS®,VERSA-RIMS, Minimum bearing length for B1 is 3". VERSA-STRANDS,VERSA-STUD®are Minimum bearing length for B2 is 1-1/2". trademarks of Boise Wood Products, Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min. end bearing+ L.L.C. 1/2 intermediate bearing Connection Diagram ' b d a c a minimum=2" c=5-1/2" b minimum= 3" d= 12" Member has no side loads. Connectors are:16d Common Nails f 1 Page 1 o BO�.SE- Double 1-3/4" x 9-1/2" VERSA-LAM@ 2.0 3100 SP Floor Beam\FB11 BC CALC®9.3 Design Report-US 2 spans No cantilevers 1 0/12 slope Tuesday, May 29, 2007 11:29 Build 057 File Name: Tobin lincoln.BCC Job Name: Description: 1 st floor beam"X" Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR-1040 Misc: AL 07-06-00 Ak 07-06-00 BO B1 B2 LL 1684 Ibs LL 4813 lbs LL 1684 Ibs DL 387 Ibs DL 1291 Ibs DL 387 Ibs Total of Horizontal Design Spans=15-00-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf.Area(psf) Left 00-00-00 15-00-00 40 10 12-10-00 Controls Summary Value %Allowable Duration Load Case Span Location Disclosure Pos. Moment 3296 ft-Ibs 23.6% 100% 14 1 - Internal Completeness and accuracy of input must Neg. Moment -4577 ft-Ibs 32.8% 100% 1 1 -Right be verged by anyone who would rely on End Shear 1509 Ibs 23.9% 100% 14 1 -Left output as evidence of suitability for Cont. Shear 2441 Ibs 38.6% 100% 1 2-Left particular.application.Output here based Total Load Defl. U1515(0.059") 15.8% 14 1 on building code-accepted design Live Load Defl. U1 756 0.051" 20.5% 14 1 properties and analysis methods. ( ) Installation of BOISE engineered wood Total Neg. Defl. -0.016" 3.2% 14 2 products must be in accordance with Max Defl. 0.059" 5.9% 14 1 current Installation Guide and applicable Span/Depth 9.5 n/a 1, building codes.To obtain Installation Guide or ask questions,please call Notes (800)232-0788 before installation. Design meets Code minimum(U240)Total load deflection criteria. BC CALC®,BC FRAMER®,AJSTM Design meets Code minimum(U360) Live load deflection criteria ALLJOISTO,BC RIM BOARD-,BCI®, Design meets arbitrary(1")Maximum load deflection criteria. BOISE GLULAMTM SIMPLE FRAMING Minimum bearing length for BO is 1-1/2". SYSTEM®,VERSA-LAM®,VERSA-RIMPLUS®,VERSA-RIM®, Minimum bearing length for B1 is 3". VERSA-STRAND®,VERSA-STUD®are Minimum bearing length for B2 is 1-1/2". trademarks of Boise Wood Products, Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min. end bearing+ L.L.C. 1/2 intermediate bearing Connection Diagram b d a c a minimum=2" - c=5-1/2" b minimum= 3 d= 12" Member has no side loads. Connectors are: 16d Common Nails Page 1 of 1 BO�SEn Triple 1-3/4" x 9-1/2" VERSA-LAM® 2.0 3100 SP Floor Beam1FB12 BC CALC®9.3 Design Report-US 1 span No cantilevers t 0/12 slope Tuesday, May 29,2007 11:29 Build 057 File Name: Tobin Iincoln.BCC Job Name: Description: 1 ST floor beam"2A" Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR-1040 Misc: h l i i i l f �, i i f l f l l l I I I i f , l• I l l l l i l l l f I I I I I I I l f 12-00-00 BO 131 LL 2520 Ibs LL 2520 lbs DL 504 Ibs DL 504 Ibs Total of Horizontal Design Spans=12-00-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf.Area(psf) Left 00-00-00 12-00-00 60 10 07-00-00 Controls Summary Value %Allowable Duration Load Case Span Location Disclosure Pos. Moment 9072 ft-Ibs 43.3% 100% 1 1 -Internal Completeness and accuracy of input must End Shear 2588 Ibs 27.3% 100% 1 1 -Left be verified by anyone who would rely on Total Load Defl. U459(0.313") 52.2% 1 1 output as evidence of suitability for Live Load Defl. U551 (0.261") 65.3% 1 1 particular application.Output here based Max Defl. 0.313" 31.3% 1 1 on building code-accepted design Span/Depth 15.2 n/a 1 properties and analysis methods. p p Installation of BOISE engineered wood products must be in accordance with Notes current Installation Guide and applicable building codes.To obtain Installation Guide Design meets Code minimum(U240)Total load deflection criteria. or ask questions,please call Design meets Code minimum(U360)Live load deflection criteria. (800)232-0788 before installation. Design meets arbitrary(1") Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". BC CALC®,BC FRAMER®,AS-, Minimum bearing length for B1 is 1-1/2". ALWOISTO,BC RIMBOARD-,BCIO, Entered/Displayed Horizontal Span Length(s)—Clear Span+ 1/2 min,end bearing+ BOISE M@,VERSA-LAMS, SIMPLE FRAMING p — p g SYSTEM®,VERSA-LAM®,VERSA-RIM 1/2 intermediate bearing PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are Connection Diagram trademarks of Boise Wood Products, b d L.L.C. a o o c 2 e 0 0 0 a minimum=2" c=5-1/2" b minimum=3" d= 12" e minimum 3" . Nailing schedule applies to both sides of the member. Member has no side loads. Connectors are:16d Common Nails Page 1 of 1 B'D�SE" Single 1-3/4" x 11-7/8" VERSA-LAM@ 2.0 3100 SP Roof Beam1R13O1 BC CALC®9.3 Design Report-US 1 span No cantilevers 1 0/12 slope Tuesday, May 29, 2007 11:29 Build 057 File Name: Tobin lincoln.BCC Job Name: Description: Ridge beam"A" Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR-1040 Misc: 12 l oa-os-oo - B0 61 DL 503 ibs DL 503 Ibs SL 797 Ibs SL 797 Ibs Total of Horizontal Design Spans=08-06-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115°/u 133% 125% Trib. 1 Standard Load Unf.Area (psf) Left 00-00-00 08-06-00 15 25 07-06-00 Controls Summary Value %Allowable Duration Load Case Span Location Disclosure Pos. Moment 2762 ft-Ibs 22.6% 115% 3 1 -Internal Completeness and accuracy of input must End Shear 975 Ibs 21.5% 115% - 3 1'-Left be verified by anyone who would rely on Total Load Defl. U1387(0.074") 13.0% 3 1 output as evidence of suitability for Live Load,Defl. U2262(0.045") 10.6% 3 1 particular application.Output here based Max Defl. 0.074" 7.4% 3 1 on building code-accepted design properties and analysis methods. Span/Depth 8.6 n/a 1 Installation of BOISE engineered wood products must be in accordance with Notes current Installation Guide and applicable building codes.To obtain Installation Guide Design meets Code minimum(U180)Total load deflection criteria. or ask questions,please call Design meets Code minimum (U240)Live load deflection criteria. (800)232-0788 before installation. Design meets arbitrary(1")Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". BC CALC®,BC FRAMER®,AJJS"", Minimum bearing length for B1 is 1-1/2". ALLJOIST®,BC RIM BOARD BCIS, Entered/Displayed Horizontal Span Length(s)—Clear S an+ 1/2 min.end bearing+. BOISE MS,VE SIMPLE FRAMING P — P 9 SYSTEM®,VERSA-LAM®,VERSA-RIM 112 intermediate bearing PLUS®,VERSA-RIM®, Member Slope=0,consider drainage. VERSA-STRANDS,VERSA-STUDS are trademarks of Boise Wood Products, L.L.C. t• Page 1 of 1 BO�$Ery Double 1-3/4" x 14" VERSA-LAM® 2.0 3100 SP Roof Beam1RB02 BC CALC®9.3 Design Report-US 1 span No cantilevers 1 0/12 slope Tuesday, May 29, 2007 11:29 Build 057 el, File Name: Tobin lincoln.BCC Job Name: Description: Ridge beam"C" Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR-1040 Misc: �0 12 18-09-00 AL BO B1 DL 1395 lbs DL 1395 Ibs SL 2109 Ibs SL 2109 Ibs Total of Horizontal Design Spans=18-09-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf. Area(pso Left 00-00-00 18-09-00 15 25 09-00-00 Controls Summary Value %Allowable Duration Load Case Span Location Disclosure Pos. Moment 16426 ft-lbs 49.2% 115% 3 1 - Internal Completeness and accuracy of input must End Shear 3041 lbs 28.4% 115%• 3 1 -Left be verified by anyone who would rely on Total Load Defl. U346(0.649") 52.0% 3 1 output as evidence of suitability for Live Load Defl. U576(0.391") 41.7% 3 1 particular application.Output here based Max Defl. 0.649" 64.9% 3 1 on building code-accepted design properties and analysis methods. Span/Depth 16.1 n/a 1 Installation of BOISE engineered wood products must be in accordance with Notes current Installation Guide and applicable Design meets Code minimum(U building codes.To obtain Installation Guide 180)Total load deflection criteria. or ask questions,please call Design meets Code minimum(U240)Live load deflection criteria., (800)232-0788 before installation. Design meets arbitrary(1")Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". ALUOBC CALC®,BC FRAMER®, -,B Minimum bearing length for B1 is 1-1/2". BOISE ST®,BC RIMBOARD BCI®, Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min, end bearing+ SYO TEMO,VERSA LAM®VERSA-RIM 1/2 intermediate bearing PLUS®,VERSA-RIM®, Member Slope=0,consider drainage. VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Wood Products, Connection Diagram L.L.C. b d a c a minimum=2" c= 10" b minimum=3" d= 12" Member has no side loads. Connectors are:16d Common Nails Page 1 of 1 _ , BO�$Ery Double 1-3/4" x 14" VERSA-LAM® 2.0 3100 SP Roof Beam\111303 BC CALC®9.3 Design Report-US 1 span No cantilevers 1 0/12 slope Tuesday, May 29, 2007 11:29 Build 057 J � File Name: Tobin Iincoln.BCC Job Name: Description: Roof beam"F" Address: Specifier: City, State,Zip:, Designer: Customer: Company: Code reports: ESR-1040 Misc: io 12 # l l l l d I I I 1 y # 1 #' I _# ► } i i I I 1- 1 1 1 I. � i : I l I 1 k ! i l l i f l 1 f 1 I I I # 14-00-00 BO B1 LL 840 Ibs LL 840 lbs DL 1776 Ibs DL 1776 Ibs SL 2100 Ibs SL 2100 Ibs Total of Horizontal Design Spans=14-00-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf.Area (psf) Left 00-00-00 14-00-00 15 25 12-00-00 2 ceiling load Unf.Area (psf) Left 00-00-00 14-00-00 20 10 06-00-00 Controls Summary Value %Allowable Duration Load Case Span Location Disclosure Pos. Moment 16508 ft-Ibs 49.4% 115% 2 1 -Internal Completeness and accuracy of input must End Shear 3881 Ibs 36.3% 115% 2 1 -Left be verified by anyone who would rely on Total Load Defl. U462(0.364") 39.0% 2 1 output as evidence of suitability for Live Load Defl. U741 (0.227") 32.4% 2 1 particular application.Output here based Max Defl. 0.364" 36.4% 2 1 on building code-accepted design properties and analysis methods. Span/Depth 12.0 n/a 1 Installation of BOISE engineered wood products must be in accordance with Notes current Installation Guide and applicable building codes.To obtain Installation Guide Design meets Code minimum(L/180)Total load deflection criteria. or ask questions,please call Design meets Code minimum(L/240) Live load deflection criteria.. (800)232-0788 before installation. Design meets arbitrary 0")Maximum load deflection criteria. Minimum bearing length for BO is 1-3/4". BC CALC®,BC FRAMER®,AJSTM Minimum bearing length for B1 is 1-3/4". ALLJOIST®,BC RIM BOARD-,BCIO, Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min.end bearing+ SYS E TM SIMPLE FRAMING YSTEMS,VERSA-LAM®,VERSA-RIM 1/2 intermediate bearing PLUS®,VERSA-RIM®, Member Slope=0,consider drainage. VERSA-STRANDS,VERSA-STUD®are trademarks of Boise Wood Products, Connection Diagram L.L.C. b d a c a minimum=2" c= 10" b minimum=3" d= 12 Member has no side loads. Connectors are:16d Common Nails Page 1 of 1 F'THE, m Town of]Barnstable Regulatory Services + BARNSTABLE - T MASS, Thomas F. Geiler,Director o,3 �9a Building Division Thomas Perry, CBO,Building Commissioner " 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: .508-790-6230 PLAN REVIEW Owner: Gobi h Map/Parcel: o fly Project Address_A. Builder: G G� The following items were noted on reviewing: 1 e M ere.I .AAA, 2Y' 61 , i 2 c Smo R L 4w,:s , ne- e1 ger - Coke (O hm 2-66 sf i� ka+e ►sic iw, r� 6c�^•) W l ara wfl- -�o �ve �� j e Reviewed by: Date: Q:Forms:Plnrvw 06/05/2007 16:17 FAX 508 790 1677 FAIR INS Vj001 DATE(aiNaDRR'YVY) AC MD. CERTIFICATE OF LIABILITY INSURANCE _ 06/05/2007 RCDUCER (50S)775-3131 FAX C508)790-1677�- THIS CERTIFICATE 19 SSU&EDALS A M,ai'i'i'ER OF INFORMATION the I=a.i r ]Insurance Agency, Inc ONLY AND CONFERS NO RIGHTS UPo h I-HE CERTIFICATE HOLR.'iHl3 CERTIFICATE DOES N(;I'?.AMEND, END OR p,Q. F1cx 430 ALTf`R;fHE COYERAOE AFFORDED El' !"HE POLICIES BELOW. 619 Mid" St. � Centerville. MA 02632 � INSURERS AFFORDI14G COVE-RAGE � NAIC# ISUR9Ib 7iF,e Waga-o:t. Group LL[ �+ IFJsuRERA: National Grange - P I BOX 509 N suRER a: Savers) _ .. Pilarstons Mills, MA 02649 INSURERC: Mull D: INSURER E �-- ---u— 'OVER);ES T14E PIOUC4E5 OF IN£URAN�;E LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD 114]ICATED.NOTWITH$TANDIN(' ANY'REQ01REMENT,TEWI.OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFIC ATE MAY BE ISSUED OR MAY PERTAIN.THE INSURANCE AFFORDED BY THE POLICIES DE3CRI8FD HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSION AND COND1710NS OF SUCH FdLII�I(:S,AGGREC,ATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. iSR Df)"ti^— POLICY EFFRCTNE I POUCY EXPIRATION �~- .., LIMITS_ °kgq�_ TYPE OF INSURANCE PDLICY NUMBER T (blNrttOlrY ! DATE INN GE'NIERALLIABILITY — —MP143707 05/28/2007 05/2$/2008 EACHOCCURR.ENiX S 1 000 Q00 pAPAAGE TO FER io $ 50,0 10 )(�COMMERCIAL GENERAL LlAIIILCrY E8EUUfiL A&"3x CLAMIS MnOF OCCUR MED EXP(Any aria oeraan) S,00 01 A PERSONAL d,4.,kl INJURY IT GENW1-AGGFE3AYE - $ x 00fl-00. i G�ENL Ar30k2EGAT8 LIMIT AUPLIES PER: i PRODUCTS_r:C�WPlOP AGG $ _2,000 00 opLOCII UrOMOSILF LIABILITY COMBINED SINGLE LBAIT $ (Ee exid®nk) �— ANYAU'r0 ---ALL OkVNED AUTOS BOpiLY NJURY $ (Per parson) sCHEDI II.ED AUTOS IT HIREDAUTOS 80131YINJUFCC I ` (Per swidara) 3 NON.OWNEDALITOS - PRUPEP.TY DAN"AI,E $ (Per a=mmrd) �I ORRAGELIABILITY -- — — AUTO ONLY_61.4 CC!DE!JT S I ANY AUTO OTHER THAN EA ACC $ p — AUTO 0,4LY: -r 1�aGG S ! EACH OCGUF;Hi iPICE L=S 8 SNMHRELLA LIABILITY -- - —�OCCUP �i CLAIIIIS MAIZE I ACiQREGATIr___. S f $ DEOIJCTIELE ... RETENTION 5 _ r $ 6+I�Oi102 iiiovmat$COMPENSATION AND 374. 05/28/2007 05/28/2008 eYcsrA.7u•_ cTH- I Ad11�. reeMPLOYERV LIABILTY E.L.EACH ACM)I NT $ 100,00 13 ANY PtROPRIETQP,PA17'''NER;IDCECUTNE - C'FFIC3R1MEM8L17EXCLUCIE07 � E,I, DISFJASE__}:EMPIPYEE $ 100,00 I;yw.dew me under E.L.7.SEASE-l ti IUCY LIMIT $ J 500 00 CPE'IAL PROVISIONS t*OW __ ��— -�• 01`A FEE J_ DE$CPyP?iDW OP OPERATIONS I LOCATIONS I VEHICLES A EXCLUSIONS A0106o BY ENDORSEMENT J WECIAL PROVISIONS i44 River Road Marstons Mills, MA 02648 . "1j IOATE HQLDER ANCELL.ATION - - SHOULD ANY OR 714E ABOVE DESCRIBED PQLIGI(:S I'i.CANCELLED 6EFORE THE EZIPIPATION PATETHEREOP,THEI`SSUING INSUPLI TALL ENDEAVOR TO MAIL _fyf DAYS WRITTEN NOTACE TO THE CERTIFA:O.T':HOLDER NAMED TO THE LEFT. Town of Barnstable _ Building Dept. BUT FAILURE TO NAIL$UCH NOTICE SMALL IMPO$IE 40 08LIGATION OR LIABILITY South Street OF ANY KIND UPON T'WE INS1L'RER,ITS AGFMDF(R!kPRESENTA nVE$. AUTHORIZED REPRESENTAnVE -- c� RIyanni.s, 44 02601 ,Kathy SilviV A1]Sl A►C104 Ca?${ZOa1l08} 68mI\CORD CORPORATION 190 I_0�'.tIIII-2027 11:28 FAX 508 790 1677 FAIR INS [j 001 OATS IIMAIBOITYm - CERTIFICATE OF LIABILITY INSURANCE 04/23/2007 PRODUCER (508)77S-3131 FAX (508)790-1677• THIS CERTIFICATE IS ISSUED AS A HTER I lNFORMATlQN The: Fair Insirance :agency, TAC ONLY AND CONFERS NO RIGHTS UP01F THE CERTIFICATE P.0. EOx 430 HOLDER THIS CERTIFICATE DOES NOT AMEND,E7CI OR ALTER THE COVERAGE AFFORDED BY THE DIES BELOW. 619 Main St. - Ce"erviIIe, NA 02632 INSURERS AFFORDING COVERAGE NAIL 0 INSUFEb GCI BUILDERS INC - INSURER A. National Grange F'O BOX S09 INSURER II: Savers Marstons Mills, MA 02648 INSURERC: INSURER D: INSURER E: � COVgRAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD WDICATED.NOTWITHSTANDING, ANY A gOUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTII RI ATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL.THE;TERMS,EXCLUSIO'l13 AND CONDITIONS OF SUCH POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. tN DTY TYPE Oc MA$IIAANCE P"Y NUMBER 0OLACY EFFECi1VE POLICY RATom LIAMTS GENERALLMA9MY MP143707 05/28/2006 05 28/2007 EACHoccuRR_i-ICE s 1,000 .004 �( COMMERCIAL GENERAL LIABILITY DALAAGE TO R i;' $ S0, CLAIMS MADE �OCCUR MEb EXP(Any c�i peraoN S 5 A PERSONAL$A91rIAJURY $ 1,000,0E GENERALACSGIiI:CyATE S 2 000 3EMLAGOREr,,ATE LIMIT APPLIES PM. PRODUCTS-CI)I0PIOPAGG $ Opp POLICY JECT LOC AUTOMOBILE LIABA.ITY COMBINED SIN,•31.E LIMIT $ ANTI AUTO (Ea ecdGenA) ALL OWNED AUTOS j BODILY INJURY $ SCHEDULED AUTOS (Pw ) HItEDAUTOS BODILY INJURY ' NON-0wmEO AUTOS (PAR exidera) $ PROPERTY .IA,IiE $ 4ARAGE LumumlY AUTO ONLY•&%ACCIDENT 3 ANY AUTO OTHER THAN EA ACC $ AUTO ONLY. AGG S ;ICCE"MSRELLA LIABILITY EACH OCCURR I ICE $ OCCUR CLAIMS MADE AGGREGATE S DEDUCTIBLE $ RETENTION InroRK�ct nrroNAr® W00002374 OS/28/2006 0S/28/2007 Yvcsrant oTH. CMPLOYPAS'LIABIfIY B .wyP--OPRwmR/PAR7wEwEXE0uTIVE E.L FACHACCICIiNT S 100, DFFIG- R EXCLUDED? I.L.DISEASE•I .EMPLOYEE $_ 1OO E SL PRbvIS10N8 below EL DISEASE-ImN. 06 LACY LIMIT $ _500, WN0: OS/28/20 05/2$/2007 TEREX LIFT TELEHANDLER A QUIDPMENT FLOATER SERIAL009664 VALUE 47745 1,1100 DEDUCTIBLE ommPrOH OF OPOtAT10Ns I WCATIONS I VEHICLES I EXCLUMNS AIRIER BY EHD01112i AEMT I SPECIAL PMmIONS - CERT-IFIgan HOLDER CANCE SHOULD ANY OF THE ASM DESCRIB®POLICIES V CANCELLED BEFORE THE EXPIRATION DATE THERE,THE MSUING*=REP i miL ENDEAVOR TO MAIL 15 DAYS WRITTEN NOTICE TO THE CERTF CW-1:HOLDER NAM®TO THE LET, Sheila & Glen Tobin BUT FAILURE TO MALL SUCH NOTICE SHALL HAPOSt.100 OBLIGATION OR LIABILITY 29 L1 ncol n Street EXt OP ANY KIND UPON THE MOSURER ITS AGENTS OR I;:9 PRESENTATM Centerville, MA 02632 AUTHORIMREPPJMIWTATW Kath Silvia AY3$1 ACORD 25(2001=) 04ORD CORPORATION 11011 I 04/23/2007 11:29 FAX 508 790 1677 FAIR INS QD004 7 IMPORTANT If the certificate holder is an ADDITIONAL.INSURED,the policy(ies)must be endorsed.A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement.A statement on this certificate does not confer rights to the certificate holder in Geu of such endomement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract betwr::yn the Issuing insurer(s),authorized representative or producer,and the certificate holder,nor does il- affirmatively or negatively amend,extend or alter the coverage afforded by the policies listed thorrion. ACORl7 25(2001ros) ' The Commonwealth of Massachusetts + DeParfinent o In dustrial accidents _ Y Office of Investigations ' + d 600 Washington Street Boston,MA 02111' www.mass.gov/dia ' Workers}Comp Affidavit:ensation Insurance Adavit: Builders/Contractors(Electricians/Plumbers . A_uulicant Information nn Please Print Legibly Name(Business/Organization/Individual): 14-eas ror •Address: O �o u S n4 FAvL M A220LA UAL '77fo 419 9 ' City/State/Zip: (1'IMMSj �111.S MA . Phone.#: SO8 , az Are yo employer? Check appropriate box: :Type of pioject(required):, 1. I am a employer with 4 4. � I am a general contractor and I 6. New construction . employees full and/orpart-time).* have hired the sub contractors • 2.❑ I am a'sole(io rietor or artner listed on the`attached sheet: 7. 0 Remodeling ship and have no employees These sub-contractors have g. Demolition 'working for me in an capacity. employees and have workers' Y $. 9. 0 Building addition [No workers' comp,insurance comp.insurance. required.] 5. We are a corporation and its 10.❑Electrical repairs or additions 3.❑ I am a homeowner doing ill-work . officers have exercised their 11.❑Plumbing repairs or additions ' myself.[No workers'comp. right of exemption per MGL 12.❑Roof repairs insurance.required.]t c. 152,§1(4),and we have no employees. [No workers' 13.❑ Other_ comp.insurance required.] *Any applicant that checks box#1 must also.fill out the section below showing their workers'compensation policy information. t Homeowners.who submit this affidavit indicating they are doing all work and then hire outside contractors must submit anew affidavit indicating such. xContractors that check this box must attached an additional sheet showing the name of the$ub-contractors and state whether ornot those entities have employees. if the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is.thepolicy and job site information. + ' Insurance Company Name: NATtci�:1 Policy#or Self-ins.Lic,#: W C 600 a 374 Expiration Date: S a 8 ,06 Job Site Address: IU•CCJ)►..) ST. D City/State/Zip:�il/.uvtQom;s'Po2�(' CVt�t Attach a copy of the workers' compensation policy declaration page'(showing the policy number and expiration date). Failure.to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK.ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investi ations oft i for insura a covera a verification. I do hereby c ify under the pa' and penalties of perjury that the information provided above is true and correct. Si afore: Date: w G Phone#: - @�L 7 _ (5i�AUL' Official use only. Do not write in this area, to be completed by.city or town officiate City Town: ' Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6. Other Contact Person: Phone#: 1111Ur'111A.L1U11 alJlU 1.11J1,1 UIL; .1V1113 Massachusetts General Laws chapter 152 requires all employers to provide workers' 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,oral or written." An employer is defined as"an individual,partnership,association,corporation or other legal entity,or any two or more of the foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer,or the receiver or trustee of an individual,partnership,association or other legal entity,employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein,or the occupant of the dwelling house of another who employs persons to do maintenance,construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an 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 pro.duced: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 of public work until acceptable evidence of compliance vwithtlie 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,e necessary,supply'sub-conti•actoi•(s)name(s),addIess(es)and phone number(s) 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 confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit.or license is being requested,not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers,' compensation policy,please call the Department at the number listed below. Self-insured companies should enter their self-insurance license number on the appropriate-End. City or Towp 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 permit/license applications in any given year,need only submit one affidavit indicating current 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 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 fo any business or commercial venture (i.e. a dog license or permit to bum 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:. ' L The'CaxnM0nwWt&of Mamch- setts' ' �- Dopartmeni cif dusWal Accidents office Of 1n*eSdiptions• • . t'• • - •ff24�ashinri•St�et°.•. B¢stw,.MA 02111 Tel.##617-727-000 ext 406 or 1- 7-MASSAFE Fax#€617-727-7749 Revised 11-22-06 www.mamgov/dia a z Town of Barnstable Regulatory Services BARN Thomas F.Geiler,Director y nsess. $ All 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 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 o*he.* requirements. Type of Work: �QW � � Estimated Cost 4s, O W Address of Work q I i tje-a iv ST L.J (4::,e uyi.s ` r�(Lr Owner's Name: Date of Application: z /0 I hereby certify that: Registration is not required for the following reason(s): []Work excluded by law ❑Job Under$1,000 FBuilding 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 IMP OVEMENT WORK DO NOT HAVE ACCESS TO THE ARBITRATION PRO OR GU TY FUND UNDER MGL c.142A. SIG UNDER PEN S OF PERJURY I hereby apply for a permit as th agent of the o ���� c%,� ►s aas3 Date Contractor Signature Registration No. 0 �z Dat er's gna Q:wpfiles.fomu:homeaff day Rev: 060606 Town of Barnstable Regulatory Services y 'ns ss Thomas F.Geiler,Director �p 1639. �0 QED rat•+a Building Division Tom Perry, Building Commissioner 200 Main Street, Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Property Owner Must Complete and Sign This Section If Using A Builder Ill( Jfn s) , as Owner of the subject property hereby authorize to act on my behalf, in all matters relative to work authorized by this building permit application for: R9 Liucu/w sT Q- &-4AWi6(kj (Address of Job) AX � �Signatur eLo.f•Owner Date, Print Name QTORM&OWNERPERMISSION Permit# Permit Date REScheck Software Version 3.7.3 Compliance Certificate Report Date:05/10/07 Data filename"C:\Program Files\Check\REScheck\Tobin lincoln.rck Energy Code: Massachusetts Energy Code Location: Centerville(Barnstable), Massachusetts Construction Type: 1 or 2 Family,Detached Heating Type:- Other(Non-Electric Resistance) Glazing Area Percentage: 23% Heating Degree Days: 6137 Construction Site: Owner/Agent: Designer/Contractor: Lincoln Road GCI Construction Centerville,MA Assembly R-Value . �.. Ceiling 1:Flat Ceiling or Scissor Truss: 3176 30.0 0.0 111 Wall 1:Wood Frame,16"o.c.: 4554 13.0 0.0 286 Window:CUDH 2424/36:Vinyl Frame,Double Pane with Low-E: 72 0.340 24 Window:CUDH 2824/36:Vinyl Frame,Double Pane with Low-E: 169 0.340 57 Window:CUDH 3624/36:Vinyl Frame,Double Pane with Low-E: 121 0.340 41 Window:CUDH 1624:Vinyl Frame,Double Pane with Low-E: 14 0.340 5 Window:CUDH 2424:Vinyl Frame,Double Pane with Low-E: 152 0.340 52 Window:OVL 2030:Vinyl Frame,Double Pane with Low-E: 3 0.300 1 Window:CUDH 2426:Vinyl Frame,Double Pane with Low-E: 38 0.340 13 Window:CUDH 3624:Vinyl Frame,Double Pane with Low-E: 65 0.340 22 Window:CUDH 2O14:Vinyl Frame,Double Pane with Low-E: 24 0.340 8 Window:CAWN 2424:Vinyl Frame,Double Pane with Low-E: 17 0.340 6 Door:6068:Glass: 41 0.350 14 Door:CUFD 4080:Glass: 192 0.340 65 Door:CUFD 5080:Glass: 80 0.340 27 Door:CUFD 4068:Glass: t 27 0.340 9 Door:CUFD 5068:Glass: 33 0.340 11 Door:CUFD2868:Glass: 18 0.340 6 Floor 1:All-Wood Joist/Truss,Over Unconditioned Space: 2878 19.0 0.0 135 Furnace 1:Forced Hot Air:88 AFUE Compliance Statement:The proposed building design described here is consistent with the building plans,specifications,and other calculations submitted with the permit application.The proposed building has been designed to meet the Massachusetts Energy Code requirements in REScheck Version 3.7.3 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist.The heating load for this building,and the cooling load if appropriate,has been determined using the applicable Standard Design Conditions found in the Code.The HVAC equipment selected to heat or cool the building shall be no greater than 125%of the design toad as specified in Sections 780CMR 1310 and J4.4. Builder/Designer Company Name Date Page 1 of 5 t- CREScheck Software Version 3.7.3 �J( Inspection Checklist Date:05/10/07 Ceilings: ❑ Ceiling 1:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments: Above-Grade Walls: ❑ Wall 1:Wood Frame, 16"o.c.,R-13.0 cavity insulation Comments: Windows: ❑ Window:CUDH 2424/36:Vinyl Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window:CUDH 2824/36:Vinyl Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window:CUDH 3624/36:Vinyl Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window:CUDH 1624:Vinyl Frame,Double Pane with Low-E,U-factor.0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?- Yes No Comments: ❑ Window:CUDH 2424:Vinyl Frame,Double Pane with low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window:OVL 2030:Vinyl Frame,Double Pane with Low-E,U-factor:0.300 ` For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window:CUDH 2426:Vinyl Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window:CUDH 3624:Vinyl Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window:CUDH 2O14:Vinyl Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: Page 2 of 5 ❑ Window:CAWN 2424:Vinyl Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes—,_Frame Type Thermal Break? Yes No Comments: Doors: ❑ Door:6068:Glass,U-factor:0.350 Comments: ❑ Door:CUFD 4080:Glass,0-factor:0.340 Comments: ❑ Door:CUFD 5080:Glass,U-factor:0.340 Comments: ❑ Door:CUFD 4068:Glass,U-factor:0.340 Comments: ❑ Door:CUFD 5068:Glass,U-factor:0.340 Comments: ❑ Door:CUFD2868:Glass,U-factor:0.340 Comments: Floors: ❑ Floor 1:All-Wood Joist/Truss,Over Unconditioned Space,R-19.0 cavity insulation Comments: Heating and Cooling Equipment: ❑ Furnace 1:Forced Hot Air:88 AFUE or higher Make and Model Number: Air Leakage: ❑ Joints,penetrations,and all other such openings in the building envelope that are sources of air leakage must be sealed. ❑ When installed in the building envelope,recessed lighting fixtures shall meet one of the following requirements: 1. Type IC rated,manufactured with no penetrations between the inside of the recessed fixture and ceiling cavity and sealed or gasketed to prevent air leakage into the unconditioned space. 2. Type IC rated,in accordance with Standard ASTM E 283,with no more than 2.0 cfm(0.944 Us)air movement from the the conditioned space to the ceiling cavity.The lighting fixture shall have been tested at 75 PA or 1.57 Ibs/ft2 pressure difference and shall be labeled. Vapor Retarder: ❑ Required on the warm-in-winter side of all non-vented framed ceilings,walls,and floors. Materials Identification: ❑ Materials and equipment must be identified so that compliance can be determined. ❑ Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment must be provided. ❑ Insulation R-values,glazing U-factors,and heating equipment efficiency must be clearly marked on the building plans or specifications. Duct Insulation: ❑ Ducts shall be insulated per Table J4.4.7.1. Duct Construction: ❑ All accessible joints,seams,and connections of supply and return ductwork located outside conditioned space,including stud bays or joist cavities/spaces used to transport air,shall be sealed using mastic and fibrous backing tape installed according to the manufacturer's installation instructions.Mesh tape may be omitted where gaps are less than 1/8 inch.Duct tape is not permitted. ❑ The HVAC system must provide a means for balancing air and water systems. Temperature Controls: ❑ Thermostats are required for each separate HVAC system.A manual or automatic means to partially restrict or shut off the heating and/or cooling input to each zone or floor shall be provided. Page 3 of 5 Heating and Cooling Equipment Sizing: ❑ Rated output capacity of the heating/cooling system is not greater than 125%of the design load as specified in Sections 780CMR 1$10 and J4.4. Circulating Hot Water Systems: ❑ Insulate circulating hot water pipes to the levels in Table 1. Swimming Pools: ❑ All heated swimming pools must have an on/off heater switch and require a cover unless over 20%of the heating energy is from non-depletable sources.Pool pumps require a time clock. Heating and Cooling Piping Insulation: ❑ HVAC piping conveying fluids above 120 degrees F or chilled fluids below 55 degrees F must be insulated to the levels in Table 2. Page 4 of 5 i r Table 1:Minimum Insulation Thickness for Circulating Hot Water Pipes Insulation Thickness in Inches by Pipe Sizes Non-Circulating Runouts Circulating Mains and Runouts Heated Water Temperature(°F) Up to 1" Up to 1.25" 1.5"to 2.0" Over 2" 170-180 0.5 1.0 1.5 2.0 140-160 0.5 0.5 1.0 1.5 100-130 0.5 0.5 0.5 1.0 Table 2.Minimum Insulation Thickness for HVAC Pipes Fluid Temp. Insulation Thickness in Inches by Pipe Sizes Piping System Types Range(°F) 2"Runouts 1"and Less 1.25"to 2.0" 2.5"to 4" Heating Systems Low Pressure/Temperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120-200 0.5 1.0 1.0 1.5 Steam Condensate(for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems Chilled Water,Refrigerant and 40-55 0.5 0.5 0.75 1.0 Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD:(Building Department Use Only) Page 5 of 5 T Bk 21166 Ps 226 1 07—07--^.a.006 a 01 a 21P QUUCLAI N!DEED We,ANNELIESE SCHWAB,also known as ANNE SCHWAB,HENRY SCHWAB and THOMAS C. SCHWAB,Trustees of the HENRY SCHWAS LIVING TRUST dated MARCH '. 17,2004,tenant in common,and the ANNE SCHWAB LIVING TRUST dated MARCH 17, 2004,tenant in common and ANNELIESE SCHWAB,individually and HENRY SCHWAB, individually,of 29 Lincoln Street,West Hyannisport,Barnstable County,Massachusetts,for consideration paid and in full consideration of One Million Three Hundred Twenty-Two Thousand and Five Hundred($1,322,500.00)Dollars grant to Glenn Tobin and Sheila Tobin, husband and wife,as tenants by the entirety,with quitclaim covenants: the land together with the buildings thereon situated in that part of the Town of Barnstable known as West HyannispoM Barnstable County,Massachusetts,bounded and described as follows: SOUTHWESTERLY: By Central Avenue,so-called,there measuring one hundred ninety (100)feet; �j'a EASTERLY: By Lincoln Street,there measuring two hundred fifty-two and S 85/100(252.85)feet,more or less; NORTHERLY: By Lots 204 and 214 on plan hereinafter mentioned,there measuring one hundred.sixty(160)feet,more or less;and . WESTERLY: By Magnolia Avenue,there measuring one hundred sixty-five (165)feet,more or less. I Being LOTS 205,206,207,C,D,212 and 213 as shown on a plan entitled"Hyannis Beach Supplementary,plan to Garbett&Wood Survey,Jan.22, 1889,by H.I.Jackson,September 16, . 1895"Barnstable County Registry of Deeds,formerly filed in Book 221,Page 273,now in plan Book 26,Page 113. Also a certain parcel of land situated in West Hyannisport aforesaid,having a frontage of twenty (20)feet on Nantucket Sound,and being more particularly set forth in an instrument dated August t 1, 1940 recorded with Barnstable County Registry of Deeds in Book 575,Page 198,and shown as Parcel#3(Miriam D.James)on plan`recorded with said Deeds in Plan Book 64,Page 23,to which plan reference is hereby made for a more particular description of said lot, l Said premises are conveyed subject to and together with the benefit of all rights,easements, restrictions and reservations of record insofar-as the same are in force and applicable. Being the same premises conveyed to us by deed of Anneliese Schwab,a/k/a Anne Schwab dated March 17,2004,and recorded with said Registry of Deeds in Book L 18333,Page 237. Property Address: 29 LINCOLN STREET,WEST HYANNISPORT,MA 1 - i i I Bk 21166 Pg 227 #43315 00'00S'ZL£'T$ :gdtQ 56'ZL8'3$ :aat GT££t :0200 1801 10119 wdIZ:TO 0 900Z-LO-10 :9190 50330 30 AHISI938 AM100 3181r18N21" Xbi 3SI0X3 31VIS 31138nHOVSsM Henry Schwab,Trustee apt le Anne Schwab,Trustee 00'009+=41$ :SU03 0£'SLO+£$ O&A ST£D :A500 1801 :4113 WISIVI0 0 900L-LO-LO calve 90330 d0 AHISI93H A1Nf100 318d1SHSVI 7, 3L r IL -rei XVI 38IOX3 A1RM 313H1SM21if9 Thomas C.Schwab,Trustee COMMONWEALTH OF MASSACHUSETTS ) )ss. COUNTY OF BARNSTABLE ) On this day, July 7,2006,before me,the undersigned notary public,personally appeared Henry Schwab, as Trustee,proved to me through satisfactory evidence of identification, which was cLr-ue,4_s �y� ,_ , to be the person whose name is signed to the preceding trust agreement, and acknowledged to me that he-signed it voluntarily for its stated purposes. Witness my signature and official seal. [Sol] Notary Public 336 South Street Hyannis,Massaclus 1 My commission Pic MY Carrnissao 6�kes F'etl:a;coos l J r 1. Bk 21166 Pg 228 #43315 COMMONWEALTH OF MASSACHUSETTS BARNSTABLE,ss On this 7*day of July,2006 before me,the undersigned Notary Public,personally appeared HENRY SCHWAB,proved to me through satisfactory evidence of identification,which was a Massachusetts driver's license .to be the person whose name is signed on this document and stated that he acknowledged the signing of the foregoing instrument to be his true act and deed. Witness my hand and official seal Notary Public ii1 )I all My Commissi 14ouqPift . My Commiss�nExp��.2,Z0� . COMMONWEALTH OF MASSACHUSETTS BARNSTABLE,ss On this 7*day of July,2006 before me,the undersigned Notary Public,personally appeared THOMAS C.SCHWAB,proved to me through satisfactory evidence of identification, which was a Massachusetts driver's license ,to be the person whose name is signed on this document and stated that he acknowledged the signing of the foregoing instrument to be his true act and deed. Witness my hand and official seal AXI .oPublic My Commission Expires: No"Pft MMicqhpa�el d.GAI CMIM My co mbw Bores Feb.4 2OD9 i BARNSTABLE REGISTRY OF DES COVER INSUPANCE X The Hanover Insurance Company Massachusetts Bay Insurance.Company Worcester, MA 01605 Bond No. -) r q 04 LICENSE OR PERMIT BOND. KNOW ALL MEN BY THESE PRESENTS,.that we,The Waquoit Group LLC Of PO BOX 509 Marstons Mills, MA 02648 as Principal, .and The Hanover Insurance Company (A New Hampshire Corporation) Massachusetts Bay Insurance Company (A New Hampshire. Corporation) as Surety, are held and firmly bound unto The Town of Barnstableas Obligee, in the penal sum of One Thousand------($1,000.00) Dollars; good and lawful money. of the .United States,for the payment of which sum well and truly to be made, we bind ourselves, and our heirs, executors, administrators,jointly and severally, firmly by these presents. WHEREAS the said Principal has applied to said Obligee for a license to or permit to open, occupy, cross by vehicles and obstruct a certain portion of a public sidewalk, berm, curbing, street or way at:the location of 29 Lincoln Street, W Hyannisport MA NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION 1S SUCH, That if Principal shall faithfully observe and honestly comply with the provisions of all Laws or Ordinances of Obligee regulating the business for which license is issued, then this obligation shall be void; otherwise to be and remain in full force and virtue. PROVIDED, THE LIABILITY OF THE SURETY upon this bond shall be and remain in full force and effect for the full period of the license, and renewals thereof, issued to the principal above named, or until ten days, after receipt by the Obligee of a written notice signed by such Surety, or its authorized.agent;stating that the liability of such Surety is thereby terminated and canceled;and provided. further, that nothing herein shall. affect any rights or liabilities which shall have accrued under this bond,prior to the date of such termination. Signed, sealed and dated the Ath day of June : ; 2007 Principal (seal) �����uwurrrrrii Y OMASSACHUSETTS BAY INSURANCE COMPANY xTHE HANOVER INSURANCE COMPANY '�rrurnmm��p�` By Form al-0761(3/95) Attorney-in-Fact I y THE HANOVER INSURANCE COMPANY MASSACHUSETTS BAY INSURANCE COMPANY POWERS OF ATTORNEY KNOW ALL MEN BY THESE PRESENTS: That THE HANOVER INSURANCE COMPANY and MASSACHUSETTS BAY INSURANCE COMPANY, both being corporations organized and existing under the laws of the State of New Hampshire do hereby constitute and appoint -Kathleen F. Silvia- of Centerville, MA and is a true and lawful Attorey(s)-in-fact to sign,execute,seal,acknowledge and deliver for,and on its behalf,and as its act and deed,at any place within the United States,or, if the following line be filled in,only within the area therein designated any and all bonds,recognizances, undertakings,contracts of indemnity or other writings obligatory in the nature thereof, as follows: -Any such obligations in the United States, not to exceed Two Hundred Fifty Thousand and No/100 ($250,000) Dollars in any single instance- And said companies hereby ratify and confirm all and whatsoever said Attomey(s)-in-fact may lawfully do in the premises by virtue of these presents. These appointments are made under and by authorityof the following Resolution passed by the Board of Directors of said Companies which resolutions are still in effect: "RESOLVED,That the President or any Vice President, in conjunction with any Assistant Vice President, be and they are hereby authorized and empowered to appoint Attorneys-in-fact of the Company,in its name and as its acts,to execute and acknowledge for and on its behalf as Surety any and all bonds,recognizances,contracts of indemnity,waivers of citation and all other writings obligatory, in the nature thereof,with power to attach thereto the seal of the Company. Any such writings so executed by such Attorneys-in-fact shall be as binding upon the Company as if they had been duly executed and acknowledged by the regularly elected officers of the Company in their own proper persons."(Adopted October 7, 1981 -The Hanover Insurance Company;Adopted April 14, 1982- Massachusetts Bay Insurance Company) IN WITNESS WHEREOF,THE HANOVER INSURANCE COMPANY AND MASSACHUSETTS BAY INSURANCE COMPANY have caused these presents to be sealed with their respective corporate seals,duly attested by a Vice President and an Assistant Vice President,this 15th day of October, 1998. r!�OVER INSURANCE COMPANY MAS SETT BAY INSURANCE COMPANY (Seal) (Seal) qce President Vice President sista, t ice President ssistant Vice President THE COMMONWEALTH OF MASSACHUSETTS ) COUNTY OF WORCESTER ) ss. On this 15th day of October, 1998, before me came the above named Vice President and Assistant Vice President of The Hanover Insurance Company and Massachusetts Bay Insurance Company,to me personally known to be the individuals and officers described herein, and acknowledged that the seals affixed to the preceding instrument are the corporate seals of The Hanover Insurance Company and Massachusetts Bay Insurance Company, respectively, and that the said corporate seals and their signatures as officers-were duly affixed and subscribed to said instrument�b;the authority and direction of said Corporations. (Seal) Notary Public My Commission Expires November 26,2004 Board oBuiltiaF c u ahons nd Staa , i' HOME IMPROVEMENT CONTRACTOR -- Registration 152253 Exp 8i11/2008 _ _Private Corporation GCI BUILDERS!NC _ PAUL MAZZOLA ' 644 RIVER ROAD „g�a .�-� ' MARSTONS MILLS MA 254a Deputy Administrator . -`� ' I - ' .,fhb�G!?2dYtO/ll//P,(LGi/L �� •CC �'sr.. _ a r, �OARk7 C►F B L NG"Rf ULATtO �X g a= License COtttSTRJC"-tON SL)PER�r'tS{7RX \... {Number CS 057934 J �s� Exgares 06f3912G47 Tr no:- 1�t346 L:J MAZZULA PAU PO=30X 509 IVIA,STONS M1L'S �IIFl=02548 '' ' Commissioner - : X. , m� I i a__7 _ — — � — --I -i ! a —r 6T Ct 4 74— 77 i i 1 I f C 4 I41 ' 1 -71 a" T (17 14 17 t� l t s _ � c I J.-.i f _ 17 1 71 to 77 ii r _ wn�.�� tea.�... d ! c.�,„. �- i_.._5... .,,,...».iw.. oPeMF.RI:� t }— � L77, � -____- � .11-.. ! , 6 —.H 4-- — f l I I �•....�' ...�." 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FOWDAWN PLAN - DATE OF BOTH SIGNATURES ARE REQUIRED FOR PERMITTING 5. 15f FLOOR ALAI&Wwow 50EDILe FINAL 1551E _--_ ••----___ 6. 2ND FLOOR FLAN&V OVEMV6 Pe mr DRAWING Oil Y 7. CRO55`.eCTION5 5/9/01 8. 15T FLOOR FRMUNG PLAN 5/29/07 9. ZV FLOOR FRAWNG PLAN FYI= _ 10 PECKFOOMIG PI-PN NOW SCALE LW55 QIFERWISE ® s 1/4" P TITLE ]PAGE NOT TO SCALE 14. _-_ 15. 16. PALE u EMT Ilk EB l�1 ®❑ 133 EJEJI Eg ED a � T> GCI BUILDERS INC. LINCOLN ROAD. - m°Y AYM. CAP FINE HON EBURDING&DESIGN CENTERVILL MA. (505) 598-4144 PF%4N5 o PAL MAZZaA (505) 426-9&4 ww a)deskrs.bn }a Ica!k yn.b¢ L E0 .. ..... .. .... LLJ 4M.HR ..... MiJIM-1.1 40 : ®®®® ®®®® > vznwN or uv M. GCI BUILDERS INC. 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Location: 29 LINCOLN STREET Zoning Classification: RESIDENCE D-1 DISTRICT Proposed Use: MULTIPLE HOUSES ONE PARCEL Village: CENTERVILLE Gen Contractor: G.C.I.ITHE WA12UOIT GROUP LLC Permit Type: RC00 CERTIFICATE OF OCCUPANCY RES Comments: z-/,,/ Building Department Signature Date Signed Town of Barnstable c Building Department - 200 Main Street * BARNSTABLE, * Hyannis, MA 02601 . 16.39. a�`� (508) 862-4038 rF0 MA'i ��i��Jt7 Certificate of Occupancy -CCU Temporary �c Application 200703420 CO Number: 20080256 (® Parcel ID: 226144 CO Issue Date: 02117109 Location: 29 LINCOLN STREET Zoning Classification: RESIDENCE D-1 DISTRICT Owner: SCHWAB, HENRY ET AL TRS Proposed Use: SINGLE FAMILY HOME 66 TERN LANE CENTERVILLE, MA 02632 Villager CENTERVILLE Gen Contractor: G.C.I.ITHE WAQUOIT GROUP LLC Permit Type: RTCO RES TEMP CERT OF OCCUPANCY Comments: TEMPORARY 60 DAYS TO EXPIRE 4/17/2009 l7 0 9 04/17/09 Bu di g Department Signature Date Signed Expiration Date N DESIGN DATA GENERAL NOTES � NOTE: EXTEND COVERS OF -� 1 . CONTRACTOR TO BE RESPONSIBLE FOR THE LOCATION w Q DAILY FLOW: (5) BEDROOM5 x I 10 GPD =//oD GPD SEPTIC TANK TO WITHIN _ OF ALL UTILITIES, ABOVE * UNDERGROUND, PRIOR TO 6�� OF FIN1511 GRADE SEPTIC TANK:/s` o GPD x 200% - - GPD a_ USE: 1 � M � ANY EXCAVATION OR CONSTRUCTION. _ 500 GALLON PRECAST SEPTIC TANK 2. SEPTIC 5Y5TEM IS TO BE INSTALLED IN COMPLIANCE -ae=z'_ov�--c � ti \� DISTRIBUTION BOX:USE: f-1 40 PVC PIPE � .� -p8_;-fo ��- za� WITH 3 I O CMR 15.00: TITLE V. 4 sc >L N 3. THIS PLAN IS NOT TO BE USED FOR PROPERTY LINE Q SOIL ABSORPTION SYSTEM: N - s`xz �-- Soot ,oeyu� a_��2� DETERMINATION. T.O.r. —�' USE: _ `-`5" X B, TOP � o � —_ - --w- 4. ALL DISTURBED AREAS ARE TO BE LOAMED * SEEDED. � � i°L. Z�.)s p ^,' 5. CONTRACTOR TO PROVIDE 48 HOUR NOTICE FOR ANY � $-o '�• �8• - N _ * /7; ss INSTAil GAS BAFPIF 3,�„3 } BOTTOM @ EL. N ti REQUIRED INSPECTIONS BASEMENT FLOOR INouTLETTEE ,L, CAPACITY: G. THIS SYSTEM IS NOT DESIGNED FOR THE USE OF A e EL.1 zS / a N �, SIDEWALL AREA:=//o�x Z ", BOTTOM AREA:..- - /3' X 1Z "'� �'�7 5� = -yd` o- --_ GARBAGE DISPOSAL. 1 500 GALLON PRECAST / i SEPTIC TANK - SEPTIC SYO-TEM PROFILE „ f I Q f { r i Q DEEP OBSERVATION HOLE LOGS Iq ,� I I DATE: i TEST BY: WITNESS: _,TP, I PERC RATE: I G0.00 I I DEEP OBSERVATION HOLE #I EL. Z DEPTH f ((yy ___,ems � - _:-.- , .501E SOIL 501L COLOR SOIL `U r __ -' FRO M OTHER .SURFACE i .yry . ll C P f .4.2�i4 i HORIZOf�t TEXTURE MUNSELL MOTTLING 1 V: . 0 /8t itt 1 : ' N' E T �. y� f Y /oa 5Ys/y 3 S ;. . - f EL n I V I I r DEEP OBSERVATiON 10LC #2 E L. 7 D , s : G 3 F �X r _ L . J�y-e• _ _ / _SE DEPTH 50 L S OIL 501LSOL_ o_ FROM OTHER HORIZON TEXTURE (MUNSELL) I MOTTLING T. am_ UT � S URFACE 'l / /� ZZ "8.w [oA.e-�y SANG ioye s/cam .,. . 0 . 7"rp,<7 - \ r /. DEEP OBSERVATION HOLE #3 EL.17, 6- DEPTH 501L 501E SOIL COLOR SOIL 1 0 � FROM OTHER QL�. _ HORIZON TEXTURE (MUNSELL) MOTTLING � \ I? � SURFACE' , \ •, - '' _ 9"-%7,, _ �� _. LOAN Y .SAGO _ _ : /vy.2 -�/2 401 7 y In Ln h \ V: DEEP OBSERVATION HOLE #4 EL./7 S DEPTH • ' 501L 501L SOIL COLOR 501E OTHER f o �� f. FROM HORIZON TEXTURE�O SURFACE (MUNSELL) MOTTLING zz-;t4 - 4:.= ;4.s NOTE: NO GROUNDWATER ENCOUNTERED IN ANY OBSERVATION HOLE jN OF MAS - - e- ��-jTE W tiN DANeL cyGCE/�J /AA '� 5 �•/G•� / c� L3J.f _ Zo M A BRA71N 1 SCALE: DATE: DRAWN BY: qyo C.�---- 2� SUR`1 .. . L ECG _ JOB NUMBER: REVISION: SHEET NUMBER: - - f-� 7 WELLER ASSOCIATES G45 FALMOUTH RD., SUITE 4C --- P.O. BOX 4 1 7 CENTERVILLE, MA 02G32 2 WINDY WAY, #232 NANTUCKET, MA 02554 TEL.: (508) 775-0735 FAX: (508) 775-0754 EMAIL: tri5weller(Scomca5t.net PROFESSIONAL ENGINEERS LAND SURVEYORS .- ...... .y. Rf -AST.Oltz - CITE S . k � ► w F �i`—,o►`���+�-� "` R�t� Data $vilT IA41r S a ti�� as +u ' st �/ 1 CNAN ..� �/ (,MOTE : r titer �.,:WM No c4 S Rxbcor- MONT RE'' � t of WIN� iS f,� (,1�iAl 1 V*%A ) WAkt 10-10f.. 'ROAD' f � � ► MEM *Aj NA" RoaP No GNANc*S _�. ADD , O C.H A t097 •„ W�'�� r si gumGy R. wi EAR 'E0.:V T 1 CA accK �► _ IZorOF ET1*4 olk Su malt 4 r, Rc`R b L. 'iTC14 .� rw wm Dotiv, 0- s SCALE: V APPROVED BY: DRAWN BY 3AMC DATE: REVISED ON 517E 'D F.T to L C W AWGE 15 _ _ DRAWING NUMBER