17A-092 22 Grandview 2018-09-26cs Beam 2016.11.0.10
lanBeamfngi,e 2016.9.0.3
Materials Dalaoose 1557
Member Data
Description:
Standard Load:
Toohey
22 Grandview rd
Member Type: Beam
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: 0.00
Moisture Condition: Dry
Live Load: 40 PLF
Dead Load: 10 PLF
Deflection Criteria: L/360 live, L/240 total
Deck Connection: Nailed
Other Loads
Type
(Description)
Re lacement Uniform PSF
G
G>
Side
To
Bearings and Reactions
Location Type
Filename: Beam1
Begin o· o.oo"
12 4 4
Material
End
17' 5.75"
1 O' 0.000" Wall SPF #3/Stud 2x or 4x End-Grain (650psi)
2 12' 4.250" Wall SPF #3/Stud 2x or 4x End-Grain (650psi)
3 15.' 5.750" Wall SPF #3/Stud 2x or 4x End-Grain 650 si
Maximum Load Case Reactions
Used for appl)1ng point loads {or line loads) to ca~ng members
Snow Dead
1 1751# 918#
2 4882# 2434#
3 1508# -<36#
Design spans
12' 1.125" 3' 1.500" 2' 0.000" (right cant)
Trib.
Width
12· o.oo·
17 512
Input
Length
4.000"
4.000"
4.000"
Other
Start
30
Min
Required
1.500"
3.216"
1.500"
Application: Floor
Building Code: IBC/IRC
MemberWeight 9.6 PLF
End
Dead
Start
15
3 1 8 ~ ~
Gravity Gravity
Reaction Uplift
2669#
7316#
1420# -1226#
End
~ J 2 0 0
9-2 1-1 8
2:23pm
1 of 1
Category
Snow
Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
Connect members with 2 rows of16d common nails at 12.0" oc
Design assumes continuous lateral bracing along the top chord.
Design assumes maximum unbraced length of 0.00' along the bottom chord.
Review gravity uplift reaction force of 12271bs at bearing 3 and ensure that the structure can resist appropriately.
Allowable Stress Design
Positive Moment
Negative Moment
Negative Unbred
Shear
Max. Reaction
TL Deflection
LL Deflection
TL Dell., Rt.
LL Defl., Rt.
Control: Max. Reaction
Actual
6478.'#
8084.'#
8084.'#
3557.#
7316.#
0.2348"
0.1865"
0.0324"
0.0262"
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Allowable
16051.'#
16051.'#
16051.'#
7265.#
9953.#
0.6047"
0.4031"
0.2000"
0.2000"
All product names are trademarks of their respective owners
Capacity
40%
50%
50%
48%
73%
U617
U778
2U999+
2U999+
Location
5.1'
12.35'
12.35'
11 .75'
12.35'
5.7'
5.7'
17.48'
17.48'
Copjright (C) 2016 by Simp,on Strong-Tie Company Inc. ALL RIGHTS RESERVED.
··Passing is defined as when the member, floor joist, beam orgird8( shown on this drawing meets applicable design atleria for Loads, Loading Conditions. and Spans listed on this sheet.
The design must be reviewed by a qualified designer or design profestional as required for approval. This design aSSJmes product installation acmrding to the manufacturer's edfications.
Loading
Odd Spans D+S
Adjacent 1 D+S
Adjacent 1 D+S
Adjacent 1 D+S
Adjacent 1 D+S
Odd Spans 0.5D+S
Odd Spans S
Odd Spans 0.5D+S
Odd S ans S
CS Beam 2016.11.0.10
kmBeamEngine 2016.9.0.3
Materials Database 1557
Member Data
Description:
Standard Load:
Live Load: 40 PLF
Dead Load: 10 PLF
Other Loads
Type
(Description)
Point LBS
1'
Side
To
Bearings and Reactions
Toohey
22 Grandview rd
Member Type: Beam
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: 0.00
Moisture Condition: Dry
Deflection Criteria: L/360 live, L/240 total
Deck Connection: Nailed
Filename: 17 ft rid e
Begin
1' 6.00"
Material
End
3 0 0
Trib.
Width
Other
Start
1751
1
2
Location
O' 0.000"
3' 0.000·
Type
Wall
Wall
SPF #3/Stud 2x or 4x End-Grain (650psi)
SPF #3/Stud 2x or 4x End-Grain 650 si
Input
Length
N/A
N/A
Min
Required
1.500"
1.500"
Maximum Load Case Reactions
Used for applying point loads (or line loads) to canying members
Live Snow
1 63# 876#
2 63# 875#
Design spans
3' 1.750"
Dead
482#
482#
Application: Floor
Building Code: IBC/IRC
Member Weight: 4.4 PLF
End
Gravity
Reaction
1357#
1357#
Dead
Start
918
Gravity
Uplift
End
1'
9-21-18
2:27pm
I of I
Category
Snow
Product: Spruce-Pine-Fir #2 2 x 8 2 ply PASSES DESIGN CHECKS
Connect members with 2 rows of 16d common nails at 12.0" oc
Minimum 1.50" bearing required at bearing# 1
Minimum 1.50" bearing required at bearing# 2
Design assumes continuous lateral bracing along the top chord.
Design assumes maximum unbraced length of 0.00' along the bottom chord.
Allowable Stress Design
Positive Moment
Shear
LL Deflection
TL Deflection
Control: Positive Moment
Actual
2117.'#
1348.#
0.0147"
0.0187"
DOL.s: Live=100% Snow=115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
Allowable
2645.'#
2251.#
0.1049"
0.1573"
All produd names are trademarks of their respective ownera
Capacity
80%
59%
L/999+
L/999+
Location
1.5'
-0.06'
1.5'
1.5'
Copjright (C) 2016 by Simpson Shong-Tie Company Inc.ALL RIGHTS RESERVED.
··Passing is defined as when the member, floor joist, beam or girde~ sho'N'n on this drawing meets applicable design aiteria for Loads. Loading Conctitions. and Spans listed on this sheet.
The design must be reviewed by a qualified designer or design professional as required for approval. This design aSSIJmes product Installation ac:oording to the manufacturer's
ecifications.
Loading
Total Load D+S
Total Load D+S
Total Load S
Total Load 0.5D+S
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JJ (3\av\J V1 Q~ I -a -q-..0 ~ -q-0 (I) 12" X 4B" C.ONC.. C.OLUMNS V'I/ BIGFOOTS 2XB PT FLOOR JOISTS@ 16" OC. '/1':=J ~ bXb PT POSTS ----10' 3-2X10 HDR <(> 11 NEY'{ C.OVERED PORC.H 11 ----1'-6" 1•11 V'l/5/4X6DEC.KING II NEl"IBATHLAYOUT 4046FX 2861} +-4'-6" --4 3046DH >E--l---+-----12'-10" 'ok'. ' •I ~--10'-1"-----11..--------J:::;; I c;t u-II ~ I ;.... ~ +l~ POSTRIDGE---K= rN BEJJROOM ~ N ~ I ]';!T4HEN SITTIN'2. 11'-11" 3' -i'--N -' REMOVE EXISTING CHIMNEY LIVING ~---1--=~---14' I I a ..0 -q-0 (I) I a ..0 cl; (I) "r-N "" 304bDH I ·' ~ ! J " ' / } I I , ' ~~ 3046DH '° 3046DH 16'-3" 46' I 2''-S" : LIVING AREA '144 5/l ft \J e1, ~~ e cZ \JowY\ 17M '\-J FIRST FLOOR SCALE 1/4"=1'0" PLAN PREPARED FOR TOOHEY RESIDENC.E 22 GRANDYIEl"I RD FLORENCE MA PLAN PROVIDED BY LAURA'S DRAFTING AND DESIGN 220 TAYLOR ST GRANBY MA 01033 461-W'l'l 2-14-11} .