Specifications . , vSkP2cl`'(, CO2-7>
. 5 SG, er64/
REiji'llj;171)
STRUCTURAL CALCULATIONS `� 4 ��i4
CITY a ��
STARBUC KS� v�l
- GREENBURG & SHADYLN
TENANT IMPROVEMENT
TIGARD, OREGON
(HOLST ARCHITECTURE)
PRope
GINEe9 10
51411P€
CC
OREGON
OA.
22 ‘q9
22 ‘°
-"°71/y T.1
EXPIRESM ?1k1
OCTOBER 23,2014
JOB NUMBER: 1 4-T 140
FROELICH
ENGINEERS h
* * * LIMITATIONS * * *
ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT.
DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY
RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR
LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER
FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS.
A Main Office A Central Oregon
6969 SW Hampton St. 745 NW Mt.Washington Dr.#205
Portland,Oregon 97223 Bend,Oregon 97701
503-624-7005 www.froelich-engineers.com 541-383-1828
10/20/2014 Design Maps Summary Report , ,
Design Maps Summary Report '
User-Specified Input
•
Report Title Starbucks Greenburg & Shady Ln
Tue October 21,2014 00:00:16 UTC
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008) •
Site Coordinates 45.44241°N, 122.77718°W
Site Soil Classification Site Class D - "Stiff Soil" _
Risk Category I/II/III
2mi 0........ I
1 S000m �% ,i^
Aloha --_,-- I.
aaverton (. d'` l':-
a I _
- F 10 , �j
il Qi .
4
14 C, 'j Garden Home- ore
coR6 - 0 Milwaukie i!
arm !, + ,
li"
?Kintore C, .
N QR
T
i �
p ®iMidway t
AMERICA
9 :-
, :. Vii'alatin
mai
, '1 9 , 020141 ''s,,, SI MapQuest
USGS-Provided Output
SS = 0.976 g SMS = 1.083 g SDS = 0.722 g
Si = 0.424 g SM1 = 0.668 g SD1 = 0.446 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP" building code reference document.
NICER Response Spectrum Design Response Spectrum
0.99
1.10 0.80
0.99 0.72
0.89 0.64 .
0.77 0.56
OI 0.66 71 0.49
H 0.55 , H 0. 40 I
0.44 0.32
0.33 0.24
0.22 0.16
0.11 0.08
0.00 0.00
0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 2.00
Period. T(sec) Period. T(sec)
Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the
http://ehp1- aka.cr.usgs.gov/desigrmeps/us/summery.php?template=minimai8Jatitude=45.442413&longitude=-122.7771758sitecias8=3&riskcategory=0... 1/2
CLIENT: °AGE
6969 SW Hampton St. 2
Portland,Oregon 97223
503-624-7005 PROJECT:
t r NUMBER:
745 NW Mt.Washington Dr.#205
Bend,Oregon 97701
541-383-1828 DATE:
FROELICH
E N G I-N E E R S S www.tioelrch engineer..c,nn BY:
W, = a Ste'
V)I
-000Si6?- y3 (1;
if\
Jo/ST5 77 /6"c
Pa p G ,5 96trys J =/s�'C� 17pr
o%
(14 icppid=
44.
K w <()(/ .'/c) =ls?q.z
(.4 (C () 6 0Q5/6.7-ies 5714t7s'
6969 SW Hampton St. CLIENT: 3
Portland,Oregon 97223
503-624-7005 PROJECT:
NUMBER:
745 NW Mt.Washington Dr.#205
Bend,Oregon 97701 DATE:
F R O E L I C H 541-383-1828
ENGINEERSA www.treehrh-enyimrcN,enni BY:
Me-G/L (/tit//T S/4420rte" ..
P c_, -s—o4t--(igjCA It
/t1M Ks-1r�r T
��
2-2K 11---14/ < y,e(c is p"
l �
t�sc= & /bz--1/3 S7t47?
Seth Davis Project Title:
Engineer: Project ID: 4
Project Descr:
Title Block Line 6 Printed:23 OCT 2014,1233PM
General Beam Analysis Fde=P:1201411JV941-9)EHTEC&-01C7A4YC-Flcalcs.ec6
ENERCALC,INC.1983-2014,8uild:6.14.9.4,Ver.6.14.9.4
lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS
Description: Soffit Joists
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span#1 Span Length = 8.0 ft Area= 10.0 in"2 Moment of Inertia = 2.316 inA4
Span#2 Span Length = 5.0 ft Area= 10.0 in"2 Moment of Inertia = 2.316 WA
tM
D(0.02)
t
D(0.013301
V ♦ ♦ V V
Span=8.0 ft 7A Span=5.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans: D=0.010 klft, Tributary Width=1.330 ft
Load(s)for Span Number 2
Point Load: D=0.02014)5.0 ft
DESIGN SUMMARY
Maximum Bending= 0.266 k-ft Maximum Shear= 0.08650 k
Load Combination +D+H Load Combination +D+H
Location of maximum on span 8.000ft Location of maximum on span 8.000 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.000 in 0
Max Upward L+Lr+S Deflection 0.000 in 0
Max Downward Total Deflection 0.103 in 1166
Max Upward Total Deflection -0.011 in 8492 1
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
1 Dsgn.L= 8.00 ft 1 0.01 -0.27 0.27 0.09
Dsgn.L= 5.00 ft 2 -0.27 0.27 0.09
+D+H
Dsgn.L= 8.00 ft 1 0.01 -0.27 0.27 0.09
Dsgn.L= 5.00 ft 2 -0.27 0.27 0.09
-+D+L+H
Dsgn.L= 8.00 ft 1 0.01 -0.27 0.27 0.09
Dsgn.L= 5.00 ft 2 -0.27 0.27 0.09
+D+Lr+H
Dsgn.L= 8.00 ft 1 0.01 -0.27 0.27 0.09
Dsgn.L= 5.00 ft 2 -0.27 0.27 0.09
+D+S+H
Dsgn.L= 8.00 ft 1 0.01 -0.27 0.27 0.09
Dsgn.L= 5.00 ft 2 -0.27 0.27 0.09
+D+0.750Lr+0.750L+H
Dsgn.L= 8.00 ft 1 0.01 -0.27 0.27 0.09
Dsgn.L= 5.00 ft 2 -0.27 0.27 0.09
+D+0.750L+0.750S+H
Dsgn.L= 8.00 ft 1 0.01 -0.27 0.27 0.09
Dsgn.L= 5.00 ft 2 -0.27 0.27 0.09
+D+0.60W+H
Dsgn.L= 8.00 ft 1 0.01 -0.27 0.27 0.09
Dsgn.L= 5.00 ft 2 -0.27 0.27 0.09
+D+0.70E+H
Dsgn.L= 8.00 ft 1 0.01 -0.27 0.27 0.09
Dsgn.L= 5.00 ft 2 -0.27 0.27 0.09
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 8.00 ft 1 0.01 -0.27 0.27 0.09
Dsgn.L= 5.00 ft 2 -0.27 0.27 0.09
Seth Davis Project Title: .
Engineer: Project ID: 5
Project Descr:
Title Block Line 6 _ Printed:23 OCT 2014.1233PM
General Beam Analysis File=P:1201411Jvat1-91EH'E`;6-01C7"`Yc-Fl Secs I
ENERCALC,INC.1983-2014,Build:6.14.9.4,Ver.6.14.9.4
Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS
Description: Soffit Joists
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega
+D+0.750L+0.750S+0.450W+H •
Dsgn.L= 8.00 ft 1 0.01 -0.27 0.27 0.09
Dsgn.L= 5.00 ft 2 -0.27 0.27 0.09
+D+0.750L+0.7505+0.5250E+H
Dsgn.L= 8.00 ft 1 0.01 -0.27 0.27 0.09
Dsgn.L= 5.00 ft 2 -0.27 0.27 0.09
+O.60D+0.60W+0.60H _
Dsgn.L= 8.00 ft 1 0.01 -0.16 0.16 0.05
Dsgn.L= 5.00 ft 2 -0.16 0.16 0.05
+0.60D+0.70E+0.60H
Dsgn.L= 8.00 ft 1 0.01 -0.16 0.16 0.05
Dsgn.L= 5.00 ft 2 -0.16 0.16 0.05
Overall Maximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span
1 0.0000 0.000 D Only -0.0113 5.600
D Only 2 0.1027 5.000 0.0000 5.600
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
Overall MAXimum 0.020 0.173
Overall MINimum 0.012 0.104
+D+H 0.020 0.173
+D+L+H 0.020 0.173
+D+Lr+H 0.020 0.173
+D+S+H 0.020 0.173
+D+0.750Lr+0.750L+H 0.020 0.173
+D+0.750L+0.7505+H 0.020 0.173
+D+0.60W+H 0.020 0.173
+D+0.70E+H 0.020 0.173
+D+0.750L+0.750Lr+0.450W+H 0.020 0.173
+D+0.750L+0.7505+0.450W+H 0.020 0.173
+D+0.750L+0.7505+0.525E+H 0.020 0.173
+0.60D+0.60W+0.60H 0.012 0.104
+0.600+0.70E+0.60H 0.012 0.104
D Only 0.020 0.173
Lr Only
L Only
S Only
W Only
E Only
H Only
Seth•Davis Project Title:
Engineer: Project ID: 6
' Project Descr.
Title Block Line 6 Pnnted:23 OCT 2014,2:36PM
General Beam Analysis File=P:1201411JV941-91EHTEC6-QIC7A4YC-Fk�cs.ec6
ENERCALC,INC.1983-2014,Build:6.14.9.4,Vec6.14.9.4
Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS
Description: Soffit HDR
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span#1 Span Length = 9.0 ft Area= 10.0 in^2 Moment of Inertia = 4.632 inA4
0(0.131
V 'V ♦ ♦ V
XSpan=9.Oft X
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.130 k/ft, Tributary Width=1.0 ft
DESIGN SUMMARY
Maximum Bending= 1.316 k-ft Maximum Shear= 0.5850 k
Load Combination +D+H Load Combination +D+H
Location of maximum on span 4.500ft Location of maximum on span 0.000 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.000 in 0
Max Upward L+Lr+S Deflection 0.000 in 0
Max Downward Total Deflection 0.144 in 749
Max Upward Total Deflection 0.000 in 0
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn.L= 9.00 ft 1 1.32 1.32 0.59
+0+H
Dsgn.L= 9.00 ft 1 1.32 1.32 0.59
+D+L+H
Dsgn.L= 9.00 ft 1 1.32 1.32 0.59
+D+Lr+H
Dsgn.L= 9.00 ft 1 1.32 1.32 0.59
+D+S+H
Dsgn.L= 9.00 ft 1 1.32 1.32 0.59
+D+0.750Lrf0.750L+H
Dsgn.L= 9.00 ft 1 1.32 1.32 0.59
+D+0.750L+0.750S+H
Dsgn.L= 9.00 ft 1 1.32 1.32 0.59
- +D+0.60W+H
Dsgn.L= 9.00 ft 1 1.32 1.32 0.59
+D+0.70E+H
Dsgn.L= 9.00 ft 1 1.32 1.32 0.59
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 9.00 ft 1 1.32 1.32 0.59
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 9.00 ft 1 1.32 1.32 0.59
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 9.00 ft 1 1.32 1.32 0.59
+0.60D+0.60W+0.60H
Dsgn.L= 9.00 ft 1 0.79 0.79 0.35
+0.60D+0.70E+0.60H
Dsgn.L= 9.00 ft 1 0.79 0.79 0.35
Overall Maximum Deflections
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Dell Location in Span
D Only 1 0.1440 4.545 0.0000 0.000
Seth Davis Project Title:
Engineer: Project ID: 7
Project Descr:
Title Block Line 6 Punted,23 OCT 2014,2:36PM
General Beam Analysis Ale=P:120'4UJJV941-91EI"E`6-Q1C7A4YC-FMalcs.ec6
ENERCALC,INC.1983-2014,Build:6.14.9.4,Ver.6.14.9.4
Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS
Description: Soffit HDR
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.585 0.585 •
Overall MINimum 0.351 0.351
+D+H 0.585 0.585
+D+L+H 0.585 0.585
+D+Lr+H 0.585 0.585
+D+S+H 0.585 0.585
+D+0.750Lr+0.750L+H 0.585 0.585
+D+0.750L+0.750S+H 0.585 0.585
+D+0.60W+H 0.585 0.585
+D+0.70E+H 0.585 0.585
+D+0.750L+0.750Lr+0.450W+H 0.585 0.585
+D+0.750L+0.7505+0.450W+H 0.585 0.585
+D+0.750L+0.7505+0.525E+H 0.585 0.585
+0.600+0.60W+0.60H 0.351 0.351
+0.600+0.70E+0.60H 0.351 0.351
D Only 0.585 0.585
Lr Only
L Only
S Only
W Only
E Only
H Only
Seth'Davis Project Title:
Engineer: Project ID: 8
Project Descr:
Title Block Line 6 Printed:23 OCT 2014,3:43PM
General Beam Analysis File=P:1201411,n/9ti-91EHTEc6-c1�c7n4vo-Fl�cs.ec6
ENERCALC,INC.1983-2014,Build:6.14.9.4,Ver.6.14.9.4
Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS
Description: Framing Supporting Meth Unit
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span#1 Span Length = 9.50 ft Area= 10.0 in^2 Moment of Inertia = 2.361 inA4
010.11
kSpan=8.50 R X
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Load(s)for Span Number 1
Point Load: D=0.10k@2.750ft
DESIGN SUMMARY
Maximum Bending= 0.195 k-ft Maximum Shear= 0.07105 k
Load Combination +0+H Load Combination +D+H
Location of maximum on span 2.755ft Location of maximum on span 0.000 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.000 in 0
Max Upward L+Lr+S Deflection 0.000 in 0
Max Downward Total Deflection 0.036 in 3206
Max Upward Total Deflection 0.000 in 0
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn.L= 9.50 ft 1 0.20 0.20 0.07
+D+H
Dsgn.L= 9.50 ft 1 0.20 0.20 0.07
+D+L+H
Dsgn.L= 9.50 ft 1 0.20 0.20 0.07
+D+Lr+H
Dsgn.L= 9.50 ft 1 0.20 0.20 0.07
+D+S+H
_ Dsgn.L= 9.50 ft 1 0.20 0.20 0.07
+D+0.750Lr+0.750L+H
Dsgn.L= 9.50 ft 1 0.20 0.20 0.07
+D+0.750L+0.7505+H
- Dsgn.L= 9.50 ft 1 0.20 0.20 0.07
+D+0.60W+H
Dsgn.L= 9.50 ft 1 0.20 0.20 0.07
+D+0.70E+H
Dsgn.L= 9.50 ft 1 0.20 0.20 0.07
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 9.50 ft 1 0.20 0.20 0.07
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 9.50 ft 1 0.20 0.20 0.07
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 9.50 ft 1 0.20 0.20 0.07
+0.60D+0.60W+0.60H
Dsgn.L= 9.50 ft 1 0.12 0.12 0.04
+0.60D+0.70E+0.60H
Dsgn.L= 9.50 ft 1 0.12 0.12 0.04
Overall Maximum Deflections
Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Deft Location in Span
D Only 1 0.0356 4.275 0.0000 0.000
Seth Davis Project Title: • •
Engineer: Project ID: 9
Project Descr:
Title Block Line 6 Printed:23 OCT 2014,3:43PM
General Beam Analysis File=P:1201411JV941-91EHTEC6-Q\C7MYC-Flcalcs.ec6
ENERCALC,INC.1983-2014,BuiId6.14.9.4,Ver.6.14.9.4
Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS
Description: Framing Supporting Mech Unit
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.071 0.029
Overall MINimum 0.043 0.017
+D+H 0.071 0.029 r.
+D+L+H 0.071 0.029
+D+Lr+H 0.071 0.029
+D+S+H 0.071 0.029
+D+0.750Lr+0.75QL+H 0.071 0.029
+D+0.750L+0.7505+H 0.071 0.029
+D+0.60W+H 0.071 0.029
+D+0.70E+H 0.071 0.029
+D+0.750L+0.750Lr+0.450W+H 0.071 0.029
+D+0.750L+0.750S+0.450W+H 0.071 0.029
+D+0.750L+0.7505+0.525E+H 0.071 0.029
+0.60D+0.60W+0.60H 0.043 0.017
+0.60D+0.70E+0.60H 0.043 0.017
D Only 0.071 0.029
Lr Only
L Only
S Only
W Only
E Only
H Only
] ,7,,,,r,c,tfic,,' CLIENT:
6969 SW Hampton St. PAGE /
1Portland,Oregon 97223
503-624-7005 PROJECT:
745 NW Mt.Washington Dr.#205 NUMBER:
Bend,Oregon 97701
541-383-1828
FROELICH ----,-- ---q - DATE:
ENTGINEERSE 12303 Airport Way,Suite 200
Broomfield,Colorado 80021
www.froelich-engineers.com 720-560-2269 BY:
14411/6--W6- M /T'win S C iT ,, 71_.5-,-- ,! t'_lir., :. , ,,. •t.
(-.) k.Qk S,S" fl : S�,,, Pt
U
w,
u , 1 DL= (ia?5F) (�") „ _ ti
PL. = i-OS Pc r-
5t - ,?.,5.14•>_-_:,,-)0")
?a
e, : /,2.,/ v ,.. N
L
( Mf', \) X / 00 =�7 g,2%>.s,Zee CJ ,-1Ck- ! a ,A
Ww
([:) \i,-.11 ),U Gtl/.Q4 �: P P' e,
"9�-3� i /'-3�� -
P . bL = 0-frs .)(2-71,- - ) (12'-6') 4-(0. •--r, -'1(P'-.6")
DL--- 1481#
1 ,s t -, .SP,cr-)( .--7----6--2., ) (1 -(' ')
(--c: ii- I p r P1 J (1 •) ',
Mn L40. ,, ic- 4-f-
1
fe, - 1 . 7 2 ! - .4.,'-
itiN e2
oo
;Pip,
Title Block Line 1 Project Title: • • '
You can change this area Engineer: Protect ld:1 ,
using the"Settings"menu item Protect Descr:
and then using the'Printing&
Title Block"selection. -
Title Block Line 6 Pnnted 28 OCT 2014,1022AM
S mourn , , - , ri, `41, .. . ,, i 4 ,lte wz
s s ..
,4 RrSZ
Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS
Description: (E)W6x8.5 Beam
CODE REFERENCES _
Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Load Resistance Factor Design Fy Steel Yield: 36.0 ksi
Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E Modulus 29,000.0 ksi
Bending Axis: Major Axis Bending
Load Combination ASCE 7-10 r
DCO 170(0.100)SIO 225)
V V ♦ 'V •
. :,e a6 a IW" rr .i.. a.- her s'C. ....:Le.L 5 ..,.474,. , «..,•••..• ,..a. S..- .
Span=12 50 It
W6x8 5
Ap_plied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.1080, S=0.2250 k/ft, Tributary Width=1.0 ft,(W1)
Point Load: D=0.170 k A 5.50 ft,(P1)
DESIGN SUMMARY Desi.n OK
Maximum Bending Stress Ratio = 0.668: 1 Maximum Shear Stress Ratio= 0.151 : 1
Section used for this span W6x8.5 Section used for this span W6x8.5
Mu :Applied 10.333 k-ft Vu:Applied 3.239 k
Mn*Phi:Allowable 15.471 k-ft Vn•Phi:Allowable 21.408 k
Load Combination +1.20D+0.50L+1.60S+1.60H Load Combination +1.20D+0.50L+1.60S+1.60H
Location of maximum on span 6.063ft Location of maximum on span 0.000 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.288 in Ratio= 520
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.465 in Ratio= 323
Max Upward Total Deflection 0.000 in Ratio= 0 <180
'Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi'Vnx"
+1.400+1.60H
Dsgn.L= 12.50 ft 1 0.251 0.054 3.88 3.88 17.19 15.47 1.00 1,00 1.15 21.41 21.41
+1.20D+0.50Lr+1.60L+1.60H
V
Dsgn.L= 12.50 ft 1 0.215 0.046 3.32 3 32 17.19 15.47 1.00 1.00 0.99 21.41 21.41
+1.200+1.60L+0.50S+1.60H
Dsgn.L= 12.50 ft 1 0.356 0.079 5.51 5 51 17.19 15.47 1.00 1.00 1.69 21.41 21.41
+1.20 D+1.60 L r+0.50 L+1.60 H
Dsgn.L= 12.50 ft 1 0.215 0.046 3.32 3.32 17.19 15.47 1.00 1.00 0.99 21.41 21.41
+1.200+1.60Lr+0 50W+1.60H
Dsgn.L= 12.50 ft 1 0.215 0.046 3.32 3.32 17.19 15.47 1.00 1.00 0.99 21.41 21.41
+1.200+0.50L+1 60S+1.60H
Dsgn.L= 12.50 ft 1 0.668 0.151 10.33 10.33 17.19 15.47 1.00 1 00 3.24 21.41 21.41
+1.20D+1.60S+0.50W+1.60H
Dsgn.L= 12.50 ft 1 0.668 0.151 10.33 10.33 17.19 15.47 1.00 1 00 3.24 21.41 21.41
+1.20D+0 50Lr+0.50L+W+1.60 H
Dsgn.L= 12 50 ft 1 0.215 0.046 3.32 3.32 17.19 15.47 1 00 1.00 0.99 21.41 21.41
+1.20 D+0.50L+0.50S+W+1.60H
Dsgn.L= 12.50 ft 1 0.356 0.079 5 51 5.51 17.19 15.47 1.00 1.00 1.69 21.41 21.41
+1.20D+0.50L+0 20S+E+1.60H
Dsgn.L= 12.50 ft 1 0.271 0.059 4.19 4.19 17.19 15.47 1.00 1.00 1.27 21.41 21.41
+0.90D+W+0.90H
Dsgn.L= 12.50 ft 1 0.161 0.035 2.49 2.49 17.19 15.47 1.00 1.00 0.74 21.41 21.41
+0.90D+E+0.90H
Title Block Line 1 Project Title:
" • You can change this area Engineer: Project IO?
using the"Settings"menu item Project Descr:
and then using the"Printing&
-Title Block"selection.
Title Block Line 6
Printed 28 OCT 2014,
10:22AM
Tif *y i •• FiOZ I 'Ne . ..47O,iO ri': : _ " , z _ x ?,ia.. A , . :4'A £
Lic.#: KW-06002304 Licensee : FROELICH CONSULTING ENGINEERS
Description: (E)W6x8.5 Beam
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi+Mnx Cb Rm VuMax Vnx Phi'Vnx
Dagn.L= 12.50 ft 1 0.161 0.035 2.49 2.49 17.19 15.47 1.00 1.000.74 21.41 21.41
Overall Maximum Deflections-
Load Combination Span Max."=Dell Location in Span Load Combination Max.'+'Dell Location in Span
+D+S+H 1 0.4650 6.250 0.0000 0.000
V8 Ons Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.230 2.210
Overall MINimum 0.494 0.482
+D+H 0.824 0.803
+O+L+H 0.824 0.803
+D+Lr+H 0.824 0.803
+D+S+H 2.230 2.210
+0+0.750Lr+0.750L+H 0.824 0.803
+D+0.750L+0.750S+H 1.879 1.858
+D+0.60W+H 0.824 0.803
+D+0.70E+H 0.824 0.803
+D+0.750L+0.750Lr+0.450W+H 0.824 0.803
+0+0.750L+0.750S+0.450W+11 1.879 1.858
+0+0.750L+0.750S+0.525E41 1.879 1.858
+0.60D+0.60W+0.60H 0.494 0.482
+0.600+0.70E+0.60H 0.494 0.482
D Only 0.824 0.803
Lr Only
L Only
S Only 1.406 1.406
W Only
E Only
H Only
Title Block Line 1 Project Title: •
You can change this area Engineer: Project ID13
using the"Settings"menu item Project Descr:
and then using the"Printing&
Title Block"selection.
Title Block Une 6 Printed.28 OCT 2014,10 22AM
$ Beam
Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS
Description: (E)W12x26 Girder
CODE REFERENCES
Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 36.0 ksi
Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Load Combination ASCE 7-10
D(1 485)S(2 865) 0(0 25) D(1 48$)6(2 865)
r 4W,14,4Span=27.50 ft
W12x26
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load(s)for Span Number 1
Point Load: D=1.485, S=2.865 k an,9.250 ft,(P1 Left)
Point Load: D=1,485, S=2.865 k(q 18.250 ft,(P1 Right)
Point Load: D=0.250 k(x)13.750 ft,(P2)
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.636: 1 Maximum Shear Stress Ratio= 0.115 : 1
Section used for this span W12x26 Section used for this span WI 2x26
Mu :Applied 63.902 k-ft Vu :Applied 6.946 k
Mn*Phi:Allowable 100.440 k-ft Vn*Phi:Allowable 60.610 k
Load Combination +1 20D+0.50L+1.60S+1.60H Load Combination +1.20D+0.50L+1.60S+1.60H
Location of maximum on span 13.750ft Location of maximum on span 0.000 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.626 in Ratio= 526
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 1.040 in Ratio= 317
Max Upward Total Deflection 0.000 in Ratio= 0 <180
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi•Vnx
+1.400+1.60H
Dsgn.L= 27.50 ft 1 0 250 0.045 25.08 25.08 111 60 100.44 1.00 1.00 2.76 60.61 60.61
+1.20D+0.50Lr+1.60L+1.60H
Dsgn.L= 27.50 ft 1 0.214 0.039 21 50 21.50 111.60 100.44 1.00 1.00 2.36 60.61 60.61
+1.20D+1.60 L+0.50S+1.60H
Dsgn.L= 27.50 ft 1 0.346 0.063 34.75 34.75 111.60 100.44 1.00 1.00 3.79 60 61 60.61
+1.20 D+1.6 0 L r+0.5 0 L+1.60 H
Dsgn.L= 27.50 ft 1 0.214 0.039 21.50 21.50 111.60 100.44 1.00 1.00 2.36 60.61 60.61
+1.20 D+1.60 L r+0.50 W+1.6 0 H
Dsgn.L= 27.50 ft 1 0.214 0.039 21.50 21.50 111.60 100.44 1.00 1.00 2.36 60.61 60.61
+1.20D+0.50L+1.60S+1.60H
Dsgn.L= 27.50 ft 1 0.636 0.115 63.90 63.90 111.60 100.44 1.00 1.00 6.95 60.61 60.61
+1.20D+1.60S40.50W+1.60H
Dsgn.L= 27.50 ft 1 0.636 0.115 63.90 63.90 111.60 10044 1 00 1.00 6.95 60.61 60.61
+1.20D+0.50Lr+0 50L+W+1 60H
Dsgn.L= 27.50 ft 1 0.214 0 039 21.50 21.50 111.60 100.44 1.00 1.00 2.36 60.61 60.61
+1.20D+0.50L+0.50S+W+1.60H
Dsgn.L= 27.50 ft 1 0.346 0.063 34.75 34.75 111.60 100.44 1.00 1.00 3.79 60.61 60.61
+1.200+0.50L+0.20S+E+1.60H
Dsgn.L= 27.50 ft 1 0.267 0.048 26.80 26.80 111.60 100.44 1.00 1.00 2,93 60.61 60.61
+0.90D+W+0.90H
_ Tjtle•Block Line 1 Project Title:
You can change this area Engineer: Project ID14
•
using the"Settings"menu item Project Descr:
and then using the"Printing&
Title Block"selection.
Title Block Line 6 Punted 28 OCT 2014,10 22AM
earn,
Lic.#: KW•06002304 Licensee : FROELICH CONSULTING ENGINEERS
Description: (E)W12x26 Girder
•
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi"Vnx
Dsgn.L= 27.50 ft 1 0.161 0.029 16.12 16.12 111.60 100.44 1.00 1.00 1.77 60.61 60.61
+0.90D+E+0.90H
Dsgn.L= 27.50 ft 1 0,161 0.029 16.12 16.12 111.60 100.44 1.00 1.00 1.77 60.61 60.61
Overall Maximum Deflections
load Combination Span Max.'-'Deft Location in Span Load Combination Max."+"Defl Location in Span
+D+S+H 1 1.0398 13.888 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 4.833 4.833
Overall MINimum 1.181 1.181
+D+H 1.968 1.968
+0+1.41 1.968 1.968
+D+Lr+H 1.968 1.968
+D+S+H 4.833 4.833
+0+0.750Lr+0.750L+H 1.968 1,968
+D+0.750L+0.750S+H 4.117 4.117
+0+0,60W41 1.968 1.968
+D+0.70E+H 1.968 1.968
+0+0.750L+0.750Lr+0.450W4I 1.968 1.968
+D+0.750L+0.750S+0.450W+H 4.117 4,117
+0+0.750L+0.750S+0.525E41 4.117 4.117
+0.60D+0.60W+0.60H 1.181 1.181
+0.60D+0.70E+0.60H 1.181 1.181
D Only 1.968 1.968
Lr Only
L Only
S Only 2.865 2.865
W Only
E Only
H Only