20150221 Permit Pkg 07212015City of Yelm
Community Development Department
Building Division
Phone: (360) 458 -8407
Fax: (360) 458 -3144
Applicant:
Name: MIKE BROWN
Address: 16510 106TH AVENUE SE
YELM WA 98597
Property Information:
Site Address: 18510 10CTH AVE SE
Assessor Parcel No.: 64303400504 Subdivision:
Contractor Information:
Name: PRIDE CONSTRUCTION & DEV, LLC
Address: RICK CRUSE
P.O. BOX 209
RAINIER WA 98576
Contractor License No.: PRIDECB941 P6 Expires
Permit No.: 20150221 ,,,,�/
Issue Date: b10Muo -Q— —q-& l S
(Work must be completed within 180 days)
Phone: 360- 458 -1421
Owner: MIKE BROWN
Lot:
Phone:
10/26/2012
Project Information:
Project: COMMERCIAL REMODEL
Description of Work: CONSTRUCT APPROX 1400 SQUARE FOOT MEZANINE FOR STORAGE AND PREPARE
FOOTING FOR FUTURE MEZANINE
Sq. Ft. per floor: First Heat Type (Electric, Gas, Other):
Second
Third
Garage
Basement
Fees:
Item
BUILDING
Contractor
PRIDE CONSTRUCTION & DEV, LLC
TOTAL FEES:
Applicant's Affidavit:
I certify that I have read and examined the information contained within the application and know the same
to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of
Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants,
easements and restrictions of record. If applying as a contractor, I further certify that I am currently
registered in the State of Washington.
Fees
$ 678.89
$ 678.89
OFFICIAL USE ONLY
# Sets of Prints:
Final Inspection:
Date:
By:
Ct�of y
all
45$'0244
RECD; 00 ?0j90
RE #R: Co TERM. 71211201.5
PAID BV,
TRAM. 33. �00 BUILDING
M FERMI t
IKE BRD WN 518 89C
S
sro R
76
BLDG 105TH AVE SE
TENDERED . 678.89CR
APPLIED: ' 618.89
678,89_ CHECK
CHANGE; ---�
0.00
8:58 AM
CITY OF YELM
COMMERCIAL BUILDING PERMIT APPLICATION FORM
Project Address: 1�o5_10 j l�(y ��1� Parcel #:
Zoning;
Current Use:
Proposed Use:
New Construction -_ Re -Model / Re -Roof / Tenant Improvement
Plumbing :i Mechanical ❑ Fire Prevent`/Suppress /Alarm Other
Project Description /Scope of Work: 54ogzj� / /)4e zZti
Project Value:
Building Area (sq. ft) Parking Garage
Building Height
1st Floor 2nd Floor 3rd Floor
Are there any environmentally sensitive areas located on the parcel? _
completed environmental checklist must accompany permit application.
If yes, a
BUILDING OWNER/TENANT NAME: /W/;I
ADDRESS / Sit EMAIL
CITY ,'mil STATE_., - ZIP SCSI') TELEPHONE 3e- a
ARCHITECT /ENGINEER Pre_c_jj Fhe,heaT LICENSE#
ADDRESS EMAIL e,,,5e e6 ,w-i vy
CITY STATE ZIP TELEPHONE
GENERAL CONTRACTOR Cii -i L C -5 TELEPHONE
ADDRESS P-D EMAIL�rir�t
CITY STATE ✓A ZIP `5J 6-D,L FAX
CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE #
PLUMBING CONTRACTOR TELEPHONE
ADDRESS EMAIL
CITY STATE ZIP FAX
CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE #
MECHANICAL CONTRACTOR TELEPHONE_
ADDRESS EMAIL
CITY STATE ZIP FAX
CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE #
Copy of City Mitigation documentation JFC).
I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the
above described property will be in accordance with the laws, rules and regulations of the State of Washington and the
City of Yelm.
Applicant's Signature Date
Owner / Contractor / Owner's Agent / Contractor's Agent / Tenant (Please circle one.)
All permits are non - transferable and will expire if work authorized by such permit is not begun
within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days
MAY 0 5 2015
I.
(360) 458 -3835
105 Yelm Ave W (360) 458 -3144 FAX
Yelm, WA 98597 www.ci.yelm.wa.us
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STRUCTURAL CALCULATIONS
For
Browns Car Care
Mezzanine Addition
Lateral and Vertical
Design
April 16, 2015
Project # 201537
By
PRECISE ENGINEERING INC.
HAROLD HAHNENKRATT, P.E.
MAY 0 5 2015
SCOPE: Provide structural calculations for lateral and vertical design per the 2012
IBC.
LOADS AND MATERIALS
Wall: 2x6 Studs @ 16 "oc Dead Load = l Opsf
Small Mezzanine
Floor: I joists at 16 "oc Dead Load = 18psf
Live Load = 125psf
Large Mezzanine
Floor: I joists at 16 "oc Dead Load = 12psf
Part. Load = 1Opsf
Live Load = 50psf
Wind: 5 PSF interior wind
Seismic: Site Class = D
Design Category = D
Use Group = I
R = 6.5
Cd = 4
Wo = 3
Soil: = 1500 PSF, Assumed bearing capacity
38 PCF, Assumed Active Fluid Pressure
350 PCF, Assumed Passive fluid Pressure
0.45, Assumed Coefficient of Friction
110 PCF, Assumed Soil Density
Lumber: 2x > 4x
6x >
GLB
Concrete: f c
Rebar
#2DF
#lDF
24f -v4 for simple span
24f -v8 for cont. and cantilever.
= 2500psi
Grade 60
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JOINTS PER NOTE, ALONG GRID 1
LINES AS SHOWN. j
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AAA,
Precise Eningeering Inc Project Title:
1011 Mellen Street Engineer: Project ID:
Centralia, WA 98531 Project Descr:
(360) 736 -1137
ASCE Seismic Base Shear File =c:lUsem\ Harold IDOCUME- 11ENERCA- 1\BROWNA -1.EC6
ENERCALC. INC. 1983-2015, Build:615.1.19, Vec6.15.1.19
-- None --
Risk Category Calculations per ASCE 7 -10
Risk Category of Building or Other Structure : "11" : All Buildings and other structures except those listed as Category I, III, and IV ASCE 7 -10, Page 2, Table 1.5 -1
Seismic Importance Factor = 1 ASCE 7 -10, Page 5, Table 1.5 -2
Gridded Ss & Slvalues ASCE -7.10 Standard ASCE 7 -10 11.4.1
Max. Ground Motions, 5% Damping: Latitude = 46.893 deg North
SS = 1.2283 g, 0.2 sec response Longitude = 122.567 deg West
S1 - 0.4864 g, 1.0 sec response Location: Yelm, WA 98597
Site Class, Site Coeff. and Design Category
Site Classification "D' : Shear Wave Velocity 600 to 1,200 fUsec = D ASCE 7 -10 Table 20.3 -1
Site Coefficients Fa & Fv Fa = 1.01 ASCE 7 -10 Table 11.4 -1 & 11.4 -2
(using straight -line interpolation from table values) Fv = 1.51
Maximum Considered Earthquake Acceleration S MS = Fa' Ss = 1,239 ASCE 7-10 Eq. 11.4 -1
S Mt = Fv' S1 = 0.736 ASCE 7 -10 Eq. 11.4 -2
Design Spectral Acceleration S DS S MS 2/3 = 0.826 ASCE 7 -10 Eq. 11.4 -3
S Dl= S Mt' 213 = 0.491 ASCE 7 -10 Eq. 11.4 -4
Seismic Design Category = D 4SCE 7 -10 Table 11.6 -1 & -2
Resisting System ASCE 7 -10 Table 12.2 -1
Basic Seismic Force Resisting System ... Bearing Wall Systems
Light- framed walls sheathed wfwood 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 -10 for all applicable footnotes. Category "E" Limit: Limit = 65
Category "F" Limit: Limit = 65
Redundancy Factor ASCE 7 -10 Section 12.3.4
Seismic Design Category of D, E, or F therefore Redundancy Factor" p " = 1.3
Lateral Force Procedure ASCE 7 -10 Section 12.8.2
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7- 1012.8
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 = 12,0 ft
" x " value = 0.75
" Ta " Approximate fundemental period using Eq. 12.8 -7 : Ta = Ct' (hn A x) = 0,129 sec
"TL" : Long - period transition period per ASCE 7 -10 Maps 22 -12 -> 22 -16 6.000 sec
Building Period " Ta " Calculated from Approximate Method selected = 0,129 sec
" Cs " Response Coefficient ASCE 7 -10 Section 12.6.1.1
S DS: Short Period Design Spectral Response = 0.826 From Eq. 12.8 -2, Preliminary Cs = 0.127
" R ° : Response Modification Factor = 6.50 From Eq. 12.8 -3 & 12.8 -4 , Cs need not exceed = 0.586
" I " : Seismic Importance Factor = 1 From Eq. 12.8 -5 & 12.8 -6, Cs not be less than = 0.036
Cs :Seismic Response Coefficient = = 0.1271
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Design Maps Summary Report
MUM Design Maps 5
User - Specified Input
Building Code Reference Document
Site Coordinates
Site Soil Classification
Risk Category
summary Report
2012 International Building Code
(which utilizes USGS hazard data available in 2008)
46.93364 0N, 122.58993 °W
Site Class D - "Stiff Soil"
I /II /III
Page 1 of 1
USGS- Provided Output
Ss = 1.244 g Ss = 1.247 g Sns = 0.831 g
S, = 0.495 g S„3 = 0.744 g Sol = 0.496 g
For information on how the SS and S1 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.
MCE,t Response Spectrum
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0.93
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0.27
9.1t
9-07
0.00
0.00 0.20 040 0.190 0,= 1.00 1120 1,40 1.150 1180 2190
Parlod. T (set)
Design Response Spectrum
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject - matter knowledge.
http: / /ehp3- earthquake. wr. usgs. gov /desigmnaps /us /summary.php? template= minimal &latitu... 4/6/2015
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Precise Eningeering Inc
1011 Mellen Street
Centralia, WA 98531
(360) 736 -1137
Steel Beam
Description : 15' mez
CODE REFERENCES
Project Title:
Engineer: Proiect ID:
Project Descr:
File = c:l UsersU iaroldOXUME- 11ENERCA- 10ROWNA -1.EC6
ENERCALC, INC. 1%3-2015, BuiM:6.15.1,19, Ver.6,15.1.19
Calculations per AISC 360 -10, IBC 2012, ASCE 7 -10
Load Combination Set: ASCE 7 -10
Material Properties
Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 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 0.04
Q(0 04 D 0.04
D(0.135 L 0.9375 D 0.135 0.1
L 0.9375 D 35 L 0.9375)
Span = 2.0
W24x68
Span = 36.0 ft
W24x68
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weiqht calculated and added to loadinq
Load for Span Number 1
Uniform Load : D=0.0180, L = 0.1250 ksf, Tributary Width= 7.50
ft, (mez)
Uniform Load : D = 0.040 k/ft, Tributary Width=
1.0 ft
Load for Span Number 2
Uniform Load : D = 0.0180, L = 0.1250 ksf, Tributary Width = 7.50
ft, (mez)
Uniform Load : D = 0.040 k/ft, Tributary Width =1.0
ft
Load for Span Number 3
Uniform Load : D = 0.0180, L = 0.1250 ksf, Tributary Width = 7.50
ft, (mez)
Uniform Load : D = 0.040 k/ft, Tributary Width =1.0
ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.428:1
Maximum Shear Stress Ratio =
0.108: 1
Section used for this span
W24x68
Section used for this span
W24x68
Ma: Applied
188.917 k -ft
Va : Applied
21.257 k
Mn / Omega: Allowable
441.617 k -ft
Vn /Omega : Allowable
196.710 k
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
17.772ft
Location of maximum on span
36.000 ft
Span # where maximum occurs
Span # 2
Span # where maximum occurs
Span # 2
Maximum Deflection
Max Downward Transient Deflection
0.671 in
Ratio =
643
Max Upward Transient Deflection
-0.116 in
Ratio =
412
Max Downward Total Deflection
0.845 in
Ratio=
511
Max Upward Total Deflection
-0.147 in
Ratio=
327 <360
-.._.
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
+D+H
Dsgn. L = 2.00 ft 1 0.001 0.022
-0.49
0.49 737.50 441.62
1.00 1.00
4.38
295.07 196.71
Dsgn. L = 36.00 ft 2 0.088 0.022
38.94
-0.49
38.94 737.50 441.62
1.00 1.00
4.38
295.07 196.71
Dsgn. L = 2.00 ft 3 0.001 0.002
-0.49
0.49 737.50 441.62
1.00 1.00
0.49
295.07 196.71
+D+L+H
Dsgn. L = 2.00 It 1 0.005 0.108
-2.36
2.36 737.50 441.62
1.00 1.00
21.26
295.07 196.71
Dsgn. L = 36.00 ft 2 0.428 0.108
188.92
-2.36
188.92 737.50 441.62
1.00 1.00
21.26
295.07 196.71
Dsgn. L = 2.00 ft 3 0.005 0.012
-2.36
2.36 737.50 441.62
1.00 1.00
2.36
295.07 196.71
+D+Lr+H
Dsgn. L = 2.00 ft 1 0.001 0.022
-0.49
0.49 737.50 441.62
1.00 1.00
4.38
295.07 196.71
Dsgn. L = 36.00 ft 2 0.088 0.022
38.94
-0.49
38.94 737.50 441.62
1.00 1.00
4.38
295.07 196.71
Dsgn. L = 2.00 ft 3 0.001 0.002
-0.49
0.49 737.50 441.62
1.00 1.00
0.49
295.07 196.71
+D +S+H
Dsgn. L = 2.00 ft 1 0.001 0.022
-0.49
0.49 737.50 441.62
1.00 1.00
4.38
295.07 196.71
Dsgn. L = 36.00 ft 2 0.088 0.022
38.94
-0.49
38.94 737.50 441.62
1.00 1.00
4.38
295.07 196.71
Dsgn. L = 2.00 ft 3 0.001 0.002
-0.49
0.49 737.50 441.62
1.00 1.00
0.49
295.07 196.71
Precise Eningeering Inc Project Title:
1011 Mellen Street Engineer: Protect ID:
Centralia, WA 98531 Project Descr:
(360) 736 -1137
Steed Beam File = c:l UserslHarold \DOCUME- 11ENERCA -1tf
ENERCALC, INC. 1983.2015, Build:6.15.1.
Licensee:: PRECISE ENGIf
0.00:0
Description : 15' mez
Load Combination
Support 2
Max Stress Ratios
Overall MAXimum
23.618
Summary of Moment Values
Overall MINimum
Summary of Shear Values
Segment Length Span #
M
V
Mmax +
Mmax -
Ma - Max
Mnx
Mnx/Omega Cb Rm
Va Max
Vnx
Vnx/Omega
+D+0.7501-r+0.7501-+11
4.868
+D+0.750Lr+0.750L+H
18.931
18.931
+D+0.750L+0.750S+H
18.931
18.931
+D+0.60W+H
4.868
4.868
+D+0.70E+H
4.868
Dsgn. L = 2.00 ft
1
0.004
0.087
+D+0.750L+0.750S+0.450W+H
-1.89
1.89
737.50
441.62
1.00 1.00
17.04
295.07
196.71
Dsgn. L = 36.00 ft
2
0.343
0.087
151.42
-1.89
151.42
737.50
441.62
1.00 1.00
17.04
295.07
196.71
Dsgn. L = 2.00 It
3
0.004
0.010
-1.89
1.89
737.50
441.62
1.00 1.00
1.89
295.07
196.71
+D+0.750L+0.750S+H
Dsgn. L = 2.00 ft
1
0.004
0.087
-1.89
1.89
737.50
441.62
1.00 1.00
17.04
295.07
196.71
Dsgn. L = 36.00 ft
2
0.343
0.087
151.42
-1.89
151.42
737.50
441.62
1.00 1.00
17.04
295.07
196.71
Dsgn. L = 2.00 ft
3
0.004
0.010
-1.89
1.89
737.50
441.62
1.00 1.00
1.89
295.07
196.71
+D+0.60W+H
Dsgn. L = 2.00 ft
1
0.001
0.022
-0.49
0.49
737.50
441.62
1.00 1.00
4.38
295.07
196.71
Dsgn. L = 36.00 ft
2
0.088
0.022
38.94
-0.49
38.94
737.50
441.62
1.00 1.00
4.38
295.07
196.71
Dsgn. L = 2.00 It
3
0.001
0.002
-0.49
0.49
737.50
441.62
1.00 1.00
0.49
295.07
196.71
+D+0.70E+H
Dsgn. L = 2.00 ft
1
0.001
0.022
-0.49
0.49
737.50
441.62
1.00 1.00
4.38
295.07
196.71
Dsgn. L = 36.00 ft
2
0.088
0.022
38.94
-0.49
38.94
737.50
441.62
1.00 1.00
4.38
295.07
196.71
Dsgn. L = 2.00 ft
3
0.001
0.002
-0.49
0.49
737.50
441.62
1.00 1.00
0.49
295.07
196.71
+D+0.750Lr+0.750L+0.450W+H
Dsgn. L = 2.00 ft
1
0.004
0.087
-1.89
1.89
737.50
441.62
1.00 1.00
17.04
295.07
196.71
Dsgn. L = 36.00 ft
2
0,343
0.087
151.42
-1.89
151.42
737.50
441.62
1.00 1.00
17.04
295.07
196.71
Dsgn. L = 2.00 ft
3
0.004
0.010
-1.89
1.89
737.50
441.62
1.00 1.00
1.89
295.07
196.71
+D+0.750L+0.750S+0.450W+H
Dsgn. L = 2.00 ft
1
0.004
0.087
-1.89
1.89
737.50
441.62
1.00 1.00
17.04
295.07
196.71
Dsgn. L = 36.00 ft
2
0.343
0.087
151.42
-1.89
151.42
737.50
441.62
1.00 1.00
17.04
295.07
196.71
Dsgn. L = 2.00 ft
3
0.004
0.010
-1.89
1.89
737.50
441.62
1.00 1.00
1.89
295.07
196.71
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 2.00 ft
1
0.004
0.087
-1.89
1.89
737.50
441.62
1.00 1.00
17.04
295.07
196.71
Dsgn. L = 36.00 ft
2
0.343
0.087
151.42
-1.89
151.42
737.50
441.62
1.00 1.00
17.04
295.07
196.71
Dsgn. L = 2.00 It
3
0.004
0.010
-1.89
1.89
737.50
441.62
1.00 1.00
1.89
295.07
196.71
+0.60D+0.60W+0.60H
Dsgn. L = 2.00 ft
1
0.001
0.013
-0.29
0.29
737.50
441.62
1.00 1.00
2.63
295.07
196.71
Dsgn. L = 36.00 ft
2
0.053
0.013
23.36
-0.29
23.36
737.50
441.62
1.00 1.00
2.63
295.07
196.71
Dsgn. L = 2.00 It
3
0.001
0.001
-0.29
0.29
737.50
441.62
1.00 1.00
0.29
295.07
196.71
+0.60D+0.70E+0.60H
Dsgn. L = 2.00 ft
1
0.001
0.013
-0.29
0.29
737.50
441.62
1.00 1.00
2.63
295.07
196.71
Dsgn. L = 36.00 It
2
0.053
0.013
23.36
-0.29
23.36
737.50
441.62
1.00 1.00
2.63
295.07
196.71
Dsgn. L = 2.00 ft
3
0.001
0.001
-0.29
0.29
737.50
441.62
1.00 1.00
0.29
295.07
196.71
Overall Maximum Deflections
Load Combination
Span
Max. " " Defl
Location in Span
Load Combination
Max. " +' Defl
Location in Span
1
0.0000
0.000
+D+L+H
-0.1467
0.000
+D+L+H
2
0.8454
18.228
0.0000
0.000
3
0.0000
18.228
+D+L+H
-0.1467
2.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination Support 1
Support 2
�£
Overall MAXimum
23.618
23.618
Overall MINimum
2.921
+D+H
4.868
4.868
+D+L+H
23.618
23.618
+D+Lr+H
4.868
4.868
+D +S+H
4.868
4.868
+D+0.750Lr+0.750L+H
18.931
18.931
+D+0.750L+0.750S+H
18.931
18.931
+D+0.60W+H
4.868
4.868
+D+0.70E+H
4.868
4.868
+D+0.750Lr+0.75OL+0.450W+H
18.931
18.931
+D+0.750L+0.750S+0.450W+H
18.931
18.931
+D+0.750L+0.750S+0.5250E+H
18,931
18.931
+0.60D+0.60W+0.60H
2.921
2.921
+0.60D+0.70E+0.60H
2.921
2.921
D Only
4.868
4.868
Lr Only
L Only 18.750 18.750 i
S Only
W Only
E Only
H Only
4
Precise Eningeering Inc Project Title:
1011 Mellen Street Engineer: Project ID:
Centralia, WA 98531 Project Descr:
(360) 736 -1137
Steel Column
Maximum Axial + Bending Stress Ratios
hie C: 1USerSV1ar01GWL )UUMt ^11tNthf.A ^7kiKUVVNA,LtL0
Load Combination
Stress Ratio
ENERCALC, INC. 1983 -2015, Build:6,15.1 J9, Vec6.15.1.19
Location
-
Description : 15' mez
Location
+D+H
Code References
PASS
9.93 ft
Calculations per AISC 360 -10, IBC 2012, CBC 2013, ASCE
7 -10
0.00 ft
Load Combinations Used: ASCE 7 -10
0.251
PASS
General Information
0.005
PASS
Steel Section Name: HSS6x6xl /4
+D+Lr+H
Overall Column Height 10.0 ft
Analysis Method : Allowable Strength
9.93 ft
Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade
Brace condition for deflection (buckling) along columns
Fy : Steel Yield 46.0 ksi
X -X (width) axis :
E : Elastic Bending Modulus 29,000.0 ksi
9.93 ft
Unbraced Length for X -X Axis buckling =10.0 ft, K = 1.0
Load Combination : ASCE 7 -10
Y
-Y (depth) axis:
0.202
PASS
Unbraced Length for Y -Y Axis buckling = 10.0 ft, K = 1.0
Applied Loads
PASS
Service loads entered. Load Factors will be applied for calculations.
Column self weight included :189.863 Ibs' Dead Load Factor
0.202
PASS
AXIAL LOADS ...
0.004
PASS
Axial Load at 10.0 ft, Xecc = 1.000 in, Yecc = 1.000 in, D
= 4.90, L = 18.80 k
0.053
DESIGN SUMMARY
9.93 ft
0.001
Bending & Shear Check Results
0.00 ft
+D+0.70E+H
PASS Max. Axial+Bending Stress Ratio =
0.2514 : 1
Maximum SERVICE Load Reactions..
Load Combination
+D +L +H
Top along X -X 0.1975 k
Location of max.above base
9.933 ft
Bottom along X -X 01975 k
At maximum location values are ...
0.004
Top along Y -Y 0.1975 k
Pa: Axial
23.890 k
Bottom along Y -Y 0.1975 k
Pn I Omega: Allowable
120.933 k
0.004
Ma-x: Applied
-1.962 k -ft
Maximum SERVICE Load Deflections ...
Mn -x / Omega: Allowable
25.709 k -ft
Along Y -Y - 0.02663 in at 5.839ft above base
0.004
PASS
for load combination : +D +L +H
Ma-y: Applied
-1.962 k -ft
PASS
Mn -y / Omega: Allowable
25.709 k -ft
Along X -X - 0.02663 in at 5.839ft above base
0.00 ft
+0.60D+0.70E+0.60H
for load combination :+D +L +H
PASS Maximum Shear Stress Ratio =
0.004838 : 1
0.001
Load Combination
+D +L+H
Maximum Reactions
Location of max.above base
0.0 ft
At maximum location values are ...
Note: Only
non -zero reactions are listed.
Va : Applied
0.1975 k
Vn / Omega: Allowable
40.826 k
Axial Reaction
Load Combination Results
@ Base
@ Top
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio
Status
Location
Stress Ratio
Status
Location
+D+H
0.053
PASS
9.93 ft
0.001
PASS
0.00 ft
+D+L+H
0.251
PASS
9.93 ft
0.005
PASS
0.00 ft
+D+Lr+H
0.053
PASS
9.93 ft
0.001
PASS
0.00 ft
+D +S+H
0.053
PASS
9.93 ft
0.001
PASS
0.00 ft
+D+0.750Lr+0.750L +H
0.202
PASS
9.93 ft
0.004
PASS
0.00 ft
+D+0.750L+0.750S+H
0.202
PASS
9.93 ft
0.004
PASS
0.00 ft
+D+0.60W+H
0.053
PASS
9.93 ft
0.001
PASS
0.00 ft
+D+0.70E+H
0.053
PASS
9.93 ft
0.001
PASS
0.00 ft
+D+0.750Lr+0.750L+0.450W+H
0.202
PASS
9.93 ft
0.004
PASS
0.00 ft
+D+0.750L+0.750S+0.450W+H
0.202
PASS
9.93 ft
0.004
PASS
0.00 ft
+D+0.750L+0.750S+0.5250E+H
0.202
PASS
9.93 ft
0.004
PASS
0.00 ft
+0.60D+0.60W+0.60H
0.032
PASS
9.93 ft
0.001
PASS
0.00 ft
+0.60D+0.70E+0.60H
0.032
PASS
9.93 ft
0.001
PASS
0.00 ft
Maximum Reactions
Note: Only
non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base @ Top
@ Base
+D+H
0.041
0.041 k
0.041 0.041 k
5.090 k
Precise Eningeering Inc Project Title:
1011 Mellen Street Engineer: Project ID:
Centralia, WA 98531 Project Descr:
(360) 736 -1137
Steel Column Fib -c:l Users\ Harold \DOCUME- 11ENERCA- 1\BROWNA -1.EC6
ENERCALC, INC. 19832015, Buikl:6.15.1.19, Vec6.15.1.19
a00:0 PRECISE
Description : 15' mez
Maximum Reactions
Note: Only non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base
@
Top
@ Base
+D+L+H
0.198
0.198 k
0.198
0.198 k
23.890 k
+D+Lr+H
0.041
0.041 k
0.041
0.041 k
5.090 k
+D +S+H
0.041
0.041 k
0.041
0.041 k
5.090 k
+D+0.750Lr+0.750L+H
0.158
0.158 k
0.158
0.158 k
19.190 k
+D+0.750L+0.750S+H
0.158
0.158 k
0.158
0.158 k
19.190 k
+D+0.60W+H
0.041
0.041 k
0.041
0.041 k
5.090 k
+D+0.70E+H
0.041
0.041 k
0.041
0.041 k
5.090 k
+D+0.750Lr+0.750L+0.450W+H
0.158
0.158 k
0.158
0.158 k
19.190 k
+D+0.750L+0.750S+0.450W+H
0.158
0.158 k
0.158
0.158 k
19.190 k
+D+0.750L+0.750S+0.5250E+H
0.158
0158 k
0.158
0.158 k
19.190 k
+0.60D+0.60W+0.60H
0.025
0.025 k
0.025
0.025 k
3.054 k
+0.60D+0.70E-+0.60H
0.025
0.025 k
0.025
0.025 k
3.054 k
D Only
0.041
0.041 k
0.041
0.041 k
5.090 k
Lr Only
k
k
k
L Only
0.157
0.157 k
0.157
0.157 k
18.800 k
S Only
k
k
k
W Only
k
k
k
E Only
k
k
k
H Only
k
k
k
Maximum Deflections for Load
Combinations
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
+D+H
-0.0055 in
5.839
ft -0.006
in
5.839
It
+D+L+H
-0.0266 in
5.839
ft -0.027
in
5.839
ft
+D+Lr+H
-0.0055 in
5.839
ft -0.006
in
5.839
ft
+D +S+H
-0.0055 in
5.839
ft -0.006
in
5.839
ft
+D+0.750Lr+0.750L+H
-0.0213 in
5.839
ft -0.021
in
5.839
ft
+D+0.750L+0.750S+H
-0.0213 in
5.839
ft -0.021
in
5.839
ft
+D+0.60W+H
-0.0055 in
5.839
ft -0.006
in
5.839
ft
+D+0.70E+H
-0.0055 in
5.839
ft -0.006
in
5.839
ft
+D+0.750Lr4O.750L+0.450W+H
-0.0213 in
5.839
ft -0.021
in
5.839
ft
+D+0.750L+0.750S+0.450W+H
-0.0213 in
5.839
it -0.021
in
5.839
ft
+D+0.750L+0.750S+0.5250E+H
-0.0213 in
5.839
ft -0.021
in
5.839
ft
+0.60D+0.60W+0.60H
-0.0033 in
5.839
ft -0.003
in
5.839
ft
+0.60D+0.70E+0.60H
-0.0033 in
5.839
It -0.003
in
5.839
ft
D Only
-0.0055 in
5.839
ft -0.006
in
5.839
ft
Lr Only
0.0000 in
0.000
It 0.000
in
0.000
ft
L Only
-0.0211 in
5.839
It -0.021
in
5.839
ft
S Only
0.0000 in
0.000
It 0.000
in
0.000
ft
W Only
0.0000 in
0.000
ft 0.000
in
0.000
ft
E Only
0.0000 in
0.000
ft 0.000
in
0.000
It
H Only
0.0000 in
0.000
ft 0.000
in
0.000
ft
Precise Eningeering Inc Project Title:
1011 Mellen Street Engineer: Project ID:
Centralia, WA 98531 Project Descr:
(360) 736 -1137
Steel Column
File = c :\ UsersW ar old1DXUME- IIENERS:A- lUiKpWNA- 1.EL:b
ENERCALC, INC. 19832015, Build:6.15.1.19,Ver.6.15.1.19
KW-06008091
Description : 15' mez
Steel Section Properties
HSS6x6x114
Depth =
6.000 in
I xx
= 28.60 in "4
J = 45.600 in ^4
S xx
= 9.54 in 13
Width =
6.000 in
R xx
= 2.340 in
Wall Thick =
0.250 in
Zx
= 11.200 in "3
Area =
5.240 in ^2
I yy
= 28.600 in ^4
C = 15.400 in "3
Weight =
18.986 pK
S yy
= 9.540 in "3
R yy
= 2.340 in
Ycg = 0.000 in
c
C
C
CC
__._..._.__._...--...............
2,.M
0
X °
m
S
Loads are total entered value. Arrows do not reflect absolute direction.
Precise Eningeering Inc Project Title:
1011 Mellen Street Engineer: Proiect ID:
Centralia, WA 98531 Project Descr:
(360) 736 -1137
Steel Beam
Description : 30' mez
File =c:l Users) Harold )DOCUME -11ENERCA -1 BROWNA -1,EC6
ENERCALC. INC. 1983-2015. Build:6.15.1.19, Ver.6.15.1.19
CODE REFERENCES
Calculations per RISC 360 -10, IBC 2012, ASCE 7 -10
Load Combination Set : ASCE 7 -10
Material Properties
Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 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 0.04 Q(0,04 D 0.04
♦ ♦ ♦♦ ♦ ♦ ♦ ♦ ♦♦
D 0.33 L 0.75 D(0,33) Q0,75) D 0.33 L 0.75)
Span = 2.0
W24x68
Span = 36.0 fl
W24x68
)an =2.Oft
W24xS8
Applied Loads
2.00 ft
Service loads entered. Load Factors will be applied for calculations.
Beam self weiqht calculated and added to loading
0.040
7.89
Dsgn. L =
Load for Span Number 1
2
0.159
0.040
Uniform Load : D = 0.0220, L = 0.050 ksf, Tributary
Width =15.0 ft, (mez)
2.00 ft
3
Uniform Load : D = 0.040 k/ft, Tributary Width =1.0
ft
0.88
+D+L+H
Load for Span Number 2
1.00 1.00
0.88
295.07
Uniform Load : D = 0.0220, L = 0.050 ksf, Tributary Width =15.0 ft, (mez)
Dsgn. L =
2.00 ft
Uniform Load : D = 0.040 k/ft, Tributary Width =1.0
ft
0.109
21.39
Load for Span Number 3
36.00 ft
2
0.431
Uniform Load : D = 0.0220, L = 0.050 ksf, Tributary
Width =15.0 ft, (mez)
Dsgn. L =
2.00 ft
Uniform Load : D = 0.040 k/ft, Tributary Width =1.0
ft
0.012
2.38
DESIGN SUMMARY
441.62
1.00 1.00
O
Maximum Bending Stress Ratio =
0.431 : 1 Maximum Shear Stress Ratio=
0.109: 1
Section used for this span
W24x68
Section used for this span
W24x68
Ma: Applied
190.116 k -ft
Va : Applied
21.392 k
Mn / Omega: Allowable
441.617 k -ft
Vn /Omega : Allowable
196.710 k
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
17.772ft
Location of maximum on span
36.000 ft
Span # where maximum occurs
Span # 2
Span # where maximum occurs
Span # 2
Maximum Deflection
1
0.002
0.040
Max Downward Transient Deflection
0.537 in Ratio=
804
2
Max Upward Transient Deflection
-0.093 in Ratio =
515
Dsgn. L =
Max Downward Total Deflection
0.851 in Ratio =
508
0.004
Max Upward Total Deflection
-0.148 in Ratio=
325 <360
1.00 1.00
__ ......_ ......... ........
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
V Dsgn. L =
2.00 ft
1
0.002
0.040
7.89
Dsgn. L =
36.00 ft
2
0.159
0.040
70.14
Dsgn. L =
2.00 ft
3
0.002
0.004
0.88
+D+L+H
441.62
1.00 1.00
0.88
295.07
196.71
Dsgn. L =
2.00 ft
1
0.005
0.109
21.39
Dsgn. L =
36.00 ft
2
0.431
0.109
190.12
Dsgn. L =
2.00 ft
3
0.005
0.012
2.38
+D+Lr+H
441.62
1.00 1.00
2.38
295.07
196.71
Dsgn. L =
2.00 ft
1
0.002
0.040
7.89
Dsgn. L =
36.00 ft
2
0.159
0.040
70.14
Dsgn. L =
2.00 ft
3
0.002
0.004
0.88
+D +S+H
441.62
1.00 1.00
0.88
295.07
196.71
Dsgn. L =
2.00 ft
1
0.002
0.040
7.89
Dsgn. L =
36.00 ft
2
0.159
0.040
70.14
Dsgn. L =
2.00 ft
3
0.002
0.004
0.88
-0.88
0.88
737.50
441.62
1.00 1.00
7.89
295.07
196.71
-0.88
70.14
737.50
441.62
1.00 1.00
7.89
295.07
196.71
-0.88
0.88
737.50
441.62
1.00 1.00
0.88
295.07
196.71
-2.38
2.38
737.50
441.62
1.00 1.00
21.39
295.07
196.71
-2.38
190.12
737.50
441.62
1.00 1.00
21.39
295.07
196.71
-2.38
2.38
737.50
441.62
1.00 1.00
2.38
295.07
196.71
-0.88
0.88
737.50
441.62
1.00 1.00
7.89
295.07
196.71
-0.88
70.14
737.50
441.62
1.00 1.00
7.89
295.07
196.71
-0.88
0.88
737.50
441.62
1.00 1.00
0.88
295.07
196.71
-0.88
0.88
737.50
441.62
1.00 1.00
7.89
295.07
196.71
-0.88
70.14
737.50
441.62
1.00 1.00
7.89
295.07
196.71
-0.88
0.88
737.50
441.62
1.00 1.00
0.88
295.07
196.71
Precise Eningeering Inc Project Title:
1011 Mellen Street Engineer: Project ID:
Centralia, WA 98531 Project Descr:
(360) 736 -1137
Load Combination
Overall MAXimum
Overall MINimum
+D+H
+D+L+H
+D+Lr+H
+D +S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.70E+H
+D+0.750Lr+0.750L+0.450W+H
+D+0.750L+0.750S+0.450W+H
+D+0.750L+0.750S+0.5250E+H
+0.60D+0.60W+0.60H
+0.60+070E+0.601-1
D Only
Lr Only
L Only
S Only
W Only
E Only
H Only
Support 1
Support 2
23.768
5.261
8.768
23.768
8.768
8.768
20.018
20.018
8.768
8.768
20.018
20.018
20.018
5.261
5.261
8.768
15.000
23.768
8.768
8.768
20.018
20.018
8.768
8.768
20.018
20.018
20.018
5.261
5.261
8.768
15.000
4
�Ta
File =aW secs\ HaroidU =UME�- 11ENERCA- 116ROWNA -1.EC6
Steel Beam
ENERCALC, INC. 19832015, Build:6.15.1.19, Ver:6.15.1,19
6008091
Licensee:
PRECISE
ENGINEERING
INC.;
Description : 30' mez
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
+D+0.750Lr+0.750L+H
Dsgn. L = 2.00 ft
1
0.005
0.092
-2.00
2.00
737.50
441.62
1.00 1.00
18.02
295.07
196.71
Dsgn. L = 36.00 ft
2
0.363
0.092
160.12
-2.00
160.12
737.50
441.62
1.00 1.00
18.02
295.07
196.71
Dsgn. L = 2.00 ft
3
0.005
0.010
-2.00
2.00
737.50
441.62
1.00 1.00
2.00
295.07
196.71
+D+0.750L+0.750S+H
Dsgn. L = 2.00 ft
1
0.005
0.092
-2.00
2.00
737.50
441.62
1.00 1.00
18.02
295.07
196.71
Dsgn. L = 36.00 ft
2
0.363
0.092
160.12
-2.00
160.12
737.50
441.62
1.00 1.00
18.02
295.07
196.71
Dsgn. L = 2.00 ft
3
0.005
0.010
-2.00
2.00
737.50
441.62
1.00 1.00
2.00
295.07
196.71
+D+0.60W+H
Dsgn. L = 2.00 ft
1
0.002
0.040
-0.88
0.88
737.50
441.62
1.00 1.00
7.89
295.07
196.71
Dsgn. L = 36.00 ft
2
0.159
0.040
70.14
-0.88
70.14
737.50
441.62
1.00 1.00
7.89
295.07
196.71
Dsgn. L = 2.00 ft
3
0.002
0.004
-0.88
0.88
737.50
441.62
1.00 1.00
0.88
295.07
196.71
+D+0.70E+H
Dsgn. L = 2.00 ft
1
0.002
0.040
-0.88
0.88
737.50
441.62
1.00 1.00
7.89
295.07
196.71
Dsgn. L = 36.00 ft
2
0.159
0.040
70.14
-0.88
70.14
737.50
441.62
1.00 1.00
7.89
295.07
196.71
Dsgn. L = 2.00 ft
3
0.002
0.004
-0.88
0.88
737.50
441.62
1.00 1.00
0.88
295.07
196.71
+D+0.750Lr+0.750L+0.450 W+H
Dsgn. L = 2.00 ft
1
0.005
0.092
-2.00
2.00
737.50
441.62
1.00 1.00
18.02
295.07
196.71
Dsgn. L = 36.00 ft
2
0.363
0.092
160.12
-2.00
160.12
737.50
441.62
1.00 1.00
18.02
295.07
196.71
Dsgn. L = 2.00 ft
3
0.005
0.010
-2.00
2.00
737.50
441.62
1.00 1.00
2.00
295.07
196.71
+D+0.750L+0.750S+0.450W+H
Dsgn. L = 2.00 ft
1
0.005
0.092
-2.00
2.00
737.50
441.62
1.00 1.00
18.02
295.07
196.71
Dsgn. L = 36.00 ft
2
0.363
0.092
160.12
-2.00
160.12
737.50
441.62
1.00 1.00
18.02
295.07
196.71
Dsgn. L = 2.00 ft
3
0.005
0.010
-2.00
2.00
737.50
441.62
1.00 1.00
2.00
295.07
196.71
+D+0.750L+0.750S+0.5250E+4-i
Dsgn. L = 2.00 ft
1
0.005
0.092
-2.00
2.00
737.50
441.62
1.00 1.00
18.02
295.07
196.71
Dsgn. L = 36.00 ft
2
0.363
0.092
160.12
-2.00
160.12
737.50
441.62
1.00 1.00
18.02
295.07
196.71
Dsgn. L = 2.00 ft
3
0.005
0.010
-2.00
2.00
737.50
441.62
1.00 1.00
2.00
295.07
196.71
+0.60D+0.60W+0.60H
Dsgn. L = 2.00 ft
1
0.001
0.024
-0.53
0.53
737.50
441.62
1.00 1.00
4.73
295.07
196.71
Dsgn. L = 36.00 ft
2
0.095
0.024
42.08
-0.53
42.08
737.50
441.62
1.00 1.00
4.73
295.07
196.71
Dsgn. L = 2.00 ft
3
0.001
0.003
-0.53
0.53
737.50
441.62
1.00 1.00
0.53
295.07
196.71
+0.60D+0.70E+0.60H
Dsgn. L = 2.00 ft
1
0.001
0.024
-0.53
0.53
737.50
441.62
1.00 1.00
4.73
295.07
196.71
Dsgn. L = 36.00 ft
2
0.095
0.024
42.08
-0.53
42.08
737.50
441.62
1.00 1.00
4.73
295.07
196.71
Dsgn. L = 2.00 ft
3
0.001
0.003
-0.53
0.53
737.50
441.62
1.00 1.00
0.53
295.07
196.71
Overall Maximum Deflections
Load Combination
Span
Max. ' " Defl
Location in Span
Load Combination
Max. " +" Defl
Location in Span
1
0.0000
0.000
+D+L+H
-0.1476
0.000
+D+L+H
2
0.8507
18.228
0.0000
0.000
3
0.0000
18.228
+D+L+H
-0.1476
2.000
Vertical Reactions
Support notation : Far left is #1
Values
in KIPS
Load Combination
Overall MAXimum
Overall MINimum
+D+H
+D+L+H
+D+Lr+H
+D +S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.70E+H
+D+0.750Lr+0.750L+0.450W+H
+D+0.750L+0.750S+0.450W+H
+D+0.750L+0.750S+0.5250E+H
+0.60D+0.60W+0.60H
+0.60+070E+0.601-1
D Only
Lr Only
L Only
S Only
W Only
E Only
H Only
Support 1
Support 2
23.768
5.261
8.768
23.768
8.768
8.768
20.018
20.018
8.768
8.768
20.018
20.018
20.018
5.261
5.261
8.768
15.000
23.768
8.768
8.768
20.018
20.018
8.768
8.768
20.018
20.018
20.018
5.261
5.261
8.768
15.000
4
�Ta
Precise Eningeering Inc
1011 Mellen Street
Centralia, WA 98531
(360) 736 -1137
Project Title:
Engineer: Project ID:
Project Descr:
Steel Column „
icensee ", *VVREGISEENGINEERINGINC:''.
Description
Code References
Calculations per AISC 360 -10, IBC 2012, CBC 2013, ASCE 7 -10
Load Combinations Used : ASCE 7 -10
General Information
+D +L +H
Steel Section Name:
HSS6x6xl /4
Analysis Method :
Allowable Strength
Steel Stress Grade
+D +L +H
Fy : Steel Yield
46.0 ksi
E : Elastic Bending Modulus
29,000.0 ksi
Load Combination :
ASCE 7 -10
Overall Column Height 10.0 ft
Top & Bottom Fixity Top & Bottom Pinned
Brace condition for deflection (buckling) along columns
X -X (width) axis:
Unbraced Length for X -X Axis buckling = 10.0 ft, K = 1.0
Y -Y (depth) axis :
Unbraced Length for Y -Y Axis buckling = 10.0 ft, K = 1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included :189.863 lbs' Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.0 ft, Xecc = 1.000 in, Yecc = 1.000 in, D = 8.80, L =15.0 k
DESIGN SUMMARY
Bending & Shear Check Results
0.004858 :1
Load Combination
+D +L +H
PASS Max. Axial+Bending Stress Ratio =
0.2524 :1
Maximum SERVICE Load Reactions..
+D+L+H
Load Combination
+D +L +H
Top along X -X
0.1983 k
Location of max.above base
9.933 ft
Bottom along X -X
0.1983 k
At maximum location values are ...
9.93 ft
Top along Y -Y
0.1983 k
Pa: Axial
23.990 k
Bottom along Y -Y
0.1983 k
Pn / Omega: Allowable
120.933 k
PASS
0.00 ft
Ma-x: Applied
-1.970 k -ft
Maximum SERVICE Load Deflections ...
9.93 ft
Mn -x / Omega: Allowable
25.709 k -ft
Along Y -Y - 0.02674 in at
5.839ft above base
0.213
PASS
for load combination : +D +L +H
0.004
Ma-y: Applied lied
-1.970 k -ft
+D+0.60W+H
0.094
Mn -y l Omega: Allowable
25.709 k -ft
Along X -X - 0.02674 in at
5.839ft above base
0.00 ft
+D+0.70E +H
for load combination :+D +L+H
PASS
PASS Maximum Shear Stress Ratio =
0.004858 :1
Load Combination
+D +L +H
Location of max.above base
0.0 ft
At maximum location values are ...
+D+L+H
Va : Applied
0.1983 k
Vn / Omega: Allowable
40.826 k
Load Combination Results
0.00 ft
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Status Location Stress Ratio Status Location
+D+H
0.094
PASS
9.93 ft
0.002
PASS
0.00 ft
+D+L+H
0152
PASS
9.93 ft
0.005
PASS
0.00 ft
+D+Lr+H
0.094
PASS
9.93 ft
0.002
PASS
0.00 ft
+D +S+H
0.094
PASS
9.93 ft
0.002
PASS
0.00 ft
+D+0.750Lr+0.750L+H
0.213
PASS
9.93 ft
0.004
PASS
0.00 ft
+D+0.750L+0.750S+H
0.213
PASS
9.93 ft
0.004
PASS
0.00 ft
+D+0.60W+H
0.094
PASS
9.93 ft
0.002
PASS
0.00 ft
+D+0.70E +H
0.094
PASS
9.93 ft
0.002
PASS
0.00 ft
+D+0.750Lr+0.750L+0.450W+H
0.213
PASS
9.93 ft
0.004
PASS
0.00 ft
+D+0.750L+0.750S+0.450W +H
0.213
PASS
9.93 ft
0.004
PASS
0.00 ft
+D+0.750L+0.750S+0.5250E +H
0.213
PASS
9.93 ft
0.004
PASS
0.00 ft
+0.60D+0.60W+0.60H
0.056
PASS
9.93 ft
0.001
PASS
0.00 ft
+0.60D+0.70E+0.60H
0.056
PASS
9.93 ft
0.001
PASS
0.00 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base @ Top
@ Base
+D+H
0.073
0.073 k
0.073 0.073 k
8.990 k
Precise Eningeering Inc
1011 Mellen Street
Centralia, WA 98531
(360) 736 -1137
Project Title:
Engineer:
Project Descr:
Project ID:
Steel Column
File =c:\ Users\ HaroldOOCUME- 11ENERCA- 1IBROWNA -1,EC6 in
ENERCALC,
INC, 1983-2015, Build:6.15.1 J9, Ver.6.15.1.19
• I.It:t'
.. PRECISE
Description : 39 mez
Maximum Reactions
Note:
Only non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis
Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base
@
Top
@ Base
+D+L+H
0.198
0.198 k
0.198
0.198 k
23.990 k
+D+Lr+H
0.073
0.073 k
0.073
0.073 k
8.990 k
+D +S+H
0.073
0.073 k
0.073
0.073 k
8.990 k
+D+0.750Lr+0.750L+H
0.167
0.167 k
0.167
0.167 k
20.240 k
+D+0.7501_+0.750S+H
0.167
0.167 k
0.167
0.167 k
20.240 k
+D+0.60W+H
0.073
0.073 k
0.073
0.073 k
8.990 k
+D+0.70E++H
0.073
0.073 k
0.073
0.073 k
8.990 k
+D+0.750Lr+0.750L+0.450W+H
0.167
0.167 k
0.167
0.167 k
20.240 k
+D+0.750L+0.750S+0.450W+H
0.167
0.167 k
0.167
0.167 k
20.240 k
+D+0.750L+0.750S+0.5250E+H
0.167
0.167 k
0.167
0.167 k
20.240 k
+0.60D+0.60W+0.60H
0.044
0.044 k
0.044
0.044 k
5.394 k
+0.60D+0.70E+0.60H
0.044
0.044 k
0.044
0.044 k
5.394 k
D Only
0.073
0.073 k
0.073
0.073 k
8.990 k
Lr Only
k
k
k
L Only
0.125
0.125 k
0.125
0.125 k
15.000 k
S Only
k
k
k
W Only
k
k
k
E Only
k
k
k
H Only
k
k
k
Maximum Deflections for load
Combinations
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
+D+H
-0.0099 in
5.839
ft
-0.010
in
5.839
ft
+D+L+H
-0.0267 in
5.839
ft
-0.027
in
5.839
ft
+D+Lr+H
-0.0099 in
5.839
ft
-0.010
in
5.839
ft
+D +S+H
-0.0099 in
5.839
ft
-0.010
in
5.839
ft
+D+0.750Lr+0.750L+H
-0.0225 in
5.839
ft
-0.023
in
5.839
ft
+D+0.750L+0.750S+H
-0.0225 in
5.839
ft
-0.023
in
5.839
ft
+D+0.60W+H
-0.0099 in
5.839
ft
-0.010
in
5.839
ft
+4)+0.70E+H
-0.0099 in
5.839
ft
-0.010
in
5.839
ft
+D+0.750Lr+0.750L+0.450W+H
-0.0225 in
5.839
ft
-0.023
in
5.839
ft
+D+0.750L+0.750S+0.450W+H
-0.0225 in
5.839
It
-0.023
in
5.839
ft
+D+0.750L+0.750S+0.5250E+H
-0.0225 in
5.839
ft
-0.023
in
5.839
ft
+0.60D+0.60W+0.60H
-0.0059 in
5.839
ft
-0.006
in
5.839
ft
+0.60D+0.70E+0.60H
-0.0059 in
5.839
ft
-0.006
in
5.839
ft
D Only
-0.0099 in
5.839
ft
-0.010
in
5.839
ft
Lr Only
0.0000 in
0.000
ft
0.000
in
0.000
ft
L Only
-0.0169 in
5.839
ft
-0.017
in
5.839
ft
S Only
0.0000 in
0.000
ft
0.000
in
0.000
ft
W Only
0.0000 in
0.000
ft
0.000
in
0.000
ft
E Only
0.0000 in
0.000
It
0.000
in
0.000
ft
H Only
0.0000 in
0.000
ft
0.000
in
0.000
It
Precise Eningeering Inc
Project Title:
1011 Mellen Street
Engineer:
Proiect ID:
Centralia, WA 98531
Protect Descr:
(360) 736 -1137
Steel Column
File= c:l Usersliamld \DOCUME- 1�ENERCA- 118ROWNA -1.EC6
ENERCALC, INC. 1983 -2015, Build:6.15.1,19, Ver,6.15,1.19
KW-06008091
Licensee PRECISE ENGINEERING INC,;
Description : 30' mez
Steel Section Properties :
HSS6x6x114
Depth =
6.000 in
Ixx
= 28.60 in ^4
J = 45.600 in 14
S xx
= 9.54 in ^3
Width =
6.000 in
R xx
= 2.340 in
Wall Thick =
0.250 in
Zx
= 11.200 in "3
Area =
5.240 in ^2
1 y
= 28.600 in "4
C = 15.400 in ^3
Weight =
18.986 plf
S yy
= 9.540 in "3
R yy
= 2.340 in
Ycg = 0.000 in
®Boise Cascade Single 18" BCI® 90 -2.0 DF Joist1J02
Dry 1 span I No cantilevers 10/12 slope Monday, April 06, 2015
BC CALC® Design Report 16 OCS Repetitive I Glued & nailed construction
Build 3272 File Name: BC CALC Project
Job Name: Description: Designs \J02
Address: Specifier:
City, State, Zip: , Designer:
Customer: Company:
Code reports: ESR -1336 Misc:
BO
30 -00 -00
Total Horizontal Product Length = 30 -00 -00
Reaction Summary (Down / Uplift) ( Ibs )
Bearing Live Dead Snow Wind Roof Live
BO 1,193/0 239/0
B1, 4" 1,207/0 241 /0
Load Summary
Tag Description
1 Standard Load
2 Partition Load
Load Type
Unf. Area (lb /ft 12)
Partition (lb /ft ^2)
Live
Ref. Start End 100%
L 00 -00 -00 30 -00 -00 50
L 00 -00 -00 30 -00 -00 10
Dead
90%
12
Controls Summary
Value
%Allowable Duration
Case
Location
Pos. Moment
10,531 ft-Ibs
71.7%
100%
1
15 -00 -00
End Reaction
1,432 Ibs
64.9%
100%
1
00 -00 -00
End Shear
1,416 Ibs
51.5%
100%
1
00 -02 -00
Total Load Defl.
U361 (0.985')
99.8%
n/a
1
15 -00 -00
Live Load Defl.
U433 (0.821")
83.2%
n/a
2
15 -00 -00
Max Defl.
0.985"
98.5%
n/a
1
15 -00 -00
Span / Depth
19.7
n/a
n/a
0
00 -00 -00
% Allow
% Allow
Bearing Supports
Dim. (L x W)
Value
Support
Member
Material
BO Hanger
2" x 3 -1 /2"
1,432 Ibs
n/a
64.9%
Hanger
B1 Wall /Plate
4" x 3 -1/2"
1,448 Ibs
16.5%
56.8%
Douglas Fir
Vibration Summary
Subfloor: 23/32" OSB, Glue + Nail Gypsum Ceiling: 1/2"
Strapping: None Bracing: None
Cautions
Web stiffeners required at bearing BO.
Web stiffeners required at bearing B1.
Web Stiffeners are required at each bearing location.
Notes
Design meets User specified (L/360) Total load deflection criteria.
Design meets Code minimum (0360) Live load deflection criteria.
Design meets arbitrary (1 ") Maximum total load deflection criteria.
Calculations assume Member is Fully Braced.
Composite El value based on 23/32" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
Deflections less than 1/8" were ignored in the results.
Page 1 of 1
131
Snow Wind Roof Live OCS
115% 160% 125%
16
16
Disclosure
Completeness and accuracy of input must
be verified by anyone who would rely on
output as evidence of suitability for
particular application. Output here based
on building code - accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
(800)232 -0788 before installation. \n\n BC
CALC®, BC FRAMER®, AJSTm,
ALLJOISTO , BC RIM BOARDTT" BCI® ,
BOISE GLULAMTm, SIMPLE FRAMING
SYSTEM®, VERSA -LAM®, VERSA -RIM
PLUS ®, VERSA -RIM ®,
VERSA - STRAND®, VERSA -STUD® are
trademarks of Boise Cascade Wood
Products L.L.C.
® Boise Cascade
BC CALC® Design Report
Build 3272
Job Name:
Address:
City, State, Zip: ,
Customer:
Code reports: ESR -1336
Single 11 -7/8" BCI® 90 -2.0 DF
Dry 1 span I No cantilevers 0/12 slope
16 OCS Repetitive I Glued & nailed construction
File Name: BC CALC Project
Description: Designs \JO1
Specifier:
Designer:
Company:
Misc:
Joist1J01
Monday, April 06, 2015
— —— 1
I
& � • Y' 7 � � ♦ j ♦ r ♦ d e r � !� �!' � � b �
15-00 -00
BO 61
Total Horizontal Product Length = 15 -00 -00
Reaction Summary (Down / Uplift) ( Ibs )
Bearing Live Dead Snow Wind Roof Live
BO, 2-1/2" 1,250/0 180/0
B1, 2 -1/2" 1,250/0 180/0
Notes
Design meets User specified (U360) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1 ") Maximum total load deflection criteria.
Calculations assume Member is Fully Braced.
Composite El value based on 23/32" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
Deflections less than 1/8" were ignored in the results.
Page 1 of 1
Live
Dead
Snow Wind Roof Live OCS
Load Summary
Tag Description
Load Type
Ref. Start
End
100%
90%
115% 160% 125%
1 Standard Load
Unf. Area (lb /ft^2)
L 00 -00 -00
15 -00 -00 125
18
16
Disclosure
Controls Summary
Value
% Allowable Duration
Case
Location
Completeness and accuracy of input must
Pos. Moment
5,156 ft -Ibs
54%
100%
1
07 -06 -00
be verified by anyone who would rely on
End Reaction
1,430 Ibs
88.7%
100%
1
00 -00 -00
output as evidence of suitability for
End Shear
1,390 Ibs
64.7%
100%
1
00 -02 -08
particular application. Output here based
on building code- accepted design
Total Load Defl.
0521 (0.339 ")
69.1%
n/a
1
07 -06 -00
properties and analysis methods.
Live Load Defl.
U596 (0.296 ")
80.5%
n/a
2
07 -06 -00
Installation of BOISE engineered wood
Max Defl.
0.339"
33.9%
n/a
1
07 -06 -00
products must be in accordance with
Span / Depth
14.9
n/a
n/a
0
00 -00 -00
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
% Allow
% Allow
(800)232 -0788 before installation.\n\nBC
Bearing Supports
Dim. (L x W)
Value Support
Member
Material
CALC®, BC FRAMER ®, AJSTm,
BO Wall /Plate
2 -1/2" x 3 -1/2"
1,430 Ibs
n/a
88.7%
Unspecified
ALLJOISTO, BC RIM BOARDT"' BCI®,
B1 Wall /Plate
2 -1/2" x 3 -1/2"
1,430 Ibs
n/a
88.7%
Unspecified
BOISE MO , VE SIMPLE FRAMING
SYSTEM®,VERSA -LAM ®, VERSA -RIM
PLUS®, VERSA -RIM®,
Vibration Summary
VERSA - STRAND®, VERSA-STUDS are
Subfloor: 23/32" OSB, Glue + Nail
Gypsum
Ceiling:
1/2"
trademarks of Boise Cascade Wood
Strapping: None
Bracing:
None
Products L.L.C.
Notes
Design meets User specified (U360) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1 ") Maximum total load deflection criteria.
Calculations assume Member is Fully Braced.
Composite El value based on 23/32" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
Deflections less than 1/8" were ignored in the results.
Page 1 of 1
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TYPICAL SHEAR WALL NOTES
Use 5/8" dia. by 10" Anchor Bolts (AB's) with single plates and 5/8" dia. by 12" AB's with double
and 3x plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall
be centered in the stud wall, and shall project through the bottom plate of the wall and have a
3x3x1/4 plate washer. At existing foundation use 5/8" diameter Simpson Titen HG bolts with
minimum of 4" embedment into the existing concrete.
All wall sheathing shall be 1/2" CDX plywood, 5/8" T1 -11 siding, or 7/16" OSB with exterior
exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4
or 2x6 flat blocking except where noted on the drawings or below.
All nails shall be 8d or l Od common (8d common nails must be 0.131 inch diameter, Senco KC27
Nails are equivalent. If l Od common nails are called for the diameter must be 0.148 inches, Senco
MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below
or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted.
Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation.
Equivalent hold downs by United Steel Products Company "Kant -Sag" that have ICBO approval can
be substituted in place of Simpson hold downs. All floor systems must be blocked solid below
member that the hold down is attached to. This block should be equal to or larger than the member
the hold down is attached to and be placed as a "squash block ".
All double and triple studs shall glued and nailed together with l Od's at 3" o.c. for each layer.
All 4x studs are to be #2 DF and all 6x studs are to be #1 DF when used for hold downs and shear
walls.
All fasteners including nuts and washers in contract with pressure treated lumber shall be hot -
dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other
than nails, timber rivets, wood screws and lag screws shall be permitted to be of mechanically
deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners
exposed to weather must meet the requirements of the pressure treating manufacture's
minimum. IN ADDITON, the contractor shall coordinate connector /fastener coating
requirements with recommendations from connector /fastener manufacturer and type of
pressure treating chemical and retention being used. See Section 2304.9.5 of the 2012 IBC
for additional information.
ALL WALL AND ROOF FRAMING LUMBER SHALL BE DOUG -FIR #2 OR BETTER.
NOTE: MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted
otherwise. Nail all holes with 16d sinkers.
SHEAR WALL SCHEDULE
Asheathing nailed with 8d's at 6" on center all edges.
STRUCTURAL NOTES
General Notes:
These structural notes supplement the drawings. Any discrepancy found among the drawings, these notes.
and the site conditions shall be reported to the Engineer who shall correct such discrepancy in writing. Ani,
work done by the Contractor atter discovery of such discrepancy shall be done at the Contractor's risk.
The Contractor shalt verify and coordinate the dimensions among all drawings prior to proceeding
with any worts or fabrication. The Contractor shall coordinate between the architectural drawings anrit
the structural drawings. The architectural dimensions are taken to be correct when in conflict with they
structural drawings. The Contractor is responsible for all bracing and shoring during construction,.
All construction shall conform to the applicable portions of the latest edition of the International Building Code3
except where noted
De_ sign Criteria:
1.
Live Load -
50 PSF (Large Mezzanine)
>-4
-
125 PSF (Large Mezzanine)
2.
Dead Load -
18 PSF (Small Mezzanine)
t!1
-
12 PSF (Large Mezzanine)
W
=
10 PSF (Walls)
1--�1
-
150 PGF (Concrete)
3.
Partition -
10 PSF (Small Mezzanine)
4.
Wind -
5 PSF
5.
Earthquake -
20121BC
�
Site Class
D
Design Cat. -
D
Use Group -
I
E-�
R
6.5
C, -
4
W„ =
3
&
Soil =
1500 PSF, Assumed bearing capacity
=
38 PCF, Assumed Active Fluid Pressure
350 PCF, Assumed Passive fluid Pressure
0.45, Assumed Coefficient of Friction
110 PCF, Assumed Soil Density
Concrete & Reinforcing Steel:
1. All concrete work shall be per the 2012 IBC Chapter 19.. Tolerances shall be per IBC Chapterr
19, Section 07. Mixing, placement, and inspection shall be per Sections 03, 04, 05, and 06 ,
2. All reinforcing shall be ASTM A615 Grade 60 except as shown on the plans.
Steel:
3. Concrete shall be in accordance with ASTM 150.
f'c = 2500 PSI @ 28 day
slump = 4" maximum. 6% Air entrained.
1. All steel shall be ASTM A36 except as noted. Wide flange to be ASTM A992
2. Structural tube steel shall be ASTM A500 grade B.
3. All bolts shall be ASTM A325, except as noted.
4. Anchor bolts shall be ASTM A307
5. Welding shall be by AWS certified welders with E70 electrodes in accordance with AWb;
D1 1-75.
6. All steel members and parts exposed to weather or in contact with the ground shall be:
galvanized per ASTM A-123 with 1.25 oz, of zinc spelter per square foot of contact area. Alll
other steed surfaces shall be shop painted with two coats of red oxide primer after fabrication.,
Columns and other steel ;carts placed below grade and exposed to earth shall be painted[
with two coats of coal tar from the base to 6 inches above grade: such coating to be in,
addition to the galvanized coating.
Carnentrx:
1, 2X structural framing shall be #2 Douglas Fir.
4x structural members shall be #2 Douglas Fir,
6X members shall be #1 Douglas Fir.
2. Provide solid blocking in floor system below all bearing walls and point loads.
3. 2X joists shall be kiln dried and stored in a dry area prior to installation. The moisture content[
of all wood shall be less than 15%.
4. Floor joists shall be by Boise Cascade or other approved manufacturer. Joist to be installedl
and braced per manufacturer's requirements.
5. Floor shall be laid with face grain perpendicular to supports and end _joints staggered 4'-0" or.,
center. Provide 1l8" space at panel edges as required by panel manufacturers. Floorr
sheathing shall be nailed 6" o.c. edges and 10" field with 10d's unless otherwise noted on the,
drawings.
6. Block and nail all horizontal panel edges at designated shear walls.
7. Ail fasteners including nuts and washers in contract with pressure treated lumber shall be hot --
dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners otheir
than nails, timber rivets, wood screws and lag screws shall be permitted to be of mechanically,
deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners;
exposed to weather must meet the requirements of the pressure treating manufacture's
minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating
requirements with recommendations from connector/fastener manufacturer and type of
pressure treating chemical and retention being used. See Section 2304.9.5 of the 2012 IBC;
for additional information.
Hardware:
All connection hardware shall be Simpson "Strong Tie". Connection hardware exposed to the weather or soi?,l
shall be treated as in steel above.
CAUTION:
CON"[ RACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS.
FOUNDATION 154,4N V AY �. � ?W
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TYPICAL SHEAR WALL NOTES
Use I/2" dia. by 10" Anchor Belts (AB's) with single plates and 1/2" dia. by 12" AB's with double
and 3x plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall
be centered in the stud wall, and shall project through the bottom plate of the wall and have a
3x3/x 1.4 plate washer.
All wall sheathing shall be 1/2" CDX plywood, 7/8" TI -1 I siding, or 7/16" OSB with exterior
exposure glue and span rated "Sit 24/0" or better. All free sheathing edges shall be blocked with 2x4
or 2x6 flat blocking except where noted on the drawings or below.
All nails shall be 8d or 10d common (8d co€ninon nails must be 0.131 inch diameter, Senco KC;27
Nails are equivalent. If 10d common nails are called for the diameter must be 0.145 inches, Senco
MD23 Nails are equivalent). Neil size and spacing at all sheathing edges shall be as required below
or as in the: drawings. Nail spacings Shall be 12" o.c. for till field. nailing except as noted.
Hold downs are Simpson "Strong"He" and shall be installed per the manufacture's recommendation.
Equivalent hold downs by United Steel Products Company "Kant -Sag." that have ICBG approval can
be substituted in place of Simpson hold downs. A.11 floor s}sterns must be blocked solid below
mearnber that the: hold down is attached to. This block should be equal to or larger than the member
the hold down is attached to and be placed as a "squash black".
All double and triple studs shai.l glued and nailed together with 10d's at 3" o.c, for each laver.
All 4x. studs are to be #2 DF and all 6x studs are to be #1 DF when used for hold downs and shear
wal l s.
All fasteners including nuts and washers in contract with pressure treated lumber shall be hot -
dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other
than nails, timber rivets, wood screws and lag screws shall be permitted to be of mechanically
deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners
exposed to weather must meet the requirements of the pressure treating manufacture's
minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating
requirements with recommendations from connector/fastener manufacturer and type of
pressure treating chemical and retention being used. See Section 2304.9.5 of the 2012 IBC
for additional information.
AI.,I. W,m,l.L AND ROOF FRAMING LUMBER R SI HALL RE DOU(3-FIR #2 OR I3I;'t'"rER.
A'OTF MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted
otherwise. Nail all holes with 16d sinkers,
SHEAR WALL SCHEDULE
AI sheathing nailed with 8d's at 6" oncenter all edges.
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