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