SKM_C25822093010580CS13eam2021.5.0.8 28 Ridgehew
9-30-22
1mmBeamErl�w 2018.9.0.1 Ntatham ton
ivraterialsnat base 1587 P
10:27am
1 oft
Member Data
Description: Member Type: Beam
Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 40 PLF Deflection Criteria: U360 live, L/240 total
Dead Load: 10 PLF Deck Connection: Nailed
Member Weight: 27.4 PLF
Filename: 38 Fidgeview
Other Loads
Type Tnb. Other Dead
(Description) Side Begin End Width
start End Start End
Category
Re0acernentUniAxm (PSF) Top U' 0.00" 20' ODD' 11' 0.Wl
40 10
Live
Additional Unitixm (PSF) Top 0' 0.0(y, 2t7 0.017' 11' 8.W'
20 10
Live
Additional Uniform (PSF) Top U OAF 20 0.017' 11' 8.0t7'
38 15
Snow
Additional Uniform(PLF] Tx, 0' 0.Wl 20' 0.00"
0 80
Live
' 2000
O
2000
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 a 0.0w, Wall Steel 3.50T 3.346,
13171# —
2 20' 0.00(l" Wall Steel 3.50T aw,
13171# —
Maldmum Load Case Reactions
Used for appWg point bads (or line bads) to enyng members
Live Snow Dead
1 6586# 4336# 4979#
2 6586# 4336#
Design spans
19' 6.750"
Product: 1-3/4x18 VERSA -LAM 2.0 3100-ply
PASSES DESIGN CHECKS
Conned members with 3 rows of 16d common nails at 120" oc ' b NOTE: Nails must be applied from both
rtk.
sides
Design assumes continuous lateral bracing along the top chord. �✓�/
Ff �y vAm
Design assumes continuous lateral bracing along the bottom chord.
� 1 ✓
Allowable Stress Design
Actual Albwable Capacity
Location Loading
Positive Moment 56562M 72812.W 77%
10' Total Load D+L
Shear 9792.# 17955.# 54%
0.23 Total Load D+L
Max. Reaction 13171.# 13781.# 95%
0' Total Load D+0.75(L+S)
TL Deflection 0.8695' 0.9781" L09
10' Total Load D+0.75(L+S)
LL Deflection 0.5409' 0.6521" U434
10 Total Load 0. L+S
Control: Max Reaction
DOLs: Lire=100% Snovr--115% Roof=1250/6 Wind=160%
Design assumesa repetitive member use increase in bending stress: 4 %
Al product names are trademaft of their respective owners
Copyright (C) 2018 by Shpson Strong -Tie Company he ALL RIGFfrS RESERVED.
—Passing r defined as when the nraTim r, floor joist beam or gideS sham on this drawhg meets appkable design criteria for loads, Loading Conditions, and Spans Bled on this sheet. The
d ��n must be reviewed by a juaffied dzg.nieror dviln professional as mg uied for approval. Ths de3c! Armes p rodud installation a000rdir-g to the manufacturers
CS Beam2021.5.0.8 28 Ridgeview
9-30-22
hnBeamEn6w201&9.0.1 Northampton NiaterialsDatkase 1597 kal
10:34am
1 Of 1
Member Data
Description: Member Type: Beam
Application: Floor
Top Lateral Brachg: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 40 PLF Deflection Criteria: U360 live, U240 total
Dead Load: 10 PLF Deck Connection: Nailed
Member Weight: 18.1 PLF
Filename: Beam3
Other Loads
Type Trill). Other
Dead
(Description) Side Beget End Width start
End start End
Category
Point(LBS) Top T HUI 1568
735
Snow
ReplacemertUnilb m (PSF) Top a 0.W1 14' 0.00' 17 0.00' 40
10
Live
Additional Uniform (PLF) Top a 0.00" 14' 0.00' 0
80
Live
Additional Uniform PSF TOP d 0.00" 14 0.00" 70.001 40
15
Snow
14 0 0
O
14 0 0
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 U 0.00(7' Wall Steel 3.5W' 1.781"
7012# —
2 14 0.000" Wall Steel 3.5W' 1.781"
7012# —
MaAmum Load Case Reactions
Used for appWg point bads(or he loads) to carrying members
Live Snow Dead
1 3255# 2683# 2559#
2 3255# 2683# 2559#
Design spans
13' 6.7W'
Product: 1-3/4x11-7/8 VERSAI-LAM 2.0 3100 SP 3 plyy
PASSES DESIGN CHECKS
Connect members'wkh-.1;vws4f.16drommn nab at120"oc
NOTE: Nails must be applied from both sides /
/Q-I
/ / ! ,t
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 27014M 38167.W 701/6 T
Total Load D+0.75(L+S)
Shear 6128.# 13622.# 44% 13.1'
Total Load D+0.75(L+S)
Max. Reaction 70124 137814 50% tY
Total Load D+0.75(L+S)
TL Deflection 0.5811" 0.6781" U280 T
Total Load D+0.75(L+S)
LL Deflection 0.3682, 0.4521" U442 T
Total Load 0.7 L+S
Control: TL Deflection
DOLs: Like=100% Snov=115% Roof--1250/. Wind=160%
Design assumesa repetitive member use increase in bending stress: 4 %
Al product names are trademarl¢ of their respective owners
Copyright (C) 2018 by Simpson Strong•Te Company he ALL RIGHTS RESERVED.
-Passing is defied as when the member, floorloi% beam or girds shown on this drawing meets applicable design orkere for loads, Loafing Conditions, and Spans ked on this The
d n must be reviewed b: a : uaffied d?yuner or dedg n professional as r.uired for royal. This desico assumes airrtt i 9ala6on aaoord'n, to the manufactu ems
CS Beam 2021.5.0.8 28 Ridgeview
9-30-22
lanBeanlEngme 2018.9.0.1 NcA tham tan
Materials Datalcase 1587 P
10:40am
1 0f 1
Member Data
Description: Member Type: Beam
Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 40 PLF Deflection Criteria: U360 live, U240 total
Dead Load: 10 PLF Deck Connection: Nailed
Member Weight: 12.0 PLF
Filename: Beam4
Other Loads
Type Trb. Other Dead
(Desa%Abn) Side Begin End Width start End Start End Category
RE�YacemerdUniform (PSF1 T ; D 0.00" 12 6.09' 14 0.00"
40 10 Live
O 1260
f
12 6 0
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 t7 HOT Wall Steel 3.5017' 1.6W'
4294# —
2 12 6.000" Wall Steel 3.500" 1.M'
4294# —
Maximum Load Case Reactions
Used for applying poet bads (or fne bads) to canning members
Live Dead
1 3378# 917#
2 3378# 917#
Design spans
12' 0.750"
Product: 1-3/4x11-7/8 VERSA -LAM 2.0 3100 SP 2 ply
PASSES DESIGN CHECKS
Conned memnem w ith 2 rows of 16d common nails at 12.0" oc
-—
Design assumes continuous lateral bracing along t iebo tchord. /���
Design assumes continuous lateral bracing along the bottom chord.
/ N
Allowable S^lress Design
Actual Allowable Capacity
Location Loading
Positive Moment 12950.1# 21275.W 60°/o
6.25 Total Load D+L
Shear 35904 7897# 45%
11.69 Total Load D+L
Max. Reaction 4294# 9187# 46%
0' Trial Load D+L
TL Deflection 0.3472' 0.6031" U416
625 Total Load D+L
LL Deflection 02731" 0.4021" 1-1530
625 Total Load L
Control: LL Deflection
DOLs: Like=100% Snovv=115% Ibot=125% Wind=160%
All product names are tradernada of did respective amers
Copyright (C) 2018 by Sitpson StiargTre Company Inc ALL RIGHTS RESERVED.
"Pang sdefned as men the member floorjoi9, beam or ginner ftwn on this drawing meets applicable design at" for Loads, Loads Conditions, and Sp
ans pans fisted on th's�reet. The
must bereviesed •a uaffiedde=' or '-n fmfessionalas uiredfora,cruvaLTh'snzs-masumesvwmtiutalationa000rdn-tothemanufadurers° uaibm