CS 19 ft 1.25in Girder CalcCS Structure™ 2018.9 [Build 16]
kmBeamEngine 2018.9.0.1
Materials Database 1572
KeiterParkHouseDeck - Level 8 12-16-20
7:24am
1 of 1
All product names are trademarks of their respective owners
Copyright (C) 2018 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED.
**Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer`s specifications.
Doug Hodgins
rk Miles Inc.
21 West St.
West Hatfield Ma.
Member Data
Description: CalcG1 Member Type: Girder Application: Floor
Comments: rim girder calc Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.250" max. LL
Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 12.5 PLF
Filename: C:\KMW\JOBS\
Other Loads
Type
(Description) Side Begin End
Trib.
Width
Other
Start End
Dead
Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 19' 1.25" 592 59 Live
1 2 3
6 4 8 12 8 12
19 1 4
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate (425psi) N/A 1.500" 1671# -1222#
2 6' 4.500" Wall SPF Plate (425psi) N/A 3.779" 8431# --
3 19' 1.250" Wall SPF Plate (425psi) N/A 1.522" 3396# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 1627# 44#
2 7520# 911#
3 3037# 359#
Design spans
5' 11.875" 12' 4.125"
Product: 1-3/4x9-1/4 VERSA-LAM 2.0 2800 DF 3 ply PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Review gravity uplift reaction force of 1223lbs at bearing 1 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 8684.'# 18701.'# 46% 13.78' Even Spans D+L
Negative Moment 9478.'# 18701.'# 50% 6.38' Total Load D+L
Shear 4351.# 9227.# 47% 6.39' Total Load D+L
TL Deflection 0.2985" 0.6172" L/496 13.16' Even Spans D+L
LL Deflection 0.2684" 0.4115" L/551 13.16' Even Spans L
Control: LL 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