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HomeMy WebLinkAbout0019 INDIAN TRAIL it an 11 joy 4;1 3A" ARVITS"Ov TK-n Is n "M- ' Ns Sl J "i"'SIO "ITAT_ _ OWN oil 0., m� I "X k Ott: t - A ANN 77", "1 01101 P, slips 0 N go, c p; vvy A, "Ann m T Y owl, —10 A 1:1 `0 QN­ 71^in , iq k 0 pe U 2�, Of 7:4 k IN IAI A INS AIN 11'�,A `2 40 AV 9 All .iZ �1, Eh Am S, son w"i JOY *7 WF VON T 4 kil F-It�� 11 S�­ "MIE, lwt! I,' k_�07 -_. 1, - II ZI W QW, 1 1 44 -�y Ok ,d!W a n it - Asa USA W 1.12 M Ame �J"Jon so 7 AW ,7, 04 Wl,�,.,z iT w Aw f 0 to lot!Atli VAAL �O 110 Oil .1. T. Z _7 w �'Z�*,P 7 1 two- A-7 �; Litt 0 85- 249.88' CA LOT 5B 64,964f sf I -I- CONC. FNDN. N C� (J� Ln 6.} 105.0' '1 N it �i � I \ TO EDGE OF 221.g2 14 70.4 N TRgI� WETLAND I` -- -- 98�2. l IN TERM/TTENT STREAM AL J _, WITHIN DI TCH WETLAND 05-18,3 FOUNDATION PLOT PLAN FOR THE PURPOSE OF OBTAINING A BUILDING PERMIT LOCATION # 19 INDIAN TRAIL CUMMAQUID PREPARED FOR: SCALE: 1 " = 50' DATE: OCTOBER 24, 2005 DA VID YUSKAITIS REFERENCE PB 599 PC 46 P.O. ASSESS. MAP 335 PCL 19 ES I HEREBY CERTIFY THAT THE STRUCTURE N OF 414�� $� SHOWN ON THIS PLAN IS LOCATED ON THE O� ARNE cyG GROUND AS SHOWN HEREON. o� H. OJALA N � No2 8 down cape engineering, irnc. �O SS CIVIL ENGINEERS LAND SURVEYORS 939 main st yarmouth, ma 02675 DATE REG. LAN SURVEYOR TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map 3?F-) P&rcel 01 It; PJ Mof 336 D--L 001 GPermit# R( 5-& F _ � Health Division (�C� �i�� � p Date Issued g' Conservation Division co Fee 1 Tax Collector a �� Application Fe as 6y ,a�",� q-O Treasurer �`�' Planning Dept. �n �h✓' a� ►�—o� M hecked in By Date Definitive Plan Approved by Planning Board , Approved By ' v rv� •4c�v�Historic-OKH o1C servation/ yQH annis� � L � ��"'�'"� A. 6s � Project Street Address �� Village f�2tJSl,�, Owner Address 2\6 . AA&goiS Telephone 6 -A, -22 2 5 Permit Request C,_)Qlt 1C (;�fUP 'CrWVX�W �1491?e, s ,// .fie ey® /�s u� ace` /r�c�vdi iiy� ®F Ve9e w,ZXW 1®o'off' 4WZ,V� A /r� 4tib sw, oxce � o����y Square feet: 1 st floor: existing _ proposed 11bl 2nd floor: existing proposed Total new cD_T(P_1 Valuation , Bel Zoning District F 2_ Flood Plain C, Groundwater Overlay Construction Type Lot Size Grandfathered: ❑Yes ❑No If yes, attach supporting documentation. Dwelling Type Single Family ' Two Family ❑ Multi-Family(#units) Age of Existing Structure Historic House: ❑Yes ❑ No On Old King's Highway: ❑Yes V.No Basement Type: JFull ❑Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) 11 ©� Number of Baths: Full: existing new 2� Half:existing new 2. Number of Bedrooms: existing - new 11 Total Room Count(not including baths): existing new First Floor Room Count Heat Type and Fuel: '14 Gas ❑Oil ❑ Electric ❑Other Central Air: 1 (Yes ❑ No Fireplaces: Existing New_� Existing wood/coal stove: ❑Yes A No Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑new size Attached garage: ❑existing Anew sizeZ4,_ (S Shed:❑existing ❑new size Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ _ Commercial ❑Yes °� No If yes,site plan review# -_ Current Use Proposed Use '&/cy {{ Yt _ BUILDER INFORMATION Name - 1 GL c�tS Telephone Number Address .1,001 AV)` �-1L License# L5 Home Improvement Contractor# Worker's Compensation# ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO n SIGNATURE DATE i FOR OFFICIAL USE ONLY PERMIT NO. ' DATE ISSUED MAP/PARCELNO. ADDRESS VILLAGE OWNER, DATE OF INSPECTION: FOUNDATION ®/G /o — /lf--o S_ P�\ FRAME INSULATION O FIREPLACE ELECTRICAL: ROUGH FINAL a PLUMBING: ROUGH FINAL GAS: ROUGH FINAL / FINAL BUILDING r DATE CLOSED OUT w ASSOCIATION PLAN NO. mot' ' Town of Barnstable Building Department - 200 Main Street BARNSTABLE, * Hyannis, MA 02601 9� 16319.MASS. .�' (508) 862-4038 RFD MA'S A Certificate of Occupancy Application Number: 86568 CO Number: 20070034 Parcel ID: 335019002 CO Issue Date: 02121/07 Location: 19 INDIAN TRAIL Zoning Classification: Proposed Use: SINGLE FAMILY HOME Village: BARNSTABLE Gen Contractor: PROPERTY OWNER Permit Type: RC00 CERTIFICATE OF OCCUPANCY RES Comments: Building Department anature Date Signed a TOWN OF RNSTABLE t 3 BUILDIt+ `?ERMIT PARCEL ID 000 000 333 GEOBASE I, t ADDRESS 19 INDIAN TRAIL # PHONE BARNSTABLE ZIP — LOT 5B,5C BLOCK LOT SIZE DBA DEVELOPMENT Dr�TRICT gg5B�3 g gUI INGL pp,,MM LL PENT TYPE BUILD jy�EEIPTION r1EWLRj&j+IALEBEDGIPMTDWE1ING CONTRACTORS: PROPERTY OWNER . Department of ARCHITECTS: Regulatory Services TOTAL FEES: $1,344.60 BOND $.00 CONSTRUCTION COSTS $288,928.00 101 SINGLE FAM HOME DETACHED 1 PRIVATE 7, Mass. FD Mi►'�A BUILIDING BY DATE ISSUED .08/31/2005 EXPIRATION DATE r `•. L - TOWN}'�QF RSTABL .R; PARCEL ID 000 000 333 . q. GEOBASE. ADDRESS 19 INDIAN TRAIL r; - B.ARNSTABI,i� PHCNE `x E ZAP w LOT ,`;A 5B;5C RLOdyy(�'[�7,Yg/q p�(y1.p� r `,LOT .SIDE• DBA 1JS+Y L`1iLJ ClY'�iVT , l Itr�t'L�AV1 a r +_ $ H ffl IPTICtJ' It ��" E I ��DWELLING f ,*,` } it /, .. •'".u'�;'ifS:+" j tom, -# ${8 w y` CONTAkTCRS: PROPERTY OWEIt � . 5 N. ARCHITECTS Department.,of seta c _� �� Regulato�ry> Services F. ; TOTAL, FEES: -W-34760 BOND s.00 '.` U . CONSTRUCTION COSTS $288 y 928.0 1 f 10 SINGLE lE`AM HOME DETACHED .�sARN3rABL•E, r .F $ BUI ING IV $10N ;k 1 DATE EXPIRATION DATA w•tir•ri" f. THIS PERMIT CONVEYS NO RIGHT TO OCCUPY ANY STREET,ALLEY OR SIDEWALK OR ANY PART THEREOF, EITHER TEMPORARILY OR PERMANENTLY. EN- CROACHMENTS ON PUBLIC PROPERTY,NOT SPECIFICALLY PERMITTED UNDER THE BUILDING CODE,MUST BE APPROVED BY THE JURISDICTION.STREET OR ALLEY GRADES AS WELL AS DEPTH AND LOCATION OF PUBLIC SEWERS MAY BE OBTAINED FROM THE DEPARTMENTTOFPOBLIC WORKS.THE ISSUANCE OFTHIS PERMIT DOES NOT RELEASE THE APPLICANT FROM THE CONDITIONS OF ANY APPLICABLE SUBDIVISION RESTRICTIONS.' MINIMUM OF FOUR CALL INSPECTIONS REQUIRED FOR ALL CONSTRUCTION WORK: APPROVED PLANS MUST BE RETAINED ON JOB AND WHERE APPLICABLE, SEPARATE 1.FOUNDATIONS OR FOOTINGS THIS CARD KEPT POSTED UNTIL FINAL INSPECTION PERMITS ARE REQUIRED FOR 2. PRIOR TO COVERING STRUCTURAL MEMBERS HAS BEEN MADE.WHERE A CERTIFICATE OF OCCU- ELECTRICAL,PLUMBING AND MECH- (READY TO LATH). PANCY IS REQUIRED, SUCH BUILDING SHALL NOT BE ANICAL INSTALLATIONS. 3.INSULATION. OCCUPIED UNTIL FINAL INSPECTION HAS BEEN MADE. 4.FINAL INSPECTION BEFORE OCCUPANCY. e BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICALf INSPECITIOV APPROVALS 1�K-1 ' $hLrr , �//x/e � 2 S 2 �- n a l � ���m pin, 2 ,/� �C c� s C i 3 (I C9 — ? ? v E 1 H ING INSPECTION APPROVALS ENGINEERING DEPARTMENT 2 .I - 3 0-07 BOARD OF HEALTH OTHER: ;000' SITE PLAN REVIEW APPROVAL WORK SHALL NOT PROCEED UNTIL PERMIT WILL BECOME NULL AND VOID IF CON- INSPECTIONS INDICATED ON THIS THE INSPECTOR HAS APPROVED THE STRUCTION WORK IS NOT STARTED WITHIN SIX CARD CAN BE ARRANGED FOR BY VARIOUS STAGES OF CONSTRUC- MONTHS OF DATE THE PERMIT IS ISSUED AS TELEPHONE OR WRITTEN NOTIFICA- TION. NOTED ABOVE. TION. N . U , L PtlimlT 1 E it s r' oFt r Town of Barnstable Regulatory Services Thomas F.Geiler,Director snaxsrABL% '1639. p,�� Building Division tFD MA't 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 `y /n� S Please Print DATE: lZ �tc�u b / `�• JOB LOCATION: tcl : -Vo Lam. rvVy number ` street village „HOMEOWNER": '3 -y 0 �.US I�(l l,S Qja — 2(?)2 5— name Q home phone# work phone# CURRENT MAILING ADDRESS: w cyl� 616, 07(00 C c ty/town state zip code The current exemption for"homeowners" was extended to include owner-occu-pied dwellings of six units or less and to allow homeowners to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor. DEFINITION OF HOMEOWNER Person(s)who owns a parcel of land on which he/she resides or intends to reside,on which there is,or is intended to be,a one or two-family dwelling,attached or detached structures accessory to such use and/or farm structures. A person who constructs more than one home in a two-year period shall not be considered a homeowner. Such "homeowner"shall submit to the Building Official on a form acceptable to the Building Official,that he/she shall be responsible for all such work performed under the building_permit. (Section 109.1.1) The undersigned"homeowner"assumes responsibility for compliance with the State Building Code and other applicable codes,bylaws,rules and regulations. The undersigned"homeowner"certifies that he/she understands the Town of Barnstable Building Department um inspection procedures and requirements and that he/she will comply with said procedures and 5re em 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. HOMEOWNER'S EXEMPTION The Code states that: "Any homeowner perfomung 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:forms:homeexempt RESIDENTIAL BUILDING PERINUT FEES APPLYCATION FEE New Buildings $100.00 Residential Addition $50.00 Alterations/Renovations $50.00 Building Permit Amendment $25.00 FEE VALUE WORKSHEET NEW LIVING SPACE square feet x$96/sq.foot=_ a(0 5. 3�' x.0041= t� 4Sq•O� — plus from below(if applicable) ALTERATIONS/RENOVATIONS OF EXISTING SPACE p square feet x$64/sq.foot x.0041== plus from below(if applicable) GARAGES(attached&detached) '2 8 square feet x$32/sq.ft.= 23 2ei 4 x.0041= S S ACCESSORY STRUCTURE>120.sq.ft. >120 sf-500 sf $35.00 >500 sf-750 sf 50.00 >750 sf- 1000 sf 75.00 >1000 sf-1500 sf 100.00 >1500 sf-Same as new building permit: square feet x$96/sq.foot= x.0041= STAND ALONE PERMITS Open Porch _ c x$30.00= (number) Deck x$30.00= (number) Fireplace/Chimney x$25.00= (number) Inground Swimming Pool $60.00 Above Ground Swimming Pool $25.00 Relocation/Moving $150.00 (plus above if applicable) Permit Fee Projeost Rev:063004 Affidavit of Substantial Financial Interest I, JOu 11 of 1iso on oath depose and state ii follows: 1, 1 am an applicant for a building permit for the property located at Map 3-fir Parcel The address of the property is R '�nJ A1a_) i (Z,6zH. 2. 1 have jCO % legal or equitable interest in the real property which is'the subject of the building permit application which is identified in paragraph 1 above. 3. Within in the last twelve months from today's date, which is , the following individuals or entities have had a 1% or greater legal or equitab a interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above: Name Address 4.. Withirr the last twelve months, from today's date, which is A , I have had a 1% or greater legal or equitable interest in the following properties which have been the subject of a building permit application: Map/Parcel Address 5. .Within this calendar year, I have submitted building permit applications for property in which I have a 1% or greater legal o equitable interest. 6. Within the last ten days, I have submitted building permit applications for property in which I have a 1% or greater legal or equitable interest. 7. Within this month, I have submitted building permit applications for property in which I have a 1% legal or equitable int rest. 8. Within-this-month, I have received building permits for property in which I have a 1% legal or equitable interest. Signed under the pains and penalties of p ury, this LZday of , 200 4S 2001-0050/affin - 1 Q/LOTTERY/AFFIDAVIT I Permit Number REScheck Compliance Certificate Checked By/Date Massachusetts Energy Code REScheckSoftware Version 3.5 Release le Data filename:CAProgram Files\Check\REScheck\Yuskaitas.rck CITY:Barnstable STATE:Massachusetts HDD:6137 CONSTRUCTION TYPE: 1 or 2 Family,Detached HEATING SYSTEM TYPE:Other(Non-Electric Resistance) DATE:07/06/05 DATE OF PLANS:7/6/05 PROJECT DESCRIPTION: Yuskaitas Residence Barnstable,Ma. COMPLIANCE:Passes Maximum UA=583 Your Home UA=569 2.4%Better Than Code(UA) Gross Glazing Area or Cavity Cont. or Door Perimeter R-Value R-Value U-Factor UA Ceiling 1:Flat Ceiling or Scissor Truss 2775 30.0 0.0 97 Wall 1:Wood Frame, 16"o.c. 3417 13.0 0.0 243 Window:2452:Vinyl Frame,Double Pane with Low-E 54 0.340 18 Window:2846:Vinyl Frame,Double Pane with Low-E 27 0.340 9 Window:A 31:Vinyl Frame,Double Pane with Low-E 30 0.330 10 Window:C 35:Vinyl Frame,Double Pane with Low-E 60 0.340 20 Window: 1836:Vinyl Frame,Double Pane with Low-E 14 0.340 5 Window:24310:Vinyl Frame,Double Pane with Low-E 20 0.340 7 Window:26310:Vinyl Frame,Double Pane with Low-E 65 0.340 22 Window:A 21:Vinyl Frame,Double Pane with Low-E 8 0.330 3 Window:A 41:Vinyl Frame,Double Pane with Low-E 32 0.330 11 Window:A 335:Vinyl Frame,Double Pane with Low-E 31 0.330 10 Door:3068: Solid 43 0.350 15 Door:2868 W/TRANSOM:Glass 44 0.350 16 Door:2868: Solid 19 0.350 7 Floor 1:All-Wood Joist/Truss,Over Unconditioned Space 1107 19.0 0.0 52 Floor 2:All-Wood Joist/Truss,Over Unconditioned Space 728 30.0 0.0 24 COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans,specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the Massachusetts Energy Code requirements in RES checkVersion 3.5 Release le (formerly M ECchec�and to comply with the mandatory requirements listed in the RES checkInspection Checklist. The heating load for this building,and the cooling load if appropriate,has been determined using the applicable Standard Design Conditions found in the Code. The HVAC equipment selected to heat or cool the building shall be no greater than 125%of the design load as specified in Sections 780CMR 1310 and J4.4. Builder/Designer Date RESch'eck Inspection Checklist Massachusetts Energy Code REScheckSoftware Version 3.5 Release le DATE:07/06/05 Bldg. Dept. Use Ceilings: [ ] 1. Ceiling 1:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments: Above-Grade Walls: [ J 1. Wall 1:Wood Frame, 16"o.c.,R-13.0 cavity insulation Comments: Windows: [ ] 1. Window:2452: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( J No Comments: [ J 2. Window:2846:Vinyl Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No Comments: [ ] 3. Window:A 31:Vinyl Frame,Double Pane with Low-E,U-factor:0.330 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?[ )Yes[ ]No Comments: [ ] 4. Window:C 35:Vinyl Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No Comments: [ ] 5. Window: 1836:Vinyl Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No Comments: [ J 6. Window:24310:Vinyl Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No Comments: [ ] ( 7. Window:26310: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: ( ] 8. Window:A 21:Vinyl Frame,Double Pane with Low-E,U-factor:0.330 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No Comments: [ ) 9. Window:A 41:Vinyl Frame,Double Pane with Low-E,U-factor:0.330 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?[ J Yes[ ]No Comments: [ ] 10. Window:A 335:Vinyl Frame,Double Pane with Low-E,U-factor:0.330 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No Comments: I Doors: [ J I 1. Door:3068:Solid,U-factor:0.350 Comments: [ ] I 2. Door:2868 W/TRANSOM:Glass,U-factor:0.350 Comments: [ ] I 3. Door:2868: Solid,U-factor:0.350 Comments: I Floors: [ ] I 1. Floor 1:All-Wood Joist/Truss,Over Unconditioned Space,R-19.0 cavity insulation Comments: [ ] I 2. Floor 2:All-Wood Joist/Truss,Over Unconditioned Space,R-30.0 cavity insulation Comments: I Air Leakage: [ ] I Joints,penetrations,and all other such openings in the building envelope that are sources of air leakage must be sealed. [ ] I When installed in the building envelope,recessed lighting fixtures shall meet one of the following requirements: I. 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 cf n(0.944 L/s)air movement from the the conditioned space to the ceiling cavity. The lighting fixture shall have been tested at 75 PA or 1.57 lbs/ft2 pressure difference and shall be labeled. I Vapor Retarder: [ ] Required on the warm-in-winter side of all non-vented framed ceilings,walls,and floors. I Materials Identification: [ ] I 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. ( ] I Insulation R-values and glazing U-factors must be clearly marked on the building plans or specifications. Duct Insulation: [ ] I Ducts shall be insulated per Table J4.4.7.1. I 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. I Temperature Controls: [ ] I 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. I Heating and Cooling Equipment Sizing: [ ] I Rated output capacity of the heating/cooling system is not greater than 125%of the design load as specified in Sections 780CMR 1310 and J4.4. I Circulating Hot Water Systems: [ ] I Insulate circulating hot water pipes to the levels in Table 1. I Swimming Pools: [ ] I All heated swimming pools must have an on/off heater switch and require a cover unless over 20% I of thv hPatina anarm�ie from nnn_rlwnlPtahlP creirrPe Pnnl nmm�c rarniira a time rinrk Heating and Cooling Piping Insulation: [ ] HVAC piping conveying fluids above 120 OF or chilled fluids below 55 OF must be insulated to the levels in Table 2. Table 1: Minimum Insulation Thickness for Circulating Hot Water Pipes. Insulation Thickness in Inches by Pipe Sizes Heated Water Non-Circulating Runouts Circulating Mains and Runouts Temperature(F) Up to l„ Up to 1.25" 1.5"to 2.0" Over 2" 170-180 0.5 1.0 1.5 2.0 140-160 0.5 0.5 1.0 1.5 100-130 0.5 0.5 0.5 1.0 Table 2: Minimum Insulation Thickness for HVAC Pipes. Fluid Temp. Insulation Thickness in Inches by Pipe Sizes Piping System Types Range F 2"Runouts 1"and Less 1.25"to 2" 2.5"to 4" Heating Systems Low Pressure/Temperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120-200 0.5 1.0 1.0 1.5 Steam Condensate(for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems Chilled Water,Refrigerant, 40-55 0.5 0.5 0.75 1.0 and Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD (Building Department Use Only) BC CALC®2003 DESIGN REPORT -US Wednesday,July 06,2005 08:31 Triple 1 3/4" x 91/2" VERSA-LAM®3100 SP File Name: Yuskaitas.BCC:FB01 Job Name: Description: Address: Specter: Jay Malaspino City,State,Zip:DENNIS,Ma. Designer: Customer: Company: CAD Designs Code reports: ICBO 5512,NER 629 Misc: (508) 398-4144 1 z Standard Load-40 psf 110 psf Tributary 00-08-00 BO B1 1013 Ibs LL 1013 Ibs LL 1286 Ibs DL 1286 Ibs DL Total Horizontal Length-16-00-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 16-00-00 Live 40 psf 00-08-00 100% Member Type: Floor Beam Dead 10 psf 00-08-00 90% Number of Spans: 1 1 exterior wall Unf.Lin. Left 00-00-00 16-00-00 Live 0 plf n/a 100% Left Cantilever: No Dead 80 plf n/a 90% Right Cantilever: No 2 roof load Unf.Area Left 0040-00 16-00-00 Live 25 psf 04-00-00 115% Dead 15 psf 04-00-00 90% Slope: 0/12 Tributary: 00-08-00 Controls Summary Control Type Value %Allowable Duration Load Case Span Location Moment 9196 ft-Ibs 38.2% 115% 3 1 -Internal Neg.Moment 0 ft4bs n/a 100% Live Load: 40 psf End Shear 2071 Ibs 18.7% 115% 3 1 -Left Dead Load: 10 psf Total Load Defl. U340(0.566) 70.6% 3 1 Partition Load: 0 psf Live Load Defl. LJ771 (0.249") 46.7% 3 1 Duration: 100 Max Defl. 0.565" 56.5% 3 1 Disclosure Notes The completeness and accuracy of Design meets Code minimum(U240)Total load deflection criteria. the input must be verified by anyone Design meets Code minimum(U360)Live load deflection criteria. who would rely on the output as Design meets arbitrary(1")Maximum load deflection criteria. evidence of suitability for a Minimum bearing length for BO is 1-1/2". particular application. The output Minimum bearing length for B1 is 1-1/2". above is based upon building Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing code-accepted design properties and analysis methods. Installation Connection Diagram of BOISE engineered wood Consult project design professional of record or BOISE technical representative for connection design products must be in accordance Nailing schedule applies to both sides of the member. with the current Installation Guide Member has no side loads. and the applicable building codes. To obtain an Installation Guide or if Connectors are:16d Sinker Nails you have any questions,please call (800)232-0788 before beginning a=2„ d product installation. b=3" BC CALC®,BC FRAMERS, BCI®, c=2-3/4" a BC RIM BOARD TM',BC OSB RIM d-12" • • BOARD-, BOISE GLULAMTM e=3" o 0 VERSA-LAMS,VERSA-RIMS, C VERSA-RIM ,, VERSA-STRAND -TM' VERSA-STUD®,ALLJOISTO and XX AJS'"A are trademarks of e o 0 Boise Cascade Corporation. -I} b Page 1 of 1 t BC CALCO 2003 DESIGN REPORT - US Wednesday,July 06,2005 08:30 Double 1 3/4" x 91/2" VERSA-LAM®3100 SP File Name: Yuskaitas.BCC:FB04 Job Name: Description: Address: Specifier Jay Malaspino City,State,Zip:DENNIS,Ma. Designer: Customer: Company: CAD Designs Code reports: ICBO 5512,NER 629 Misc: (608) 398-4144 3 2 1 Standard Load-40 psf 110 psf Tributary 15-00-00 AL 06-04-00 06-02-00 06-04-00 BO 131 B2 B3 4438 lbs LL 11733 lbs LL 11733 lbs LL 4438 lbs LL 1298 lbs DL 3499 lbs DL 3499 lbs DL 1298 lbs;DL Total Horizontal Length-18-10-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 18-10-00 Live 40 psf 15-00-00 100% Member Type: Floor Beam Dead 10 psf 15-00-00 90% Number of Spans: 3 1 2nd floor load Unf.Area Left 00-00-00 18-10-00 Live 40 psf 15-00-00 100% Left Cantilever: No Dead 10 psf 15-00-00 90% Right Cantilever. No 2 ceiling load Unf.Area Left 00-00-00 18-10-00 Live 20 psf 08-00-00 100% Dead 10 psf 08-00-00 90% Slope: 0/12 3 roof load Unf.Area Left 00-00-00 18-10-00 Live 25 psf 08-00-00 115% Tributary: 15-00-00 Dead 15 psf 08-00-00 90% Controls Summary Control Type Value %Allowable Duration Load Case Span Location Live Load: 40 psf Moment 9150 ft-lbs; 57.0% 115% 7 3-Left Dead Load: 10 psf Neg.Moment -9150 ft-lbs 57.0% 115% 6 1 -Right Partition Load: 0 psf End Shear 4098 lbs; 55.4% 115% 4 1 -Left Duration: 100 Cont.Shear 5596 lbs; 87.1% 100% 2 1-Right Total Load Defl. L 721 (0.105') 33.3% 4 3 Disclosure Live Load Defl. U889(0.085') 40.5% 4 3 The completeness and accuracy of Total Ne .Defl. -0.052" 10.4% the input must be verified by anyone Max Deft 0.105" 10.5% 4 3 who would rely on the output as evidence of suitability for a Notes particular application. The output Design meets Code minimum(U240)Total load deflection criteria. above is based upon building Design meets Code minimum(U360)Live load deflection criteria. code-accepted design properties Design meets arbitrary(1")Maximum load deflection criteria. and analysis methods. Installation Minimum bearing length for BO is 1-7/8". of BOISE engineered wood Minimum bearing length for 131 is 5-1/8". products must be in accordance Minimum bearing length for B2 is 5-1/8". with the current Installation Guide Minimum bearing length for B3 is 1-7/8". and the applicable building codes. Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing To obtain an Installation Guide or if you have any questions,please call Connection Diagram (800)232-0788 before beginning Consult project design professional of record or BOISE technical representative for connection design product installation. Member has no side loads. BC CALCO,BC FRAMER®, BCI®, Connectors are: 16d Sinker Nails BC RIM BOARD-,BC OSB RIM BOARD- BOISE GLULAM-, a=2" VERSA-LAM®,VERSA-RIM®, b=3„ b d VERSA-RIM PLUS®, c=2-3/4" VERSA-STRAND- d-12" 8 VERSA-STUD®,ALLJOISTO and AJSTm are trademarks of Boise Cascade Corporation. C Page 1 of 1 BC CALC®2003 DESIGN REPORT - US Wednesday,July 06,2005 08:31 Double 1 3A" x 91/2" VERSA-LAM®3100 SP File Name: Yuskaitas.BCC:F602 Job Name: Description:2nd floor beam"b" Address: Specifier: Jay Malaspino City,State,Zip:DENNIS,Ma. Designer. Customer: Company: CAD Designs Code reports: ICBO 6512,NER 629 Misc: (508) 398-4144 1 Standard Load-40 psf 110 psf Tributary 07-00-00 BO B1 840 Ibs LL 840 Ibs LL 538 Ibs DL 538 Ibs DL Total Horizontal Length-06-00-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 06-00-00 Live 40 psf 07-00-00 100% Member Type: Floor Beam Dead 10 psf 07-00-00 90% Number of Spans: 1 1 gable wall load Unf.Lin. Left 00-00-00 06-00-00 Live 0 plf n/a 100% Left Cantilever: No Dead 100 plf n/a 90% Right Cantilever. No Controls Summary Slope: 0/12 Control Type Value %Allowable Duration Load Case Span Location Tributary: 07-00-00 Moment 2067 ft-Ibs 14.8% 100% 2 1 -Internal Neg.Moment 0 ft4bs n/a 100% End Shear 1014 Ibs 15.8% 100% 2 1 -Left Total Load Defl. U2688(0.027") 8.9% 2 1 Live Load: 40 psf Live Load Defl. U4410(0.016") 8.2% 2 1 Dead Load: 10 psf Max Defl. 0.02T' 2.7% 2 1 Partition Load: 0 psf Duration: 100 Notes Disclosure Design meets Code minimum(U240)Total load deflection criteria. Design meets Code minimum(U360)Live load deflection criteria. The completeness and accuracy of Design meets arbitrary(1")Maximum load deflection criteria. the input must be verified by anyone Minimum bearing length for BO is 1-1/2". who would rely on the output as Minimum bearing length for B1 is 1-1/2". evidence of suitability for a Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing particular application. The output above is based upon building Connection Diagram code-accepted design properties Consult project design professional of record or BOISE technical representative for connection design and analysis methods. Installation Member has no side loads. of BOISE engineered wood products must be in accordance Connectors are: 16d Sinker Nails with the current Installation Guide and the applicable building codes. a=2„ d To obtain an Installation Guide or if b you have any questions,please call b=3" c (800)232-0788 before beginning = 12" 8 product installation. d-12 BC CALC®, BC FRAMER®, BCI®, C BC RIM BOISE' L LAMOSB RIM BOARD-,BOISE GLUU�IIATM' VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRAND-, VERSA-STUD®,ALLJOISTO and AJS7A1 are trademarks of Boise Cascade Corporation. Page 1 of 1 BC CALC®2003 DESIGN REPORT- US Wednesday,July 06,2005 08:30 Triple 1 3/4" x 9 1/2" VERSA-LAM®3100 SP File Name: Yuskaitas.BCC:FB03 Job Name: Description:basement girder"c" Address: Specter: Jay Malaspino City,State,Zip:DENNIS,Ma. Designer: Customer: Company: CAD Designs Code reports: ICBO 5512,NER 629 Misc: (508) 3984144 3 2 1 Standard Load-40 psf 110 psf Tributary 15-00-00 Ak 07-08-00 07-08-00 BO 61 B2 5233 lbs LL 14950 lbs LL 5233 lbs LL 1478 lbs DL 4926 lbs DL 1478 lbs DL Total Horizontal Length-15-04-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value Trib. Dur. S Standard Load Unf.Area Left 00-00-00 15-04-00 Live 40 psf 15-00-00 100% Member Type: Floor Beam Dead 10 psf 15-00-00 90% Number of Spans: 2 1 2nd floor load Unf.Area Left 00-00-00 15-04-00 Live 40 psf 15-00-00 100% Left Cantilever: No Dead 10 psf 15-00-00 90% Right Cantilever: No 2 ceiling toad Unf.Area Left 00-00-00 15-04-00 Live 20 psf 08-00-00 100% Dead 10 psf 08-00-00 90% Slope: 0/12 3 roof load Unf.Area Left 00-00-00 15-04-00 Live 25 psf 08-00-00 115% Tributary: 15-00-00 Dead 15 psf 08-00-00 90% Controls Summary Control Type Value %Allowable Duration Load Case Span Location Live Load: 40 psf Moment 13769 ft4bs 65.8% 100% 2 2-Left Dead Load: 10 psf Neg.Moment -13769 ft-lbs 65.8% 100% 2 1 -Right Partition Load: 0 psf End Shear 5068 lbs 45.7% 115% 4 1 -Left Duration: 100 Cont.Shear 7496 Ibs 77.7% 100% 2 1 -Right Total Load Defl. U679(0.135") 35.3% 4 1 Disclosure Live Load Defl. U812(0.113") 44.3% 4 1 The completeness and accuracy of Total Neg.Defl. -0.033" 6.7% 5 1 the input must be verified by anyone Max Defl. 0.135" 13.5% 4 1 who would rely on the output as evidence of suitability for a Notes particular application. The output Design meets Code minimum(U240)Total load deflection criteria. above is based upon building Design meets Code minimum(U360)Live load deflection criteria. code-accepted design properties Design meets arbitrary(1')Maximum load deflection criteria. and analysis methods. Installation Minimum bearing length for BO is 1-1/7. of BOISE engineered wood Minimum bearing length for 131 is 4-1/2". products must be in accordance Minimum bearing length for B2 is 1-1/2". with the current Installation Guide Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing and the applicable building codes. To obtain an Installation Guide or if Connection Diagram you have any questions,please call Consult project design professional of record or BOISE technical representative for connection design product installation.32-0788 before beginning Nailing schedule applies to both sides of the member. produ Member has no side loads. BC CALC®,BC FRAMER®,BCI®, Connectors are:16d Sinker Nails BC RIM BOARD-,BC OSB RIM BOARD- BOISE GLULAM- a=2„ d VERSA-LAM®,VERSA-RIM®, b=3" VERSA-RIM PLUS®, c=2-3/4" T VERSA-STRAND- d=12„ 4 0 T VERSA-STUDS,ALLJOISTO and e=3" o I o AJSTm are trademarks of Boise Cascade Corporation. C �e e o 0 77 1 Page 1 of 1 F, BC CALC®2003 DESIGN REPORT - US Wednesday,July 06,2005 08:27 Single 9 V2" AJSTm 20 MSR File Name: Yuskaitas.BCC:J01 Job Name: Description: Address: Specter: Jay Malaspino City,State,Zip:DENNIS,Ma. Designer: Customer: Company: CAD Designs Code reports: ISR-1144 Misc: (508) 398-4144 Standard Load-40 psf 110 psf OC Spacing 16" 14-00-00 14-00-00 BO,1-1/2" 61,3-1/2" B2,1-1/2" 430 Ibs LL 1302 Ibs LL 683 Ibs LL 112 Ibs DL 427 Ibs DL 267 Ibs DL Total Horizontal Length-28-00-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Type Value OCS Dur. S Standard Load Unf.Area Left 00-00-00 28-00-00 Live 40 psf 16" 100% Member Type: Joist Dead 10 psf 16" 90% Number of Spans: 2 1 dormer roof IoacConc.Lin. Right 02-00-00 02-00-00 Live 325 pff 16" 115% Left Cantilever. No Dead 195 pff 16" 90% Right Cantilever. No 2 bearing wall ceilConc.Lin. Left 08-06-00 08-06-00 Live 260 pff 16' 100% Slope: 0/12 Dead 130 Of 16" 90% OC Spacing: 16" Controls Summary Repetitive: Yes Control Type Value %Allowable Duration Load Case Span Location Construction Type:Glued Moment 2458 ft-Ibs 72.4% 100% 2 2-Left Neg.Moment -2458 ft-Ibs 72.4% 100% 2 1 -Right Live Load: 40 psf End Reaction 950 Ibs 72.2% 115% 5 2-Right Dead Load: 10 psf Int.Reaction 1637 Ibs 55.9% 100% 2 1 -Right Partition Load: 0 psf Cont.Shear 958 Ibs 82.6% 100% 2 1 -Right Duration: 100 Total Load Defl. U555(0.303') 43.2% 4 1 Live Load Defl. U695(0.242") 69.1% 4 1 Disclosure Total Neg.iDen. -0.083" 16.6% 4 2 The completeness and accuracy of Max Defl. 0.303" 30.3% 4 1 the input must be verified by anyone Span/Depth 17.7 n/a 1 who would rely on the output as evidence of suitability for a Notes particular application. The output Design meets Code minimum(U240)Total load deflection criteria. above is based upon building Design meets User specified(U480)Live load deflection criteria. code-accepted design properties Design meets arbitrary(1")Maximum bad deflection criteria. and analysis methods. Installation Minimum bearing length for BO is 1-1/2". of BOISE engineered wood Minimum bearing length for 131 is 3-1/2". products must be in accordance Minimum bearing length for B2 is 1-1/2". with the current Installation Guide Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing and the applicable building codes. To obtain an Installation Guide or if you have any questions,please call (800)232-0788 before beginning product installation. BC CALC®,BC FRAMER®, BCI®, BC RIM BOARD-,BC OSB RIM BOARDTm,BOISE GLULAMTm, VERSA-LAM®,VERSA-RIM®, VERSA-RIM PLUS®, VERSA-STRAND-, VERSA-STUD®,ALLJOISTO and AJS1m are trademarks of Boise Cascade Corporation. Page 1 of 1 Multi-Loaded Beam(2003 International Building Code(01 NDS)1 Ver:6.00.7 Bv:Jay Malaspino,CAD Designs on:07-05-2005: 12:24:49 AM Proiect:YUSKAITAS-Location:front porch ceiling beam"e" Summary: (2) 1.5 IN x 7.25 IN x 32.01 FT(10.7+ 10.7+ 10.7)/#2-Spruce-Pine-Fir-Dry Use Section Adequate Bv:30.0% Controlling Factor:Section Modulus/Depth Required 6.36 In Laminations are to be fully connected to provide uniform transfer of loads to all members Left Span Deflections: Dead Load: DLD-Left= 0.04 IN Live Load: LLD-Left= 0.11 IN=U1207 Total Load: TLD-Left= 0.14 IN=U887 Center Span Deflections: Dead Load: DLD-Center- 0.03 IN Live Load: LLD-Center= 0.11 IN=U1127 Total Load: TLD-Center= 0.14 IN=U923 Right Span Deflections: Dead Load: DLD-Riqht= 0.04 IN Live Load: LLD-Riqht= 0.11 IN=U1209 Total Load: TLD-Right= 0.14 IN=U888 Left End Reactions(Support A): Live Load: LL-Rxn-A= 463 LB Dead Load: DL-Rxn-A= 306 LB Total Load: TL-Rxn-A= 768 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.60 IN Center Span Left End Reactions(Support B): Live Load: LL-Rxn-B= 1131 LB Dead Load: DL-Rxn-B= 696 LB Total Load: TL-Rxn-B= 1827 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.43 IN Center Span Right End Reactions(Support C): Live Load: LL-Rxn-C= 1131 LB Dead Load: DL-Rxn-C= 696 LB Total Load: TL-Rxn-C= 1827 LB Bearing Length Required(Beam only,support capacity not checked): BL-C= 1.43 IN Right End Reactions(Support D): Live Load: LL-Rxn-D= 463 LB Dead Load: DL-Rxn-D= 306 LB Total Load: TL-Rxn-D= 768 LB Bearing Length Required(Beam only,support capacity not checked): BL-D= 0.60 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 10.67 FT Left Span Unbraced Lenqth-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 10.67 FT Center Span Length: L2= 10.67 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.67 FT Right Span Length: L3= 10.67 FT Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 10.67 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Left Span Loading: Uniform Load: Live Load: wL-1= 0 PLF Dead Load: wD-1= 0 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-1= 5 PLF Point Load 1 Live Load: PL1-1= 266 LB Dead Load: PD1-1= 197 LB Location(From left end of span): X1-1= 0.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-1= 0 PLF Left Dead Load: TRD-Left-1-1= 0 PLF Right Live Load: TRL-Right-1-1= 100 PLF Right Dead Load: TRD-Right-1-1= 60 PLF Load Start: A-1-1= 0.0 FT Load End: B-1-1= 8.0 FT Load Length: C-1-1= 8.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-1= 100 PLF Left Dead Load: TRD-Left-2-1= 60 PLF Right Live Load: TRL-Right-2-1= 100 PLF Right Dead Load: TRD-Right-2-1= 60 PLF Page:2 Multi-Loaded Beam[2003 International Building Code(01 NDS)1 Ver.6.00.7 Bv:Jav Malaspino,CAD Designs on:07-05-2005: 12:24:49 AM Project:YUSKAITAS-Location:front porch ceiling beam"e" Load Start: A-2-1= 8.0 FT Load End: B-2-1= 10.67 FT Load Length: C-2-1= 2.67 FT Center Span Loading: Uniform Load: Live Load: wL-2= 100 PLF Dead Load: wD-2= 60 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 165 PLF Right Span Loading: Uniform Load: Live Load: wL-3= 0 PLF Dead Load: wD-3= 0 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-3= 5 PLF Point Load 1 Live Load: PL1-3= 266 LB Dead Load: PD1-3= 197 LB Location(From left end of span): X1-3= 10.67 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-3= 100 PLF Left Dead Load: TRD-Left-1-3= 60 PLF Right Live Load: TRL-Right-1-3= 100 PLF Right Dead Load: TRD-Right-1-3= 60 PLF Load Start: A-1-3= 0.0 FT Load End: B-1-3= 2.67 FT Load Length: C-1-3= 2.67 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-3= 100 PLF Left Dead Load: TRD-Left-2-3= 60 PLF Right Live Load: TRL-Right-2-3= 0 PLF Right Dead Load: TRD-Right-2-3= 0 PLF Load Start: A-2-3= 2.67 FT Load End: B-2-3= 10.67 FT Load Length: C-2-3= 8.0 FT Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 135 PSI Modulus of Elasticitv: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Compression Face in Tension): Fb'= 1026 PSI Adjustment Factors:Cd=1.00 CI=0.98 Cf=1.20 Fv': Fv'= 135 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= -1729 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 Controlling Shear: V= 855 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s) 1,2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 20.22 IN3 S= 26.28 IN3 Area(Shear): Areq= 9.50 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 30.43 IN4 1= 95.27 IN4 Multi-Loaded Beam[2003 International Building Code(01 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005 Project:YUSKAITAS-Location:front porch ceiling beam"e" Section Adequate By:30.0%. Controlling Factor:Section Modulus/Depth Required 6.36 In LOADING DIAGRAM Pi Pi OfRI TR2 TRI Reactions Live Load Dead Load Total Load Uolift Load B 1131Lb 896Lb 1827Lb OLb � C 1131Lb 606Lb 1827Lb OLb � D 463Lb 306Lb 768Lb OLb � Left Span � � Uniform Loading Live Load Dead Load Self Weight Total Load xv VPn OpK 6PH 5P0 Trapezoidal Loading Left LL TR1 Left DL Right LL Ri-ght DL Load Start Load End ----- ---- TR2 100PH 60PH 100PH 80PH 8Fl 10.7Ft Point Loading Live Load Dead Load Location P1 266Lb 197Lb OFt Center Span Uniform Loading Live Load Dead Load Self Wei-ght Total Load VV 100PH GO PH 6PH 165P|f Riaht Span Uniform Loading Live Load Dead Load Self Weigh Total Load VV pP|f DPH 5PH 59H Trapezoidal Loading Left LL Left DL Right LL Right DL Load Sta Load End TR1 100Pif If 100PH GDPK OFt 3.7Ft TR2 100PH GO PH 0PH OPK 2JFt 107Ft Point Loading � � Page 2 Live Load Dead Load Location P1 266 Lb 197 Lb 10.7 Ft r� Multi-Loaded Beam[2003 International Building Code(01 NDS)1 Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005: 11:54:59 AM Protect:YUSKAITAS-Location:front porch ceiling beam"f Summary: (2)1.5 IN x 7.251N x 22.0 FT 01 + 11)/#2-Spruce-Pine-Fir-Dry Use Section Adequate By:4.9% Controlling Factor:Section Modulus/Depth Required 7.08 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.08 IN Live Load: LLD-Center- 0.17 IN=U761 Total Load: TLD-Center= 0.25 IN=U523 Right Span Deflections: Dead Load: DLD-Riqht= 0.03 IN Live Load: LLD-Riqht= 0.11 IN=U1176 Total Load: TLD-Right= 0.14 IN=U937 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 481 LB Dead Load: DL-Rxn-A= 282 LB Total Load: TL-Rxn-A= 763 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.60 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1237 LB Dead Load: DL-Rxn-B= 815 LB Total Load: TL-Rxn-B= 2052 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.61 IN Right End Reactions(Support C): Live Load: LL-Rxn-C= 199 LB Dead Load: DL-Rxn-C= 100 LB Total Load: TL-Rxn- _C 298 LB , Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-C-min= -2 LS Bearing Length Required(Beam only,support capacity not checked): BL-C= 0.23 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: 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 Right Span Length: L3= 11.0 FT Right Span Unbraced Lenqth-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 11.0 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= 100 PLF Dead Load: wD-2= 60 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 165 PLF Right Span Loading: Uniform Load: Live Load: wL-3= 0 PLF Dead Load: wD-3= 0 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-3= 5 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-3= 100 PLF Left Dead Load: TRD-Left-1-3= 60 PLF Right Live Load: TRL-Right-1-3= 0 PLF Right Dead Load: TRD-Right-1-3= 0 PLF Load Start: A-1-3= 3.0 FT Load End: B-1-3= 11.0 FT Load Length: C-1-3= 8.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-3= 100 PLF Left Dead Load: TRD-Left-2-3= 60 PLF Right Live Load: TRL-Right-2-3= 100 PLF Right Dead Load: TRD-Right-2-3= 60 PLF Load Start: A-2-3= 0.0 FT Load End: B-2-3= 3.0 FT Load Length: C-2-3= 3.0 FT Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 135 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Page:2 Multi-Loaded Beam[2003 International Buildinq Code(01 NDS)1 Ver:6.00.7 Bv:Jav Malaspino,CAD Designs on:07-05-2005: 11:54:59 AM Project:YUSKAITAS-Location:front porch ceiling beam"f' Fb'(Compression Face in Tension): Fb'= 1025 PSI Adjustment Factors:Cd=1.00 CI=0.98 Cf=1.20 Fv': FV= 135 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controllinq Moment: M= -2141 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 Controllinq Shear: V= 1013 LB At a distance d from riqht support of span 2(Center Span) Critical shear created by combining all dead bads and live loads on span(s)2,3 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 25.06 IN3 S= 26.28 IN3 Area(Shear): Areq= 11.25 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 45.08 IN4 1= 95.27 IN4 s. Multi-Loaded Beam[2003 International Building Code(01 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005 Project:YUSKAITAS-Location:f)nt porch ceiling beam'T' Summary: (2) 1.5 IN x 7.25 IN x 22.0 FT(11 + 11)/#2-Spruce-Pine-Fir-Dry Use Section Adequate By:4.9% Controlling Factor: Section Modulus/Depth Required 7.08 In LOADING DIAGRAM TR2 TR1 W W A B C Center Span = 11 ft Right Span = 11 ft Reactions Live Load Dead Load Total Load Uplift Load A 481 Lb 282 Lb 763 Lb 0 Lb li B 1237 Lb 815 Lb 2052 Lb 0 Lb C 199 Lb 100 Lb 298 Lb -2 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load it W 100 Pif 60 Plf 5 Plf 165 Plf Right Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 5 Plf 5 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 100 PIf 60 Plf 0 Plf 0 Plf 3 Ft 11 Ft TR2 100 Plf 60 Plf 100 Plf 60 Pif 0 Ft 3 Ft r Multi-Loaded Beamf 2003 International Building Code(01 NDS)1 Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005: 11:55:06 AM Proiect:YUSKAITAS-Location:front porch ceiling beam"g" Summary: (3) 1.5 IN x 7.25 IN x 14.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:20.0% Controlling Factor:Section Modulus/Depth Required 6.77 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.23 IN Live Load: LLD-Center— 0.33 IN=U503 Total Load: TLD-Center= 0.57 IN=U295 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 376 LB Dead Load: DL-Rxn-A= 281 LB Total Load: TL-Rxn-A= 657 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.34 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1157 LB Dead Load: DL-Rxn-B= 800 LB Total Load: TL-Rxn-B= 1957 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.02 IN Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect.Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 8 PLF Point Load 1 Live Load: PL1-2= 533 LB Dead Load: PD1-2= 370 LB Location(From left end of span): X1-2= 14.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 0 PLF Right Live Load: TRL-Riqht-1-2= 100 PLF Right Dead Load: TRD-Right-1-2= 60 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 8.0 FT Load Length: C-1-2= 8.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 100 PLF Left Dead Load: TRD-Left-2-2= 60 PLF Right Live Load: TRL-Right-2-2= 100 PLF Right Dead Load: TRD-Right-2-2= 60 PLF Load Start: A-2-2= 8.0 FT Load End: B-2-2= 14.0 FT Load Length: C-2-2= 6.0 FT Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 135 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1208 PSI Adjustment Factors:Cd=1.00 Cf=1.20 Cr=1.15 Fv': Fv'= 135 PSI Adiustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 3305 FT-LB 7.7 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= 960 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= 32.85 IN3 S= 39.42 IN3 Area(Shear): Areq= 10.66 IN2 A= 32.63 IN2 Paqe:2 Multi-Loaded Beam[2003 International Buildinq Code(01 NDS)1 Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005: 11:55:06 AM Project:YUSKAITAS-Location:front porch ceiling beam"g" Moment of Inertia(Deflection): Ireq= 116.12 IN4 1= 142.90 IN4 i Multi-Loaded Beam[2003 International Building Code(01 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005 Project:YUSKAITAS-Location:front porch ceiling beam"g" Summary: (3) 1.5 IN x 7.25 IN x 14.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:20.0% Controlling Factor:Section Modulus/Depth Required 6.77 In LOADING DIAGRAM P1 Mfl�7TRI, TR2 W A B Center Span = 14 ft Reactions Live Load Dead Load Total Load UWift Load A 376 Lb 281 Lb 657 Lb 0 Lb B 1157 Lb 800 Lb 1957 Lb 0 Lb Center Stan Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 8 Plf 8 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 0 Plf 0 Plf 100 Plf 60 Plf 0 Ft 8 Ft TR2 100 Plf 60 Plf 100 Plf 60 Plf 8 Ft 14 Ft Point Loading Live Load Dead Load Location P1 533 Lb 370 Lb 14 Ft r Multi-Loaded Beam[2003 International Building Code(01 NDS)1 Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005: 11:55:27 AM Proiect:YUSKAITAS-Location:front porch ceiling beam"h" Summary: (2) 1.5 IN x 7.25 IN x 8.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:229.4% Controlling Factor:Section Modulus/Depth Required 3.991n *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.03 IN=U2774 Total Load: TLD-Center= 0.06 IN=U1627 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 133 LB Dead Load: DL-Rxn-A= 101 LB Total Load: TL-Rxn-A= 234 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.18 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 533 LB Dead Load: DL-Rxn-B= 378 LB Total Load: TL-Rxn-B= 911 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.71 IN Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 5 PLF Point Load 1 Live Load: PL1-2= 266 LB Dead Load: PD1-2= 197 LB Location(From left end of span): X1-2= 8.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 0 PLF Right Live Load: TRL-Right-1-2= 100 PLF Right Dead Load: TRD-Right-1-2= 60 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 8.0 FT Load Length: C-1-2= 8.0 FT Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 135 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1050 PSI Adjustment Factors:Cd=1.00 Cf=1.20 Fv': Fv'= 135 PSI Adiustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 698 FT-LB 4.56 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 358 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= 7.98 IN3 S= 26.28 IN3 Area(Shear): Areq= 3.98 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 14.06 IN4 1= 95.27 IN4 r Multi-Loaded Beam[2003 International Building Code(01 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005 Project:YUSKAITAS-Location:front porch ceiling beam"h" Summary: (2) 1.5 IN x 7.25 IN x 8.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:229.4% Controlling Factor: Section Modulus/Depth Required 3.99 In LOADING DIAGRAM P1 TRII W A B Center Span =8 ft Reactions Live Load Dead Load Total Load Uolift Load A 133 Lb 101 Lb 234 Lb 0 Lb B 533 Lb 378 Lb 911 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 5 Plf 5 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 0 Plf 0 Plf 100 Pif 60 Plf 0 Ft 8 Ft Point Loading Live Load Dead Load Location P1 266 Lb 197 Lb 8 Ft I Multi-Loaded Beamf 2003 International Building Code(01 NDS)1 Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005: 11:55:33 AM Proiect:YUSKAITAS-Location:front porch ceiling beam"i" Summary: (2) 1.5 IN x 7.25 IN x 8.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:229.4% Controlling Factor:Section Modulus/Depth Required 3.99 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center— 0.02 IN Live Load: LLD-Center= 0.03 IN=L/2774 Total Load: TLD-Center= 0.06 IN=U1627 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 133 LB Dead Load: DL-Rxn-A= 101 LB Total Load: TL-Rxn-A= 234 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.18 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 267 LB Dead Load: DL-Rxn-B= 181 LB Total Load: TL-Rxn-B= 448 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.35 IN Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 5 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 0 PLF Right Live Load: TRL-Right-1-2= 100 PLF Right Dead Load: TRD-Right-1-2= 60 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 8.0 FT Load Length: C-1-2= 8.0 FT Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 135 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1050 PSI Adjustment Factors:Cd=1.00 Cf=1.20 Fv': Fv'= 135 PSI Adiustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 698 FT-LB 4.56 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 358 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= 7.98 IN3 S= 26.28 IN3 Area(Shear): Areq= 3.98 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 14.06 IN4 1= 95.27 IN4 i I f Multi-Loaded Beam[2003 International Building Code(01 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005 Project:YUSKAITAS-Location:front porch ceiling beam"i" Summary: (2) 1.5 IN x 7.25 IN x 8.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:229.4% Controlling Factor: Section Modulus/Depth Required 3.99 In LOADING DIAGRAM M]]I - ---------- ,,,TT-n-TFFTTTTTM MUM III W AD- A B Center Span =8 It Reactions Live Load Dead Load Total Load Uolift Load A 133 Lb 101 Lb 234 Lb 0 Lb B 267 Lb 181 Lb 448 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 5 Plf 5 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 0 Plf 0 Plf 100 Plf 60 Plf 0 Ft 8 Ft Multi-Loaded Beam(2003 International Building Code(01 NDS)1 Ver:6.00.7 Bv:Jay Malaspino,CAD Designs on:07-05-2005: 11:55:41 AM Project:YUSKAITAS-Location:side porch ceiling beam Summary: (2) 1.5 IN x 7.25 IN x 8.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate Bv:229.4% Controlling Factor:Section Modulus/Depth Required 3.99 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center— 0.02 IN Live Load: LLD-Center= 0.03 IN=U2774 Total Load: TLD-Center= 0.06 IN=U1627 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 267 LB Dead Load: DL-Rxn-A= 181 LB Total Load: TL-Rxn-A= 448 LB Bearing Length Required (Beam only,support capacity not checked): BL-A= 0.35 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 399 LB Dead Load: DL-Rxn-B= 298 LB Total Load: TL-Rxn-B= 697 LB Bearing Length Required;Beam only,support capacity not checked): BL-B= 0.55 IN Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Duration Factor Cd= 1.00 Live Load Deflect.Criteria. U 360 Total Load Deflect.Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 5 PLF Point Load 1 Live Load: PL1-2= 266 LB Dead Load: PD1-2= 197 LB Location(From left end of span): X1-2= 8.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 100 PLF Left Dead Load: TRD-Left-1-2= 60 PLF Right Live Load: TRL-Right-1-2= 0 PLF Right Dead Load: TRD-Right-1-2= 0 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 8.0 FT Load Length: C-1-2= 8.0 FT Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 135 PSI Modulus of Elasticitv: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1050 PSI Adjustment Factors:Cd=1.00 Cf=1.20 Fv': Fv'= 135 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 698 FT-LB 3.44 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= 358 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 7.98 IN3 S= 26.28 IN3 Area(Shear): Areq= 3.98 IN2 A= 21.75 IN2 Moment of Inertia(Deflectioil): Ireq= 14.06 IN4 1= 95.27 IN4 Multi-Loaded Beam[2003 International Building Code(01 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005 Project:YUSKAITAS-Location:side porch ceiling beam"j" Summary: (2) 1.5 IN x 7.25 IN x 8.0 FT' /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:229.4% Controlling Factor:Section Modulus/Depth Required 3.99 In LOADING DIAGRAM P1 TR1 W AD- A B Center Span =8 ft Reactions Live Load Dead Load Total Load Uplift Load A 267 Lb 181 Lb 448 Lb 0 Lb B 399 Lb 298 Lb 697 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 5 Plf 5 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 100 Pif 60 Plf 0 Plf 0 Plf 0 Ft 8 Ft Point Loading Live Load Dead Load Location P1 266 Lb 197 Lb 8 Ft { 41 Multi-Loaded Beam[2003 International Building Code(01 NDS)1 Ver.6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005: 11:56:02 AM Proiect:YUSKAITAS-Location:side ceiling beam"k" Summary: (2) 1.5 IN x 7.25 IN x 8.5 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 175.6% Controlling Factor: Section Modulus/Depth Required 4.37 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— 0.05 IN=U2177 Total Load: TLD-Center— 0.08 IN=U1282 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 150 LB Dead Load: DL-Rxn-A= 113 LB Total Load: TL-Rxn-A= 263 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.21 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 833 LB Dead Load: DL-Rxn-B= 572 LB Total Load: TL-Rxn-B= 1405 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.10 IN Beam Data: Center Span Length: L2= 8.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.5 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= 5 PLF Total Load: wT-2= 5 PLF Point Load 1 Live Load: PL1-2= 533 LB Dead Load: PD1-2= 370 LB Location(From left end of span): X1-2= 8.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 0 PLF Right Live Load: TRL-Right-1-2= 100 PLF Right Dead Load: TRD-Right-1-2= 60 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 8.0 FT Load Length: C-1-2= 8.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 100 PLF Left Dead Load: TRD-Left-2-2= 60 PLF Right Live Load: TRL-Right 2-2= 100 PLF Right Dead Load: TRD-Right-2-2= 60 PLF Load Start: A-2-2= 8.0 FT Load End: B-2-2= 8.5 FT Load Length: C-2-2= 0.5 FT Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 135 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1050 PSI Adjustment Factors:Cd=1.00 Cf=1.20 FV: FV= 135 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 834 FT-LB 4.845 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= 403 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= 9.53 IN3 S= 26.28 IN3 Area(Shear): Areq= 4.48 IN2 A= 21.75 IN2 r i Paqe:2 Multi-Loaded Beam[2003 International Buildinq Code(01 NDS)1 Ver:6.00.7 Bv:Jay Malaspino,CAD Designs on:07-05-2005: 11:56:02 AM Project:YUSKAITAS-Location:side ceiling beam W Moment of Inertia(Deflection): Ireq= 17.84 IN4 1= 95.27 IN4 r Multi-Loaded Beam[2003 International Building Code(01 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005 Project:YUSKAITAS-Location:side ceiling beam"k" Summary: (2) 1.5 IN x 7.25 IN x 8.5 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 175.6% Controlling Factor:Section Modulus/Depth Required 4.37 In LOADING DIAGRAM P1 TR1 TR2 W A B Center Span =8.5 ft Reactions Live Load Dead Load Total Load Uplift Load A 150 Lb 113 Lb 263 Lb 0 Lb B 833 Lb 572 Lb 1405 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 5 Plf 5 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 0 Plf 0 Pif 100 Plf 60 Plf 0 Ft 8 Ft TR2 100 Plf 60 Plf 100 Plf 60 Plf 8 Ft 8.5 Ft Point Loading Live Load Dead Load Location P1 533 Lb 370 Lb 8.5 Ft f S Roof Beam(2003 International Building Code(01 NDS)1 Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005:3:08:14 PM Project:YUSKAITAS-Location:side porch ceiling beam"I" Summary: (2) 1.5 IN x 7.25 IN x 6.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:255.6% Controlling Factor:Section Modulus/Depth Required 3.84 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN=U3294 Total Load: TLD= 0.04 IN=U1993 Reactions(Each End): Live Load: LL-Rxn= 300 LB Dead Load: DL-Rxn= 196 LB Total Load: TL-Rxn= 496 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.39 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= 4.0 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 5 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 6.0 FT Beam Uniform Live Load: wL= 100 PLF Beam Uniform Dead Load: wD adi= 65 PLF Total Uniform Load: wT= 165 PLF Properties For:#2-Spruce-Pine-Fir: Bending Stress: Fb= 875 PSI Shear Stress: Fv= 135 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1208 PSI Adjustment Factors:Cd=1.15 Cf=1.20 FV: Fv'= 155 PSI Adjustment Factors: ,d=1.15 Design Requirements: Controlling Moment: M= 744 FT-LB 3.0 It from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 397 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= 7.39 IN3 S= 26.28 IN3 Area(Shear): Areq= 3.83 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 8.61 IN4 1= 95.27 IN4 < i Roof Beam[2003 International Building Code(01 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005 Project:YUSKAITAS-Location:side porch ceiling beam"I" Summary: (2) 1.5 IN x 7.25 IN x 6.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:255.6% Controlling Factor:Section Modulus/Depth Required 3.84 In LOADING DIAGRAM W A B Span =6 ft Reactions Live Load Dead Load Total Load Uplift Load A 300 Lb 196 Lb 496 Lb 0 Lb B 300 Lb 196 Lb 496 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 100 Plf 60 Plf 5 Plf 165 Plf Multi-Loaded Beamf 2003 International Building Code(01 NDS)1 Ver:6.00.7 Bv:Jav Malaspino,CAD Designs on:07-05-2005:3:08:22 PM Proiect:YUSKAITAS-Location:front deck beam"m" Summary: (3) 1.5 IN x 7.25 IN x 22.0 FT 0 1 + 11)/#2-Southern Pine-Wet Use Section Adequate BY:2.4% Controlling Factor:Section Modulus/Depth Required 7.16 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.04 IN Live Load: LLD-Center- 0.27 IN=U489 Total Load: TLD-Center- 0.31 IN=U430 Right Span Deflections: Dead Load: DLD-Right= 0.02 IN Live Load: LLD-Right= 0.17 IN=U756 Total Load: TLD-Right= 0.19 IN=U696 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1155 LB Dead Load: DL-Rxn-A= 206 LB Total Load: TL-Rxn-A= 1361 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= 4206 LB Dead Load: DL-Rxn-B= 1419 LB Total Load: TL-Rxn-B= 5625 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 3.30 IN Right End Reactions(Support C): Live Load: LL-Rxn-C= 1139 LB Dead Load: DL-Rxn-C= 491 LB Total Load: TL-Rxn-C= 1629 LB Bearing Length Required(Beam only,support capacity not checked): BL-C= 0.96 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: 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 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 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= 240 PLF Dead Load: wD-2= 40 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 288 PLF Point Load 1 Live Load: PL1-2= 1237 LB Dead Load: PD1-2= 815 LB Location(From left end of span): X1-2= 11.0 FT Right Span Loading: Uniform Load: Live Load: wL-3= 0 PLF Dead Load: wD-3= 0 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-3= 8 PLF Point Load 1 Live Load: PL1-3= 199 LB Dead Load: PD1-3= 100 LB Location(From left end of span): X1-3= 11.0 FT Point Load 2 Live Load: PL2-3= 463 LB Dead Load: PD2-3= 306 LB Location(From left end of span): X2-3= 11.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-3= 240 PLF Left Dead Load: TRD-Left-1-3= 40 PLF Right Live Load: TRL-Right-1-3= 240 PLF Right Dead Load: TRD-Right-1-3= 40 PLF Load Start: A-1-3= 0.0 FT Load End: B-1-3= 3.0 FT Load Length: C-1-3= 3.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-3= 240 PLF Left Dead Load: TRD-Left-2-3= 40 PLF i Page:2 Multi-Loaded Beamf 2003 International Building Code(01 NDS)1 Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005:3:08:22 PM Project:YUSKAITAS-Location:front deck beam"m" Right Live Load: TRL-Right-2-3= 0 PLF Right Dead Load: TRD-Right-2-3= 0 PLF Load Start: A-2-3= 3.0 FT Load End: B-2-3= 11.0 FT Load Length: C-2-3= 8.0 FT Properties For:#2-Southern Pine Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 175 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb'(Compression Face in Tension): Fb'= 1162 PSI Adjustment Factors:Cd=1.00 Cm=0.85 CI=0.99 Cf=1.00 Cr=1.15 Fv': Fv'= 170 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= -3727 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 Controlling Shear: V= 1764 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)2,3 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 38.49 IN3 S= 39.42 IN3 Area(Shear): Areq= 15.59 IN2 A= 32.63 IN2 Moment of Inertia(Deflection): Ireq= 105.19 IN4 I= 142.90 IN4 I � Multi-Loaded Beam[2003 International Building Code(01 NDS)J Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005 Project:YUSKAITAS-Location:front deck beam"m" Summary: (3) 1.5 IN x 7.25 IN x 22.0 FT(11 + 11)/#2-Southern Pine-Wet Use Section Adequate By:2.4% Controlling Factor:Section Modulus/Depth Required 7.16 In LOADING DIAGRAM P 1-2 P1 TR1 TR2 W W A B C Center Span = 11 ft F Right Span =11 ft Reactions Live Load Dead Load Total Load Uplift Load A 1155 Lb 206 Lb 1361 Lb 0 Lb B 4206 Lb 1419 Lb 5625 Lb 0 Lb C 1139 Lb 491 Lb 1629 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 240 Plf 40 Plf 8 Plf 288 Plf Point Loading Live Load Dead Load Location P1 1237 Lb 815 Lb 11 Ft Right Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Pif 8 Plf 8 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 240 Plf 40 Plf 240 Plf 40 Plf 0 Ft 3 Ft TR2 240 Plf 40 Plf 0 Plf 0 PIf 3 Ft 11 Ft Point Loading Live Load Dead Load Location P1 199 Lb 100 Lb 11 Ft P2 463 Lb 306 Lb 11 Ft - - 1 Multi-Loaded Beam(2003 International Building Code(01 NDS)1 Ver:6.00.7 Bv:Jav Malaspino,CAD Designs on:07-05-2005:3:08:30 PM Project:YUSKAITAS-Location:front deck beam"n" Summary: (3) 1.5 IN x 7.25 IN x 32.01 FT(10.7+10.7+10.7)/#2-Southern Pine-Wet Use Section Adequate Bv:22.5% Controlling Factor: Section Modulus/Depth Required 6.55 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Left Span Deflections: Dead Load: DLD-Left= 0.02 IN Live Load: LLD-Left= 0.16 IN=L/776 Total Load: TLD-Left= 0.16 IN=U818 Center Span Deflections: Dead Load: DLD-Center= -0.01 IN Live Load: LLD-Center- 0.18 IN=L/725 Total Load: TLD-Center= -0.19 IN=L/682 Right Span Deflections: Dead Load: DLD-Right= -0.01 IN Live Load: LLD-Riqht= 0.16 IN=L/777 Total Load: TLD-Right= 0.16 IN=U817 Left End Reactions(Support A): Live Load: LL-Rxn-A= 472 LB Dead Load: DL-Rxn-A= 91 LB Total Load: TL-Rxn-A_ 563 LB Design For Uplift Loads(Includes Uplift Factor of Safetv) Rxn-A-min= -67 LB Bearing Length Required iBeam only,support capacity not checked): BL-A= 0.33 IN Center Span Left End Reactions(Support B): Live Load: LL-Rxn-B= 3844 LB Dead Load: DL-Rxn-B= 1212 LB Total Load: TL-Rxn-B= 5056 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 2.97 IN Center Span Right End Reactions(Support C): Live Load: LL-Rxn-C= 3844 LB Dead Load: DL-Rxn-C= 1212 LB Total Load: TL-Rxn-C= 5056 LB Bearing Length Required(Beam only,support capacity not checked): BL-C= 2.97 IN Right End Reactions(Support D): Live Load: LL-Rxn-D= 1311 LB Dead Load: DL-Rxn-D= 678 LB Total Load: TL-Rxn-D= 1989 LB Bearing Length Required(Beam only,support capacity not checked): BL-D= 1.17 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 10.67 FT Left Span Unbraced Length-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Lengt:i-Bottom of Beam: Lui-Bottom= 10.67 FT Center Span Length: L2= 10.67 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.67 FT Right Span Length: L3= 10.67 FT Right Span Unbraced Length-Top of Beam: Lui-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 10.67 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect.Criteria: U 240 Left Span Loading: Uniform Load: Live Load: wL-1= 0 PLF Dead Load: wD-1= 0 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-1= 8 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-1= 0 PLF Left Dead Load: TRD-Left-1-1= 0 PLF Right Live Load: TRL-Riqht-1-1= 240 PLF Right Dead Load: TRD-Right-1-1= 40 PLF Load Start: AAA= 0.0 FT Load End: B-1-1= 8.0 FT Load Length: C-1-1= 8.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-1= 240 PLF Left Dead Load: TRD-Left-2-1= 40 PLF Right Live Load: TRL-Right-2-1= 240 PLF Right Dead Load: TRD-Right-2-1= 40 PLF Load Start: A-2-1= 8.0 FT Load End: B-2-1= 10.67 FT Load Length: C-2-1= 2.67 FT Page:2 Multi-Loaded Beam(2003 International Building Code(01 NDS)1 Ver.6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005:3:08:30 PM Proiect:YUSKAITAS-Location:front deck beam"n" Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 8 PLF Point Load 1 Live Load: PL1-2= 1131 LB Dead Load: PD1-2= 696 LB Location(From left end of span): X1-2= 0.0 FT Point Load 2 Live Load: PL2-2= 1131 LB Dead Load: PD2-2= 696 LB Location(From left end of span): X2-2= 10.67 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 240 PLF Left Dead Load: TRD-Left-1-2= 40 PLF Right Live Load: TRL-Riqht-1-2= 240 PLF Right Dead Load: TRD-Right-1-2= 40 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 10.67 FT Load Length: C-1-2= 10.67 FT Right Span Loading: Uniform Load: Live Load: wL-3= 0 PLF Dead Load: wD-3= 0 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-3= 8 PLF Point Load 1 Live Load: PL1-3= 463 LB Dead Load: PD1-3= 306 LB Location(From left end of span): X1-3= 10.67 FT Point Load 2 Live Load: PL2-3= 376 LB Dead Load: PD2-3= 281 LB Location(From left end of span): X2-3= 10.67 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-3= 240 PLF Left Dead Load: TRD-Left-1-3= 40 PLF Right Live Load: TRL-Riqht-1-3= 240 PLF Right Dead Load: TRD-Right-1-3= 40 PLF Load Start: A-1-3= 0.0 FT Load End: B-1-3= 2.67 FT Load Length: C-1-3= 2.67 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-3= 240 PLF Left Dead Load: TRD-Left-2-3= 40 PLF Right Live Load: TRL-Right-2-3= 0 PLF Right Dead Load: TRD-Right-2-3= 0 PLF Load Start: A-2-3= 2.67 FT Load End: B-2-3= 10.67 FT Load Length: C-2-3= 8.0 FT Properties For:#2-Southern Pine Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 175 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb'(Compression Face in Tension): Fb'= 1162 PSI Adjustment Factors: Cd=1.00 Cm=0.85 CI=0.99 Cf=1.00 Cr=1.15 Fv': Fv'= 170 PSI Adjustment Factors:Cd=1.00 Cm=0.97 E': E'= 1440000 PSI Adiustment Factors: Cm=0.90 Fc',perp: Fc'_perp= 379 PSI Adjustment Factors: Cm=0.67 Design Requirements: Controlling Moment: M= -3118 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 Controlling Shear: V= 1529 LB At a distance d from left support of span 2(Center Span) Paqe:3 Multi-Loaded Beam(2003 International Buildinq Code(01 NDS)1 Ver.6.00.7 Bv:Jav Malaspino ,CAD Designs on:07-05-2005:3:08:30 PM Project:YUSKAITAS-Location:front deck beam"n" Critical shear created by combining all dead loads and live loads on span(s) 1,2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 32.19 IN3 S= 39.42 IN3 Area(Shear): Areq= 13.51 IN2 A= 32.63 IN2 Moment of Inertia(Deflection): Ireq= 71.00 IN4 1= 142.90 IN4 Multi-Loaded Beam[2003 International Building Code(01 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005 Project:YUSKAITAS-Location:front deck beam"n" Summary: (3) 1.5 IN x 7.25 IN x 32.01 FT(10.7+ 10.7+10.7)/#2-Southern Pine-Wet Use Section Adequate By:22.5% Controlling Factor: Section Modulus/Depth Required 6.55 In LOADING DIAGRAM P P1 P2 1-2 R1 TR2 TR1 TR1 TR2 W W W A B C D Left Span =10.67 ft Center Span = 10.67 ft Right Span = 10.67 ft Reactions Live Load Dead Load Total Load Uplift Load A 472 Lb 91 Lb 563 Lb -67 Lb B 3844 Lb 1212 Lb 5056 Lb 0 Lb C 3844 Lb 1212 Lb 5056 Lb 0 Lb D 1311 Lb 678 Lb 1989 Lb 0 Lb Left Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Pif 0 Plf 8 Plf 8 Pif Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 0 Plf 0 Plf 240 Plf 40 Plf 0 Ft 8 Ft TR2 240 Plf 40 Plf 240 Plf 40 PH 8 Ft 10.7 Ft Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 8 Plf 8 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 240 Plf 40 Plf 240 Plf 40 Plf 0 Ft 10.7 Ft Point Loading Live Load Dead Load Location P1 1131 Lb 696 Lb 0 Ft P2 1131 Lb 696 Lb 10.7 Ft Right Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Pif 0 Plf 8 Plf 8 Plf Trapezoidal Loading Page 2 Left LL Left DL Right LL Right DL Load Start Load End TR1 240 Plf 40 Plf 240 Plf 40 Plf 0 Ft 2.7 Ft TR2 240 Plf 40 Pif 0 Plf 0 Pif 2.7 Ft 10.7 Ft Point Loading Live Load Dead Load Location P1 463 Lb 306 Lb 10.7 Ft P2 376 Lb 281 Lb 10.7 Ft s y Multi-Loaded Beam(2003 International Building Code(01 NDS))Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005:3:08:38 PM Proiect:YUSKAITAS-Location:front deck girder"o" Summary: (2) 1.5 IN x 7.25 IN x 14.0 FT(8+6)/#2-Southern Pine-Wet Use Section Adequate By:75.1% Controlling Factor: Section Modulus/Depth Required 5.48 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center- 0.05 IN=U1877 Total Load: TLD-Center- 0.06 IN=U1666 Right Span Deflections: Dead Load: DLD-Riqht= 0.00 IN Live Load: LLD-Right= 0.04 IN=U1896 Total Load: TLD-Right= 0.04 IN=U1724 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 247 LB Dead Load: DL-Rxn-A= 48 LB Total Load: TL-Rxn-A= 295 LB Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-Amin= -26 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= 1666 LB Dead Load: DL-Rxn-B= 325 LB Total Load: TL-Rxn-B= 1990 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.75 IN Right End Reactions(Support C): Live Load: LL-Rxn-C= 1933 LB Dead Load: DL-Rxn-C= 1002 LB Total Load: TL-Rxn-C= 2935 LB Bearing Length Required(Beam only,support capacity not checked): BL-C= 2.58 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Right Span Length: L3= 6.0 FT Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 6.0 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= 5 PLF Total Load: wT-2= 5 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 0 PLF Right Live Load: TRL-Right-1-2= 240 PLF Right Dead Load: TRD-Right-1-2= 40 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 8.0 FT Load Length: C-1-2= 8.0 FT Right Span Loading: Uniform Load: Live Load: wL-3= 240 PLF Dead Load: wD-3= 40 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-3= 285 PLF Point Load 1 Live Load: PL1-3= 1157 LB Dead Load: PD1-3= 800 LB Location(From left end of span): X1-3= 6.0 FT Point Load 2 Live Load: PL2-3= 133 LB Dead Load: PD2-3= 101 LB Location(From left end of span): X2-3= 6.0 FT Properties For:#2-Southern Pine Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 175 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties r Page:2 Multi-Loaded Beam[2003 International Building Code(01 NDS))Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005:3:08:38 PM Project:YUSKAITAS-Location:front deck girder"o" FU (Compression Face in Tension): Fb'= 1006 PSI Adjustment Factors:Cd=1.00 Cm=0.85 CI=0.99 Cf=1.00 Fv': Fv'= 170 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= -1257 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 Controlling Shear: V= 894 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= 15.01 IN3 S= 26.28 IN3 Area(Shear): Areq= 7.90 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 18.27 IN4 1= 95.27 IN4 Multi-Loaded Beam[2003 International Building Code(01 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005 Project:YUSKAITAS-Location:front deck girder"o" Summary: (2) 1.5 IN x 7.25 IN x 14.0 FT(8+6)/#2-Southern Pine-Wet Use P Section Adequate By:75.1% Controlling Factor:Section Modulus/Depth Required 5.48 In 1-2 LOADING DIAGRAM TR1 W W A B C Center Span =8 ft F Right Span =6 ft Reactions Live Load Dead Load Total Load Uplift Load A 247 Lb 48 Lb 295 Lb -26 Lb B 1666 Lb 325 Lb 1990 Lb 0 Lb C 1933 Lb 1002 Lb 2935 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 5 Plf 5 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 0 Plf 0 Plf 240 Plf 40 Plf 0 Ft 8 Ft Right Span Uniform Loading Live Load Dead Load Self Weight Total Load W 240 Plf 40 Plf 5 Plf 285 Plf Point Loading Live Load Dead Load Location P1 1157 Lb 800 Lb 6 Ft P2 133 Lb 101 Lb 6 Ft s 1 Multi-Loaded Beam(2003 International Buildinq Code(01 NDS)1 Ver:6.00.7 By:Jay Malaspino, CAD Designs on:07-05-2005:3:09:03 PM Proiect:YUSKAITAS-Location:front deck beam Summary: (3) 1.5 IN x 7.25 IN x 8.0 FT /#2-Southern Pine-Wet Use Section Adequate By:67.3% Controllinq Factor:Section Modulus/Depth Required 5.61 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.02 IN Live Load: LLD-Center- 0.11 IN=U893 Total Load: TLD-Center 0.13 IN=L/745 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1493 LB Dead Load: DL-Rxn-A= 570 LB Total Load: TL-Rxn-A= 2063 LB Bearinq Lenqth Required(Beam only,support capacity not checked): BL-A= 1.21 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1093 LB Dead Load: DL-Rxn-B= 293 LB Total Load: TL-Rxn-B= 1386 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.81 IN Beam Data: Center Span Lenqth: L2= 8.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect.Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 240 PLF Dead Load: wD-2= 40 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 288 PLF Point Load 1 Live Load: PL1-2= 533 LB Dead Load: PD1-2= 378 LB Location(From left end of span): X1-2= 0.0 FT Point Load 2 Live Load: PL2-2= 133 LB Dead Load: PD2-2= 101 LB Location(From left end of span): X2-2= 8.0 FT Properties For:#2-Southern Pine Bendinq Stress: Fb= 1200 PSI Shear Stress: Fv= 175 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fcl_perp= 565 PSI Adjusted Properties Fb'(Tension): Fb'= 1173 PSI Adjustment Factors:Cd=1.00 Cm=0.85 Cf=1.00 Cr--1.15 Fv': Fv'= 170 PSI Adjustment Factors:Cd=1.00 Cm=0.97 E': E'= 1440000 PSI Adjustment Factors: Cm=0.90 Fc'_perp: Fc'-Perp= 379 PSI Adjustment Factors: Cm=0.67 Design Requirements: Controllinq Moment: M= 2303 FT-LB 4.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 990 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 23.56 IN3 S= 39.42 IN3 Area(Shear): Areq= 8.75 IN2 A= 32.63 IN2 Moment of Inertia(Deflection): Ireq= 57.59 IN4 1= 142.90 IN4 Multi-Loaded Beam[2003 International Building Code(01 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005 Project:YUSKAITAS-Location:front deck beam"p" Summary: (3) 1.5 IN x 7.25 IN x 8.0 FT /#2-Southern Pine-Wet Use Section Adequate By:67.3% Controlling Factor:Section Modulus/Depth Required 5.61 In LOADING DIAGRAM P1 P2 AD- A B Center Span =8 ft Reactions Live Load Dead Load Total Load Uplift Load A 1493 Lb 570 Lb 2063 Lb 0 Lb B 1093 Lb 293 Lb 1386 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 240 Plf 40 Plf 8 Plf 288 Plf Point Loading Live Load Dead Load Location P1 533 Lb 378 Lb 0 Ft P2 133 Lb 101 Lb 8 Ft r Multi-Loaded Beam[2003 International Building Code(01 NDS)1 Ver:6.00.7 By:Jay Malaspino, CAD Designs on:07-05-2005:3:09:09 PM Proiect:YUSKAITAS-Location:side deck beam"q" Summary: (3) 1.5 IN x 7.25 IN x 8.5 FT /#2-Southern Pine-Wet Use Section Adequate By:48.2% Controlling Factor:Section Modulus/Depth Required 5.96 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= 0.14 IN=L 745 Total Load: TLD-Center- 0.16 IN=U621 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1569 LB Dead Load: DL-Rxn-A= 615 LB Total Load: TL-Rxn-A= 2184 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 1.28 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1853 LB Dead Load: DL-Rxn-B= 776 LB Total Load: TL-Rxn-B= 2629 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.54 IN Beam Data: Center Span Length: L2= 8.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.5 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: wL-2= 240 PLF Dead Load: wD-2= 40 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 288 PLF Point Load 1 Live Load: PL1-2= 399 LB Dead Load: PD1-2= 298 LB Location(From left end of span): X1-2= 0.0 FT Point Load 2 Live Load: PL2-2= 150 LB Dead Load: PD2-2= 113 LB Location(From left end of span): X2-2= 0.0 FT Point Load 3 Live Load: PL3-2= 833 LB Dead Load: PD3-2= 572 LB Location(From left end of span): X3-2= 8.5 FT Properties For:#2-Southern Pine Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 175 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb'(Tension): Fb'= 1173 PSI Adjustment Factors: Cd=1.00 Cm=0.85 Cf=1.00 Cr=1.15 Fv': Fv'= 170 PSI Adjustment Factors:Cd=1.00 Cm=0.97 E': E'= 1440000 PSI Adiustment Factors: Cm=0.90 Fd_perp: Fc'-Perp= 379 PSI Adiustment Factors: Cm=0.67 Design Requirements: Controlling Moment: M= 2600 FT-LB 4.25 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1052 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 26.60 IN3 S= 39.42 IN3 Area(Shear): Areq= 9.30 IN2 A= 32.63 IN2 Moment of Inertia(Deflection): Ireq=. 69.08 IN4 1= 142.90 IN4 Multi-Loaded Beam[2003 International Building Code(01 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005 Project:YUSKAITAS-Location:side deck beam"q" Summary: (3) 1.5 IN x 7.25 IN x 8.5 FT /#2-Southern Pine-Wet Use Section Adequate By:48.2% Controlling Factor:Section Modulus/Depth Required 5.961n LOADING DIAGRAM P 1-2 P3 W A B Center Span =8.5 ft Reactions Live Load Dead Load Total Load Uplift Load A 1569 Lb 615 Lb 2184 Lb 0 Lb B 1853 Lb 776 Lb 2629 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 240 Plf 40 Plf 8 Plf 288 Plf Point Loading Live Load Dead Load Location P1 399 Lb 298 Lb 0 Ft P2 150 Lb 113 Lb 0 Ft P3 833 Lb 572 Lb 8.5 Ft Multi-Loaded Beam[2003 International Building Code(01 NDS)1 Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005:3:09:16 PM Proiect:YUSKAITAS-Location:side deck beam Y Summary: (2) 1.5 IN x 7.25 IN x 6.0 FT /#2-Southern Pine-Wet Use Section Adequate By:74.0% Controlling Factor: Section Modulus/Depth Required 5.5 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center 0.01 IN Live Load: LLD-Center= 0.05 IN=U1412 Total Load: TLD-Center= 0.06 IN=U1188 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 720 LB Dead Load: DL-Rxn-A= 136 LB Total Load: TL-Rxn-A= 856 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.75 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 720 LB Dead Load: DL-Rxn-B= 136 LB Total Load: TL-Rxn-B= 856 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.75 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.0 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= 240 PLF Dead Load: wD-2= -40 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 285 PLF Properties For:#2-Southern Pine Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 175 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb'(Tension): Fb'= 1020 PSI Adjustment Factors:Cd=1.00 Cm=0.85 Cf=1.00 Fv': Fv'= 170 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= 1284 FT-LB 3.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 685 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 15.10 IN3 S= 26.28 IN3 Area(Shear): Areq= 6.05 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 24.30 IN4 1= 95.27 IN4 Multi-Loaded Beam[2003 International Building Code(01 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-05-2005 Project:YUSKAITAS-Location:side deck beam Y' Summary: (2) 1.5 IN x 7.25 IN x 6.0 FT /#2-Southern Pine-Wet Use Section Adequate By: 74.0% Controlling Factor: Section Modulus/Depth Required 5.5 In LOADING DIAGRAM W A B Center Span =6 ft Reactions Live Load Dead Load Total Load Uplift Load A 720 Lb 136 Lb 856 Lb 0 Lb B 720 Lb 136 Lb 856 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 240 Plf 40 Plf 5 Plf 285 Plf r Footing Desiqn f 2003 International Building Code(01 NDS)I Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-06-2005:08:26:15 AM Protect:YUSKAITAS-Location:footing under girder"c" Summary: Footing Size:4.0 FT x 4.0 FT x 10.00 IN Reinforcement:#5 Bars @ 13.00 IN.O.C. E/W/(4)min. Footing Loads: Live Load: PL= 14950 LB Dead Load: PD= 4926 LB Total Load: PT= 19876 LB Ultimate Factored Load: Pu= 32311 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 4.0 FT Length: L= 4.0 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.06 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Baseplate Width: bsw= 6.00 IN Baseplate Length: bsl= 6.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1242 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 14.46 SF Area Provided: A= 16.0 SF Baseplate Bearing: Bearing Required: Bearing= 32311 LB Allowable Bearing: Bearing-Allow= 107100 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 10392 LB Allowable Beam Shear: vc1= 24735 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 44.25 IN Punching Shear: Vu2= 30595 LB Allowable Punching Shear(ACI 11-35): vc2-a= 68408 LB Allowable Punching Shear(ACI 11-36): vc2-b= 85284 LB Allowable Punching Shear(ACI 11-37): vc2-c= 45605 LB Controlling Allowable Punching Shear: vc2= 45605 LB Bending Calculations: Factored Moment: Mu= 170392 IN-LB Nominal Moment Strength: Mn= 257078 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.48 IN Steel Required Based on Moment: As(1)= 0.80 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.96 IN2 Controlling Reinforcing Steel: As-reed= 0.96 IN2 Selected Reinforcement: #5 Bars @ 13.00 IN. O.C. E/W/(4)Min. Reinforcement Area Provided: As= 1.23 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 19.50 IN i A Footing Design f 2003 International Building Code(01 NDS)1 Ver:6.00.7 Bv:Jay Malaspino,CAD Designs on:07-06-2005:08:26:25 AM Protect:YUSKAITAS-Location:tally column pad under girder„d„ Summary: Footing Size:3.5 FT x 3.5 FT x 10.00 IN Reinforcement:#5 Bars @ 17.00 IN.O.C.ENV/(3)min. Footing Loads: Live Load: PL= 11733 LB Dead Load: PD= 3499 LB Total Load: PT= 15232 LB Ultimate Factored Load: Pu= 24845 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 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= 1243 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 11.08 SF Area Provided: A= 12.25 SF Baseplate Bearing: Bearing Required: Bearing= 24845 LB Allowable Bearing: Bearing-Allow= 47600 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 7653 LB Allowable Beam Shear: vc1= 21643 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 40.25 IN Punching Shear: Vu2= 23419 LB Allowable Punching Shear(ACI 11-35): vc2-a= 62224 LB Allowable Punching Shear(ACI 11-36): vc2-b= 83223 LB Allowable Punching Shear(ACI 11-37): vc2-c= 41483 LB Controlling Allowable Punching Shear: vc2= 41483 LB Bending Calculations: Factored Moment: Mu= 106773 IN-LB Nominal Moment Strength: Mn= 193946 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 IN Steel Required Based on Moment: As(1)= 0.50 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. E/W/(3)Min. Reinforcement Area Provided: As= 0.92 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 16.00 IN Roof Beamj'2003 International Building Code(01 NDS)1 Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-06-2005:08:26:31 AM Project:YUSKAITAS-Location:hip rafter Summary: 1.5 IN x 11.25 IN x 11.3 FT (Actual 11.6 FT) /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:34.2% Controlling Factor:Section Modulus/Depth Required 9.71 In Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center- 0.11 IN=U1266 Total Load: TLD-Center- 0.19 IN=U740 Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 533 LB Dead Load: DL-Rxn-A= 370 LB Total Load: TL-Rxn-A= 903 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.42 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 266 LB Dead Load: DL-Rxn-B= 197 LB Total Load: TL-Rxn-B= 463 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.73 IN Beam Data: Span: L= 11.3 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 2.67 FT Live Load Deflect.Criteria: L/ 240 Total Load Deflect.Criteria: L/ 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Rafter Length(HipNallev)-Side One: RL1= 8.0 FT Tributary Width Based on half span of rafters. Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Rafter Length(HipNallev)-Side Two: RL2= 8.0 FT Tributary Width Based on half span of rafters. Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 4 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 11.61 FT Beam Triangular Live Load Adjusted for Slope: TRL= 141 PLF Beam Triangular Dead Load Adjusted for Slope: TRD= 89 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 4 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 135 PSI Modulus of Elasticitv: 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'= 155 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 1977 FT-LB 5.65 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 678 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 23.57 IN3 S= 31.64 IN3 Area(Shear): Areq= 6.55 IN2 A= 16.88 IN2 Moment of Inertia(Deflection): Ireq= 43.27 IN4 1= 177.98 IN4 Roof Beam[2003 International Building Code(01 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-06-2005 Project:YUSKAITAS-Location:hip rafter Summary: 1.5 IN x 11.25 IN x 11.3 FT (Actual 11.6 FT) /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:34.2% Controlling Factor: Section Modulus/Depth Required 9.71 In LOADING DIAGRAM TFTR7 W A B Span = 11.3 ft(11.61 ft) Reactions Live Load Dead Load Total Load Uplift Load A 533 Lb 370 Lb 903 Lb 0 Lb B 266 Lb 197 Lb 463 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 4 Pif 4 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 141 Plf 89 Plf 0 Plf 0 Plf 0 Ft 11.6 Ft Multi-Loaded Beamf 2003 International Building Code(01 NDS)1 Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-06-2005:08:26:39 AM Proiect:YUSKAITAS-Location:front deck angled doubler Summary: (2) 1.5 IN x 7.25 IN x 11.34 FT(5.7+5.7)/#2-Southern Pine-Wet Use Section Adequate By:69.0% Controlling Factor:Section Modulus/Depth Required 5.58 In *Laminations are to be ful y connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.00 IN Live Load: LLD-Center= -0.02 IN=U3703 Total Load: TLD-Center- -0.02 IN=U3597 Right Span Deflections: Dead Load: DLD-Right= 0.01 IN Live Load: LLD-Riqht= 0.04 IN=U1568 Total Load: TLD-Right= 0.05 IN=U1363 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 181 LB Dead Load: DL-Rxn-A= 21 LB Total Load: TL-Rxn-A= 202 LB Design For Uplift Loads(Includes Uplift factor of Safety) Rxn A-min= -111 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.18 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1701 LB Dead Load: DL-Rxn-B= 321 LB Total Load: TL-Rxn-B= 2022 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.78 IN Right End Reactions(Support C): Live Load: LL-Rxn-C= 1009 LB Dead Load: DL-Rxn-C= 172 LB Total Load: TL-Rxn-C= 1181 LB Bearing Length Required(Beam only,support capacity not checked): BL-C= 1.04 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 5.67 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 5.67 FT Right Span Length: L3= 5.67 FT Right Span Unbraced Lencth-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 5.67 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= 5 PLF Total Load: wT-2= 5 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 0 PLF Right Live Load: TRL-Right-1-2= 240 PLF Right Dead Load: TRD-Right-1-2= 40 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 5.67 FT Load Length: C-1-2= 5.67 FT Right Span Loading: Uniform Load: Live Load: wL-3= 0 PLF Dead Load: wD-3= 0 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-3= 5 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-3= 240 PLF Left Dead Load: TRD-Left-1-3= 40 PLF Right Live Load: TRL-Right-1-3= 480 PLF Right Dead Load: TRD-Right-1-3= 80 PLF Load Start: A-1-3= 0.0 FT Load End: B-1-3= 5.67 FT Load Length: C-1-3= 5.67 FT Properties For:#2-Southern Pine Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 175 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties f � Page:2 Multi-Loaded Beamf 2003 International Building Code(01 NDS)1 Ver:6.00.7 3v:Jay Malaspino,CAD Designs on:07-06-2005:08:26:39 AM Project:YUSKAITAS-Location:front deck angled doubler Fb'(Tension): Fb'= 1020 PSI Adjustment Factors: U=1.00 Cm=0.85 Cf=1.00 Fv': Fv'= 170 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= 1322 FT-LB 3.345 Ft from left support of span 3(Right Span) Critical moment created by combining all dead loads and live loads on span(s)3 Controlling Shear: V= 1106 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= 15.55 IN3 S= 26.28 IN3 Area(Shear): Areq= 9.77 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 21.87 IN4 1= 95.27 IN4 I Multi-Loaded Beam[2003 International Building Code(01 NDS)]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-06-2005 Project:YUSKAITAS-Location:front deck angled doubler Summary: (2) 1.5 IN x 7.25 IN x 11.34 FT(5.7+5.7)/#2-Southern Pine-Wet Use Section Adequate By:69.0% Controlling Factor:Section Modulus/Depth Required 5.58 In LOADING DIAGRAM II TR1 VTRI W W A B C Center Span =5.67 ft Right Span =5.67 ft Reactions Live Load Dead Load Total Load Uplift Load A 181 Lb 21 Lb 202 Lb -111 Lb B 1701 Lb 321 Lb 2022 Lb 0 Lb C 1009 Lb 172 Lb 1181 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Pif 0 Plf 5 Plf 5 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 0 Plf 0 Plf 240 Pif 40 Plf 0 Ft 5.7 Ft Right Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Pif 0 Plf 5 Plf 5 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 240 Plf 40 Plf 480 Pif 80 Plf 0 Ft 5.7 Ft Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver:6.00.7 Bv:Jay Malaspino,CAD Designs on:07-06-2005:08:26:59 AM Project:YUSKAITAS-Location:garage beam Summary: A36 W 18x50 x 26.0 FT Section Adequate By:54.6% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center= 0.43 IN=U721 Total Load: TLD-Center= 0.60 IN=U523 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 12701 LB Dead Load: DL-Rxn-A= 4810 LB Total Load: TL-Rxn-A= 17511 LB Bearing Length Required+'Beam only,support capacity not checked): BL-A= 0.97 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 12701 LB Dead Load: DL-Rxn-B= 4810 LB Total Load: TL-Rxn-B= 17511 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.97 IN Beam Data: Center Span Length: L2= 26.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 26.0 FT Live Load Deflect.Criteria: U 360 Total Load Deflect.Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 977 PLF Dead Load: wD-2= 320 PLF Beam Self Weight: BSW= 50 PLF Total Load: wT-2= 1347 PLF Properties for:W 18x50/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 17.99 IN Web Thickness: tw= 0.36 IN Flange Width: bf= 7.50 IN Flange Thickness: tf= 0.57 IN Distance to Web Toe of Fillet: k= 0.97 IN Moment of Inertia About X-X Axis: Ix-- 800.00 IN4 Section Modulus About X-X Axis: Sx= 88.90 IN3 Radius of Gvration of Compression Flange+1/3 of Web: rt= 1.94 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.57 Allowable Flange Buckling Ratio: AFBR= 10.83 Web BucklingRatio: WBR- 50.68 Allowable Web Buckling -a uckl nq Ratio: AWBR- 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc-- 7.91 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw-- 47.46 Limiting Web Height to Thic;<ness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 113822 FT-LB 13.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr- 176022 FT-LB Controlling Shear: V= 17511 LB At left support of span.3(Right Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr= 91965 LB Moment of Inertia(Deflection): Ireq= 399.62 IN4 1= 800.00 IN4 r 6 '� Multi-Loaded Beam[AISC 9th Ed ASD]Ver:6.00.7 By:Jay Malaspino,CAD Designs on:07-06-2005 Project:YUSKAITAS-Location:garage beam Summary: A36 W18x50 x 26.0 FT Section Adequate By:54.6% Controlling Factor:Moment LOADING DIAGRAM W A B Center Span 26 ft Reactions Live Load Dead Load Total Load Uplift Load A 12701 Lb 4810 Lb 17511 Lb 0 Lb B 12701 Lb 4810 Lb 17511 Lb 0 Lb Center Scan Uniform Loading Live Load Dead Load Self.Weight Total Load W 977 Pff 320 Plf 50 Plf 1347 Plf a f 1i • rr Bk 20152 P9113 56268 08-12--2005 c'ti 02=250 QUITCLAIM DEED t MARGUERITA W.SEWKINS,being unmarried of Yarmouth(Port),Barnstable County, MA 02675 (hereinafter called"Grantor"), in consideration of THREE HUNDRED NINETY THOUSAND and 00/100 ($390,000.00)DOLLARS paid grant to DAVID YUSKAITIS and JENNIFER YUSKAITIS,husband and wife, as tenants by the entirety, of 544 Marston Lane, Cummaquid, Barnstable County,MA 02637 (hereinafter called"Grantee") with QUITCLAIM COVENANTS The land together with the buildings thereon in Barnstable(Cummaquid)Barnstable Barnstable County,MA,bounded and described as follows: LOT 5B,comprising 64,964±square feet, situated in(Cummaquid)Barnstable, Commonwealth of Massachusetts,which said plan is shown on plan of land entitled"Plan of Land in(Cummaquid)Barnstable,MA,prepared for Marguerite W. Simpkins Date: June 21, 2004",which said plan is drawn by Down Cape Engineering, Inc., Civil Engineers,Land Surveyors, 939 Main Street,Yarmouth,MA 02675,which said plan is `--a recorded in Barnstable Plan Book 599 Page 46. Meaning and intending to include 4D,containing 1,273 square feet,which lot is shown on plan referred to hereinabove. This deed is given subject to an Easement from Marguerita W. Simpkins to Stanley G. Rosenblad and Deborah S. Rosenblad of even date,which easement is recorded herewith. C �-- For title, see deed conveyed to grantor and John Simpkins,Jr., by deed of John Simpkins, Jr., dated January 10, 1985 recorded with Barnstable County Registry of Deeds in Book 4381 Page 108. Also, see Death Certificate for John Simpkins,Jr., and M-792 Certificate recorded in Book 19900 Page 228 and Book 19900 Page 229,respectively. Also, see deed recorded in Book 19900,Page 224. nASSACHUSETTS STATE EXCISE TAX BARNSTABLE COUNTY REGISTRY OF DEEDS Date: 08-12-2005 8 02:25pa CUP 1458 Doc:: 56268 Fee: 81,333.80 Cons: 8390000.00 00`0001OWS :su03 OZ`d8fii :aa3 2909 :*x0 2S�I :;t30 wdc;Z;ZL-1 @ 500 -Zi-SO •agn0 S0330 30 ANISI93N A1NnO3 312V19NsV9 RV.L 3SIOX3 AdNf107 319kl1SNtitJB n d. f Bk 20152 Pg 114 #56268 EXECUTED as a scaled instrument this 2 day of a_t' 2005. Marguerita W. Simpkins COMMONWEALTH OF MASSACHUSETTS County of Barnstable On this,��ay of 2005, before me,the undersigned notary public,personally appeared 1K4arguenita W. Si kips proved to me through satisfactory evidence of identification,which were A A— ,to be the person whose names are signed on the preceding or attached document,and acknowledged to me that they signed it voluntarily for its stated purpose. h6l. Notary Public Name: My commission expires: w:\dkl2\wtnword\mad\simpkins-deed.doc MICHAELA. DUNNING NOTARY PUBLIC Commonwealth of Massachusetts My Commission Expires Feb.2,2007 L:BARNSTABLE COUNGISTRY OF DEEDS RUE COPY,ATTEST 5/A TER BARNSTABLE REGISTRY OF DEEDS I CERTIFY THAT THIS PLAN WAS MADE IN ACCORDANCE WITH REGISTRY OF DEEDS REOULATIONS EFFECTNE 4ANUARY 1. 1976. IN/F WF RM,HARD P. UIRGAY � PRSCILIA& LEWIS D&5406 PG.278 ARNE OJALA P.LS. _ D& 7273 PG. lt0 - � p• FND- 162.31' NOTES: ' . ... ... .. ...._ ... ....._. I P N FYI7JARD ZONE C _ . .._.....,.N..�0..1O-.E._..•... .................._._..__.._..N 86'09'40 E .�...... EL..S..L._FLOOG----._.._._____.._....___......•_.....-------^_.._.....__._.._._._..._. _.. 17.41 BARNSTALILE COMMUNRY PANEL 241.39' CB 249.86' I END. / � 230001 0001 0 ROM JULY 2, 1992.. FHD IN AQUIFER PROTECTION AREA' ;.9 I '� THIS PARCEL S PARC LOCATED IN AN NISIOWC �f O . ROUTE 6A IS DESIGNATED AS A SCENIC ROAD. FOR REGISTRY USE ONLY 64.0' THESE LOTS ARE LOCATED N THE 1-0,w%��£f�'1 E10STIN0 HOUSE ' ,i�p$y g 8A WABLE FIRE DISTRICT. N / 7Y' 3:I /� f03.0' •'f Now w i ' LOT 4C N N/F 4Y� PRISCILLA S. LEWS LOT 5B UPLAND AREA- 7ZO923'3r (1.68t auee) a! 1 D& 5644 PG. 333 TOTAL AREA- 64,964t of (1.493 acne) S.1 - 1&9 I ' STANLEY C. R06EN8lAD,U rk DEE�RAH S.ROSENBIAD 8 H m � $ is. NOTE:PART OR ALL OF-BARN TO 8E REMj .V m 2.3' ' i\ S�'se s2� as �.y3. LTARr* •L t24.9 * LOCUS MAP SCALE 1'� 2000' ro ASSESSORS TRAP 335_PARCEL 19 c • • v►R �WETLAND Qr CacH F s>=� :::•:.:::``` s�:a� ^ ,�SEEL OT SBEUDMI Z -1C ASSESSORS,�2 PARCEL,1 y . 7 LOT 4D' `� 506 sq ft MIN LOT AREA 43.560 d RF-1 RF-2 • • • SEE DEFNL BELOW h�` �` 1 CB 0.01 acres MN.LOT FRONTAGE:.70 R RF-1/RF-2 ,ram wETLANO \C `_� N MW.LOT WIDTH; 123 R RF-, • •_ • • 1,273 sq.ft. BAR i�Bar 1. 130 R RF-Y 0.03 acres *a �^. 1 � MWWUY YARD SETBACKS.Rff-1dW-2 • �� \ CATCH / FRONT 30 RS R : .. —� �•wc � 1 c� L�RSTINO \ la , OWEWNG I ` 1 l N/F u 128.5* 10� J MAX K. KUMIN D& 850 PG 133 LOT SA I m 1 UPLAND AREA - 116,199t d 1 j WETLAND AREA- 6,180t of n I TOTAL AREA- 122.379t d (2.813 acres) 1 N i io S.1 - 16.0coll 1► r ' CB FND. —s�`4��e1•� � 213.03, �-S 79nesa'WOUTB 6AI���� 1 ST - PLAN OF LAND sNED OR Au OfLTARN TO eE R NOTE:PART a � MOVED s�,�u."• o =� N7*oos6•00� �. LOT 5C gm o ' u c 42, ae 0 Woi o ��` 0.01 acres LOT 4D h V 1,273 sq.R. 0.03 acres BARN \ ♦ 7� �� A Ce SB0` 87, FNIL CANN 8 B 9T ♦\\ CB H \ FAO. DETAIL SCALE 1-• 20' 20 0 20 40 60 BARNSTABLE PLANNING BOARD APPROVAL UNDER THE SUBDIVOON CONTROL LAW NOT REQUIRED . OWNERS OF RECORD: _ :., DATE: 9 7' ZA__ . MARGUEWA W. SIMPKINS 1H Cr :`.�;. �� P.Q. BOX 27 E PLAN OF LAND CUMMAQUID, MA 02637 ' REF: H E ._.,d.. B.P.1 04PO412-EP-1 to 3 O IN _ DEED BOOK 4351 PAGE 105 DEED BOOK 11048 PAGE 81 } V L� � PPLAN BOOK LAN BOOK 95 PAS 129. M r N (CUMMAQUID).BARNSTABLE, MA 6 AROEBORANROSEN8IAD a J N M M NOTE & BOX H S y O 00 PREPARED FOR No OEtUMMIM AS TO COMPLIANCE WITH THE CUMMAQUID. MA 02837 C- 00 O O ZONINGORDINANCE REQUIREMENTS DCR BEEN MADE MARCUERITA W.' SIMPKINS OR 1s WENDED BY THE ABOVE Er1oDR+sEMENr. REF: a�`T y O O NOTE DEED a= 11211 PAGE 112 E L PLAN a FOR CONVEYMICNC PURPOSES ONLY. DEED BOOK 8713 PAGE 193 L LOT 40 S NOT TO BE COFMDETRED AS A SEPARATE RAN BOOK W9 PACE 30 d DATE: JUNE 21. 2004 BUILONO LOT AND S TO BE USED N COWUNCTICN PLAN BOOK 495 PAGE 56 ' WITH LOT Mill. LOT SC S NOT TO BE CONSIDEREA AS A SEPARATE soe�et ae1 O BUILDING LOT AND S TO BE USED N COWUNCnON fa eee 711-INe WITH LOT 4C. _ down cape engineering, inc. CIVIL ENGINEERS LAND SURVEYORSimcm y a e W 939 .main sL yormouth, ma 02675 �� ALL RUN-OFF TO BE DIRECTED AWAY 5' REMOVAL OF UNSUITABLE SOIL , FROM FOUNDATION REQUIRED AROUND PERIMETER OF LEACHING FACILITY, DOWN TO P/O ASSESSORS MAP 335 PARCEL 19 BARNSTABLE SUITABLE SOIL LAYER (TO FINE HARBOR PROVIDE FOUNDATION DRAINS IF POOR SAND LAYER, APPROX. 11' DOWN). p�h ZONING: RF-1 , RF-2 REPLACE WITH CLEAN MED. SAND. SOILS ENCOUNTERED IN AREA OF ENGINEER TO INSPECT AND FOUNDATION CERTIFY REMOVAL. G �� , MINIMUM YARD SETBACKS: s �o 7� - 5 +� �` + 37�l - s-32 ' p PROP. L ; i / f�. �,' -! /`� ^4._c poo�a < c^ FRONT — 30 ft VENT WITH 249 88' / ! / / \�� SIDE/REAR — 15 ft ➢ �a BUGSCREEN j \. FLOODZONE: C 0 z +34 4 f 3g.0 /+ 3 Y, 2 0�: \ I 2 -4 i + 3 6 2,.6 LEGEND o1 15 tNs_ — a i ,� �� \ m "yr..'.•:=l 4 a r�` c� v `\ 100.0 PROPOSED SPOT ELEVATION 6A LOCUS GARAGE *. 100x0 EXISTING SPOT ELEVATION 'P100 PROPOSED CONTOUR Rp�\ROpO �C PROP. 3 ZQN'`\ o 0 28 D — 27_ — +28.1 �. .:•. �� � ` \ — — 100— - EXISTING CONTOUR Z 'E \ TOP FNON = " 30 EXISTING HOUSE / + 4.5 \ — 30.7' `6.35 + 1-- \ #4 3 _ DECK +7 _,. 6.96 � — 2g, ^ LOCATION MAP 01 ji� �` `��.a — — `: 6.671, I� �+31.43 NOTES: 1` ?5.v0 \ POP. 10' WIDE +20.-42 _ — — ` f 1. DATUM IS NGVD \ 4 _ +`4.2 GRAVEL DRII/EWAY AVAILABLE �` �+29.74 2. MUNICIPAL WATER IS \7 �. .r�- \ —PROP. C NIOh-ROCK WALL ; �^ --, �� \ 3. MINIMUM PIPE PITCH TO BE 1 8" PER FGOT. 21.39 P \ 3.9 \ +26.52 �.'.`S 4. DESIGN LOADING FOR ALL PRECAST UNITS TO BE AASHO H— 10 00 \ 5. PIPE JOINTS TO BE MADE WATERTIGHT. 5:55 � �, _, '';\ BENCHMARK: USE STAKE/TACK +�7'6' ' .' AT ELEVATION 23.0' 6. CONSTRUCTION DETAILS TO BE IN ACCORDANCE WITH MASS. ENVIRONMENTAL CODE TITLE V. + =5 30 7. THIS PLAN IS FOR PROPOSED WORK ONLY AND NOT TO BE `• DO` PROP. '`WORK LIMIT �+ 3;� \ USED FOR LOT LINE STAKING. 1 \ +20.6'1. LINE \ S. PIPE FOR SEPTIC SYSTEM TO SCH. 40-4" PVC. LOT 5B — — 9. COMPONENTS NOT TO BE BACKFILLED OR CONCEALED WITHOUT \ __, \ INSPECTION BY BOARD OF HEALTH AND PERMISSION OBTAINED `64`96�4t Sf = fl ': \ FROM BOARD OF HEALTH. +23'�7 10. WATER—TEST D'BOX FOR LEVELNESS AL \ f 11. REF, ORDER OF CONDITIONS SE3-4412 FOR DRIVEWAY ` � O d �\` I ' 104 70, � AND WETLAND APPROVALS 221, WETLANd � � _ �� -' � _ 1 � " is ;.:.':.'� � ' SHEET 1 OF 2 SITE P� AL �yy 1 WETLAND z of W - 7�6 L 0 T 5B INDIAN TRAIL 'I` 3 IN TERM M 9ITTENT STREA � p IN THE TOWN OF: JL AL o W1 THIN DITCH , (CUMMAQUID) BARNS TA BLE EpGE�,J i PREPARED FOR: DA VID YUSKAI TIS jNOFR4s� 50 0 50 100 150 c 0 f3-W2-30 aN � ARNE _ down cape engineering, inc. �' H. `�" AUGUST 3, 2005 26348 SCALE: 1" — 50' DATE: CIVIL ENGINEERS v /y LAND SURVEYORS 05- > 83 939 main st. yarmouth, ma 02675 R V H. 0 S. DATE i N A Xrn�' 2Lz O F fl EEH » f°Ll�6,t�rmd—PL" b to CAI nest ns W as pYi wRb—, ,d/a 6AdR',,peafv.&— ` ✓ b eda &—*,made to dam A.p>�—mrde w TITLE IMAGE NOT T O SCALE mOkdwa�Nrawe;ad/a 6,Wc; V��� PK (�)�&M„ od( �dfe �1 .ne a� �wd,di drrerb. ad ercMav kdw LPD MPLYKiratm ve5wAC15. FAX (50Cn 798-9144 De,pc nmtluHe fa eman arm awe6Wfbnlm EAEFGV fN.C'S. I EPA"M.M6 a-MAL wom m"mrcars �caddes .6 z NMIe every eff t rm been mbde N 8v prcyadm bf 5p Y&NS(Wf.E El(f.) N465ttE 0.d-m—,A mr,4�e>.Nx mdes rar rct a�aiee ,.melNzn Ra. MWZVW"ffOuas wnv.caddesla�.bn — � d�d,�,la,adau,Qdtbd,r���wanrrsd I 1 � � be eddy re,GaA,dde urea. AREAS SQUARE FOOTAGE L FINISH FLOOR PREA5OLWf£ff. N G�N��AL NOBS FNSFYD6A5EMENfA9A N/A m 15f FLOOR AMA 1107 I.Au xcanrorarnxrrlHMWlXAAMD 2W FLOOR/aA 1660 I( I I N4W Q M W CLL°NG(LrC[pEl]I,bA.DAM' (cwrarawann(c aos.na, fOFPL FINISH FLOOR ARIA 2767 M . '�"N" `"" 0Ct`9J5 ROOM N/A ^� PO NOf SCALE fW DRAWINGS 5CREEW17rcrCH 728 O L ,.oesia(oror. mm rsr II ex. nPsr. COVEMI7 PORCH FRONf 544 ncee a rsA. GOVEkED PORQf 5117E 180 xAas IV.'o eo PA6� INV�X ,.N91ANAl(M,lMDA 6QRA.lIr,-YR MMOPA tPiC°r K°N'ALAttJN rteoev> ® WAN, e,r I, TITLE PAGE � / a t10 2, FRONT&MAP ELEVAf ON5 ,.Au cxr�c,ru aesm,oaa+cxru ar»rarowasaor°x�luessone(w� 5, LEFT&KlCdfif EL M ION5-V OVEK'VIEW5 b.,/a•r�.usemaxNsceuPAa. 4. FOUNPATION PLAN-FOOTING PLAN rqurcarsuxe aan"sra. SMOKE DETECTORS REVIEWED °�°°� ° "AWPVA W,WWGR IYQ ,.,`V.H.NMAIA,1 aUYGiO➢Y.Cf a7'%a,"NPm@ y• 15T FLOOR PLAN-WINDOW 5CN0.-CR055 SECTION A 8 6 � aHC1EAl AV°ASLL M:GQIPY IIWIM"Q/M f WR a A W,WN NfiN 9•p M LQRMOY N 6 2NP FLOOR PLAN-WINDOW 5CNP.-CP055 5ECTON C&0 �'��_V� m arxaxv awa x(n rt,v®aAt,� 7. 15T&2NP FLOOD FEAMIN6 PLAN5 BARNSTABLE BUILDING DEPT. DATE prW.�aK�roa °ASP r,nrunmoxaanAarooesacaeWmr 8, KIfCIfN PLAN&VIEWS Way e.WM(inLL A'Q2OCR[ILBrorgse tLK1KA ,YSRM ND NI�QT GOI,O MV 1rMAN(Qi6 q, arwro MrAK W4 sao. p.roa,x(axwrcNAeVHlI,(W/�auIGRNli 10• FIREDEPARTMENT DATE e.o�neAuuainavAa,•eroesswrwroM 11• PATE OF BOTH SIGNATURES ARE REQUIRED FOR PERMITTING _ WSRWMAM,LWWLP"°°"Mr»( FINAL 1599 N. rmnr Aarocrxauuosnne°u,n sa 12. ae°W Q AYtGRGVi Wr�L,NDx®PW M aamo ro WNrAN M rPal9u wmenowM rN4. oxe.sa eva+cnss9nA�mroee x�oors( 13, U. ucaraaroeemrowsAwsAwc. 716105, 1,bp0P.91 CO�P¢'fAa15r6rGINN]6 VAYw 14• Ib,ALL WA'O NfDN aWml cal 10R I).wArz06gCASPNCN(WN430CK80..6fLlWi I6, a oewruxnucmxxrtrowKvrMevaM I7. SCALE UNLESS SrC,MD ODS,AMAMNNGQ YOrIOY NOM19 N. 0.rCAWISrNI�IAP,IGryYCAS WgVAl. 18, Offm% IXOR`a!'PAQ SIW1 ee ra7vu°W1yA Nua°oQ .• ra[kOlY 11R,Q ANN1611R d3FHplr WIlVM rL° .✓ tV[PY 19005QY$r6rR RIX°A@A L°NLtReS Mnamac.A rP s wcrc.ro I g. 1/Orr a I' ]O.Nn+u NAU(CN eNR2,MGVt M1A5. 20, a./u.NiCs rnlSrRrmlrt°.vtewnyrma �'@S�Q M�KMA,AI�KMD GAt 21, 22, PAGE sµ ' = ARRE --- iiz=iMM — — -- — --- —= — — — —= — -- I 1 — 1 — 1 .I I I -.I - iill ��iIL. III ,/ I L.'! I' • �v I■■■ ■■■ _ ■■■ _ I_ iz _ I - 1- - 1 - 1- I I_ I_ - I - - - i-I _-- 1 _ �■■ �■■_ I .......:::::::..:.:. ��■ 1: ANN Will - - n _ I 1 _ 1 - _ n _ INN let �I\ ii i4 •_�_'I'II Iip1 I ��� III>�' % s�� - I I l: _ r 1 / 1 _ 1 ' \ ( I II. _ 1 _ 1 I � I I 1 _ 1 1►�� III'll IIII —1 r _ _ I I II, /i 101 II. 1 _ - ..... . .... jI I - - I I I I I ■ II -' -— I — r I I - - I In 1 I / I I - I _ I I _ s r�.:•�:d-5:�. 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(a 1>/1•z 91/T'LK'5 n (D)I 2XO 5 m4 �91i6(T if!:iRP n Y)m9w I 1.11 ' DATt OF �Rp1C� 5 o FINAL 155U� lulluuulll IULJ ..... Trr- (1)FM-,MCAR91re'S -7/6/05 rr // RYIJR 436R97Y 9 RU.SM15.Ib"DC. (!)FRYAB // RAR0IY B'S SCALF UN1E55 NOMP rr H DiHEKWISE 2ND FLOOR FRAMING PLAN 1ST FL®®R FRAM NG PLAINT 7 FAa # 1