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RECEIVED Twenty Ten Engineering, LLC
TwENTY PO Box 28328
ENGI NEERING, LLC " `� 3 2010 Portland, OR 97228
n 971.732.7804
MY OFTIGARD
',c nING DIVISION
Structural Calculations
Comcast Equipment Building
Tigard, Oregon
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Tigard Comcast Equipment Building 10 -024 10/28/10
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ENGINEERING, LLC 971.732.7804
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Title Block Line 1 Title : Comcast Tigard Hub Building Job # 10 -024
' You can changes this area Dsgnr: Jim McGrew
using the "Settings" menu item Project Desc.:
and then using the Printing & Project Notes : 5
Title Block" selection.
Title Block Line 6 Pnnted.22OCT 2010, 541PA1
ASCE 7 -05 Seismic Factor Determination File: C: lllsersUimlDocu Data Files lcomc sltigardhub.ec6
ENERCALC, INC. 1983.2010, Ver. 6.1.51, N:10300
Lic. # ;' KW- 06008855 - - License, Owner :- Twenty . Ten. Engineering, LLC.
Description : Tigard Hub Bldg.
Occupancy Category Calculations per IBC 2006 G ASCE 7 - 0f.
Occupancy Category of Building or Other Structure : 'Ill" . Buildings and other structures that represent a substantial hazard to human life in ACSE 7 -05, Page 3, Table 1 -1
the event of a failure.
Occupancy Importance Factor = 1.25 ACSE 7 -05, Page 116, Table 11.5 -1
Ground Motion, Using USGS Database values ASCE 7 - 05 9.4.1.1
Max. Ground Motions, 5% Damping : Longitude = 122.792 deg West
Ss = 0.91834 g, 0.2 sec response Latitude = 45.409 deg North
S 1 = 0.33333 g, 1.0 sec response Location : PORTLAND, OR 97224
Site Class, Site Coeff. and Design Category
Site Classification 'D" : Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7 -05 Table 20.3 -1
Site Coefficients Fa & Fv Fa = 1.13 ASCE 7 -05 Table 11.4 -1 & 11.4 -2
(using straight -line interpolation from table values) Fv = 1.73
Maximum Considered Eartquake Acceleration S MS = Fa • Ss = 1.040 ASCE 7 - Table 11.4 -
S M1 = Fv • St = 0.578
Design Spectral Acceleration S DS S M S 2/3 = 0.693 ASCE 7 -05 Table 11.4-4
S 2/= ° s M 1 '2/3 = 0.385
Seismic Design Category = D (SDI is most severe) ASCE 7 -05 Table 11.6-1
Resisting System ASCE 7 -05 Table 12.2 -1
Basic Seismic Force Resisting System ... Bearing Wall Systems
Ordinary reinforced masonry shear walls
Response Modification Coefficient ' R' = 2 Building height Limits :
System Overstrength Factor • Wo' = 2 Category 'A & B" Limit No Limit
Deflection Amplification Factor ' Cd' = 1 75 Category 'C• Limit: Limit =16
Category •D" Limit Not Permitted
NOTE! See ASCE 7 -05 for all applicable footnotes. Category 'E' Limit: Not Permitted
Category 'F' Limit: Not Permitted
Redundancy Factor ASCE 7 -05 Section 12.3.4
Seismic Design Category of D, E, or F therefore Redundancy Factor' p* = 1.3
Lateral Force Procedure ASCE 7 -05 Section 12.8
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7 -0512.8
Determine Building Period Use ASCE 12.8 -7
Structure Type for Building Period Calculation : All Other Structural Systems
• Ct" value = 0.020 ' hn' : Height from base to highest level = 14.0 ft
' x "value = 0.75
• Ta • Approximate fundemental period using Eq. 12.8-7 : Ta = Ct • (hn A x) = 0.145 sec
'TL' : Long - period transition period per ASCE 7 -05 Maps 22 -15 -> 22 - 16.000 sec
Building Period • Ta " Calculated from Approximate Method selected = 0.145 sec
" Cs " Response Coefficient ASCE 7 -05 Section 12.8 1.1
S Ds: Short Period Design Spectral Response = 0.693 From Eq. 12.8-2, Preliminary Cs = 0.433
' R ' : Response Modification Factor = 2.00 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = 1.663
' I' : Occupancy Importance Factor = 1.25 From Eq. 12.8 -5 & 12.8-6, Cs not be less than = 0.010
Cs : Seismic Response Coefficient = S (RIO* 0.70 = 0.3034
Title Block Line 1 Title : Comcast Tigard Hub Building • Job # 10 -024
• You can changes this area Dsgnr: Jim McGrew
using the "Settings" menu item Project Desc.: 6'
and then using the Printing & Project Notes
T
•
itle Bloch" selection. . . . . '
Title Block Line 6 Pnnted• 22 OCT 2010, 541Ph1
ASCE 7 -05 Seismic F Determination . FIe:C:( User suimwocuments1ENERCALC Data Filesl stbgardhub.ec6.
. ... .. ENERCALC, INC. 1983-2610, Ve .. 6.1.51, N:10300
t- ai ,� rte,.. xa? j:r t44 y t t - a �, " r' ' 5 CYx s 9 9
L " -ic.F# ' KW, 06008855a?: �,. «.,- �.a�.r�rsv��rexw,.��- :,:.; tir�s�� -_� ti�� License Owner,Twen Teri,En meecm �LLG, _
Description : Tigard Hub Bldg.
Seismic Base Shear Calculated for Allowable Stress Design Load Combinations ASCE 7 -05 Section 12.8.3
• Cs = 0.3034 from 12.8.1.1 W ( see Sum Wi below) = 58.00 k
Vertical Distribution of Seismic Forces Seismic Base Shear V = Cs • W = 17.60 k
• k " : hx exponent based on Ta = 1.00
Table of building Weights by Floor Level...
Level # Wi : Weight Hi : Height (Wi' Hi) "k Cvx Fx =Cvx • V Sum Story Shear Sum Story Moment
. Sum Wi = , 58.00 k Sum Wi • Hi = 696.00 k -ft Total Base Shear = 17.80 k
Base Moment = 211.2 k -ft
_ Diaphragm Forces : Seismic Design Category "D ", "E" & "F" ASCE 7 -05 9.5.2.6.4.4
Level # • Wi Fi Sum Fi Sum Wi Fpx
• 1 58.00 17.60 17.60 58.00 17.60
Wpx ' Weight at level of diaphragm and other structure elements attached to it.
Fi Design Lateral Force applied at the level.
Sum Fi Sum of "Lat. Force" of current level plus all levels above •
MIN Req'd Force @ Level 0.20' S OS * I • Wpx .
MAX Req'd Force @ Level 0.40 * S .' I' Wpx
Fpx : Design Force @ Level Wpx' SUM(x - >n) Fi I SUM(x - >n) wi, x = Current level, n = Top Level
. Wall Anchorage .
Concrete & Masonry Wall Normal Force : Minimum Force per ACSE 7 -05 12.11.1
Minimum Factor : 0.40' SDS' Importance' Weight = 0.3467 ' Weight
Concrete & Masonry Wall Anchorage : Seismic Design Category "C" & "D" per ACSE 7 -05 12.11.2.1 •
Actual Wall Weight Tributary to Anchor = lbs/ lin. ft
Fp : Anchorage Design Force...
Rigid Diaphragm Design Force = 0.40' SDS * I' Trib. Weight = 0.00 lbs / foot -
Flexible Diaphragm Design Force = 0.80' SDS' I' Trib. Weight = 0.00 lbs / foot
Combination of Load Effects • . . ASCE 7 - 05 12.4.2.3
D Qe . E
Load Description Dead Load Seismic Load _ H & Load Effect
0.000 0.000 E = p • Qe +0.20 •SDS • D = 0.000
. 0.000 0.000 E =p•Qe +0.20 *SDS•0 = 0.000
0.000 0.000 t = p - sae +u.zu - aua - u = 0.000
0.000 0.000 E = p • Qe +0.20•SDS•D = 0.000
0.000 • 0.000 E = p * Qe + 0.20 * SDS * 0 = 0.000
0.000 0.000 E =p*Qe +0.20'SDS•D = 0.000
0.000 0.000 E = p • Qe +0.20 *SDS *D = 0.000 _
0.000 0.000 E = p' Qe +0.20' SDS • D = 0.000
•
•
Title Block Line 1 Title : Comcast Tigard Hub Building Job # 10 -024
' You can changes this area Dsgnr: Jim McGrew
using the 'Settings' menu item Project Desc.: 7
• and then using the Printing & Project Notes :
Title Block' selection.
Title Block Line 6 Printed 24 OCT 2010, 5.13Pr.1
File: C: \UsersUim\ Docum
Masonry Slender Wall ents\ ENERCALC Data fileslcomcasttigardhub .ec6
ry ENERCALC, INC. 1983 -2010, Ver. 6.1.51, N:10300 ,
Lic:# : KW- 06008855 -. License Owner: Twenty . Ten Engineering,-LLC-
Description : — Comcast Tigard Hub
General Information Cede Reg: ACI 530- 051i1. 2005 Sec. 3.3.5
Construction Type Grouted Hollow Concrete Masonry
Pm = 1.50 ksi Nominal Wall Thickness 8 in Temp Diff across thickness = deg F
Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of -plane Defl Ratio = 150
Fr - Rupture = 61.0 psi Rebar'd' distance 3.750 in Minimum Vertical Steel % = 0.0020
Em = fm * = 900.0 Lower Level Rebar .. .
Max % of p bal. = 0.50 Bar Size # 5
Grout Density = 140 pcf Bar Spacing 32.0 in
Block Weight Normal Weight
Wall Weight = 58.0 psf
Wall is grouted at rebar cells only
One - Story Wall Dimensions
A Clear Height = 12.0 ft B
B Parapet height = ft
Wall Support Condition Top & Bottom Pinned Roof Attachment
A
Floor Attachment
Vertical Loads
Vertical Uniform Loads ... (Applied per foot of Strip Width) DL : Dead Load Lr : Roof Live Load If : Floor Live Load S : Snow Load
Ledger Load Eccentricity in klft
Concentric Load 0.180 0.30 0.3750k/ft
Lateral Loads
Full area WIND load 15.0 psf Wall Weight Seismic Load Input Method : ASCE seismic factors enteres
Fp = Wall Wt. ' 0.3220 = 18.676 psf SDS Value per ASCE 12.11.1
S DS = 0.8050
DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in
Governing Load Combination ... Actual Values ... Allowable Values ...
PASS Moment Capacity Check + 0.900 +1.60W Maximum Bending Stress Ratio 0.2012
Max Mu 0.4320 k -ft Phi *Mn 2.147 k -ft
PASS Service Deflection Check D + L + W + S/2 Min. Defl. Ratio 9,488.21 Max Allow Ratio 150
Max. Deflection 0.01518 in Clear Ht. I Ratio 0.960 in
PASS Axial Load Check +1.200 +0.50L +1.60S at 5.20 Max Pu I Ag 24.478 psi 0.06' fc 300.0 psi
PASS Reinforcing Limit Check +1.400 Max As/bd 0.002583 As/bd = 0.50 P bal 0.005345
PASS Minimum Moment Check +1.40D Mcracking 0.4492 k - ft Minimum Phi Mn 1.908 k -ft
Maximum Reactions ... for Load Combination....
Top Horizontal E Only 112.06 lbs
Base Horizontal E Only 112.06 lbs
Vertical Reaction D + Lf + S 1.551 k
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' Title : A ,A, • • - Job # ' 9
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' Dsgnr: oN'^" Date: 4:19PM, 3 FEB 10
.Description : /0_ 07 4 ... •
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Rev 580002
User: KW -0600619 Vet 580.1•Dec-2003 Steel Beam Design Page 1
c 11983.2003 ENERCALC Engineering Software - - __ - - -' - _
Description Comcast Canopy Beam
•
LGeneral Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1
Steel Section : C6X8.2 , Fy 36.O0ksi
Pinned- Pinned Load Duration Factor 1.00
' Center Span 8.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000 0 ksi
' Left Cant. 0.00 ft LL 8 ST Act Together
Right'Cant 0.00 ft
•• • Lu : Unbraced Length 8.00 ft
Distributed Loads. Note! Short Term Loads Are WIND Loads. r'
#1 #2 • • #3 #4 #5 #6 #7
•
LL 0.050 y S r7d ZIt of k/R
ST l ' • k /ft
Start Location ft
• End Location ft
Summary 1 ' • - ' Beam OK
•.Static Load Case Governs Stress
Using: C6X8.2 section. Span = 8.00ft, Fy = 36.0ksi
. End Fixity = Pinried- Pinned; Lu = .8.00ft, LDF = 1.000 " • .
• Actual Allowable
Moment • 0.625 k -ft 4.973 k-ft
Max. Deflection -0.019 in '
- • I fb : Bending Stress 1.724 ksi • 13.720 ksi Length /DL Defl 14,074.2:1 •
fb I Fb 0.126:1 ..
Length /(DL +LL Deft) 5,065.9 : 1
" . Shear 0.312 17.280 k
fv : Shear Stress • 0.260 ksi 14.400 ksi •
. l
fv /Fv 0.018:1
Force & Stress Summary i
• • «- These columns are Dead + Live Load placed as noted -»
DL LL '.LL +ST LL LL +ST
Maximum Only (07 Center 0 Center _ft Cants 0 Cants •
Max. M + 0.62 k -ft 0.22 0.62 • k -ft
Max. M - k -ft
Max. M @ Left k -ft
•Max. M @ Right k -ft
•
' Shear @ Left 0.31 k 0.11 " 0.31 • k
Shear @ Right 0.31 k 0.11 0.31 • k
Center Defl. • - 0.019in - 0.007 -0.019 -0.019 ' 0.000 0.000 in
Left Cant Deft 0.000in 0.000 0.000 0.000 0.000 0.000 in
Right Cant Defl 0.000 in •0.000 0.000 0.000 0.000 0.000 in
• ...Query Defl @ 0.000 ft . 0.000 0.000 0.000 0.000 0.000 in
Reaction @ Left 0.31 • 0.11 0.31 0.31 k
Reaction @ RI 0.31 0.11 0.31 0.31 k
Fa calc'd per Eq. E2 -2, [Mr > Cc
I Beam, Major Axis, Fb per Eq. F1 .8, Fb = 12.000 Cb Af / (I' d)
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' • Title : Job # !®
Dsgnr: Date: 4.14PM, 3 FEB 10
Description : 10 _ 0 ZA-
Scope :
Rev 580002
• User KW-0600619. Ver 5 8 O. 1 -Dec-2003 Steel Beam Design Page 1'
(c)1983 -2003 ENERCALC Engineenng Software
Description Comcast Canopy -- G a.-, . -I i eve 'tea& w`
General Information Code Ref: AISC 9th ASD, 1997 UBC. 2003 IBC. 2003 NFPA 5000
Steel Section : C6X8.2 Fy 36 00ksi
Pinned- Pinned Load Duration Factor 1 00
Center Span 0 00 ft Bm Wt. Added to Loads Elastic Modulus 29.000 0 ksi
Left Cant. 4 00 It LL & ST Act Together
Right Cant 0 00 ft
Lu . Unbraced Length 4.00 ft
L Point Loads Note! Short Term Loads Are WIND Loads
#1 #2 #3 #4 #5 #6 #7
Dead Load 0.080 0 080 k
Live Load 0.200 0.200 k
Short Term k
Location -4 000 -0 750 ft
Summary : - -- --
Static Load Case Governs Stress
Using. C6X8.2 section, Span = 0.00ft, Fy = 36.0ksi, Left Cant. = 4.00ft. Right Cant. = 0.00ft
End Fixity = Pinned - Pinned. Lu = 4.00ft. LDF = 1 000
Actual Allowable
Moment 1.395 k -1 7.830 k-ft
f Max Deflection 0 030 in
fb . Bending Stress 3 848 ksi 21.600 ksi Length /DL Defl 0.0 • 1
fb I Fb 0.178:1 Length /(DL +LL Dell) 0 0 1
Shear 0.592 k 17 280 k
tv . Shear Stress 0 494 ksi 14.400 ksi
fv / Fv 0.034: 1
Force & Stress Summary
1
«- These columns are Dead + Live Load placed as noted -»
DL LL LL +ST LL LL +ST
Maximum Only (7a Center 0 Center t l Cants (e) Cants
Max. M + 1.39 k -ft k -ft
Max. M - -0 44 -0.44 -1 39 k -ft
Max. M @ Left k -ft
Max. M @ Right k -ft
Shear @ Left 0.59 k 0 19 0.19 0.59 k
Shear @ Right k k
Center Defl -0.030 in -0.009 -0.009 -0.009 -0.030 -0 030 in
Left Cant Defl 0 030 in -0.009 -0.009 -0 009 -0.030 -0 030 in
Right Cant Deli 0 000 in 0.000 0.000 0.000 0.000 0.000 in
...Query Defl @ 0 000 ft 0 000 0.000 0.000 0.000 0 000 in
Reaction @ Left 0.59 0 19 0.19 0.19 0.59 0 59 k
' Reaction @ Rt k
Fa calc'd per Eq. E2 -2, K'Ur > Cc
- I Beam, Major Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Af / (I *d)
1 Section Properties C6X8.2
Depth 6 000 in Weight 8 12 # /ft
Web Thick 0.200 in lxx 13.100 in4
Width 1 920 in lyy 0.687 in4
Flange Thick 0.343 in Sxx 4 350 in3
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Area 2.39 in2 Syy 0.488 in3 l
Xcg Dist. 0 512 in R -xx 2.340 in I'Ut 0 4--- l i 1/1"-k..a 0 1'` -"-, t-J
Values for LRFD Design . R-yy 0.536 in el ; • 4, , 1.2 0 -L I r• ,.-,- � -
J 0.074 in4 Zx 5 160 in3 tf/
Cw 4.70 in6 Zy 0 987 in3 I , 3 % g-.1 l� a y x 12- =- 4- (7 O - a
K 0.813 in 4
• • Title : Job* ,
Dsgnr: 4601 Date: 4:40PM, 3 FEB 10 / '
• Description: !D -DZd /1
•
Scope : T
I Rev: 580001
User KW -0600619. Ver 580 1-Dec-2003 Masonry Wall Design Page 1 ' •
(c)1983 -2003 ENERCALC Engmeenng tware
_ Software
' Description C Masonry Wall with Canopy
_ General Information Code Ref: ACI 530-02 j
Wall Height 11.33 ft Seismic Factor 0.3300 I'm 1.500.0 psi • i
Parapet Height 0.00 ft Caic of Em = I'm ' 900.00 Fs 24,000.0 psi
Duration Factor 1 000 No Special Inspection
Thickness 8.0 in Wall WI Mult. 1.000 Grout @ Rebar Only
Rebar Size 5 Medium Weight Block
Rebar Spacing 32 in Equivalent
• Depth to Rebar 3 810 in @ Center Solid Thickness 4.900 in
• Loads •
' Uniform Load Cu,,,,-„dal Concentric Axial Load R 0 0+ Wind Load 14 600 psf
- Dead Load 80.000 7F /ft Dead Load 615.000 # /ft
Live Load 200.000 # /fl Live Load 375.000 # /ft S .,,o,..),
• Load Eccentncity 15.000 in Roof Load
•
. Roof Load .
Design Values .
E 1,350.000 psi Rebar Area • 0.116 in2 np ' 0.05462 ' j 0.90654
n: : Es/Em / Em 21.481 •• Radius of Gyration 2.487 in k 0.28038 2 / kj 7.86864
Wall Weight 55.000 psf Moment of Inertia • 363.660 in4 .
. Max Allow Axial Stress = 0.25 I'm (1- (h/140r) ^2) ' Spinsp '.158.91 psi
Allow Masonry Bending Stress = 0.33 I'm •• Spinsp = 247 50
Allow Steel Bending Stress = . 24,000.00 psi 1
Load Combination & Stress Details Summary j
_
• Axial Bending Stresses - " Axial
•
' Moment Load Steel Masonry •Compression
.. ., Top of Wall in-# lbs psi i psi \psi
DL + LL 4,200.0 1,270.0 10,460.3 189. 21.6
• DL + LL + Wind 1,200.0 •. 695.0 2,988.7 2 11.82
DL + LL +. Seismic 1,200.0 695.0 2,988.7 54.2 i 11.82
Between Base & Top of Wall
DL + LL 2,100.0 1,581.6 5,230.1 94.9 (2
DL ,+ LL + Wind 3,443.3 1,006.6 - 8.575.7 155. 17.12
DL + LL + Seismic 4,120 5 1,006 6 10,262 2 186.1 17 12
1 Summary . 1 . . ' - •
11.33ft high.wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 32.00ino -c. at center
•
Max. Bending Compressive Stress 211.32 OK t
. Allowable 247.50 OK
, Max. Axial Only Compressive Stress 26.90 psi L
Allowable. 158.91 OK
Max Steel Bending Stress 10,460.30 psi
Allowable 24,000.00 OK
- - -- - -... _ . - - •- • - -- - -
•
•
Title : • Job # '
Dsgnr: o ti Date: 4:40PM. 3 FEB 10 II" 1 1 Z
• Description : /0- 4
• Scope :
•
Rev: 580001
User KW-0600619. Ver 58.0. 1-0ec -2003 Masonry Wall .Design Page 2 I
tc11983 -2003 ENERCALC Engmeorng Software _
Description Comcast Masonry Wall with Canopy •
L Final Loads 8 Moments
Wall Weight moment @ Mid Ht 311 58 lbs Wind Moment @ Mid Hl 2.811.28 in-#
Seismic Moment @ Mid Ht 3.494.84 in -#
Dead Load Moment @ Top of Wall 1.200.00 in-#
• Dead Load Moment @ Mid Ht 600.00 in -# Total Dead Load 695.00 lbs
Total Live Load 575.00 lbs
Live Load Moment @ Top of Wall 3,000.00 in-#
LiveLoad Moment @ Mid Ht 1,500.00 in-#
Maximum Allow Moment for Applied Axial Load = 5,479.07 in-#
• Maximum Allow Axial Load for Applied Moment = 9.343.77 lbs
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