Specifications eUP.2o10 -o I2,3
• NI Nicoli Engineering, 3° 11rtz R
Inc. . c
PO Box 23784 Tigard, Oregon 97281 ' • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
RECEIVED
JUN 0 9 2010
STRUCTURAL CALCULATIONSDN
FOR:
WESTERN PARTITIONS - STORAGE ROOM
8330 SW HUNZIKER RD.
TIGARD, OR 97223
PROp
k
7 ' 198PE r
.• ' GON
F. TU9.
EXPIRES : 6 / 30 / 0
Note: Nicoli Engineering's design responsibility is limited to only
those specific areas of the structure and /or project as presented
herein. The attached calculations and /or construction details
have been prepared for the above referenced project for the
one - time -use at the noted site.
, JOB NO.: 100508
CLIENT : WESTERN PARTITIONS
PREPARED BY : SET
CHECKED BY : .
DATE 6 -4 -10 PAGE 1 OF
NNico Project: W y S-ra - pc 4..4 Page: 2 '
Client: BY SC"r
ENGINEERING, INC. Job No.: I p v c, p0 Date: 6 .4. ‘o
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•
•
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
Nicoli Engineering, Inc. Title : Storage Room Job # 100508 3
PO Box 23784 Dsgnr:
Tigard, OR 97281 Project Desc.: •
Project Notes :
Pnnhd 3 JUN 2010 4 59PM
ASCE 7 -05 Seismic Factor Determination ENERCALC, INC. 1983-2009, Ver: 6 1 02, N:36917
` ,L'ie': -4 KW= 060036 ;::Ns & ' .r' „Ictri '. r 4, r -,.'. <s�. :ig ;s, - z- * a'' ,.,: S -'AVS14t747714 m .7n• ►1rao3"4:[s3f:144 n
Description : -None -
,
Seismic Base Shear Calculated for Allowable Stress Design Load Combinations ASCE 7 -05 Section 12.8.3
Cs = 0.0760 from 12.8.1.1 W ( see Sum Wi below) = 9.50 k
Vertical Distribution of Seismic Forces Seismic Base Shear V = Cs • W = 0772 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
1 9.50 9.25 87.88 1.00 0.72 0.72 0.00
Sum Wi = 9.50 k Sum Wi' Hi = 87.88 k -ft Total Base Shear = 0.72 k
Base Moment = 6.7 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 9.50 0.72 0.72 9.50 1.34
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 ' I' Wpx
MAX Req'd Force @ Level 0.40' S * I * Wpx
Fpx : Design Force @ Level Wpx' SUM(x - >n) Fi / 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 = 0.2822 • 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 & V 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 •D = 0.000
0.000 0.000 t = p - ue +u.zu - Su6 - 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 •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
0.000 0.000 E = p • Qe +0.20 • SDS • D = 0.000
. + 15L( 1 i\S T►GN I 15fkSc 50-p - 2Zo 1 (2.65 ISM .
SI 4. 21r W 5
Nicoli Engineering, Inc. Title : Storage Room Job # 100508
4
PO Box 23784 Dsgnr:
Tigard, OR 97281 Project Desc.:
Project Notes :
Pnnreti 3 JUN 2010 4 59PM
ASCE 7 -05 Seismic Factor Determination ENERCALC, INC. 1983-2009, Ver: 6.1.02, N:36917
` !I,pit ti KtM0600367.0W:!, }. — `- 414,4 ` + ; " ie Ce " » • ;fifti :," RL icerise :OwneniNLC•,OLIIENGINEERING ?:
Description : –None–
, Occupancy Category Calculations per IBC 2006 & ASCE 7 -05
Occupancy Category of Building or Other Structure : 'll' : All Buildings and other structures except those listed as Category I, III, and IV ACSE 7 -05, Page 3, Table 1 -1
Occupancy Importance Factor = 1 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 = 122.787 deg West ✓
S S = 0.9425 g, 0.2 sec response Latitude = 42.243 deg North V
S 1 = 0.3387 9, 1.0 sec response Location :
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 = 1.12 ASCE 7 -05 Table 11.4 -1 & 11.4 -2
(using straight -line interpolation from table values) Fv = 1.72
Maximum Considered Eartquake Acceleration S MS = Fa • Ss = 1,058 ASCE 7 -05 Table 11.4 -3
S M1 = Fv • S1 = 0.583
Design Spectral Acceleration S DS S MS 213 = 0.706 ASCE 7 -05 Table 11.4 -4
S DI =S M 1 = 0.389
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
Light- framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets.
Response Modification Coefficient ' R' = 6.50 Building height Limits :
System Overstrength Factor ' Wo' = 3.00 Category °A &B• Limit No Limit
• Deflection Amplification Factor ' Cd' = 4.00 Category 'C' Limit No Limit
Category •D• Limit: Limit = 65
NOTE! See ASCE 7 -05 for all applicable footnotes. Category •E• Limit Limit = 65
Category 'F• Limit Limit = 65
Redundancy Factor ASCE 7 -05 Section 12.3.4
Seismic Design Category of D, E, or F, Redundancy Factor' p' Set by User to = 1.0
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 = 9.250 ft
• x'value = 0.75
' Ta' Approximate fundemental period using Eq. 12.8 -7 : Ta = Ct • (hn" x) = 0.106 sec
'TL' : Long -period transition period per ASCE 7 -05 Maps 22 -15 -> 22 -20 16.000 sec
Building Period • Ta • Calculated from Approximate Method selected = 0.106 sec
" Cs " Response Coefficient ASCE 7 -05 Section 12.8.1.1
S DS Short Period Design Spectral Response = 0.706 From Eq. 12.8-2, Preliminary Cs = 0.109
o R • : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = 0.564
' I ' . Occupancy Importance Factor = 1 From Eq. 12.8 -5 & 12.8 -6, Cs not be less than = 0.010
Cs : Seismic Response Coefficient = S (R1I) * 0.70 = 0.0760
h
•
5
. 2001 NASPEC w/2004 Supplement .
Project: Storage Room Date: • 6/3/2010
Model: Ceiling Joists •
160.0 Unif Ld
lb /ft
t . d r
R1 R2
14.00 ft
Section : 1000S250 -54 Single C Stud (X -X Axis) Fy = 50.0 ksi
Maxo = 4688.5 Ft -Lb Moment of Inertia, I = 12.660 in ^4 Va = 1660.8 lb
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Flexural and Deflection Check
Mmax • Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection
Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio
Center Span 3920.0 0.836 3920.0 Mid -Pt ✓ 4319.1 0.908 4. 0.370 U454 ✓
•
Combined Bending and Web Crippling .
Reaction or Load Brng Pa Pn Mmax Intr. Stiffen
Pt Load P(Ib) (in) (Ib) (Ib) (Ft -Lb) Value Req'd ?
R1 1120.0 3.50 840.0 1469.9 0.0 0.69 YES
R2 1120.0 3.50 840.0 1469.9 0.0 0.69 YES "
. Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen
R1 1120.0 0.0 1.00 0.67 0.00 0.45 NA
R2 1120.0 0.0 1.00 0.67 0.00 0.45 NA
•
W - Ct 0 p* 4- -7 6 yr -) ( ( ) - \ 6 c› /L,f
\/
2001 NASPEC w/2004 Supplement
• Project: Storage Room Date: 6/3/2010
•
Model: Wall Studs •
•
I
•
10.0 I Unif Ld
t -. I lb /ft
•
I li r
R1 R2
' 8.40 ft
• Section : 362S162 -54 Single C Stud (X -X Axis) Fy = 50.0 ksi
Maxo = 1106.7 Ft -Lb Moment of Inertia, I = 0.873 inA4 Va = 3371.6 lb
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Flexural and Deflection Check
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection
Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) • (in) Ratio
Center Span 88.2 0.080 88.2 None 495.8 0.178 0.044 , L/2317
Combined Bending and Web Crippling
Reaction or Load Bmg Pa Pn Mmax Intr. Stiffen
Pt Load P(Ib) (in) (lb) (Ib) (Ft -Lb) Value Req'd ?
R1 42.0 3.50 963.3 1685.8- 0.0 0.02 No
R2 42.0 3.50 963.3 1685.8 0.0 0.02 No
•
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen
R1 42.0 0.0 1.00 0.01 0.00 0.00 NA
R2 42.0 0.0 1.00 0.01 0.00 0.00 NA
' Combined Bending and Axial Load
Axial Ld Bracing (in) Max Allow Ld Intr.
Span (Ib) KyLy KtLt KUr (lb) P /Pa Value
Center Span 1120.0 (c) None None 167 1556.7 (c) 0.72 0.91
c
. , ■ ■ Project: (11 PT Page:
Client: �` By.
S
ENGINEERING, INC. Job No.: 10 5-0 o Date:
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.
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
O
ESR - 2374 I ost Widely Accepted and Trusted Page 15 of 19
. TABLE 6- ALLOWABLE AXIAL LOAD (kips) (Continued)
5 PSF .
' MEMBER SPACING 6" HDS Members I 8" HDS Members
LENGTH (in) Gauge (mils)
(ft) 20 (33) 18 (43) 16 (54) 14 (68) 12 (97) 20 (33) 18 (43) 16 (54) 14 (68) 12 (97)
12 5.09 8 8.10 8 14.77 a 20.74 8 30.98 a 5.31 a' 8 47 a 15.60 8 22.27 a 33.77 a
8 16 5.03 a 8.04 a 14.71 a 20.67 a 30.90 a 5.27 a' 8.43 a 15.56 a 22.23 a 33.72 a
• 24 4.90 a 7.90 a 14.57 a 20.53 a 30.75 a 5.19 a' 8.34 a 15.47 a 22.14 a 33.63 a
12 4.96 a 7.92 a 14.49 a 20.11 8 29.97 8 5.24 a' 8.38 a 15.40 8 21.95 a 33.25 a
. 9 16 4.89 a 7.84 a 14.40 a 20 1 a 29.87 a 5.19 a' 8.32 a 15.35 a 21.89 a 33.19 a
24 4.73 a • 7.67 a 14.23 a 19.83 a 29.67 a 5 08 a' 8.21 a 15.24 a 21.78 a 33.07 a
12 4.82a 7.72a 14.098 •.•1a 28.84a 5.16 a' 8.27a 15.188 21.58a 32.65a
10 16 4.73 a 7.61 8 13.98 8 19.29 8 28.72 8 5.10 a' 8.20 8 15.11 a 21.50 a 32 57 a
24 • 4.54 a 7.40 a 13.76 a 19.05 a 28.47 a 4.96 a' 8.06 8 14.97 a 21.36 a 32.42 a
12 4.67a 749a 13.57a 18.628 27.62a 5.07 a' 8.14a 14.928 21.15a 31.97a
11 16 4 55 a 7 36 a 13.438 18.47a 27.47a 4.99 a' 8.068 14.84a ' 21.06a 31.888
24 '4.32 a - 7.11 a 13.16 8 18.18 8 27.16 8 4.83 a' 7.89 8 14.67 a 20.88 a 31.69 8
12 4.50 a 7.24 a 13.00 a 17.71 a 26.32 a 4.97 a' 8.00 a 14.69 a 20.68 a 31.22 a
12 16 4.36 a 7.08 a 12.84 a 17.53 a 26.13 a 4.87 a' 7.90 a 14.59 8 20.57 a 31.10 a
24 4.08 8 6.78 a 12.51 a 17.18 8 25.75 8 4 68 a' 7.71 a 14.39 8 20.35 a 30.87 8
12 4.12a 6.67a 11.67a 15.75a 23.518 4.74 a' 7.68a 14.148 19.60a 29.51 a
14 16 3.93 a 6.45 a 11.44 a 15.51 8 23.25 a 4 60 a' 7.54 a 14.00 a 19.45 a 29.34 8
24 3.57 a 6.04 a • 11.00 a 15.03 a 22.73 8 434 a' 7.27 a 13.72 a 19.15 a 29.02 8
12 3.69 8 6.02 a 10.24 8 13.70 8 20.56 a 4.47 a' 7.30 a 13.31 a 18.33 8 27.57 a
16 16 3.46a 5.75a 9.95a 13.40a 20.21 a 4.29 a' 7.12a 13.128 18.13a 27.35a
24 3.01 8 5.24 a _ 9 42 a _ 12.82 a 19.56 a 3 95 a' 6.77 a 12.75 a 17.73 a 26.92 8
15 PSF
MEMBER SPACING 6" HDS Members I 8" HDS Members
LENGTH (in) Gauge (mils)
(ft/ 20 (33) 18 (43) 16 (54) 14 (68) 12 (97) 20 (33) 18 (43) 18 (54) 14 (68) 12 (97)
12 4.72 a 7.71 a 14.38 a 20.31 a 30.53 a 5.06 a' 8 22 a 15.35 a 22.00 a 33.48 a
8 16 4.54 8 7.51 a 14.18 8 20.10 a 30.30 a 4.93 a' 8.09 8 15.22 8 21.87 a 33.34 a
24 4.19 a 7.13 a 13.79 a 19.67 a 29.86 a 4.68 a' 7.83 a 14.97 a 21.60 a 33.06 a
12 4.50 a 7.42 a 13 97 a 19.55 a 29.38 a 4.92 a' 8.05 a 15.08 a 21.60 a 32.88 a
9 16 4.27 a 7 17 a 13 71 a 19.28 a 29.09 a 4.76 a' 7 89 a 14 92 a 21.43 a 32.70 a
24 3.83 8 6.68 a 13 21 a 18.73 8 28.51 a 444 a' 7.56 a 14.60 a 21.08 8 32.33 8
12 4.258 7.098 13.438 18.708 28108 4.76 a' 7.868 14.77 a 21.148 32.19 a
10 16 3.97 a 6.79 a 13.11 a 18.35 a 27.74 a 4.56 a' 7.66 a 14.57 a 20.92 a 31.96 a
24 3.43 a 6.19 a 12.48 a 17.68 a 27.02 a 4.17 a' 7.26 a 14 18 a •20.49 a 31.50 a
12 3.98 a 6.73 a 12.76 a 17.75 a 26.70 a 4.58 a' 7.65 a 14.42 a 20.61 a 31.40 a
11 16 3.65a 6.36a 12.37a 17.33a 26.26a 4.34 a' 7.40a 14.18a 20.35a 31.128
24 3018 5.65a 1162a 16.52a 2538a 387 a' 6 92 a 13.70a 19828 30.568
12 3.69 a 6.33 8 12.04 8 16.67 8 25.21 a 4.39 a' 7.41 a 14.10 8 20.03 a 30.53 a
12 16 3.30a 5.90a 11.58a 16.178 24.67a 4.10 a' 7.12a 13.808 19.71 a 30.198
24 2.57 8 5.08 8 10.70 8 15.22 8 23.64 a 3.55 a' 6.54 a 13.22 8 19.08 8 29.51 a
12 3 05 a 5 46 a 10.38a 14.368 21 99 a 3.95 a' 6 87 a 1330 a 18.708 2854a
14 16 2.57 a 4.91 8 9.80 8 13.73 8 21.28 8 3.57 a' 6.47 8 12.89 8 18.26 a 28.07 8
24 1.68a 3.89a 8.72a 12.55a 19.96a 2.84 a' 5.71 a 12.10a 17.40a 27.14a
12 2.40a 4548 8.68a 12.02a 18.668 3.46 a' 6.258 12.20a 17.14a 26.28a
16 16 1.85a '3.90a 8.01a 11.30a 17.82a 299 a' 5.75a 11.68a 16.57a 25.66a
24 085c 2.75 b 6.82a 9.99 a 16.32a 209 a' 4 79 a 10.67a 15.48a 24.46a
For SI: 1 inch = 25.4 mm, 1 kip = 4.4482 kN.
Table 6 continued on next page
?Gt � \G Y- Felt � ' � -14 C A 4
4943
Fasteners (Screws and Welds)
Screw Table Notes
1. Screw spacing and edge distance shall not be less than 3 x d. (d = Nominal screw diameter)
2. The allowable loads are based on the steel properties of the members being connected, per AISI section E4.
3. When connecting materials of different steel thicknesses or tensile strength (F the lowest applicable values
should be used.
4. The nominal strength of the screw must be at least 3.75 times the allowable loads.
5. Values include a 3.0 factor of safety.
6. Applied loads may be multiplied by 0.75 for seismic or wind loading, per AISI A 5.1.3.
7. Penetration of screws through joined materials should not be less than 3 exposed threads. Screws should be
installed and tightened in accordance with screw manufacturer's recommendations.
Allowable Loads for Screw Connections (lbs/screw)
No. 12 No. 10 No.8 No.6
Steel Thickness Steel Properties Dia. = 0.216 (in) Dia. = 0.190 (in) Die. = 0.164 (in) Dia. = 0.138 (in)
Mils Design (in) Fy (ksi) Fu (ksi) Shear Pullout Shear Pullout Shear Pullout Shear Pullout
18 0.0188 33 45 I; • a;;;: ; °: '== :._`'.% 66 39 60 33
27 0.0283 33 45:- '-:' :;; n:" a ii 121 59 111 50
30 0.0312 33 45 i "'°'' '�.:: -, =" ' 4 151 76 141 65 129 55
33 0.0346 33 45 � a`. r'•.'�e 177 84 164 72 151 61
43 0.0451 33 45 280 124 263 109 244 94 224 79
54 0.0566 33 45 394 156 370 137 3.44 118
68 0 0713 33 45 557 196 523 173 ,
Weld Table Notes
1. Weld capacities based on AISI, section E2
2. When connecting materials of different steel thicknesses or tensile strength (F the lowest applicable values
should be used.
3. Values include a 2.5 factor of safety.
4. Based on the minimum allowance load for fillet or flare groove welds, longitudinal or transverse loads.
5. Allowable loads based on E60xx electrodes.
6. For material less than or equal to .1242" thick, drawings show nominal weld size. For such material, the effective
throat of the weld shall not be less than the thickness of the thinnest connected part.
Allowable Loads for Fillet Welds and Flare Groove Welds
Steel Thickness Steel Properties Nominal Allowable
Mils Design (in) Fy (ksi) Fu(ksi) Weld Size Load (Ib /in)
43 0.0451 33 45 1/16 609
54 0.0566 33 45 3/32 764
68 0.0713 33 45 1/8 963
97 0.1017 33 45 1/8 1373
118 0.1242 33 45 1/8 1677
54 0.0566 50 65 3/32 1104
68 0.0713 50 65 1/8 1390
97 01017 50 65 1/8 1983
118 01242 50 65 1/8 2422
17,:t
SSMA