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23D-110 193FederalSt2 - 121109KeyBeam® Calculation 11/08/12 16:01:15 1 of 6 Keymark Engineering, Inc. 6707 Winchester Circle Boulder, Colorado 80301 Phone: 303-443-2068 EWPjobs@keymark.com All product names are trademarks of their respective owners. Copyright (c) 2012 by Simpson Strong-Tie Company, Inc. ALL RIGHTS RESERVED. This drawing is an integral part of a floor joist component document as defined in theattached General Notes. This drawing is not completewithout the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this drawing meets applicable design criteria for Loads, Loading Conditions, and Spanslisted on this sheet. This design assumes product installation according to themanufacturer's specifications. ---Keymark Engineering Cover Sheet Job :193FederalSt2 Confirmation # :1108180055 Contact Person :Bill Ingham Company Name :Roseburg Forest Products 7 Olde Plains Hollow South Hadley, MA 01075 Phone / Fax :4134273233 / 8772711080 Email :billi@rfpco.com;davea@rfpco.com Ship-To Contact :John Oleary Ship-To Company :7D Ship-To Phone / Fax :8008006894 / Ship-To Email :aguyot@keymark.com;davea@rfpco.com;plans@degol.com Member Information ( 1)- Girder G1-3.KYB ( 2)- Girder G3.KYB Comments KeyBeam® Calculation 11/08/12 16:01:15 2 of 6 Keymark Engineering, Inc. 6707 Winchester Circle Boulder, Colorado 80301 Phone: 303-443-2068 EWPjobs@keymark.com All product names are trademarks of their respective owners. Copyright (c) 2012 by Simpson Strong-Tie Company, Inc. ALL RIGHTS RESERVED. This drawing is an integral part of a floor joist component document as defined in theattached General Notes. This drawing is not completewithout the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this drawing meets applicable design criteria for Loads, Loading Conditions, and Spanslisted on this sheet. This design assumes product installation according to themanufacturer's specifications. ---Keymark Engineering Floor Joist, Beam, and Girder Component General Notes 1. FLOOR JOIST, BEAM, AND GIRDER COMPONENT DOCUMENT A Member Component Document is defined herein as being composed of a cover letter, this set of general notes, individual floor joist, beam, or girder design drawings. The cover letter lists the contents of the Member Component Document. Each sheet of this Member Component Document is an integral part of the whole, and shall be used only for the specific job name listed on the cover letter. This Member Component Document is the exclusive property of Keymark Engineering, and shall not be copied, transferred, or reproduced, in whole or in part, without the written consent of Keymark Engineering, Inc. Copyright Keymark Engineering, Inc. 2012, ALL RIGHTS RESERVED. 2. COMPONENT DESIGN This design is for an individual building member component and has been based on information provided by the client. The Member Component Designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications, and/or designs furnished to the Member Component Designer by the client and the correctness or accuracy of this information as it may relate to a specific project. The Member Component Designer accepts no responsibility and exercises no control with regard to fabrication, handling, shipment, and installation of member components. Each member component specified herein has been designed as an individual building component. Each component shall be incorporated as part of the building design by a Building Designer (registered architect or professional engineer, as applicable). The Building Designer shall review the design loading, member component geometry, and all other aspects of each component design to ensure that the data shown are in agreement with the local building codes, local climatic records for snow or wind loads, project specifications, or special applied loads. 3. FABRICATION NOTES Prior to fabrication, the fabricator shall review this Member Component Document to verify that this Member Component Document is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Fabrication of member components shall not proceed until the fabricator has certified drawings in hand. 4. PRECAUTIONARY NOTES Refer to the manufacturer's recommendations for instructions on handling, bundling, and delivery of the member components specified herein. 5. MODIFICATION OF COMPONENT MEMBERS Refer to the manufacturer's recommendations for instructions on allowable modifications of the member components specified herein. 6. MEMBER COMPONENT TO MEMBER COMPONENT CONNECTION DESIGN The design of any connections between member components and other member components is not provided with the component designs specified herein. Web stiffener requirements at hangered connections depend on the connection style and are not included in this design. Supported components attached to the side of this member with reactions greater than 400 lbs shall be attached in such a way to preclude twisting of this member. 7. MEMBER COMPONENT TO STRUCTURE CONNECTION DESIGN The design of any connections between the member component and other elements of the overall structure is not provided with the component designs specified herein. 8. UPLIFT REACTIONS Floor joists, beams or girders with multiple spans may generate uplift reactions due to gravity loads. The reactions shown in these calculations assume that all of the bearings are infinitely stiff. The Building Designer shall review all reaction forces and ensure that the structure can generate uplift reactions appropriately. 9. LATERAL BRACING CONDITIONS When the Lateral Bracing condition is stated as “Continuous”, this is defined as a lateral support for both the top of the member and the bottom of the member along the entire length of the member. It is important to note that the compression flange is therefore assumed to be always fully braced. KeyBeam® Calculation 11/08/12 16:01:15 3 of 6 Keymark Engineering, Inc. 6707 Winchester Circle Boulder, Colorado 80301 Phone: 303-443-2068 EWPjobs@keymark.com All product names are trademarks of their respective owners. Copyright (c) 2012 by Simpson Strong-Tie Company, Inc. ALL RIGHTS RESERVED. This drawing is an integral part of a floor joist component document as defined in theattached General Notes. This drawing is not completewithout the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this drawing meets applicable design criteria for Loads, Loading Conditions, and Spanslisted on this sheet. This design assumes product installation according to themanufacturer's specifications. ---Keymark Engineering 10. MULTI-PLY COMPONENTS Multi-ply components shall be connected together in accordance with the manufacturer's recommendations. 11. BEARING LENGTH The “Input Brg. Length” listed on the individual floor joist, beam, or girder design drawing is the actual length of bearing at that location. The “Minimum Brg. Length” on the individual floor joist, beam, or girder design drawing is the minimum required length of bearing at that location. The length of the bearing is measured along the length of the member. The width of the bearing is measured perpendicular to the length of the member. Each ply of the member shall be supported for the full member width, for the full required minimum length of the bearing. See detail below. 12a. POINT LOADS ON I-JOISTS for “KEYBEAM®” Point loads applied over a bearing are considered to be carried by the I-joist. Therefore the point loads over the bearings will be considered when evaluating the interior and end reactions. 12b. POINT LOADS ON I-JOISTS, BEAMS OR GIRDERS FOR "KEYBUILD® STRUCTURE" Point loads applied over a bearing are assumed in this calculation to be carried not by the I-joist, beam, or girder, but instead by rim board, squash blocks, or some other means. Therefore the point's loads over the bearings will not be considered when evaluating the interior and end reactions. 13. PONDING WARNING Where components are used in roof systems, these components have not been investigated for the effects of ponding. The Building Designer shall ensure that adequate drainage has been provided, and that the roof system as a whole is not susceptible to ponding. KeyBeam® Calculation 11/08/12 16:01:15 4 of 6 Keymark Engineering, Inc. 6707 Winchester Circle Boulder, Colorado 80301 Phone: 303-443-2068 EWPjobs@keymark.com All product names are trademarks of their respective owners. Copyright (c) 2012 by Simpson Strong-Tie Company, Inc. ALL RIGHTS RESERVED. This drawing is an integral part of a floor joist component document as defined in theattached General Notes. This drawing is not completewithout the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this drawing meets applicable design criteria for Loads, Loading Conditions, and Spanslisted on this sheet. This design assumes product installation according to themanufacturer's specifications. ---Keymark Engineering KeyBeam® 4.600dkmBeamEngine 4.600yMaterials Database 1396 7D 18614JPOChang Residence2nd Floor G1 - 3 10-26-12 3:35pm Seal: Massachusetts Member Data Description:Member Type: Girder Application: Floor Top Lateral Bracing: ContinuousBottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 12.5 PLF Filename: Girder G1.KY Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 12' 2.00" -53 -20 LiveReplacement Uniform (PLF) Top 0' 0.00" 12' 2.00" 6 2 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 2.00" 27 10 LiveReplacement Uniform (PLF) Top 0' 0.00" 12' 2.00" 40 20 Live Replacement Uniform (PLF) Top 0' 0.00" 12' 2.00" 560 280 Snow Point (LBS) Top 11' 9.38" 40 109 Snow 1 2 12 2 0 12 2 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Steel 3.500" 1.500" 5115# -350# 2 12' 2.000" Wall Steel 5.500" 1.500" 5264# -241# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Snow Dead 1 419#3237#1878# 2 419#3278#1987# Design spans 11' 6.750" Product: 2.0 RigidLam LVL 1-3/4 x 9-1/2 3 ply PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 350lbs at bearing 1 and ensure that the structure can resist appropriately. KeyBeam® Calculation 11/08/12 16:01:15 5 of 6 Keymark Engineering, Inc. 6707 Winchester Circle Boulder, Colorado 80301 Phone: 303-443-2068 EWPjobs@keymark.com All product names are trademarks of their respective owners. Copyright (c) 2012 by Simpson Strong-Tie Company, Inc. ALL RIGHTS RESERVED. This drawing is an integral part of a floor joist component document as defined in theattached General Notes. This drawing is not completewithout the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this drawing meets applicable design criteria for Loads, Loading Conditions, and Spanslisted on this sheet. This design assumes product installation according to themanufacturer's specifications. ---Keymark Engineering Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 14786.'# 23501.'# 62% 6' Total Load D+S Negative Moment 1013.'# 20436.'# 4% 6' Total Load D+LShear 4415.# 10898.# 40% 0.23' Total Load D+S Max. Reaction 5115.# 13781.# 37% 0' Total Load D+S TL Deflection 0.4743" 0.5781" L/292 6' Total Load D+SLL Deflection 0.3002" 0.3854" L/462 6' Total Load S Control: TL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table KeyBeam® Calculation 11/08/12 16:01:16 6 of 6 Keymark Engineering, Inc. 6707 Winchester Circle Boulder, Colorado 80301 Phone: 303-443-2068 EWPjobs@keymark.com All product names are trademarks of their respective owners. Copyright (c) 2012 by Simpson Strong-Tie Company, Inc. ALL RIGHTS RESERVED. This drawing is an integral part of a floor joist component document as defined in theattached General Notes. This drawing is not completewithout the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this drawing meets applicable design criteria for Loads, Loading Conditions, and Spanslisted on this sheet. This design assumes product installation according to themanufacturer's specifications. ---Keymark Engineering KeyBeam® 4.600dkmBeamEngine 4.600yMaterials Database 1396 7D 18614JPOChang Residence2nd Floor G3 10-26-12 3:33pm Seal: Massachusetts Member Data Description:Member Type: Girder Application: Floor Top Lateral Bracing: ContinuousBottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 18.4 PLF Filename: G2_08.kyb Other Loads Type (Description) Side Begin End Trib. Width Other Start End Dead Start End Category Replacement Uniform (PLF) Top 0' 0.00" 16' 0.75" 194 97 LiveReplacement Uniform (PLF) Top 0' 0.00" 16' 0.75" 219 109 Live 1 2 16 0 12 16 0 12 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift1 0' 0.000" Wall Steel 5.500" 1.500" 4872# -- 2 16' 0.750" Wall Steel 5.500" 1.500" 4872# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead13154#1718#2 3154#1718# Design spans 15' 3.500" Product: 2.0 RigidLam LVL 1-3/4 x 14 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 18624.'# 42281.'# 44% 8.03' Total Load D+LShear 4128.# 13965.# 29% 0.4' Total Load D+L Max. Reaction 4872.# 21656.# 22% 0' Total Load D+LTL Deflection 0.3265" 0.7646"L/562 8.03' Total Load D+L LL Deflection 0.2114" 0.5097"L/868 8.03' Total Load L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives