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HomeMy WebLinkAbout8x20 Addition, Porch and Deck 2006 Field Inspection Notice Town of Montville Building Department June 17, 2010 Address: 37 Partridge Hollow Job Description: Addition, porch & deck Permit Number(s): B2006-0080—E2006-0050—P2006-0021 —M2006-0034 Permit Date: 4/5/06 INSPECTION Not Approved Approval Date: Deficiencies Special Conditions Date Piers-Front 4/5/06 W Piers-Rear 4/17/06 VV Backfill 5/26/06 DJ Rough electrical 11/7/06 DJ Framing 11/7/06 DJ • A section of the front porch has an elevation . Final inspection greater than 30 inches.This section requires a for Certificate of 6/17/10 DJ guard rail. Occupancy • The rear deck stairs require guardrails and a graspable handrail. Rev.Date: 1/18/06 Page 1 of 1 TOWN OF MONTVILLE Building Department 310 NORWICH-NEW LONDON TURNPIKE UNCASVILLE, CT 06382-2599 TEL. (860) 848-3030 X382 FAX. (860) 848-7231 BUILDING PERMIT Permit Number: B2006-0080 Date: 05-Apr-06 Map/Lot: 028/005-069 Owner ID: 5373000 Project Location: 37 PARTRIDGE HOLLOW Unit: Job Description: 8'x 20'addition and porch&deck Owner Name: Joseph J and Wendy L Summers Tenant Name: N/A Careof: 37 Partridge Hollow Oakdale CT 06370- Telephone: Contractor Name: Property Owner Telephone: (860)848-3425 DBA: Lic/Reg Type: Lic/Reg No: 0 Exp Date: Construction Value Permit Fees Construction Information Building Value: $47,379.00 Building Fee: $384.00 Use Group: IRC Plumbing Value: $1,411.00 Plumbing Fee: $16.00 Code: 2005 State Building Code ~" Mechanical Value: $1,000.00 Mechanical Fee: $8.00 Electrical Value: $826.00 Electrical Fee: $8.00 Construction Type: IRC Total Value: $50,616.00 Penalty Fee: $0.00 Permit Code: R3 C of 0 Fee: $25.00 Comments: Plan Review Fee: $41.60 State Ed Fee: $8.10 Total Fee Paid: $490.70 It shall be the owners repsonsibility to schedule the following inspections a minimum of 2 business days in advance: Field set of approved construction documents shall be available onsite during all inspections. BUILDING PERMIT INSPECTIONS PLUMBING, MECHANICAL, ELECTRICAL PERMIT INSPECTIONS Footing- Prior to pouring concrete ❑d R Plumbing and leak test ❑ Deck Piers R Electrical ❑ Backfill - Footing drains and waterproofing ❑ Elec Trench-with conduit installed ❑ Concrete Slab- Prior to pouring concrete ❑ Pool Bonding 10 Anchor Bolts-with sill plate and prior to floor framing ❑ Electrical Service CRS No: 0 0 Framing 0 R HVAC ❑ Masonry Fireplace Throat or Chimney Thimble ❑ Gas Piping and leak test ❑d Fireblocking Draftstopping INSPECTION REQUIRED UPON COMPLETION EI Insulation ❑ Certifi :te of Approval ✓' C-'ificate of Occupancy Building Official's Approval: Town of Montville Building Department Residential Plan Review Form Date: 910/ Job Address: 37 A7/Z/D Gx /to el oc- Job Description: AO /7/01 The following information must be included on both sets of plans or accompanying documents (two sets are required)(C.G.S.29-252a.) This list is offered as a guideline only. Itis not meant to be all-inclusive for every permit application,nor is it meant to take the place of the building code. Your application is being rejected for the following reason(s2 that are checked-off or commented on: Supporting Documentation Plan must be the same as submitted and approved Windows&Doors Building permit a plication not completed by the Zoning Department and Uncas Health,(if Door and window sizes b le;_ Permit fee$ e,) applicable)7Q Emergency escape&rescue opening required in — Permit fee to be calculated Retaining Walls the basement or two code compliant stairs e(l./1 Worker's comp.Affidavit or worker'comp. Plans required (R310.1) Insurance required Documents required to be stamped and signed by a Indicate required light(8%of floor area per room) Copy Contractor's registration or license CT registered Professional Engineer and ventilation(4%of floor area per room)for (r -Construction permit sign-off sheet with approvals Foundation Plan each habitable room or space required Plans required Indicate safety glazing in areas required such as: Provide all documentation to show compliance Dimensions doors,windows,tub&shower enclosures,etc. with the 2003 International Energy Conservation Wall thickness Indicate bedroom egress windows(5.7 sf net clear Code(www.energycodes.gov) Footing sizes opening,24"clear opening height,20"clear Street address of project on all drawings and Column footings-size opening width) documents required Frost protection not indicated or insufficient Egress window sill height Field set of approved plans need to be picked up Foundation-indicate the assumed soil conditions Window and door header sizes from our office that the system has been designed for or provide Window well details Two sets of construction documents required,this engineering data. If presumptive soil conditions Garage includes engineering data,calculations,and other cannot be met,provide soil bearing engineering Plans required documentation data Minimum 5/8"Type X gypsum board separation Wind Limitations Design Criteria Concrete strength-foundation,floors,exterior (on garage side)to all living spaces-all Submit supporting data to show conformance with porches,walks,slabs combustible support framing to be covered with the wind limitations(3 second gust @ 115 mph) Vapor barrier between sub-grade and concrete minimum 5/8"Type X gypsum board if it supports Design publication needs to be identified(WFCM, basement floor required habitable rooms chapter 3,WFCM,chapter 2,ASCE 7-2002) Floor thickness and control joint location Openings between the garage and residence Documents required to be stamped and signed by a Lally column size,attachment and spacing required to have a minimum 1 3/8"solid wood CT registered Professional Engineer Waterproofing details door,1 3/8"solid core steel door,1 3/8" Documents required to be stamped and signed by a Fireplace/chimney base honeycomb core steel door,or 20 minute rated CT registered Professional Engineer if based on Concrete piers and anchor details door from the garage to the house and its basement ASCE 7-02 or WFCM chapter 2 Foundation drainage or attic Shearwalls not identified or insufficient Beam pockets-minimum clearances Indicate self-closing devices on all doors from Ridge connection not identified or insufficient Engineered foundation plan required garage to the house and its basement or attic Roof-to-wall connection not identified or Indicate slope for garage floor insufficient Crawl Spaces Elevations Wall-to-wall connection not identified or Crawl space data-clearance to joists,slab Plans required insufficient thickness(if provided),vapor barrier Type of siding Wall-to-sill connection not identified or Crawl space ventilation,location,type and size Type ofroofm insufficient YP g Crawl space access,location and size Finish grades Provide engineering data for the piers to resist Floor plan(s) Buildingheights gravity,lateral,shear and uplift loads,stamped and p signed by a CT licensed design professional Plans required Dimension height of chimney above roof Hold-down devices,location and type not Construction documents shall be of sufficient Roof pitches identified or insufficient clarity to indicate the location,nature and extent of Elevations to match site grading Foundation anchor spacing not identified or the work proposed(R106.1.1) Building Section(s)&Details insufficient Construction documents are to match the Plans required Construction documents do not match the orientation on the site plan reversed plans are not Floor-to-floor heights engineering data submitted acceptable,a full plan review can not be Flashing detail-windows and doors-type, Cold-formed steel framing shall be designed in performed with the submitted documentation material accordance with COFS/PM-2001 edition Construction documents are incomplete or un- __Additional sections and details required Site plan clear,a full plan review can not be performed with Fire-resistance rating details required for exterior Plans aired the submitted documentation wall(s) Basement floor plan required Wall/ceilingfireblockin detail Plan does not match building plans Second floor plan required g Finish floor elevation Stairs Dimensions Property lines not provided Stair not shown on basement plan Distance from property line to structure Finish floor elevation Riser height not indicated Kitchen layout Structure dimensions Tread depth not indicated Bathroom layout and space clearances Driveway Ceiling heights Nosing required for closed risers Topography(existing and proposed) - Handrail required on at least on side of the stair Footing drain inverts,outlet and separation Attic access location and size not indicated or Stair to be minimum 36"in width above the Proposed utilities to be indicated insufficient Attic access cannot be in a closet handrail height Delineation of flood hazard areas and design flood — Handrails and guardrails-detail,including height elevation required(8106.1.3) Identify the use of each room and maximum opening,handrail cross-section, Private sewage disposal system to be identified on continuity and required returns the plan(R106.2.1) Show minimum headroom in stairways- Grading is to slope away from the building, measured from nosing plane to lowest point of provide more details ceiling Deck/porch not shown 36"landing required at the bottom of the stairs A=AQT B=Basement R=4jpof S=Site 1=(First'FCoor 2=SecantfTroor 3=Thin Efoor Wevire6April5,2005 STATE OF CONNECTICUT s., .) ( DEPARTMENT OF PUBLIC SAFETY s G 9,x,6 DIVISION OF FIRE, EMERGENCY AND BUILDING SERVICES ��;�'�-_ 7 OFFICE OF THE STATE BUILDING INSPECTOR = STATE OF CONNECTICUT FILE # DEPARTMENT OF PUBLIC SAFETY OFFICE OF THE STATE BUILDING INSPECTOR P. O. BOX 2794 MIDDLETOWN, CT 06457-9294 TELEPHONE: (860) 685-8310 FAX: (860) 685-8365 REQUEST FOR MODIFICATION OF THE STATE BUILDING CODE FOR OFFICE USE ONLY 1. Name and Location of Building: Wendy Summers Street Address: 37 Partridge Hollow Town: Oakdale State: CT Zip Code: 06370 2. Building Owner: Wendy Summers 3. Applicant's Name: Wendy Summers Applicant's Telephone: 860-848- 3425 Applicant's Street Address: 37 Partridge Hollow Applicant's Town: Oakdale State: CT Zip Code: 06370 (Include Firm Name if Applicable). Name of Person to Contact: Wendy Summers Telephone: 860-848-3425 (For information if required) 4. A. Date of Application for Building Permit: June 1, 2005 B. Applicable Code (Title and Date): 2003 IRC 5. Use Group: A. Was there a change of occupancy: n Yes ® No B. If yes from to 6. Building Construction Classification: 5B 7. Square Foot Area of Building (Total): 1,670 Largest Square Foot Area per Floor: 1,670 8. Number of Stories: 1 9. Check Applicable Designation: ❑ New Building ❑ Existing ® Addition ❑ Other(Explain) 10. Fire Protection at subject premises (Check appropriate headings) ® Smoke Detection ❑ Heat Detection ❑ Extinguishers ❑ Sprinklers ❑ Standpipes ❑ Other (identify): 11. Describe alarm system(s) at premises: 12. Building Code Section that modification is requested from: R301.2.1.1 - Design Criteria 2;- Szl1'ncIL""Pi aw i 13. Modification Sought: Reduction of wind speed to 100 mph for an addtion onto an existing residence 14. Reason Modification is Sought: 160 sf addition to a bedroom and a covered porch and deck. The new construction will be attached to the existing structure that was not constructed under the requirements of the 2003 IRC. It would be technically infeasible to construct this addition and porch to meet the requirements of a 115 mph wind speed without major modifications to the existing structure. Ir 15. Applicant's SignatureL ;J P(J( ! h11 Date Signed zv//��'� 16. Important Requirement Failure to pr vide the following information will delay modification process. The Building Official must comment below on the modification request as per Connecticut General Statute 29-254 (b). *Note: Must be signed by Chief Building Official, Acting Building Official or Provisional Building Official. ❑ Support Request P. Do Not Support Request ,kThe decision on this request is left to the Office of the State Building Inspector. ❑ Please contact the undersigned. Building Official's written comments, if desired. /4/077066E- 3://0-5-- Building Official (Printed) Town "B 'ding Official S'•natur/Date igned glD- 9c' -5o.-v A 3.3G. Building Official's Telephone Number Best Time to Contact n The Office of the State Building Inspector cannot accept this form electronically. Please mail a paper copy of the signed form, with the Building Official's written comments, to the Office of the State Building Inspector. MODAPPNET Rev. 11/20/0T Town of Montville Building Department 310 Norwich-New London Tpke. Tel.848-3030,Ext 382 Uncasville, CT 06382 Fax. 848-7231 Residential Building Permit Application Form Permit# 42___DO 6 - 04V ❑ New Construction ( ' Addition ❑Alteration ❑Accessory Structure RI Single cFamily ❑ Two-rFamily ❑ Townhouse Job Address 37 PA12�',PJ c60-- A1oI-Loc✓ (Number) (Street) (Unit) Job Description g'X 2_v ADD/T/00 f Fi2ci I-r Fo l-I r Do- - / Owner oc Lrr Mailing Address 3 7 P/,a¢T1 ZWG — AkL-1 o w City 0,A)z0,AJ State G% Zip G243-20 Tel Y60 /y---v /.3yz-' Contractor -t Lr_ Mailing Address City State Zip Tel / / Contractor's License/Registration Type&Number Exp. Date / / I hereby certify that the proposed work will conform to the Basic Building Code and all other codes as adopted by the State of Connecticut and the Town of Montville and further attest that the proposed work is authorized by the owner in fee and that I am authorized to make application for a permit for such work as described above. Separate applications are req • ed/or e trica lumbing,mechanical, etc. f Owner/Agent Signature / 7 Date / 2-- I OS Construction Value Fee Building $ $ Plumbing $ $ Mechanical $ $ Electrical $ $ Work commencing before the issuance of a permit $ Certificate of Occupancy $ Plan Review $ State Education $ Total $ $ (See Weverse side for additional-requirements) q?vi:seirre6niary 25 2005 . Town of Montville Building Department File Receipt Date: 30-Mar-06 Receipt No: 1125 Received From: Joseph Summers Job Address: 37 Partridge Hollow Fees Collected State Educational Training Fee Cash: $0.00 Cash: $0.00 Check: $490.70 Check: $8.10 Check No: 1712 Short/Over: $0.00 Construction Value: $50,616.00 Demolition Val : $0.00 Received By Vernon D Vesey II A(.(1‘-sn'fi /, RESIDENTIAL PERMIT CALCULATION (1 STORY ADDITION) Address: QTS' $/UNIT TOTAL Living Area 160 SF $ 109.50 $ ;7.520.00 Finished Basement 160 SF $ 57.38 $ 9.180.80 Unfinished Basement SF $ 25.41 $ - Kitchen EA $ 9,100.00 $ - Plumbing Full Bath 1 EA $ 5,000.00 $ 5,000.0 Half Bath 1 EA $ 3,200.00 $ 3.200.0 Garages Attached, 1 car EA $ 10,775.00 $ Attached, 2 car EA $ 18,600.00 $ Attached, 3 car EA $ 25,810.00 $ Detached, 1 car EA $ 13,850.00 $ Detached, 2 car EA $ 21,100.00 $ Detached, 3 car EA $ 28,350.00 $ Under, 1 car EA $ 2,150.00 $ Under, 2 car EA $ 3,500.00 $ Fireplace&Chimney Prefab EA $ 4,000.00 $ Masonry, exterior EA $ 4,250.00 $ Masonry, interior EA $ 4,000.00 $ W/2 fireplaces EA c 7.500.00 $ Electrical Service 100 Amp EA $ 825.00 200 Amp EA $ 1,500.00 Siding SQ $ 600.00 $ Windows EA $ 445.00 $ Doors EA $ 625.00 $ Decks/Porches/Sunrooms Open 216 SF $ 15.59 $ 3,367.44 Covered 357 SF $ 25.52 $ 9,110.64 Enclosed SF $ 123.90 $ Roofing Strip& Reroof SQ $ 350.00 $ Overlay SQ $ 250.00 $ Plywood SQ $ 125.00 $ TOTAL BUILDING CONSTRUCTION COST $ 47,37&80 PERMIT FEE CALCULATIONS Fee Building $ 47,379 $ 384.00 y Plumbing $ 1,411 $ 16.00 y Mechanical $ 1,000 $ 8.00 y Electrical $ 826 $ 8.00 n Work Commenced before permit issuance $ _ CO Fee $ 25.00 Plan Review $ 41.60 State Ed Fee $ 50,616 8.10 Total Fees $ 490.70 Based on 2003 RS Means Residential Cost Data 9/20/2005 v�v State of Connecticut 2 Y'Y ,; 7B v4-. 1 c Workers' Compensation Commission 0% �t. 'h %'� Please TYPE or PRINT IN INK ° Proof of Workers' Compensation Coverage when Applying for a Building Permit for the Sole Proprietor or Property Owner who WILL act as General Contractor or Principal Employer Applicant for Building Permit ,1 Name of Applicant for Building Permit -,OSE?.74- --::-.)/.1/.-7e R-s Property located at 3 2 F'A/Z72i 0 E fr i-10 1_1.-o Li in the City/Town of ri nN j I%(-L L-- Attest If you are the owner of the above-named property or the sole proprietor of a business doing work on the site of the construction project at the above-named property and you WILL act as the general contractor or principal employer,you must provide proof of workers'compensation insurance coverage for all employees. Complete this form and,if applicable,sign the Affidavit below in the presence of a Notary Public or a Commissioner of the Superior Court. CHECK ONE (1) BOX ONLY, provide the appropriate information, and sign: ❑ I am the OWNER of the above-named property.I WILL act as the general contractor or principal employer and,as such,will submit proof of workers' compensation insurance coverage for all employees who are doing work on the site of the construction project at the above-named property. Signature of OWNER Applicant ❑ I am the SOLE PROPRIETOR of a business doing work at the above-named property.I WILL act as the general contractor or principal employer and,as such,will submit proof of workers'compensation insurance coverage for all employees who are doing work on the site of the construction project at the above- named property. Signature of SOLE PROPRIETOR Applicant XI am the OWNER of the above-named property or the SOLE PROPRIETOR of a business doing work at the above-named property.I will not personally submit proof of workers'compensation insurance coverage,but I will attest to the following: AFFIDAVIT I hereby swear and attest that I will require proof of workers'compensation insurance for every contractor, subcontractor,or other worker before he or she does work on the site of the construction project at the above-named property in accordance with Se ion 31-286b of the Wim..-• Compensation Act. Signature of OWNER or SOLE PROPRIETOR Applica ', L. ROBERTS / / \ u TT Name of Business—if applicable ,/ ' ‘As1.JOTAR& p�"B�6 ')''r'7 ,141Es our Federal Employer ID#(FEIN)—if applicable � / Subscribed and sworn to before me this r i LY� /(v day of { C) V , Le'--- Signature of Notary Public/Commissioner of the Superior ou '+�_ � (J\ c` __- 1 Building Department 848-3030, Ext 382 CONSTRUCTION PERMIT APPROVAL 37 P/ fzTIa1C)rc Property Address 2 App --7-/o N F- N I 9aJLcll 17C.SG/Z Job Description The applicant is responsible for obtaining all of the required approvals checked off on this form. No building permit will be issued until all of the required signatures have been obtained. Required Department Permit Issuance Approval Approval Tax Collector Z�,-(�� - �o-�-•--�_ /1 0/ WPCA r.4eLis It l7 JD5 ;i1natttr !date Planning&Zoning (//( j Signature. date ❑ Health Department Signature.'date ❑ Department of Public Works Signature,/date ❑ State Dept. of Transportation ❑ Fire Marshal Comments/Conditions: 1 Permit Number REScheck Compliance Certificate Checked By/Date 2003 IECC REScheckSoftware Version 3.6 Release 1 Data filename:Untitled.rck CITY:New London STATE: Connecticut HDD: 5951 CONSTRUCTION TYPE: Single Family WINDOW/WALL RATIO: 0.11 DATE: 06/03/05 COMPLIANCE:Passes Maximum UA=310 Your Home UA=268 13.5%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 850 30.0 0.0 30 Skylight 1: Metal Frame with Thermal Break:Double Pane with Low-E 6 0.330 2 Existing: Cathedral Ceiling(no attic) 660 30.0 0.0 22 New: Cathedral Ceiling(no attic) 154 30.0 0.0 5 Wall 1: Wood Frame. 16"o.c. 1120 19.0 0.0 54 A: Wood Frame:Double Pane 60 0.330 20 B:Wood Frame:Double Pane with Low-E 40 0.330 13 C: Wood Frame:Double Pane with Low-E 6 0.330 2 E: Wood Frame:Double Pane with Low-E 30 0.330 10 G: Wood Frame:Double Pane with Low-E 11 0.330 4 H: Wood Frame:Double Pane with Low-E 5 0.330 2 F: Glass 40 0.330 13 D: Solid 33 0.330 11 New: Wood Frame. 16"o.c. 621 19.0 0.0 37 Basement Wall 1: Solid Concrete or Masonry 28 15.0 0.0 2 Wall height: 8.0' Depth below grade: 7.0' Insulation depth: 8.0' Floor 1: Slab-On-Grade:Unheated 15 10.0 10 Insulation depth: 5.0' Floor 2:All-Wood Joist/Truss:Over Unconditioned Space 660 19.0 0.0 31 Furnace 1: Forced Hot Air, 78 AFUE Air Conditioner 1:Electric Central Air. 10 SEER 1 ' 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 2003 IECC requirements in REScheck Version 3.6 Release 1 (formerly MECchecII and to comply with the mandatory requirements listed in the REScheckInspection Checklist. Builder/Designer Date Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver: 6.00.81 By: Joe Summers , Town of Montville on: 06-17-2005 : 08:03:48 AM Project: - Location: Summary: A36 W8x15 x 21.0 FT Section Adequate By: 5.7% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.45 IN Live Load: LLD-Center= 0.22 IN = U1170 Total Load: TLD-Center= 0.66 IN =L/381 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 921 LB Dead Load: DL-Rxn-A= 1272 LB Total Load: TL-Rxn-A= 2193 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.62 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 429 LB Dead Load: DL-Rxn-B= 1068 LB Total Load: TL-Rxn-B= 1497 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.62 IN Beam Data: Center Span Length: L2= 21.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 21.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 15 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 120 PLF Left Dead Load: TRD-Left-1-2= 30 PLF Right Live Load: TRL-Right-1-2= 60 PLF Right Dead Load: TRD-Right-1-2= 240 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 15.0 FT Load Length: C-1-2= 15.0 FT Properties for: W8x15/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.11 N Web Thickness: tw= 0.25 N Flange Width: bf= 4.01 N Flange Thickness: tf= 0.32 N Distance to Web Toe of Fillet: k= 0.62 N Moment of Inertia About X-X Axis: lx= 48.00 N4 Section Modulus About X-X Axis: Sx= 11.80 N3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.03 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.37 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 33.10 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 4.23 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 30.53 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 12018 FT-LB 10.08 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= 23364 FT-LB Controlling Shear: V= 2193 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strength: Vr= 28612 LB Moment of Inertia (Deflection): Ireq= 45.41 IN4 1= 48.00 IN4 Page 2 Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 15 Plf 15 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 120 Plf 30 Plf 60 Plf 240 Plf 0 Ft 15 Ft Multi-Loaded Beam[AISC 9th Ed ASD]Ver: 6.00.81 By: Joe Summers,Town of Montville on: 06-17-2005 Project: -Location: Summary: A36 W8x15 x 21.0 FT Section Adequate By: 5.7% Controlling Factor: Moment of Inertia SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 3000— 2193 lbs @ 0 ft 1500- Shear (lbs) 0 -1500 - -3000 - -1497 lbs @ 21 ft 20000- 12018 ft-lbs @ 10 ft 10000- Moment (ft-Ib) 0 -10000 - -20000 -0.7 - -0.35 - Deflection (in) 0 0.35- 0.7- s.•• in d( ,i 10.3 ft Center Span =21 ft Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s)2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 Deflection: Critical deflection created by combining all dead loads and live loads on span(s)2 LOADING DIAGRAM TR1 • • ••W A s I Center Span =21 ft Reactions Live Load Dead Load Total Load Uplift Load A 921 Lb 1272 Lb 2193 Lb 0 Lb B 429 Lb 1068 Lb 1497 Lb 0 Lb Center Span Combination Roof and Floor Beam(2003 International Residential Code(01 NDS) ] Ver: 6.00.7 By: Joe Summers , Town of Montville on: 05-27-2005 : 11:19:30 AM Project: - Location:HeA0e42._ oven_ 00012_ n eASeple_p;. Summary: 1.75 IN x 9.25 IN x 6.0 FT /Versa-Lam 2800 Fb DF- Boise Cascade Section Adequate By: 54.3% Controlling Factor: Section Modulus/Depth Required 7.45 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.09 IN = L/760 Total Load: TLD= 0.13 IN = U574 Reactions (Each End): Live Load: LL-Rxn= 2250 LB Dead Load: DL-Rxn= 728 LB Total Load: TL-Rxn= 2978 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.89 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 15.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 10.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 40.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 7.5 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 450 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 163 PLF Floor Uniform Live Load: wL-floor= 300 PLF Floor Uniform Dead Load: wD-floor= 75 PLF Beam Self Weight: BSW= 5 PLF Combined Uniform Live Load: wL= 750 PLF Combined Uniform Dead Load: wD= 243 PLF Combined Uniform Total Load: wT= 993 PLF Controlling Total Design Load: wT-cont= 993 PLF Properties For: Versa-Lam 2800 Fb DF- Boise Cascade Bending Stress: Fb= 2800 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 900 PSI Adjusted Properties Fb' (Tension): Fb'= 3314 PSI Adjustment Factors: Cd=1.15 Cf=1.03 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 4467 FT-LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2263 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 16.17 N3 S= 24.96 N3 Area (Shear): Areq= 10.36 N2 A= 16.19 N2 Moment of Inertia (Deflection): Ireq= 54.67 N4 1= 115.42 N4 Combination Roof and Floor Beam[2003 International Residential Code(01 NDS) ] Ver: 6.00.7 By: Joe Summers , Town of Montville on: 05-27-2005 Project: - Location: Summary: 1.75 IN x 9.25 IN x 6.0 FT /Versa-Lam 2800 Fb DF- Boise Cascade Section Adequate By: 54.3% Controlling Factor: Section Modulus/Depth Required 7.45 In SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 3000 2978 lbs @ 0 ft 1500- Shear (lbs) 0 -1500 - -3000 - -2978 lbs @ 6 ft 5000- iz 4467 ft-lbs @ 3 ft 2500- Moment (ft-Ib) 0 -2500 - -5000 -0.1 - -0.05 - Deflection (in) 0 0.05- 0.1 - u.U9bin@3ft Span =6ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by live loads only. LOADING DIAGRAM W A B Span =6ft Reactions Live Load Dead Load Total Load Uplift Load A 2250 Lb 728 Lb 2978 Lb 0 Lb B 2250 Lb 728 Lb 2978 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load 9.V3yt.1, Roof Beamf 2003 International Residential Code(01 NDS) 1 Ver: 6.00.7 By: Joe Summers , Town of Montville on: 05-27-2005 : 11:16:44 AM Project: - Location: /24060 gSAM - 130-012.00r-\ Summary: 1.75 IN x 9.25 IN x 15.0 FT /Versa-Lam 2800 Fb DF- Boise Cascade Section Adequate By: 57.6% Controlling Factor: Moment of Inertia/Depth Required 7.95 In Deflections: Dead Load: DLD= 0.19 IN Live Load: LLD= 0.44 IN = L/405 Total Load: TLD= 0.63 IN = L/284 Reactions (Each End): Live Load: LL-Rxn= 675 LB Dead Load: DL-Rxn= 289 LB Total Load: TL-Rxn= 964 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.61 IN Beam Data: Span: L= 15.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6 : 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Roof Loading: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 3.0 FT Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 10.0 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: Ladj= 15.0 FT Beam Uniform Live Load: wL= 90 PLF Beam Uniform Dead Load: wD_adi= 39 PLF Total Uniform Load: wT= 129 PLF Properties For: Versa-Lam 2800 Fb DF- Boise Cascade Bending Stress: Fb= 2800 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 900 PSI Adjusted Properties Fb' (Tension): Fb'= 3314 PSI Adjustment Factors: Cd=1.15 Cf=1.03 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 3617 FT-LB 7.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 868 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= 13.09 N3 S= 24.96 N3 Area (Shear): Areq= 3.97 N2 A= 16.19 N2 Moment of Inertia (Deflection): Ireq= 73.23 N4 1= 115.42 N4 Roof Beam[2003 International Residential Code(01 NDS) ] Ver: 6.00.7 By: Joe Summers , Town of Montville on: 05-27-2005 Project: - Location: Summary: 1.75 IN x 9.25 IN x 15.0 FT /Versa-Lam 2800 Fb DF- Boise Cascade Section Adequate By: 57.6% Controlling Factor: Moment of Inertia/Depth Required 7.95 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 1000 964 lbs @ 0 ft 500- Shear (lbs) 0 -500 -1000 - -964 lbs @ 15 ft 4000- I 3617 ft-lbs @ 8 ft 2000- Moment (ft-lb) 0 -2000 - -4000 -0.7 -0.35 - Deflection (in) 0 0.35- 0.7- 0.634 in @ 7.5 ft Span = 15 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM W A B Span = 15 ft Reactions Live Load Dead Load Total Load Uplift Load A 675 Lb 289 Lb 964 Lb 0 Lb B 675 Lb 289 Lb 964 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load �aPi-r. PLF 5PLP Ft_P- ' Roof Beaml 2003 International Residential Code(01 NDS) 1 Ver: 6.00.7 By: Joe Summers , Town of Montville on: 05-27-2005 : 11:13:18 AM Project: - Location: go ac4-3 R-1 fl ge40-1 Summary: 1.5 IN x 11.25 IN x 8.0 FT /#2- Douglas Fir-Larch (North) - Dry Use ) Section Adequate By: 28.3% Controlling Factor: Section Modulus/ Depth Required 9.93 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.06 IN = U1648 Total Load: TLD= 0.08 IN = U1181 Reactions (Each End): Live Load: LL-Rxn= 720 LB Dead Load: DL-Rxn= 285 LB Total Load: TL-Rxn= 1005 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.07 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: L/ 180 Roof Loading: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 6.0 FT Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 4 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 8.0 FT Beam Uniform Live Load: wL= 180 PLF Beam Uniform Dead Load: wD_adi= 71 PLF Total Uniform Load: wT= 251 PLF Properties For: #2- Douglas Fir-Larch (North) Bending Stress: Fb= 850 PSI Shear Stress: Fv= 180 PSI Q Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 978 PSI Adjustment Factors: Cd=1.15 Cf=1.00 Fv': Fv'= 207 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2009 FT-LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 784 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= 24.67 N3 S= 31.64 N3 Area (Shear): Areq= 5.68 N2 A= 16.88 N2 Moment of Inertia (Deflection): Ireq= 27.12 N4 1= 177.98 N4 Roof Beam(2003 International Residential Code(01 NDS) 1 Ver: 6.00.7 By: Joe Summers , Town of Montville on: 05-27-2005 : 10:57:48 AM Project: - Location: P01204 9",, Summary: ( 3 ) 1.5 IN x 7.25 IN x 12.0 FT /#2 Non-Dense- Southern Pine- Dry Use Section Adequate By: 27.7% Controlling Factor: Section Modulus/Depth Required 6.42 In * Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.14 IN Live Load: LLD= 0.35 IN = L/412 Total Load: TLD= 0.48 IN = L/297 Reactions (Each End): Live Load: LL-Rxn= 900 LB Dead Load: DL-Rxn= 348 LB Total Load: TL-Rxn= 1248 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.58 IN Beam Data: Span: L= 12.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 0 : 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Roof Loading: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 5.0 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= 8 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 12.0 FT Beam Uniform Live Load: wL= 150 PLF Beam Uniform Dead Load: wD_adj= 58 PLF Total Uniform Load: wT= 208 PLF Properties For: #2 Non-Dense-Southern Pine Bending Stress: Fb= 1100 PSI Shear Stress: Fv= 175 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 480 PSI Adjusted Properties Fb' (Tension): Fb'= 1455 PSI Adjustment Factors: Cd=1.15 Cf=1.00 Cr=1.15 Fv': Fv'= 201 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 3743 FT-LB 6.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1123 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= 30.87 N3 S= 39.42 N3 Area (Shear): Areq= 8.37 N2 A= 32.63 N2 Moment of Inertia (Deflection): Ireq= 86.60 N4 I= 142.90 N4 Roof Beam[2003 International Residential Code(01 NDS) ] Ver: 6.00.7 By: Joe Summers , Town of Montville on: 05-27-2005 Project: - Location: pogzcl4 `B gA/1 Summary: ( 3) 1.5 IN x 7.25 IN x 12.0 FT /#2 Non-Dense- Southern Pine- Dry Use Section Adequate By: 27.7% Controlling Factor: Section Modulus/Depth Required 6.42 In SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 1248 lbs @ 0 ft 1000- Shear (lbs) 0 -1000 - -2000 - -1248 lbs @ 12 ft 4000- ft-lbs @ 6 ft 2000- Moment (ft-lb) 0 -2000 - -4000 -, -0.5 -0.25 - Deflection (in) 0 0.25- 0.5- i.•; in@6ft Span = 12 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM A B Span = 12 ft Reactions Live Load Dead Load Total Load Uplift Load A 900 Lb 348 Lb 1248 Lb 0 Lb B 900 Lb 348 Lb 1248 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load iSe�Ll� Ija(�Lr �' ?IF Ze4 �Lr -- / ^ -Z2 nM ----------. o _v z'r^",zA n O 1 Q O Z N A -, V, _ _ / _ I -, o�npa / z �oaila�o o m m m z / r z x oc)- - / 0 0 A rZn II'r v s A o N Z I =1 c z". n m m D m Z N O </I Z n, 3 N D JO cng-o I o x_ A-D. s a _. xs F p ��n 1 m uc xv�~ I - c nM oaf z F-1- x' oa mla Ic c =m,z / Im co o aKS_. r-0 / N c - o I / z _ Ir z / rn / I -._L -_._ LIMIT OF WETLANDS I V I -77, I, II 1.3 m 0 Co v 7- Co Co L4 o^ m• r Ip..r AN mo al w12_0pI oo � / oD n ( 410 cu �Nm T / G+ N N I r•1 / I N OrT, I \ _ O0• . _I _ 50 FT WETLANDS BUFFER w ofo I , z z f o z• I .!., lia A I o %-r, •.. ry. • 1 czi ., -. v o .• 1t, in y • M 1. o o I z 1.'-. o • . m % I � i I I rn 't".4;::::44:00$552•• .".. .._.0... 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