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HomeMy WebLinkAbout2-Car Garage 2007 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: B2007-0537 Date: 14-Sep-07 Map/Lot: 039/086-000 Owner ID: 5530000 Project Location: 82 PIRES DRIVE Unit: Job Description: Two Car Garage Owner Name: Kyle C.Champagne Tenant Name: N/A Careof: 44 Kingstown Avenue Hicksville NY 11801- Telephone: (860)428-9798 Contractor Name: Property Owner Telephone: DBA: Lic/Reg Type: Lic/Reg No: 0 Exp Date: Construction Value - Permit Fees Construction Information Building Value: $44,374.00 Building Fee: $360.00 Use Group: IRC Plumbing Value: $0.00 Plumbing Fee: $0.00 Code: 2005 State Building Code Mechanical Value: $0.00 Mechanical Fee: $0.00 Electrical Value: $1,916.00 Electrical Fee: $16.00 Construction Type: IRC Total Value: $46,290.00 Penalty Fee: $0.00 Permit Code: R7 C of 0 Fee: $10.00 Comments: Plan Review Fee: $37.60 State Ed Fee: $7.41 Total Fee Paid: $431.01 It shall be the owners repsonsibilitv 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 R Plumbing and leak test Deck Piers d R Electrical Backfill- Footing drains and waterproofing Elec Trench-with conduit installed Concrete Slab- Prior to pouring concrete Pool Bonding Anchor Bolts-with sill plate and prior to floor framing Electrical Service CRS No: 0 V Framing R HVAC Masonry Fireplace Throat or Chimney Thimble Gas Piping and leak test Fireblocking_Draftstopping INSPECTION REQUIRED UPON COMPLETION Insulation '-rtif-.te of Approval -rtificate of Occupancy Building Official's Approval: Town of Montville Building Department 310 Norwich-New London Tpke. Tel. 860-848-3030, Ext 382 Uncasville, CT 06382 Fax. 860-848-7231 RESIDENTIAL PERMIT APPLICATION FORM Permit No.: r7-0537 Typ�of Work Occupancy Type Permit Type _ T Construction ❑Single Family t-g din g ❑Two-Family ❑Plumbin ❑Alteration ❑Townhouse ❑Mechanicalg l cessory Structure aErctrical CRS#: Job Address: 1?"t Res- la (Number) (Street) (Unit) Job Description: ,r Cc 2 —A-I ti- Owner: - A-i A - — Address: S2 City: _n 0/1/7:1 t t/4.--j 4 N-€ Stater Zip Code: Telephone: , g 9''7 c! $- Contractor: DBA: Address: City: State: Zip Code: Telephone: License Type: License No.: Expiration Date: I hereby certify that the proposed work will conform to the State 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. ❑ By checking this box, I will follow the requirements of the 2005 NEC as the alternative compliance per section E3301.2.1 of the Residential Code, instead of the electrical requirements in chap rs 33 through 42 of the Resi • ode. Owner/Agent Signature: 2/ ` :` ©7 Date: Construction Value Permit Fees Building Value: 1/-6- 000 Building Fee: Plumbing Value: Plumbing Fee: Mechanical Value: Electrical Value: 7S-0Mechanical Fee: Electrical Fee: Total Value: 4 71 SQ Penalty Fee: C of 0 Fee: Plan Review Fee: State Ed Fee: Total Fee: 4ifviced Decem6er32,200.E Residential Permit Requirements Checklist This list is to be used as a guide only and is not all-inclusive, additional information may be required for your particular project. Two complete sets of construction documents required. Not Provided Applicable Item Not Provided Item Supporti g Documentation Applicable Completed, signed and dated Building Permit Buildi ction&Details ApplicationFloor-to-floor heights Completed worker's compensation affidavit for ,Material type,size,and spacing property owners or sole proprietors or copy ofStair details (rise, run, treads, nosing, width, workers compensation insurance headroom) Copy of Contractor Registration or license Handrail details Construction permit sign-off sheet signed by all / Guardrail details departments Roof ventilation Documentation showing compliance with the Framin ns Energy Conservation Code Design loads-for floors,ceilings,roofs wwet address of or Chapter r Bearing partitions identified on the plan 1 Street address of project on all drawings and '/- Direction of framing documents Spans,beam / Wind Limitations Criteria Wood species and gradeFramed openings Documentation showing compliance with the Wall framing size and spacing identified requirements for construction in 110 mph wind Sheathing type and thickness zone Design publication identified; WFCM-2001, Window and door header sizes chapter 2; WFCM-2001, chapter 3; SSTD 10-99; Decking material,size,spacing ASCE 7-02,AISI,COFS/PM ..---"--- Engineering data for engineered lumber (LVL's and I-joists) >/ Site Plan Framing plan for engineered lumber Property lines Engineering data for steel beams, signed and Distance from property to structure ealed by a CT registered design professional Structure dimensions ,Engineering data for trusses, signed and sealed by a CT registered Professional Engineer Driveway / Note: Unusual structural conditions may require Topography(existing and proposed) / that additional engineering back up be submitted Footing drain inverts,outlet and separation Chimneys&Fireplaces Proposed utilities Clearances to combustible materials Wetlands and flood zone limits and elevation Manufactures data for metal flues Septic system shown and located on the plan Exterior fresh air source for fireplaces Well and piping shown and located on the plan Foundation Information Flue sizes Manufacturers data and installation instructions Assumed soil bearing pressure \------1for metal fireplaces Dimensions Electrical lnformati `� Wall thickness Panel location(s)with main size f Footing sizes Meter socket location ..---- Frost protection / FCI L / Foundation anchor type,size,locations �mokeoutlet detectorlocations locations Window and door sizes and locations - -- Hatchways Lights and switches Mechanicallnfor ton Columns Dryer vent Drainage details Waterproofing details Bathroom exhaust ventilation (natural or / mechanical)type and size / Crawl space ventilation size and location Hood exhaust Crawl space access size and location .------- Type of heat(oil,electric,gas) ..-.---- Concrete strengths - Heating, ventilation, and air conditioning plant Floor Plan Information �/z location Dimensions Oil tank size,location,and piping �� Door and window sizes,egress window LP-Gas tank location,size,and piping Glazing in hazardous locations ./— Garage/dwelling opening protection / ManufacturersComairrequirementsdata f e equip for equipment l Garage/dwelling separation ✓ Heat loss,Heat gain calculations Kitchen layout Plumbing Information Bathroom layouts, tub sizes in gallons, space _- - Building trap location if on municipal sewer clearances • Sewer location ..---- Indicate use of all rooms Domestic water location Stair location heater size,type,and location / Attic access location and size Manufacturers data for whirlpools,corner tubs, & Square footage for each habitable level of the larger tubs structure Required light and ventilation for each habitable room Elevates Type of siding ./--. Roofing /' Other finishes // Finish grades Building heights Height of chimney above roof - f� Roof pitch Town of Montville Building Department File Receipt Date: 06-Sep-07 Receipt No: 2727 Received From: Kyle Champagne Job Address: 82 Pires Drive Fees Collected State Educational Training Fee Cash: $0.00 Cash: $0.00 Check: $431.01 Check: $7.41 Check No: 1666 Short/Over: $0.00 Construction Value: $46,290.00 • Demolition Value: $0.00 Received By Carmen Roberts C6,,AtivULti (11/1 , b3/( Address: 82 Pires Drive ITEM QTY $IUNIT TOTAL Building Plumbing Mechanical Electrical eoLDITG AREA New Construction SF $ 114.17 $ - $ - Basement,Finished SF $ 20.87 $ - $ - Basement,Unfinished SF $ 11.28 $ - $ - Crawl Sapce SF $ 8.46 $ - Interior Renovations SF $ 31.90 $ - $ - $ - MANUFACTURED HOMES Ground Anchors SF $ 5.86 $ - $ - $ - Basement SF $ 11.28 $ - $ - $ - Crawl Space SF $ 8.46 $ - $ - $ - AMENITIES Kitchen EA $ - $ - $ - Full Bathroom EA $ - $ - Half-Bathroom EA $ - $ - GARAGE Attached 720 SF $ 44.36 $ 31,939.20 $ 1,915 20 Detached SF $ 63.21 $ - $ - Under SF 5 9.12 $ - $ - Carport SF $ 18.08 $ - MECHANICAL Warm-Air N Y/N $ - Hot Water N Y/N $ - Electric N Y/N $ - Air Conditioning N Y/N $ - ELECTRICAL SERVICE Upgrade Amps $ - Overhead,new Amps $ - Underground,new Amps $ - Subpanel EA $ 545.00 $ - - Gen Set EA $ 3,50000 $ - - SOLID FUEL BURNING APPLIANCES Prefab Metal Fireplace EA $ 5,907.00 $ - Masonry w/lfireplace EA S 8,451.50 5 - Masonry w/2 fireplaces EA $ 10,087.00 $ - - Wood Stove,free standing EA $ 2,447.50 $ - Wood stove insert EA $ 1,890.70 $ - DECKS,PORCHES,SUNROOMS Deck SF S 39.18 $ - Porch 144 SF $ 80.47 $ 11,58768 Sunroom SF $ 160.82 $ - $ - POOLS&HOT TUBS Hot Tub EA $ 7,287.50 $ - $ - Inground Pool EA S 19,430.40 $ - $ - Above Ground Round EA $ 4,635.88 $ - $ - Above Ground Oval EA $ 5,472.50 S - $ - Pool Heater EA $ 8,167.50 $ - Inflatable Type Pool EA $ 1,542.42 $ - SHEDS w/o electrical SF $ 18.50 $ - w/electrical SF $ 18.50 $ - $ - RENOVATIONS Roofing,Overlay SF $ 3.38 $ - Roofing,Strip&remof SF $ 3.76 $ - Roof Sheathing - SF $ 1.19 $ - Siding SF $ 2.30 $ - Windows 2 EA $ 423.50 $ 847.00 Skylights EA $ 955.54 $ - Doors,Exterior EA $ 401.50 $ - - Oil Tank,275 Gallon EA $ - Oil Tank,550 Gallon - EA $ - MISCELLANEOUS CALCULATIONS TOTALS $ 44,373.89 $ - S - $ 1,918.20 PERMIT FEE CALCULATIONS Construction Value Fee Building $ 44,374.00 $ 360.00 Plumbing Y $ - $ - Mechanical Y $ - $ - Electrical Y $ 1,916.00 $ 16.00 Working before Permit Issuance N $ - Certificate of Occupancy Fee $ 10.00 Plan Review Fee $ 37.60 State Education Fee $ 7.41 TOTALS 46,290.00 $ 431.01 Figures are based on the 2006 RS Means Residential Cost Data • C State of Connecticut 4' 7A Workers' Compensation Commission Please TYPE or PRINT IN INK cc Proof of Workers' Compensation Coverage when Applying for a BuildingPermit forthe Sole Proprietor or Property Owner who WILL NOT act as General Contractor or Principal Employer Applicant for Building Permit Name of Applicant for Building Permit 1 ` 10 C Property located at V j r C I (- in the City/Town of O 4\C J )e ( d " 7 (-)b 37U • 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 NOT act as the general contractor or principal employer,you are not required to have workers'compensation insurance coverage. CHECK ONE (1) BOX ONLY and complete the following: 21 I am the OWNER of the above-named property.I WILL NOT act as the general contractor or principal employer. Signature of OWNER A.plicant ❑ I am the SOLE PROPRIETOR of a business doing work at the above-named property.I WILL NOT act as the general contractor or principal employer. Name of Business Federal Employer ID#(FEIN) Signature of SOLE PROPRIETOR Applicant Town of Montville Building Department 310 Norwich-New London Tpke. Uncasville, CT 06382 Tel. 860-848-3030, Ext. 382 Fax. 860-848-7231 10/17/07 Kyle Champagne 82 Pires Drive Oakdale Ct 06370 Dear Kyle During a resent pier inspection on your garage addition it has come to our attention that the plans approved for construction don't show the back porch wrapping around the side of the garage to meet the existing deck. Please submit revised plans showing the change for review Respectfully yours Charles Corell Building Inspector cc: File RECEIVED 1 [ td3aNiiüi7 _ � 9 CFP 1 0 2007 L007, II ddb Rpt.T EXPLAINING THE HIGH WIND (110, 115 & 120 MPH) CONNECTION AND S -REQUIREMENTS OF THE WOOD FRAME CONSTRUCTION MANUAL-2001 Disclaimer: The purpose of this handout is to attempt to explain the various connections and sheathing requirements in the WFCM-2001, one of the design criteria referenced by Section R301.2.1.1 of the 2003 International Residential Code for use in municipalities where the wind speed as designated in Appendix M equals or exceeds 110 mph. (Note that when using the WFCM for towns in the 115 mph wind zone, follow the requirements for 110 mph.) This handout is not meant to take the place of the referenced standard and must be used in conjunction with the standard. When discrepancies exist between this handout and the standard or the code, the language of the standard or code prevails. When following the prescriptive design provisions of Chapter 3 in the standard it is not necessary to engage the services of a design professional as long as the building falls within the prescriptive design limitations of Section 3.1.3, although that is always a code-compliant alternative. Note that connections must be provided to resist lateral (L), shear(S), uplift (U) and overturning (0) forces. In addition the standard requires several special (SP) connections. Where a specific connection is required to resist more than one type of force, the connection selected must be capable of resisting the combined loads. See Handout Drawings 1 through 5 at the back of this package for a description of the case study as well as a graphic representation of the locations of the various connections and evaluations that the standard requires. Design parameters: 110 mph wind speed; Exposure B (for exposure C, follow same method but use Appendix A tables); 32' roof span; 10/12 roof pitch; 2 story on basement (note that even though this is considered a two-story building by the IRC, for the purposes of the WFCM it is considered a three-story since the attic is under a roof pitch that exceeds 6:12 — see F. 3.1a); 8' wall heights at house, 9' at garage; Hem-Fir#2 framing (G = 0.43) @ 16" O.C.; building is fully sheathed with 7/16" wood structural panels. Item 1 — Roof assembly connections (L & S), 3.2.1.1: Roof framing connections must comply with T. 3.1 nailing schedule which tells you the number and size of nails used to connect the various elements of the roof assembly. Item 2 — Ridge connection (SP), 3.2.5.1: Ridge straps or collar ties are required. Choice: either provide ridge straps that will resist forces per T. 3.6 or the prescriptive solutions of T. 3.6A as modified by Footnote 4 for ridge strap spacing or provide 1x6 or 2x4 collar ties in the upper third of the rafter attached per Footnote 6 to T. 3.6A. Example: For ridge straps, go into T. 3.6 with 32' roof span, 110 mph and 10/12 pitch, select connector that will resist 259 lbs. x spacing of straps: for strap at each 16" O.C. rafter: 259 x 1.33 = 344.5 lbs. For straps @ 24" O.C.: 259 x 2.00 = 518 lbs. or use T. 3.6A for prescriptive solution: use 1 1/4 inch strap with number of nails calculated per Footnote 4. For straps 16" O.C. use (3 x 1.33 = 4) 4 - 8d common or 10d box nails in each end. For straps @ 24" O.C. use (3 x 2.00 = 6) 6 - 8d common or 10d box nails in each end. Alternative: Use 1x6 or 2x4 collar ties with the same number of 10d common or 12d box nails in each end determined above based on the spacing of the collar ties (see Footnote 6). Item 3 — Rafter to ceiling joist connection (L & S), 3.2.1.1: This is actually one of the connection evaluations required by Item 1. Rafters and ceiling joists must be connected to each other in accordance with T.3.9 or the prescriptive method of T. 3.9A. Example: Find prescriptive solution from T. 3.9A: Enter Table with 30 psf Ground Snow Load, 16" O.C. framing, 10/12 pitch and 32' Roof Span (for simplicity use 9/12 and 36', although interpolation is allowed). Use 5 - 16d common or 40d box nails per heel joint connection. Note that this table assumes that the ceiling joist is at the plate — if raised off the plate the number of nails must be increased per Footnote 6. Item 4— Roof assembly to wall assembly, 3.2.1.2 and 3.2.2.1 (L, S & U): Applies to rafter and ceiling joist assembly and to roof trusses (for trusses, the truss drawing may show the uplift, lateral & shear loads to be resisted). Roof assemblies must be connected to the top plate for shear & lateral loads and to the studs below for uplift per T. 3.4 or the corresponding prescriptive tables (if the roof assembly is attached only to the top plate for uplift, then the top plate must be attached to the studs below per T. 3.4 or T. 3.4B). Lateral loads are loads acting perpendicular to the wall; shear loads are loads acting parallel to the wall caused by the wind blowing against the wall perpendicular to the wall being evaluated; uplift loads are loads trying to lift the roof assembly off the wall. Note that for this item these loads do not apply to gable end walls, only to walls that support the roof assembly. See Figure 3.7a for required ceiling bracing of gable end walls to resist lateral and shear loads. Example: Per T. 3.4 select a proprietary connector that will resist a lateral load (perpendicular to the wall), a shear load (parallel to the wall) and an uplift load on the walls upon which the roof assembly bears: LATERAL: Enter T. 3.4 with 110 mph, 16" O.C. and 32' roof; req'd. L value is 176 lbs. SHEAR: When the wind blows parallel to the ridge against the 32' gable end wall it is the 44' wall that resists it. Enter T. 3.4 with same criteria as lateral — req'd. S value = 78R where R for wind parallel to the ridge = Width/Length so S=78 x 32/44 = 56.73 UPLIFT: Enter T. 3.4 with same criteria as lateral — req'd. U value = 336 Thus, you must select a connector that will resist an uplift load of 336 lbs., a lateral load of 176 lbs. and a shear load of 56.73 lbs. Be sure to evaluate the connectors chosen for simultaneous loads. Again, for the gable wall see F. 3.7a. Or, use alternative prescriptive method Example: LATERAL & SHEAR: enter T 3.4A with 110 mph, 8' wall height and 16" O.C. framing: use 3 - 8d common or 10d box toenails to connect rafter/clg. jst. or truss to top plate (max. 2 nails per side for 2x4 plate, 3 per side for 2x6 plate) and UPLIFT: enter T. 3.4B with 110 mph, 16" O.C. framing and 32' roof span — select 1 1/4" x 20 gage strap with 3 - 8d common or 10d box nails each end. Remember, these straps must attach to the studs below. Note: per Footnote 3, increase by 1 nail if there is no ceiling or if the ceiling is not connected to the rafters. Use these connections on the 44' wall upon which the roof assembly bears — See F. 3.7a for gable end walls Item 5 — Jack rafters (if applicable), 3.2.5.2 (SP): Connect jack rafters to wall assembly per 3.2.2.1 (same as Item 4) and to hip per T. 3.6 or T. 3.6A (same as Item 2). 2 Item 6 — Rake (gable end) overhang, 3.2.5.3 (SP): See T. 3.4C for gable end overhangs for rafter/clg. jst. construction and F. 2.1h for prescriptive requirements for truss roof gable end overhangs. Example for rafter/clg. jst.: Enter T. 3.4C with 110 mph and outlookers spaced 16" O.C. Each outlooker must be connected to the studs below with a connection capable of resisting 417 lbs. uplift load. This uplift load resistance must be continued through each wall to wall connection and through the wall to foundation connection. Note that gable walls only need be designed to resist the uplift from the gable overhang. If there is no gable overhang, there is no uplift on the gable wall. Item 7 — Top & bottom plate to wall studs, 3.2.1.3 (L, see Item 4 for U): See T. 3.5 or the prescriptive solutions of T. 3.5A for connections of top and bottom plates to wall studs. Example: Using T. 3.5, enter table with 110 mph and 8' wall height. Find value of 111 lbs./ft. See Footnote 3: If you will install a connector at each stud (16" 0.0.), multiply 111 x 1.33 = 147.63, pick connector for top & bottom of each stud to resist 148 lb. lateral load. If you install connectors every 4', multiply 111 x 4 = 444, pick connector for 4' O.C. to resist 444 lbs. Or, use alternative prescriptive method Example: Enter T. 3.5A with 110 mph, 16" O.C. and 8' wall height. Provide 2 - 16d common or 40 d box nail per stud for plate to stud connection (normal construction practice should take care of this). Note that you must also consult T. 3.1 for other wall nailing requirements. Item 8 —Wall assembly to wall assembly, 3.2.2.2 (U): Upper story walls must be connected to lower story walls to resist uplift in accordance with T. 3.4 or the prescriptive solutions of T. 3.4B (See Figure 2.2c). When upper story studs and lower story studs do not line up, they must each be connected to the box or band joist in accordance with T. 3.4. Example: Note that we already evaluated this in Item 4 for the roof to wall uplift connection and came up with 336 lbs. of uplift. In accordance with Footnote 4 to T. 3.4 we can reduce this value by 60 plf for each full wall above. Since we have one full wall above this connection and since our framing (and thus our connection) is 16" O.C., our reduction is 60 x 1.33 = 80 lbs, so each connector must be sized for 336 — 80 = 256 lbs. of uplift. Or use alternative prescriptive method Example: Enter T. 3.4B with 110 mph, 16" O.C. framing and 32' roof span: select a 1 1/4" x 20 gage strap with 3 - 8d common or 10d box nails in each end. Or, For story to story wall assembly connections, a third option is possible that requires no connectors or straps. See Drawing #6 at the back of this handout. If you run your 48 inch wide wood structural panel sheathing horizontally, centered on the floor assembly, block all panel edges and nail the sheathing 6" OC, you will end up with 4 - 8d common nails in each wall above and below the floor. Per T. 6A, for Hem-fir with G=0.43 an 8d common nail through 1/2 inch material (the sheathing is actually 7/16) into the stud has a shear capacity of 98 lbs. 98 lbs. x 4 nails = 392 lbs. which is OK to resist the required 256 lbs. of uplift. Obviously if you install the sheathing vertically and position it to get a minimum of 4 - 8d common nails in each wall above and below the floor, that works too. 3 Item 9 —Wall bottom plate to floor assembly, 3.2.1.4 (L & S): Per T. 3.1, 2 - 16d common or box nails are required per foot through the bottom plate into the floor joists or band joist (box). Also see Footnotes 1 & 2 for applicable increases or decreases. Item 10 — Floor framing component nailing, 3.2.1.5 (L & S): See T. 3.1 for nailing schedule of floor framing components. Item 11 — Floor assembly to wall assembly or sill plate, 3.2.1.6 (L & S): See T. 3.1 for nailing schedule for lateral and shear connections for floor joists to sill, top plate or girder (4 - 8d common or 10 d box nails per joist); band joist (box) to joist (3 - 16d common or 4 - 16d box nails per joist); and band joist (box) to sill or top plate (2 - 16d common or 3 - 16d box nails per foot). See F. 3.7b for required floor bracing when the floor joists run parallel to the gable wall, and Section 3.3.5 for required blocking. Item 12 — Wall assembly to foundation, 3.2.2.3 (U): First floor wall studs shall be connected to the foundation, sill plate or bottom plate in accordance with T. 3.2 or the prescriptive requirements of T. 3.4B to resist uplift (see Figure 3.2 a-c). Example: Enter T. 3.2 with 110 mph, 3 stories and 32' roof span, using the sill plate to foundation requirements since our example has a basement. The connector chosen must resist 72 pounds per lineal foot of uplift within 8' of the corners and, in accordance with Footnote 1, 72 x 0.75 = 54 plf where not within 8' of corners. Since this load is in pounds per linear foot, you must multiply the load by the appropriate factor based on spacing of the connectors (1.33 for 16" O.C., 2.00 for 24" O.C., etc.), so if I put a connector at each stud 16" O.C., that connector must resist 72 x 1.33 = 96 lbs. of uplift within 8' of the corners and 54 x 1.33 = 72 lbs. of uplift elsewhere. Note that this load is lower than the uplift connections required at the roof(Item 4) and the second floor to the first floor (Item 8), presumably due to the cumulative weight of the building resisting uplift. Or, use alternative prescriptive method Example: Enter T. 3.4B with 110 mph, 16" OC framing and 32' roof span. Use 1 '/4" x 20 gage strap with 3 - 8d common or 10d box nails in each end (standard offers no explanation for why the prescriptive solution doesn't take weight of building into account). If this path is chosen see 3.2.2.3 for options regarding embedding the strap in the foundation or lapping the strap under the sill and increasing the number of anchor bolts (see explanation at Item 13 alternative prescriptive method below). Note that the requirements of Item 13 must also be met for connection Item 12 Item 13 —Wall assembly or sill plate to foundation, 3.2.1.7 (L & S): Sill plates.(bsrrtt. or crawl) or wall bottom plates (slab on grade) shall be anchored to the foundation to resist lateral and shear loads from wind in accordance with T. 3.2 or the prescriptive solutions of T. 3.2A for sill plate to foundation or T. 3.2B for bottom plate to foundation. Section 3.2.1.7 also includes minimum anchor bolt requirements. Example: Enter T. 3.2 with 110 mph, 3 stories and 32' roof span, using the sill plate to foundation requirements since our example has a basement. We see that the foundation requirements of the 2003 IRC will take care of the lateral loads (not true for wall bottom plates when using slab-on-grade construction) but we must select a connector for shear load. Again, from T. 3.2, working from the Sill Plate to Foundation portion of the table since our 4 example has a basement, we see that the shear load to be resisted is 345R, where R= UW for the 32' wall (wind perpendicular to the ridge) and R=W/L for the 44' wall (wind parallel to the ridge). Thus, for the 32' wall — 345 x L/W= 345 x 44/32 = 474 plf, and for the 44' wall — 345 x W/L = 345 x 32/44 = 251 plf, so the 32' wall needs shear connectors capable of resisting 474 plf in addition to the uplift resistance required by Item 12, and the 44' wall needs shear connectors capable of resisting 251 plf in addition to the uplift resistance required by Item 12. Keep in mind that the number of anchor bolts can never be less than what is required by Section 3.2.1.7. Or, use alternative prescriptive method Example: Enter T. 3.2A with 110 mph, 3 story. For the number of anchor bolts in the 32' wall, you enter the table with the 44' dimension, since that is the dimension of the building that is perpendicular to the 32' wall and is "catching" the wind that produces the shear. A 40' wall requires 14 - 1/2" bolts or 10 - 5/8" bolts and a 50' wall requires 17 - '/2" bolts or 12 - 5/8" bolts, so after interpolation we see that for a 44' wall we use either 15 - 1/2" bolts or 11 - 5/8" bolts. Remember that the bolts must also meet the prescriptive requirements of Section 3.2.1.7. For the number of anchor bolts in the 44' wall you enter the table with the 32' dimension; so the 44' wall must have either 11 - 1/2" bolts or 8 - 5/8" bolts, and also must meet the prescriptive requirements of Section 3.2.1.7. Remember you also have to resist the uplift of Item 12 —the anchor bolts that resist shear can also be used to resist uplift as long as a 3" square washer is used at each bolt, the anchor bolt spacing meets the maximums allowed by T. 3.2C (39" O.C. within 8' of corners and 45" O.C. elsewhere) and the bottom plate is attached to the rest of the building in accordance with Item 12. Item 14a — Header (or girder) to stud at wall openings (L&U), 3.2.5.4.1 — Header to stud connections shall be in accordance with T. 3.7. Uplift is based on roof span as well as the width of the opening but lateral is a function of the size of the opening only. Enter the table with 110 mph, a header span of 3' (midway between the tabular values of 2' and 4', so multiply the 2' values by 1.5) and a 32' roof span (which is 33% greater than the tabular values for 24', so multiply those values by 1.33). Note that the tabular values are for framing within 8' of the building corners. Tabular values for areas not within 8' of building corners may be reduced by multiplying by 0.75 for uplift and 0.92 for lateral. UPLIFT: 202 x 1.5 = 303 x 1.33 = 403 lbs. within 8' of corners, 403 x 0.75 = 302 elsewhere LATERAL: 132 x 1.5 = 198 x 1.33 = 263 lbs. within 8' of corners, 263 x 0.92 = 242 elsewhere So, you need to select a connector that will resist both 403 lbs. of uplift and 263 lbs. of lateral force within 8' of the corners and 302 lbs. of uplift and 242 lbs. of lateral force elsewhere. Unfortunately the code offers no specific prescriptive solution, but you can go to T. 7A for common nails or T. 7B for box nails and investigate the appropriate combination of toe nails through the header into the stud to resist lateral forces (for 16d common @ 59 lbs/nail = 5 at each end) and nails through the plywood into the header and adjacent framing (must be a single piece of plywood to make this connection) to resist uplift (for 8d common through 1/2 inch material @ 66 lbs/nail = 6 at each end). These nailing amounts are for within 8' of corners —take appropriate reductions elsewhere. Note that conventional framing practices will take care of the connections at most of the smaller openings in the wall. Item 14b —Window sill plate to stud (L), 3.2.5.4.1 — Window sill plate to stud connection shall be in accordance with T. 3.8. Enter table with 110 mph and select value for 3' opening 5 that is 1.5 times the 2' tabular value: 132 x 1.5 = 198 lbs. within 8' of the corner and 198 x 0.92 = 182 lbs. elsewhere. Again, either select a proprietary connector resisting this lateral force or go to T. 7A or T. 7B and select the appropriate number of toenails (for 16d common @ 59 lbs/nail = 198/59 = 4 each end when within 8' of corners which will probably split a single sill but would be OK when a double sill is utilized and the two sills are securely fastened to each other). Again, reduce the load and thus the number of nails required when not within 8' of corners (198 x 0.92 = 182/59 = 3 nails each end). Item 15 —Top and bottom plates to full height studs alongside window openings (SP), 3.2.5.4.2 —The first step in this evaluation is to select the number of full height studs req'd on each side of the opening in accordance with T. 3.23C. Example: 16" O.C. wall stud spacing, 3' header span = 1.5, so use 2 full height studs each side of the opening. (note: reductions possible per T. 3.23D). The second step is to determine loads that a connector must resist per T. 3.5 or to determine the prescriptive solution per T. 3.5A. Example: Enter T. 3.5 with 110 mph and 8' wall height. Lateral force is 111 lbs. of lateral force to be resisted at full height studs on either side of opening within 8' of the corner. Per Footnote 1, we can reduce this by multiplying by 0.92 for openings not within 8' of the corner = 111 x 0.92 = 102 lbs. So, we can either choose a proprietary connector for each side of the opening that will resist 111 lbs. of lateral force within 8 feet of the corner and one that will resist 102 lbs. of lateral force elsewhere or we can follow the prescriptive solutions of T. 3.5A: Example: Enter T. 3.5A with 110 mph, 16" O.C. framing and 8' wall height— each of the two full height studs on either side of the opening must be connected to the top and bottom plates of the wall with a minimum of 2 - 16d common or 40d box nail — once again, normal framing practices will fulfill this requirement— the only difference is the addition of another full height stud alongside the opening. Note: prior to evaluating Item 16, you might want to review Item 20 to get a feel for segmented shearwalls and perforated shearwalls. Item 16 — Hold-downs (0), 3.4.4.2.3 — Hold-downs are required in shearwall segments and in perforated shearwalls to resist the overturning force of the wind. In our example we need them to connect the second floor walls to the first floor walls and the first floor walls to the foundation. You need one at each end of a segmented shearwall segment or one at each end of each perforated shearwall. When shearwalls or shearwall segments meet at a corner and the corner framing is fastened together to resist uplift (see F. 3.8 a-b), a single hold-down at the corner is sufficient. Hold-down capacity is determined in accordance with T. 3.17F based on wall height only. Per Footnote 2 to T. 3.17F, required hold-down capacities must be summed from stories above. Example: Enter T. 3.17F with 8' high wall. We see that the second story needs a hold-down for wind that will resist 3488 lbs. The first story needs a hold-down that will resist its own 3488 lbs. as well as the 3488 lbs. from the second story = 3488 + 3488 = 6976 lbs. Remember that you will need a hold-down at each story at the end of each shearwall segment for Type I walls or for each perforated shearwall for Type II walls (see Item 20). Item 17 — Roof sheathing nailing, 3.2.4.1 — Roof sheathing must be nailed in accordance with T. 3.10 using 8d common or 10d box nails. Example: Enter T. 3.10 with 110 mph and 16" O.C. framing. We see that in both the interior zone and the perimeter edge zone, we need to nail the shppthing 6" O.C. at the panel edges 6 and 12" O.C. in the field. However, since our framing lumber, Hem-fir, has a G of 0.43, according to Footnote 2, we must nail the field of panels in the perimeter edge zone (within 4' of all edges of the roof and within 4' of the roof peak) at 6" O.C. Roof sheathing material must comply with T. 3.12A (min 3/8" thick, which also meets IRC req.). Item 18 —Wall sheathing nailing, 3.2.4.2 — Wall sheathing must be nailed in accordance with T. 3.11 using 8d common or 10d box nails. Example: Enter T. 3.11 with 110 mph and 16" O.C. framing. We see that in both the interior and 4 foot edge zone, wall sheathing must be nailed 6" O.C. at panel edges and 12" O.C. in the field — again, normal construction practice for those using 8d common or 10d box nails. Item 19 — Floor sheathing nailing, 3.2.4.3 — Floor sheathing shall be attached with min. 8d common nails 6" O.C. at panel edges and 12" O.C. in the field — again, normal construction practice (watch size of nails). Item 20 — Exterior shearwalls, 3.4.4.2 - You have a choice of designing with segmented shearwalls (each solidly sheathed piece of wall between openings that meets the aspect ratios of T. 3.17D can be considered a shearwall segment, but each segment must have its own hold-downs), or designing with a perforated shearwall (treat the entire wall as a unit and provide hold-downs at each end of the wall — you get credit for each fully sheathed portion of the wall between openings that does not exceed the maximum aspect ratio). The aspect ratio is the ratio of the fully sheathed (no openings) portion of the wall height to its width. For our example which has 7/16" plywood sheathing outside and 1/2" gyp. bd. inside, the maximum allowable aspect ratio is 3 Y2:1. For an 8' high wall that is 5' wide, the aspect ratio is 8:5, which is 1.6:1, considerably lower than the maximum allowed. See Handout Drawing #5 at the back of this package for additional information for our examples. Note that all exterior walls must be evaluated, but in reality in most cases if you evaluate the "worst case" wall and it passes, you should be OK. Remember that due to the roof pitch our example is considered a three-story building, so you have to drop down a section in each table. SEGMENTED SHEAR WALLS (TYPE I), 3.4.4.2a: Segmented shearwalls must be in accordance with T. 3.17A and T. 3.17B. For our example we will assume 7/16" wood structural panels fastened in accordance with Item 18 as exterior sheathing and 1/2" gyp. bd. on the interior, fastened with 5d cooler nails 7" O.C. at panel edges and 10" O.C. in the field. Required lengths of shearwall segments must be multiplied by factors in T. 3.17D when other sheathing or nailing patterns are used. When evaluating shearwalls each story of each wall must be evaluated individually. Each wall is evaluated based on the length of the wall perpendicular to it, since that is the wall "catching" the wind causing the shear. Segmented Example —Wall A: Since Wall A is a gable wall we use T. 3.17A. Enter table with 110 mph and building sidewall length of 44' (interpolate values between 40' and 50'). Wall A-1 (wall beneath roof, ceiling & 1 floor): Min. length shearwall segment required is approx. 16.5'. Since we have 17 feet between windows, that is our shearwall segment and we need hold-downs at each end of that segment. Wall A-2 (wall beneath roof, ceiling and 2 floors): Min. length shearwall segment required is approx. 26'. We have a 17' segment between the windows and two 4'-6" segments at each corner for a total of 26'. OK if we put hold-downs at each of the three segments. Segmented Example —Wall B: Since Wall B is parallel to the ridge (supports the roof), we use T. 3.17B. We enter the table with 110 mph and building endwall length of 32' (again, the 44' long wall is resisting the shear force caused by the wind blowing on the 32' wall). 7 Wall B-1 (wall beneath roof , ceiling & 1 floor): Min. length shearwall segment is 8.9'. Since we have segments of 5' between openings we need 2 segments and each segment must have its own hold-downs. Wall B-2 (wall beneath roof, ceiling and 2 floors): Min. length shearwall segment is 13.5', so we would need three 5' segments, each with its own hold-downs (keeping in mind that two of the segments must be below the segments in Wall B-1 so the second floor hold-downs are continuous to the foundation). Or use PERFORATED SHEARWALLS (TYPE II), 3.4.4.2.2: You multiply the segmented shearwall length requirements found as above by the appropriate full-height sheathing length adjustment factors in T. 3.17E. For this table you need wall height, height of tallest opening and percent of full height sheathing (without openings) on the wall. Perforated Example —Wall A: Wall A-1: 8' wall, maximum opening height of 5'-2", total wall length = 32', length of full height sheathing = 26'. Percent of full height sheathing = 26/32 = 81%. Multiply the Type I (segmented) segment length by the Type II Length Increase Factor to find the required length of full height in the Type II (perforated) wall based on the maximum opening height in that wall: 16.5' x 1.11 = 18.3' req'd. OK since we have a total of 26 feet of fully sheathed wall without openings. Need hold-downs at each end of the wall. Wall A-2: Same process is used since all of the same dimensions apply in our example: 26 x 1.11 = 28.9'. Since we only have 26 feet, we need to eliminate a window to increase the length of fully sheathed wall to 29' and we need hold-downs at each end of the wall. Perforated Example —Wall B: Wall B-1: 8' wall, maximum opening height of 5'-2", total wall length = 44', length of full height sheathing = 29' = 65% (29/44). Required length of full height sheathing = 8.9' x 1.22 (midway between 1.25 for 60% and 1.18 for 70%) = 10.8'. OK since we have 29'. Wall B-2: 8' wall, maximum opening height of 6'-8", percent full height sheathing same as Wall B-1 = 65% Required length of full height sheathing = 13.5 x 1.27 (again, midway between 60% and 70% values) = 17.1'. Again OK since we have 29'. So All walls evaluated in our example may be treated as segmented shearwalls or perforated shearwalls. But, if we choose segmented shear walls we need multiple sets of hold-downs in Walls A-2, B-1 and B-2, whereas if we choose perforated shearwalls we only need one set of hold-downs in each wall, but we must eliminate a window in wall A-2. My choice would be perforated shearwalls since it reduces the number of required hold-downs, especially if I nail the corners properly so I only need one hold-down at each corner. It generally makes sense to treat all walls fully sheathed with wood structural panels as a perforated shear wall. The capacity of the hold-downs has already been evaluated at Item 16. Item 21 — Short walls on sides of large openings: Walls adjacent to garage door openings, represent a special problem since the aspect ration (ratio of height of wall to width of wall) will generally be greater than that allowed by T. 3.17D. Therefore, the design must be altered to provide wider walls on each side of the garage door opening or you must use proprietary prefabricated shearwall panels installed in accordance with manufacturer's installation instructions on both sides of the garage door. Note that such panels may also be used in other walls where large openings and narrow segments of full-height sheathing are desired. Finally, THE END! Remember, this handout is not the code or the standard; it is simply one man's attempt to make sense of it all. Good Luck CRL, December 2,2004 FIRST DRAFT. Revised 12/16/04, 1/24/05,2/22/05 8 . . I 7 t ,-1 7 Pr2Av- -i ) • 1.,, ________________.. -.1-- M N ,.;•i\it-'._ -..criTy,4,4v-A,-;r., 1142,{2,r-1 12tAmt,i-iNiej _. I H i \ . . 4 ii- 6iv -- p_k•'\‘..,./ iN,..4 ..4' ( 'AA- yVIAL l-- rt,1 p-.5 L '‘EP..4 - -i a • :..? -- .E ' ALL --a. si 11-----<- 1-:!.....-161. to-•:(;E:- i, ---40;. e?6,4 ,-;`,6tV.1,:',"N IJAIL.. , (NI c.-..Aa 6ro ' - - AVeN/6 4 mow rum / I le. epii4 -,-. -.-,,,, * _, c:i ..., (0 ,1 ,,- a\•,_ .f:',,i --y4 ' -ci ' . 41 ;A ""T /Juni i:.4-..7-vt5 _ To 61T-Ar4 GANferiN4 prTIAL.• MU- ,-,,tel1101•1 477)P6 TV gr.-- -UPLIFT 9 . . . . // lii rD tAl,r----gkrreg6 © f:•;Y:f.1.:Al. HINA .,. 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(i,_---E-) ...,_ , . , ,,, .1/4. ,_ . ._ g. z 4- .7 . "� �` . \ `• \ , ---- - -.7.-_, E INI J ..-1 t a - \ \ \\=\ I ;•st --cf,,.. -q . t, . ,_.... , ,.._, , , , , , --.: , , \-\ _..„. ., ,, --...i\ J / .4, ,, a , ,.._ ---_,, CD & Ccc,.----__.) 4.1.. -- p.sz i 1 '`'§-- / \ ,p / 7 / I,' • 41 V-- -,k e.. / v%,”8, 1 Cr/• I Z, 1- - ' - / C 117/7=7,' . erf' -..N M 12 Town of Montville Building Department 310 Norwich-New London Tpke. Tel. 860-848-3030, Ext 382 Uncasville, CT 06382 Fax. 860-848-7231 CONSTRUCTION PERMIT APPROVAL Pc,22 — 4. e? es- .- Property Address 2- C Cr,/Q_A-cam-F— 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 IIIK Tax Collector 'Pte//—e--,— A cP/2 0A0 7 Signature/date Comments: ❑ WPCA, Administrative t Signature/date Comments: ❑ WPCA, Operations Signature/date Comments: E Planning &Zonin4g �� /3� 07 l` Signature/r date / Comments: 7,t,�,, ,.0? 7136 r Health Department ?-36-o7 p Signature/date Comments: ❑ Department of Public Works F Signature/date Comments: ❑ State Dept. of Transportation (Structures over 100,000 sq.ft.or with more than 200 parking spaces-Official copy of STC Certificate of Operation required—per CGS 14-311) Signature/ date Comments: / /-2/, Fire Marsha ,d/4" �( f Signature/date Comments: Y\( 1 L L LSt_.(1 fen ( cviredAugust 5,2005 State of Connecticut 7A - 7B - 7c Workers' Compensation Commission ��• {} =� p e. DIRECTIONS trss �/ .r. DIRECTIONS DIRECTIONS for FILING FORMS 7A, 7B and 7C C4 sos Building Permit Requirements for Workers' Compensation Section 31-286b of the Workers' Compensation Act requires anyone who requests a building permit to first submit"proof of workers'compensation coverage for all of the employees who are engaged to perform services on the site of the construction project for which the permit was issued." The only exceptions to this law are the sole proprietor or property owner who will not be acting as general contractor or principal employer. What to give to the Building Official to obtain a Building Permit: 1. The General Contractor or Principal Employer must provide a written certificate of workers' compensation insurance for all of the employees on their project.This certificate may not be for liability, disability or any other type of insurance. 2. The Sole Proprietor or Property Owner who will not act as a general contractor or principal employer is not required to have workers'compensation coverage. In order to obtain the building permit, a FORM 7A should be completed and given to the building official. 3. The Sole Proprietor or Property Owner who will act as a general contractor or a principal employer must provide a written certificate of workers'compensation insurance for all of the employees on their project and must file a FORM 7B with the building official—OR he will sign a sworn notarized affidavit on FORM 7B, stating that he will require proof of workers'compensation insurance for all those employed on the job site. • 4. Th-e–General-Contractor or Principal Employer who has properly exclude himse f from coverage using the appropriate WCC form(see NOTE below)must file the FORM 7C with the building official.This form certifies that they have properly excluded themselves, and attests that they will require proof of workers'compensation insurance from every employee that works on the designated job site. NOTE: The general contractor or principal employer may exclude himself from workers'compensation coverage by filing one of the following forms with the appropriate Workers'Compensation Commission district office: Form 6B for employees who are Officers of a Corporation or Managers/Members of an LLC Form 6B-1 for employees who are Members of a Partnership Town of Montville Building Department Residential Accessory Structure Plan Review Form Date: 9/.7/,0 7 Job Address: fc2 P r l/'S D l r. v t Job Description: 0 Car l�R/err --z""Your permit application is being rejected for the items checked off or commented on. The required information must submitted for review(two sets are required) (C.G.S.29-252x) This list is offered as a guideline only. It is not meant to be all-inclusive for every permit application,nor is it meant to take the place of the State Building Code. SUPPORTING DOCUMENTATION SITE PLAN Permit application not completed Plans required „.....k" Permit fee due$ 51 2/, 0 / Plans do not match the building plans * Permit fee to be calculated Finish floor elevation not indicated Worker's comp.affidavit or workers comp.certificate to be submitted Distance from the property line(s)to the structure not identified Copy of contractor's registration or license required Structure dimensions not provided far Construction permit sign-off sheet required with appropriate approvals,it shall Existing and proposed contours are not provided or insufficient be the applicant's responsibility to obtain the required signatures Footing drain discharge not identified Affidavit required from the bolder of the registration or ho- e.authorizing you Utilities not provided(electrical,phone,cable,sewer,waltz,gas) to apply for apermit with their information Delineation of flood hazard areas and design flood elevation is required per Provide supporting documentation to show compliance with the 2003 IECC section RI 06.1.3 (www.enceycodes.gov)OR Private sewage disposal system to be identified along with all technical and soil • One-and Two-Family Dwellings with<15%glazing arca to conform to the data as per section R106.2.1 requirements of section NI 102.1 Grading is to slope away from the building,provide more detailed information • Townhouses with<25%glazing area to confirm to the requirements of Plan submitted is not the same plan that has been approved by the Zoning section NI 102.1 Department and/or Health Department Two sets of construction documents required, this includes all engineering Retaining wall—construction documents required data,calculations and all other documentation(RI06.1) Retaining wall documents required to be stamped and signed by a Connecticut Documents are copyright protected,provide original plans or a letter from the Registered Professional Engineer designer a tr.onzing . .i..'cation o I. Field set of the approved construction documents are required to be picked up FOUNDATION from our office and must be available on site dining all inspectionsNo plans submitted or insufficient information ctioa documents o s.i cent c army to in. c. +:E'}ocation, Dimensions required nature and extent of the work proposed as per section RI 06.1.1 Wall thickness not identified Construction documents do not match the orientation of the structure on the Footing size not identified site plan Frost protection not identified or is insufficient Column type,size,spacing not identified or insufficient WIND LIMITATIONS Waterproofing details not provided or insufficient Submit supporting data to show conformance with the wind limitations (3 Pier type,size and anchor details not provided or insufficient second gust @ 110 mph) Engineered foundation plan required Design publication needs to be id ratified(WFCM,chapter 3;WFCM,chapter Crawl space ventilation,location,type and size not provided or insufficient 2;ASCE 7-2002;SSTD10-99) Crawl space access,location and size not provided or insufficient Documents required to be stamped and signed by a CT registered Professional Engineer Documents must be designed to either WINDOWS&DOORS Door sizes not identified • Wood Frame Construction Manual,2001 edition Window size&type not.identified • ASCE 7—2002 edition Window header size not identified or insufficient • SSTD 10—1999 edition Door header size not identified or insufficient Documents required to be stamped and signed by a CT registered Professional Engineer if based on ASCE 7-02 or WFCM chapter 2 GARAGE and CARPORTS Shearwalls not identified on the construction documents or are insufficient No plan submitted or insufficient information provided Shearwall calculations required Building section required Ridge connection not identified or insufficient Opining protection between the garage and residence is not identified or Roof-to-wall connection not identified or insufficient insufficient per section R309.1 Wall-to-wall connection not identified or insufficient Separation between the garage and the residence is not identified or insufficient Wall-to-sill connection not identified or insufficient per section R309.2 Provide engineering data for the piers to resist gravity,lateral,shear and uplift loads,stamped and signed by a CT licensed design professional ELEVATIONS. �• Hold-down devices,location and type not identified or insufficient No plans submitted or insufficient information Foundation anchor spacing not identified or insufficient Plans do not match the floor plans Construction documents do not match the engineering data submitted Finish grade not identified or does not match the site plan I Cold-formed steel framing shall be designed in accordance with COFS/PM- Building beight(s)not identified 2001 edition Dimension height of chimney Roof pitches not identified Z,evised9Hay 4,2007 • , t, i I� 1 . ROSEBURG ( ,,,i , , ,..,,, ! • , , , . ... FOREST PRODUCTS ENGINEERED WOOD PRODUCTS ,..._ . . ,i Ii /// /Am' I - i \\ i`.,i. DESIGN GUIDE x.-- ►g . ,11: yN � ,, , ,..... r' -- + y- v .., • 't,..\ 't.Z. G--, Ilk \ .1 ` y _.n a.,i.ra ..=.sm=a z.....+a..,e.emr ", 9i'Y" -v - w..,"' _ `` „. ...._ �— , � � of � !� �- •,; �" c. r ` it i:' • 1 ✓r1 \ ' ,' 0 , ",./ . ,,,,, ... , A' _ r i - „ a „c.-. .11(‘-‘ ::.11111111:;. i rid i tiej--Li :!.,(4.- . . 'kr, 1 I I: .;,,.4 ! , 1 N IA 1, - 1 . - . - i .. t If .—irs, ,-; , _ �„ � PRO IIR .., i I ) , 1,,,..„ . I .: II(411/4 , 1 4 I •ill t. i I € �/� ; r 4 , , , , \''''0,•- 4 t , I , , 11, .0eA ,, . , f k 4,,, ,,,, . -•,,f_ ii:iii:_ilik5.,-.-::.,. , -:; .,-,1 3 —__ .L . ► ROSEBURG FRAMING SYSTEM® tf) or APPAPP . .... quality engineered wood products for today's builder° j ALLOWABLE . -c, ,, i, FLOOR SPANS _ .0 . .... ALLOWABLE CLEAR SPANS FOR RFPI-JOISTS-40 PSF LIVE LOAD AND 10 PSF DEAD LOAD Roseburg 40/10 SIMPLE Span 40/10 MULTIPLE Span 0 APA PRI - Designation 12"o.c. 16"o.c. 19.2"o.c. 24"o.c. 12"o.c. 16"o.c. 19.2"o.c. 24"o.c. Ems 91/2"RFPI 20 91"PRI 20 16'-7" 15'-2" 14'-4" 13'-5" 18'-1' 16'-6" 15'-7" 13'-5" .w . 9' "REP!30 91"PRI 30 17'-1" 15'-8" 14'-10" 13'-10" 18'-7" 17'-0" 16'-1" 15'-0" 91"RFPI 40 911"PRI 40 18'-0" 16'-5" 15'-6" 14'-6" 19'-7" 17'-11" 16'-4" 14'-7" 91"RFPI 50 91"PRI 50 17'-10" 16'-4" 15'-5" 14'-5" 19'-5" 17'-9" 16'-9" 15'-7" rl 91"REP!70 Not Available 19'-3" 17'-7" 16'-7" 15'-6" 21'-0" 19'-2" 18'-1" 16'-10" 111/4""RFPI 20 117A"PRI 20 19'-11" 18'-2" 17'-2" 16'-0" 21'-8" 19'-7" • 16'-9" 13'-5" 11'A"REP!30 11%"PRI 30 20'-6" 18'-9" 17'-8" 16'-6" 22'-4" 20'-5" 18'-10" 15'-0" i,1J 111/4"RFPI 40 111/2"PRI 40 21'-5" 19'-7" 18'-6" 16'-8" 23'-5" 20' 5" 18'-7" 16'-7" • 111/2"RFPI 50 11%A"PRI 50 21'-4" 19'-6 18'-5" 17'-2" 23'-3" 21'-2" 20'-0" 16'-1" D 111/2"RFPI 70 111/48"PRI 70 23'-0" 21'-0" 19'-10" 18'-6" 25'-1" 22'-'10" 21'-7" 18'-6" Lt ' 111/2"RFPI 90 111/4"PRI 90 25'-8" 23'-4" 22'-0" 20'-5" 27'-11" 25'-5" 23'-11" 22'-2" r 14"RFPI 40 14"PRI 40 24'-4" 22'-3" 20'-6" 18'-4" 25'-11" 22'-5" 20'-5" 18'-3" 14"-RFPI 50 14"PRI 50 24'-4" 22'-2" 21'-0" 19'-7' 26'-6" 24'-2" 20'-2" 16'-1" r 14"RFPI 70 14"PRI 70 261_I" _ - 23'-10" 22'-6" 20'-11" 28'-5" 25'-11" • 23'-2" 18'-6" 14"RFPI 90 1 14"PRI 90 29'-1" 26'-5" 24'-11" 23'-2" 31'-8" 28'-10" 27'-1" 25'-2" O 16"RFPI 40 I 16"PRI 40 26'-11" 24'-3" 22'-1" 19'-9" 27'-11" 24'-2" 22'-0" 19'-8" 16"RFPI 50 1. 16"PRI 50 , 27'-0" 24'-8" 23'-4" 20'-2" 29'-5" 24'-3" - 20'-2" 16'-1" 16"RFPI 70 16"PRI 70 29'-0" 26'-5" 24'-1 1" 23'-1" 31'-7" 27'-10" 23'-2" 18' 6" 16"RFPI 90 I 16"PRI 90 32'-2" 29'-3" 27'-7" 25'-7" 35'-1" 31'-10" 30'-0" 26'-7' ALLOWABLE CLEAR SPANS FOR RFPI-JOISTS-40 PSF LIVE LOAD AND 20 PSF DEAD LOAD > Roseburg 40/20 SIMPLE Span 40/20 MULTIPLE Span Designation APA PRI 12"o.c. 16"o.c. 19.2"o.c. 24"o.c. 12"o.c. 16"o.c. 19.2"o.c. 24"o.c. 91/"REP!20 91/2"PRI 20 16'-7" 15'-2" 14'-4" 12'-10" ' 18'-1" 15'-8" . 13'-11" 11'-1" ("" 9'k"RFPI 30 91/2"PRI 30 17'-1" 15'-8" 14'-10" 13'-10" 18'-7" 17'-0" 15'-8" 12'-6" 9'A"RFPI 40 91"PRI 40 18'-0" 16'-5" 14'-11" 13'-4' 18'-11' 16'-4" 14'-11" 13'-3" rn 91/2"RFPI 50 91"PRI 50 17'-10" 16'-4" 15'-5" 14'-5" 19'-5" 17'-9" 16'-9" 13'-5" 91/2"RFPI 70 Not Available 19'-3" 17'-7" 16'-7" 15'-6" 21'-0" 19'-2" 18'-1" ' 14'-9' 11/"RFPI 20 111/2"PRI 20 19'-11" 17'-11" 16'-4" 13'-8" 20'-8" 16'-9" 13'-11" 11'-1" 111"RFPI 30 111A"PRI 30 20'-6" 18'-9" 17'-8" 15'-7" 22'-4" • 18'-10" 15'-8" 12'-6" -n 111/4"RFPI 40 111/2"PRI 40 21'-5" 18'-8" 17'-1" 15'-3" 21'-6" 18'-7" 17'-0" 15'-2" 111/4"RFPI 50 111/4"PRI 50 21'-4" 19'-6" 18'-5" 16'-9" 23'-3" 20'-2" . 16'-9" 13'-5" r- 111/4" 11%'RFPI 70 111/4"PRI 70 23'-0" 21'-0" 19'-10" 18'-6" 25'-1" 22'-10" 19'-3" 15'-4" 111/2"REP!90 111/2"PRI 90 25'- 8" 23'-4" 22'-0" 20'-5" 27'-11" 25'-5" 23'-11" 22'-2" O 14"RFPI 40 14"PRI 40 23'-9" 20'-6" 18'-9" • 16'-9" 23'-8" 20'-5" 18'-8" I 16'-5" 14"RFPI 50 • 14"PRI 50 ' 24'-4" 22'-2" 21'-0" 16'-9" 26'-6" 20'-2" 16'-9" 13'-5" 14"RFPI 70 14"PRI 70 26'-1" 23'-10" 22'-6" 19'-2" 28'-5" 23'-2" 19'-3" 15'-4" O 14"RFPI 90 I 14"PRI 90 29'-1" 26'-5" 24'-11" 23'-2" 31'-8" 28'-10" 27'-1" 22'-2" 16"RFPI 40 16"PRI 40 25'-7" 22'-1" 20'-2" 18'-0" 25'-6" 22'-0" 20'-1" 16'-5" 16"RFPI 50 16"PRI 50 27'-0" 24'-8" 2V-0" 16'-91 27'-0" 20'-,2" 16'-,9" '13'-5" X) 16"RFPI 70 16"PRI 70 '29'-0" 26'-5" 24'-0" 19'-2" 30'-11" 23'-2" 19'-3" 15'-4" 16"RFPI 90 16"PRI 90 32'-2" 29'-3" 27'-7' 23'-2" 35'-1" 31'-10" 27'-9" 22'-2" Notes: •Clear span is the clear distance between the face of supports. •Spans ore based on composite action with glued-nailed sheathing meeting (f) •Spans ore based on uniform loads as shown above.Use RFP-KeyBearrt® the following APA requirements: sizing software for other loading. Min.Thickness Span Rating Joist Spacing •Web stiffeners are not required to develop spans but may be required -0 Rand yy," 140/20) 19.2"or less for hangers. Sheathing "3k' •Maximum deflection is limited to L/480 for live load and L/240 for • (48/24) 24'or less Rated 1°h'" 20"o.c. 19.2"or less • total load. Sturd-1 Floor •A minimum of 13/4"is required for end bearing,31/x"for• "h'" 24"o.c. 24"or less intermediate bearing. RIaIDRooM 'Is" 32'o.c 24"or less y Adhesives shall meet APA Specification AFG-01 or ASTM D3498. Spans shall be reduced by 12 inches when floor sheathing is nailed only. t 11 40 13 tit L A$ EMrr N-r ? 5 ' ' A t0 . 04. 50 _ 575 T-/ t_ t 0 5 n. .4 0 -4 i o �.. L_ 3 - r 3/.4" C/e" t_. . 8 5 a -- - - - - - - -- 519, L XE C3E'.6,Ptet r tit 13ASE iEN-r b { .5 PA J 5O = (a5 -r / t. 1 '2. x .40 = -480 3 - ► 3/4" ...L. . 5 T/ t_ 'i` P- t tD (.7 t3 e" 1-f 2.4 ' v' PAN r 2. 04.. -4 S = Ca a 6 Z s. 3 2) = 3 —__-- 3 `1 2:' I' 8" t... L.- = - 3 � _ 1!� P— flSCA 1-i 1d4 ' 5P#A1P4 � 3 .4b = (o SO -r I 3 " 3 Z, = 4 t to t_ / '/7t" n r t '/8" S... v. t._ . 9 z.q T � 1=t art L. ALLOWABLE UNIFO R.M LOAI )S - iFLOOR 100 ". 0 ALLOWABLE UNIFORM LOADS*-POUNDS PER LINEAL FOOT- 1%" 1.8E RIGIDLAM LVL Q 3-Ply 1%"RIGIDLAM LVII11 4-Ply 1W'RIGIDLAM LVLI1s Span((t) Depth 91" 916" 111/." 11%" 14" 16" 18" 91/4 916" . 111/." 11%" 14" 16" 18" ra LL 1 - - - - - - - - - - - - - - 6 11. 3085 3191 3975 4276 5387 6583 7956 4113 4254 5300 5701 7183 8778 10609 BRG I 2.5/6.3 2.6/6.5 3.3/8.1 3.5/8.8 4.4/11 5.4/133 6.5/16.3 2.5/6.3 2.6/6.5 3.3/8.1 3.5/8.8 4.4/11 5.4/13.5 63/16.3 Pi LL - - - - - - - - - - - - - , - 7 TI 2548 2632 3250 3483 4334 5226 6222 3397 3509 4333 4644 5779 6968 8295 BRG , 2.4/6.1 23/6.3 3.1/7.8 3.3/8.3 4.1/10.4 5/12.5 5.9/14.9 2.4/6.1 2.5/6.3 3.1/7.8 3.3/8.3 4.1/10.4 5/123 5.9/14.9 U. 1803 1954 - - - - - 2405 260511. 8 j TL 2083 2190 2748 2938 3625 4332 5106 2777 2920 3663 3917 4833 5776 6809 ".BRG 2.3/5.7 2.4/6 3/7.5 3.2/8 4/9.9 4.7/11.8 5.6/14 2.3/5.7 2.4/6 3/7.5 3.2/8 4/9.9 4.7/11.8 5.6/14 QQ LL 1267 1372 2279 - - - - 1689 1829 3038 - - - - 9 TL 1643 1727 2374 2540 3114 . 3698 4329 2191 2303 3166 3386 4152 4930 5772 BRG , 2/5.1 2.1/5.3 2.9/7.3 3.1/7.8 3.8/9.6 4.6/11.4 5.3/13.3 2/5.1 2.1/5.3 2.9/7.3 3.1/7.8 3.8/9.6 4.6-/11.4 5.3/13.3 U. 923 1000 1661 1954 - - - 1231 1334 2215 2605 - - - , 10 TL 1328 1397 1920 2126 2729 3225 3756 . 1771 1863 2560 2835 3638 4300 5009 BRG 1.8/4,6 1.9/4.8 2.6/6.6 2.9/7.3 3.7/9.3 4.4/11 5.1/12.9 1.8/4.6 1.9/4.8 2.6/6.6 ' 2.9/7.3, 3.7/9.3 1.4/11 5.1/12.9 -n U. 694 752 1248 . 1468 - - - 925 1002 1664 1957 - - - 11 T1. 1028 1115 1584 1754 2391 2859 3317 1371 1486 2113 2339 3189 3812 4422 73 BRG , 1.6/3.9 1.7/4.2 2.4/6 2.6/6.6 3.6/9 4.3/10.8 5/12.5 1.6/3.9 1.7/4.2 2.4/6 2.6/6.6 3.6/9 4.3/10.8 5/12.5 .. Re LL 534 579 961 1131 1853 - - 712 772 1282 1507 2470 - - I- 12 TL 789 856 1329 1472 2007 2567 2969 1053 1141 1772 1962 2675 3423 3959 BRG 1.5/3.3 1.5/3.5 2.2/5.5 2.4/6.1 3.3/8.3 4.2/10.6 4.9/12.2 1.5/3.3 13/3.5 2.2/5.5 2.4/6.1 3.3/8.3 4.2/10:6 4.9/12.2 LL 420 455 756 _ _ 889 1457 2175 - 560 607 1008 1186 1943 ; 2900 n 13 TL 618 670 1119 •1252-- 4707 ' '2195 2687 824 ' 894 1492 1669 2276 2927 3582 �•J BRG 1.5/3 1.5/3 2/5 2.2/5.6 3.1/7.6 3.9/9.8 4.8/12 13/3 13/3 2/5 2.2/5.6 3.1/7.6 3.9/9.8 4.8/12 LL 337 365 605 712 1167 1741 - 449 486 807 949 1556 2322 - 14 Ti. 493 534 893 1052 1469 1890 2360 657 712 1191 1403 1959 2520 3146 BRG 1.5/3 1.5/3 1.7/4.3 2/5.1 2.8/7.1 3.6/9.1 4.5/11.3 1.5/3 1.5/3 1.7/4.3 2/5.1 2.8/7.1 3.6/9.1 4.5/11.3 tJ U. 274 296 492 579 949 1416 2016 365 395 656 772 ' 1265 1888 2688 15 11 398 432 724 853 1278 1644 2052 531 576 965 1137 1703 2192 2737 BRG , 1.5/3 1.5/3 1.5/3.8 1.8/4.4 2.6/6.6 3.4/83 4.2/10.6 13/3 13/3 1.5/3.8 1.8/4.4 2.6/6.6 3.4/8.5 4.2/10.6 U. 225 244 406 477 782 1167 . 1661 301 326 541 636 1042 1556 2215 73 4 16 Ti. 326 354 594 700 1121 1442 1801 435 472 791 933 1494 1923 2401 BRG 1.5/3 1.5/3 1.5/3.3 1.6/3.9 2.5/6.2 3.2/8 4/9.9 1.5/3 1.5/3 1.5/3.3 1.6/3.9 2.5/6.2 3.2/8 4/9.9 LL 188 204 338 398 652 973 1385 251 271 451 530 869 1297 1847 17 TL 270 293 492 581 959 1275 1593 360 391 657 775 1279 1700 2124 BRG 1.5/3 1.5/3 1.5/3 1.5/3.4 2.3/5.7 3/7.5 3.7/9.3 1.5/3 1.5/3 1.5/3 1.5/3.4 2.3/5.7 3/7.5 3.7/9.3 U. 158 172 285 335 549 819 1167 211 229 380 447 732 1093 1556 18 TL 225 245 412 487 805 1135 1418 300 326 550 649 1073 1513 1891 BRG 1.5/3 1.5/3 1.5/3 1.5/3.1 2/5 2.8/7.1 3.5/8.8 1.5/3 1.5/3 1.5/3 1.5/3.1 . 2/5 2.8/7.1 3.5/8.8 LI 135 146 242 285 467 697 992 179 194 323 380 622 929 1323 19 TL 190 206 349 412 682 1017 1270 253 275 465 549 909 1355 1694 7 BRG 1.5/3 1.5/3 1.5/3 1.5/3 1.8/4.5 2.7/6.7 3.3/8.4 1.5/3 13/3 1.5/3 1.5/3 1.8/4.5 2.7/6.7 3.3/8.4 L LL 115 125 208 244 400 597 851 154 167 277 326 534 x 796 1134 20 TL 161 175 297 , 351 582 875 1144 215 233 396 • 468 . 776 1167 1526 BRG 1.5/3 1.5/3 1.5/3 13/3 1.6/4.1 2.4/6.1 3.2/7.9 1.5/3 1.5/3 1.5/3 1.5/3 1.6/4.1 2.4/6.1 3.2/7.9 U. 100 108 179 211 346 516 735 133 144 239 281 461 688 980 21 TL 137 150 254 301 500 753 1036 183 199 339 401 667 1004 1381 BRG 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.7 2.2/5.5 3/7.6 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.7 2.2/5.5 3/7.6 T LL I 87 94 156 183 301 449 639 116 125 208 245 401 598 852 22 TL 1 118 128 219 260 433 652 935 157 171 292 346 577 870 1246 BRG , 1.5/3 1.5/3 1.5/3 13/3 1.5/3.4 2/5 2.9/7.2 1.5/3 ' 1.5/3 1.5/3 1.5,/3 1.5/3.4, 2/5 2.9/7.2 U. 76 82 137 • 16i 263 393 559 101 ' 110 182 214 351 524 746 23 TI 102 111 190 225 376 568 815 136 148 253 300 502 758 1087 BRG 13/3 1.5/3 13/3 1.5/3 1.5/3.1 1.8/4.6 2.6/6.6 13/3 13/3 1.5/3 1.5/3 13/3.1 1.8/4.6 2.6/6.6 U. 67 72 120 141 232 346 492 89 96 160 188 309 461 656 24 1L 88 96 165 196 329 498 715 117 128 221 262 439 663 953 XI BRG 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.7/4.2 2.4/6 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.7/4.2 2.4/6 U. 59 64 106 125 205 306 435 79 85 142 167 273 408 581 25 TL 77 84 145 172 289 438 630 102 111 193 229 385 584 839 BRG 13/3 13/3 1.5/3 13/3 1.5/3 1.6/3.9 2.2/5.6 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.6/3.9 2.2/5.6 U. 53 57 95 111 182 272 387 70 76 126 148 243 363 516 26 11 i 67 73 127 151 255 387 557 89 97 169 Z02 340- 516 743 BRG 1 1.5/3 1.5/3 1.5/3 13/3 1.5/3 1.5/3.6 2.1/5.1 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.6 2.1/5.1 LL 47 51 84 99 163 243 346 63 68 113 132 217 324 461 27 TL 1 58 64 112 133 226 343 495 78 85 149 178 301 458 660 BRG I 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.3 1.9/4.8 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.3 1.9/4.8 U. I 42 46 76 89 146 218 310 56 61 101 119 194 290 413 r- 28 28 Ti. i 51 56 99 118 200 306 441 68 75 132 157 ' 267 407 588 BRG I 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.1 1.8/4.4 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.1 1.8/4.4 U. 38 41 68 80 131 196 279 50 55 91 107 175 261 372 O 29 TL 45 49 87 105 179 273 395 60 65 117 139 238 364 526 BRG 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.7/4.1 ' 1.5/3 13/3 1.5/3 1.5/3 1.5/3 r1.5/3 1.7/4.1 LL ' 34 37 62 72 119 177 252 46 49 82 96 1 158 236 336 lb 30 TL 39 43 78 93 159 244 354 52 57 103 124 213 326 473 BRG 1.5/3 1.5/3 1.5/3 13/3 1.5/3 1.5/3 1.5/3.9 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 13/3 1.5/3.9_ 'Can be applied to the beam in addition to its own weight.Simple or multiple beam spans. Key to Table: 0 LL=Maximum live load- limits deflection to L/360 TL=Maximum total load-limits deflections to L/240 , BRG=Required end/interior bearing length(inches),based on bearing stress of 700 psi. (1) See page 47 for details on attaching multiple-ply members. C/) • 49 ALLOWABLE UNIFORM LOAL)S SNOW115 % • • ALLOWABLE UNIFORM LOADS*-POUNDS PER LINEAL FOOT-2.0E RIGIDLAM LVL 1%"RIGIDLAM LVL 3W'RIGIDLAM LVL Span(ft) Depth 9W' 9W' 113" 111/4" 14" 9+/." 9W 111/4" 111,4" 14" 16" 18" LL - - - - - 6 TI. 9183 1224 1525 1640 2066 2366 2448 3049 3279 4132 5049 6102 BRG 2.7/6.8 2.8/7 3.5/8.7 3.8/9.4 4.7/11.8 2.7/6.8 2.8/7 3.5/8.7 3.8/9.4 4.7/11.8 5.8/14.5 7/17.5 LL - - - - 7 11 977 1010 1246 1336 1662 1955 2019 2493 2672 3325 4009 4772 BRG 2.6/6.5 2.7/6.8 3.3/8.3 3.6/8.9 4.4/11.1 2.6/6.5 2.7/6.8 3.3/8.3 3.6/8.9 4.4/11.1 5.4/13.4 6.4/16 LL - - - - - 8 TL 832 859 1054 1127 1390 1665 1718 2108 2254 2781 3323 3917 BRG 2.5/6.4 2.6/6.6 3.2/8.1 3.5/8.6 4.3/10.6 2.5/6.4 2.6/6.6 3.2/8.1 3.5/8.6 4.3/10.6 5.1/12.7 6/15 LL - - - - a - - - - - - 9 TL 704 740 , 913 974 1195 1407 1480 1826 1949 2389 2837 3321 BRG 2.4/6.1 2.6/6.4 3.1/7.9 3.4/8.4 4.1/10.3 2.4/6.1 2.6/6.4 3.1/7.9 3.4/8.4 4.1/10.3 4.9/122 5.7/14.3 LL 513 556 - - - 1026 1111 - 10 Ti 569 598 805 858 1047 1138 1197 1610 1716 2094 2475 2882 . BRG 2.2/5.5 2.3/5.7 3.1/7.7 3.3/8.2 4/10 .2.2/5.5 2.3/5.7 3.1/7.7 3.3/8.2 4/10 4.7/11.9 53/13.8 LL 385 , 418 .- - - 771 835 - 11 TL 470 494 679 752 932 939 988 1358 1503 1863 2194 2545 BRG 2/5 2.1/5.2 2.9/7.2 3.2/7.9 3.9/9.8 2/5 2.1/5.2 2.9/7.2 3.2/7.9 3.9/9.8 4.6/11.6 5.4/13.4 LL 297 322 , 534 628 - 594 643 1068 1256 12 TI. 392 414 570 631 839 784 829 1139 1261 1678 1970 2279 BRG 1.8/4.5 1.9/4.8 2.6/6.6 2.9/7.3 3.9/9.7 1.8/4.5 1,9/4.8 2.6/6.6 2.9/7.3 3.9/9.7 4.5/11.3 5.2/13.1 LL 233 253 420 494 - 467 506 840 988 13 Ti. 307' 333 ' 485 537 732' 615 666 969 1073 1463 1788 2062 BRG 1.5/3.9 1.7/4.2 2.4/6.1 2.7/6.7 3.7/9.1 1.5/3.9 1.7/4.2 2.4/6.1 2.7/6.7 3.7/9.1 4.5/11.2 5.1/12.9 LL 187 203 336 396 - 374 405 673 791 14 TL 245 266 417 462 ' 630 490 532 834 924 1260 1620 1883 BRG 1.5/3.3 13/3.6 2.3/5.6 2.5/6.2 3.4/8.5 1.5/3.3 1.5/3.6 2.3/5.6 2.5/6.2 3.4/8.5 4.4/10.9 5.1/12.7 LL 152 165 273 322 527 304 329 547 643 1054 15 TL 199 215 360 402 548 397 431 719 804 1096 1410 1732 BRG 1.5/3 1.5/3.1' 2.1/5.2 2.3/5.8 3.2/7.9 1.5/3 1.5/3.1 2.1/5.2 2.3/5.8 3.2/7.9 4.1/10.2 5/12.5 • LL (25 136 225 265 434 250 271 451 530 868 - 16 TL 163 177 295 348 481 326 353 591 696 962 1237 1545 1111 BRG 1.5/3 1.5/3 1.8/4.6 2.2/5.4 3/7.4 1.5/3 1.5/3 1.8/4.6 2.2/5.4 3/7.4 3.8/9.5 4.8/11.9 LL 104 113 188 221 362 209 226 376 442 724 1081 17 TL 135 147 246 289 425 279 293 491 579 851 1094 1366 BRG 1.5/3 1.5/3 1.6/4,1 1.9/4.8 2.8/7 1.513 1.5/3 1.6/4.1 1.9/4.8 2.8/7 3.6/9 4.5/11.2 LL 88 95 158 186 305 176 191 316 372 610 910 18 TL 113 123 206 243 379 226 246 412 486 757 975 1217 BRG 1.5/3 1.5/3 1.5/3.6 1.7/4.3 2.6/6.6 1.5/3 1.5/3 1.5/3.6 1.7/4.3 2.6/6.6 3.4/8.5 4.2/10.6 LL 75 .. 81 . 135 158 259 150 162 269 316 519 774 19 Ti 96 104 174 206 339 191 • 208 349 412 678 873 1091 . BRG 1.5/3 1.5/3 1.5/3.2 1.5/3.8 2.5/62, 1.5/3 . 1.5/3 1.5/3.2 1.5/32_ 2.5/6.2 3.2/8 4/10 LL 64 69 115 136 222 128 139 231 " '271 - 445 ' 664 945 20 Ti. 81 88 149 176 290 163 177 298 351 581 787 983 BRG 1.5/3 ., 1.5/3 1.5/3 1.5/3.4 2.3/5.6 1.5/3 1.5/3 1.5/3 1.5/3.4 2.3/5.6 3.1/7.6 3.8/9.5 LL 55 60 100 117 192 111 120 199 234 384 573 816 21 TL 70 76 128 151 250 140 152 256 302 500 712 890 BRG 1.5/3 1.5/3 , 1.5/3 1.5/3.1 2/5.1 13/3 1.5/3 1.5/3 1.5/3.1 2/5.1 2.9/7.3 3.6/9.1 c' LL 48 52 87 102 167 96 104 173 204 334 499 710 22 IL 60 65 111 131 217 120 131 221 261 433 648 810 a , BRG 1.5/3 1.5/3 1.5/3 1.5/3 1.9/4.7 1.5/3 1.5/3 1.5/3 1.5/3 1.9/4.7 2.8/6.9 3.5/8.6 LL 42 ' 46 76 89 146' 84 91 152 178 292 436 621 23 Ti 52 57 96 114 189 104 113 192 227 378 568 739 BRG 1.5/3 1.5/3 13/3 1.5/3 1.7/4.3 1.5/3 1.5/3 1.5/3 1.5/3 1.7/4.3 2.5/6.4 3.3/8.3 U. 37 40 67 79 129 74 80 134 157 257 384 547 24 T1 45 49 84 99 165 91 99 168 199 331 498 678 3 - BRG 13/3 1.5/3 1.5/3 1.5/3 1.6/3.9 1.5/3 1.5/3 1.5/3 1.5/3 1.6/3.9 2.3/5.9 3.2/7.9 LL 33 36 59 69 114 66 71 118 139 228 340 484 25 Ti e40 43 74• 87 146 79 87 148 175 291 439 623 BRG 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.6 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.6 2.2/5.4 3/76 LL 29 32 53 62 101 58 63 105 124 202 302 430 26 TL 35 38 65 77129 70 76 130 154 258 389 558 BRG 1.5/3 1.5/3 1.5/3 13/3 1.5/ 3.3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.3 2/5 2.8/7.1 LL 26 28 47 55 90 52 56 94 110 181 270 384 27 TL 31 33 58, 68 114 61 67 • 115 137 229 346 496 BRG 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.1 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.1 1.8/4.6 2.6/6.6 LL 23 25 42 49 81 47 51 84 99 162 242 344 28 TL 27 30 51 61 '102 54 59 102 121 204 308 443 ra . BRG 1.5/3 1.5/3 '1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 13/3 1.5/3 1.5/3 1.7/4.3 2.4/6.1 LL 21 23 38 45 73 42 46 76 89 146 218 310 29 TL 24 26 46 54 91 48 52 91 108 182 276 398 BRG 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.6/4 2.3/5.7 LL 19 21 34 40 66 38 41 68 80 132 197 280 30 TL 21 23 41 48 82 43 47 81 97 163 248 358 iil BRG 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.7 2.1/5.3 0. 'Can be applied to the beam in addition to its own weight.Simple or multiple beam spans. Key to Table: LL=Maximum live load- limits deflection to L/240 TL=Maximum total load-limits deflections to L/180 BRG=Required end/interior bearing length(inches),based do bearing stress of 750 psi. 1 11 ....,_ ,. , \ /':`‘ P. �. :.� Ni• AREA � '. 50 'BENCHMARK 71147. R�,', H1H#48 66'-4'PVC TRAVERSE POINT� - SDR35 SPIKE I 6R UND \J �: ELEV.= 73.27 - . 46 i� i. , - �. (TO BE ., • TN#14 SET) > 21 I / /.‘,. / 274,0 F.F.-VQ TH#23 o trA • ___.-- ---IL7G44:D______-_444_.... S 1 1 , , N., x .N......"._)! - - ► 8N - \ WF N \ \i1 S*4...0,01 N.....:,........ --•"://11 ----,:\ � ._ � 60' -- - 1i �� � ...- INSTALL do MAINTAIN CONTINUOUS UNE OF -_:_------- a. HAYBALES OR WHEELER PONG SILT FENCE o a• a a D NI h co PUBLIC ROAD--/ % 3 0 r• f .•l.. • i. • • ! .• C . i:•)•la •.;..'cells'. p••a*0.1..,••�••j• = 4 MIMMUM 1 • t6.6;1'-��... `• r•., •• :r:•1��.� FILTER FABRIC a 0 SPECIAL RIPRAP i Y STONE CONFORMING J Z D ANTI-TRAr wIMc pen