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HomeMy WebLinkAboutCA_Structural_Analysis_170403_v1
651 W. Galena Park Blvd., Suite 101 / Draper, UT 84020 / (801) 990-1775 / www.vectorse.com
Project Number: U1194-105-171
April 3, 2017
Centerline Solutions
3320 South Bay Road NE
Olympia, WA 98506
ATTENTION: Bryan Underhill
REFERENCE: SE02505C - High Renton H20 / US West – L1900
3410 NE 12th St. – Renton, WA 98056
Structural Review of Proposed Equipment Modifications
Dear Bryan,
Per your request, we have reviewed the construction drawings prepared by your office for the proposed removal of
(3) existing FXFB’s (RRUs) and (6) TMAs and the addition of (3) new FHFB’s (RRUs) and (3) NEW TMAs that
are mounted on existing antenna pipes attached to a existing water tank. We have also reviewed previous structural
calculations for panel antenna and equipment modifications prepared by Cornerstone Engineering, Inc. (dated
06/15/12), a structural analysis report prepared by CG Engineering (dated 09/17/15), as-built drawings prepared by
B. J. Thomas, P.E. (dated 05/05/16, Rev 9) and site-walk photographs provided by your office (dated 03/06/13).
Please be advised as follows:
Based upon our calculations and review of the documents noted above, we conclude that the existing equipment
mounts and attachments are adequate to support the loads associated with the proposed equipment. Our
conclusion is based on the fact that the gravity loads are not increasing by more than 5% (satisfying Section
807.5 of the 2015 IEBC) and the lateral loads are not increasing by more than 10% (satisfying Section 807.4 of
the 2015 IEBC). In addition, the lateral and gravity loads associated with the proposed equipment are minor
when compared to the loading associated with the overall structure and will not significantly affect the existing
water tank, railing, or catwalk.
The recommendations above are provided based upon calculations prepared by our office and information the client
provided. The analysis and conclusions described above are limited to the members included in this report only and
are based on the assumption that the structure was properly designed and constructed, and has been properly
maintained. Vector Structural Engineering makes no claim as to the correctness of the original design or the current
condition of the structure, which is assumed to be in good condition, free of damage or deterioration. The contractor
shall verify the suitability of the existing mounts and the condition of the existing structure and shall notify Vector
immediately should any damage, deterioration or discrepancies between the as-built condition of the existing
structure and the assumed condition described in this report and on the construction drawings be found.
We hope this meets your needs. If you have any further questions regarding this matter, please call this office at
your convenience.
Very truly yours,
VECTOR STRUCTURAL ENGINEERING, LLC
WA Firm License Number: 2202
Wells L. Holmes, S.E.
Project Engineer
WLH/cnm
Enclosures
04/03/17
RECEIVED
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BUILDING DIVISION B17002126APPROVED
BUILDING DIVISION
By: Alan Findlay
Date: 05/25/2017
Note: This approval is for structural review only.
THIS SET OF APPROVED PLANS MUST BE ON THE JOB AT ALL
TIMES DURING CONSTRUCTION. THIS BUILDING IS NOT TO BE
OCCUPIED UNTIL AFTER FINAL INSPECTION BY THE RENTON
BUILDING DIVISION AND RECEIPT OF CERTIFICATE OF
OCCUPANCY.
APPROVAL SHALL NOT BE CONSTRUED AS THE AUTHORITY TO
VIOLATE OR CANCEL ANY PROVISIONS OF CODES, ORDINANCES,
OR OTHER REGULATIONS ENFORCED BY THIS CITY.
N:\Logos\VectorLogo.gif JOB NO.:U1194-105-171
PROJECT:HIGH RENTON H20 / US WEST
Design Criteria:
Code:Structural design is based on the International Building Code, 2015 Edition (with Local Amendments)
Wind:Basic wind speed = 110 mph (3-second gust) per the ASCE 7-10 standard
Risk category / Structure class: IV
Wind exposure: B
Topographic category: 1
Crest height: 0 ft
Ice:0.25" radial ice @ 30 mph basic wind speed (3-second gust) per the TIA-222-G standard
Seismic:Seismic loads are based on the International Building Code, 2015 Edition (with Local Amendments) and the TIA-222-G standard
Seismic importance factor, I = 1.5
Risk category / Structure class: IV
Mapped spectral response accelerations:SS =1.42g S1 =0.534g
Site class: D
Spectral response coefficients:SDS =0.947g SD1 =0.534g
Seismic design category: D
Basic seismic-force-resisting-system: Cantilever Element: Braced above its center of mass
General Notes:
1
2
3
4
5
Structural Steel:
1 All structural steel code checks based on the AISC-LRFD, 3rd Edition per the TIA-222-G standard
2 All steel pipe to be per ASTM A53 GR. B (35 KSI), U.N.O.
3 All other structural steel shapes & plates shall be per ASTM A36, U.N.O.
4 All bolts for steel-to-steel connections shall be per ASTM F3125 GR. A325 U.N.O.
5 All bolted connections shall be tightened per the "turn-of-nut" method as defined by AISC.
6
7
The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be
notified immediately if any discrepancies are found.
The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is
shown, the construction shall be as shown for other similar work and as required by the building code.
These calculations are limited to the structural members shown in these calculations only.
The contractor shall be responsible for compliance with local construction safety orders. Approval of shop
drawings by the architect or structural engineer shall not be construed as accepting this responsibility.
All structural framing members shall be adequately shored and braced during erection and until full lateral and
vertical support is provided by adjoining members.
All welding shall be performed by certified welders in accordance with the latest edition of the American Welding
Society (AWS) D1.1
All steel surfaces shall be galvanized in accordance with ASTM A123 and ASTM F2329 standards, thoroughly
coated with a zinc-rich primer, or otherwise protected as noted on the structural drawings.
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BUILDING DIVISION B17002126
N:\Logos\VectorLogo.gif
JOB NO.:U1194-105-171
PROJECT:HIGH RENTON H20 / US WEST
SUBJECT:ANTENNA MOUNT LOADS
Label:Wind per:
On a: at 111.5 ft AGL Load Combinations:
TIA-222-G
ASCE 7-10
Typ. Sector Previous Loading
Other
Point Loads SBNHH-1D65C Panel AntennasFXFB RRUFRLB RRUUnit Weight (lbs) 49.6 55 59.5
Quantity ()1 1 1
Height (Y-DIR) (in) 96 19.3 15.75
Width/Diameter (X-DIR) (in) 11.9 22 15.75
Depth (Z-DIR) [Blank if Round] (in) 7.1 5.2 5.9
XY Plane Projected Area (ft2)7.93 2.95 1.72
YZ Plane Projected Area (ft2)4.73 0.70 0.65
Wind Force per Unit:
X-DIR Design Wind Pressure (psf) 58.1 48.6 48.6
Z-DIR Design Wind Pressure (psf) 65.5 50.8 48.9
Unfactored:
X-DIR Wind Load (lbs) 461 143 84
Z-DIR Wind Load (lbs) 310 35 32
Factored: (1.0W)
X-DIR Wind Load (lbs) 461 143 84
Z-DIR Wind Load (lbs) 310 35 32
Seismic Force per Unit:
Unfactored:
Lateral (lbs) 112.7 125.0 135.2
Vertical (lbs) 9.4 10.4 11.3
Factored (1.0E):
Lateral (lbs) 112.7 125.0 135.2
Vertical (lbs) 9.4 10.4 11.3
Line Loads Antenna Mount PipeShape 3" Std.
Pipe
Length (ft)11
Quantity 1
Orientation (Axis)Y
Weight (plf) 7.576
Total Weight (lbs) 83
Wind Force:
X-DIR Design Wind Pressure (psf) 28.2
Z-DIR Design Wind Pressure (psf) 28.2
Unfactored:
X-DIR Wind Load (plf) 8.2
Z-DIR Wind Load (plf) 8.2
X-DIR Wind Load (lbs) (delete value 90.4
Z-DIR Wind Load (lbs) if shielded) 90.4
Factored (1.0W)
X-DIR Wind Load (lbs) 90.4
Z-DIR Wind Load (lbs) 90.4
Seismic Force:
Unfactored:
Lateral (plf) 17.2
Vertical (plf) 1.4
Factored (1.0E):
Lateral (plf) 17.2
Vertical (plf) 1.4
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BUILDING DIVISION B17002126
N:\Logos\VectorLogo.gif
JOB NO.:U1194-105-171
PROJECT:HIGH RENTON H20 / US WEST
SUBJECT:ANTENNA MOUNT LOADS
(ANTENNA MOUNT LOADS CONT'D)
Dead Load, D:
Total Weight of Components:Wp =247 lb
Wind Load, W:
Unfactored Wind Force:VX =779 lb Factored: 1.0 779 lb Wind Controls
VZ =467 lb 1.0 467 lb
Seismic Load, E:Consider Seismic: Yes
Occupancy Category: IV Fa =1.0 R =1.0 Fp,min /W= 0.426
Seismic Design Category: D Fv =1.5 ap =2.5 Fp,max /W= 2.272
Ip =1.50 SMS =1.420 z (ft)= 1.0
Site Class: D SM1 =0.801 h (ft)= 1.0 Fp, lateral /W= 2.272
Ss =1.420 SDS =0.947 z/h = 1.0
S1 =0.534 SD1 =0.534 Fp, vertical /W= 0.189
Unfactored Seismic Force:Fp,trans = 562 lb Factored: 1.0 562 lb
Fp,long = 562 lb 1.0 562 lb Seismic Controls
Fp,vert = 47 lb 1.0 47 lb
* VX =
* VZ =
* Fp,X =
* Fp,Z =
* Fp,Y =
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RECEIVED
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BUILDING DIVISION B17002126
N:\Logos\VectorLogo.gif
JOB NO.:U1194-105-171
PROJECT:High Renton H20 / US West
SUBJECT:ANTENNA MOUNT LOADS
Label:Wind per:
On a: at 111.5 ft AGL Load Combinations:
TIA-222-G
ASCE 7-10
Typ. Sector Proposed Loading
Other
Point Loads SBNHH-1D65C Panel AntennasFHFB RRUFRLB RRUTMAT1921B78-21A TMAUnit Weight (lbs) 49.6 51 59.5 17.6
Quantity ()1 1 1 1
Height (Y-DIR) (in) 96 23 15.75 9.1
Width/Diameter (X-DIR) (in) 11.9 12.6 15.75 8.7
Depth (Z-DIR) [Blank if Round] (in) 7.1 7.8 5.9 4.1
XY Plane Projected Area (ft2)7.93 2.01 1.72 0.55
YZ Plane Projected Area (ft2)4.73 1.25 0.65 0.26
Wind Force per Unit:
X-DIR Design Wind Pressure (psf) 58.1 48.6 48.6 48.6
Z-DIR Design Wind Pressure (psf) 65.5 49.4 48.9 48.6
Unfactored:
X-DIR Wind Load (lbs) 461 98 84 27
Z-DIR Wind Load (lbs) 310 62 32 13
Factored: (1.0W)
X-DIR Wind Load (lbs) 461 98 84 27
Z-DIR Wind Load (lbs) 310 62 32 13
Seismic Force per Unit:
Unfactored:
Lateral (lbs) 112.7 115.9 135.2 40.0
Vertical (lbs) 9.4 9.7 11.3 3.3
Factored (1.0E):
Lateral (lbs) 112.7 115.9 135.2 40.0
Vertical (lbs) 9.4 9.7 11.3 3.3
Line Loads Antenna Mount PipeShape 3" Std.
Pipe
Length (ft)11
Quantity 1
Orientation (Axis)Y
Weight (plf) 7.576
Total Weight (lbs) 83
Wind Force:
X-DIR Design Wind Pressure (psf) 28.2
Z-DIR Design Wind Pressure (psf) 28.2
Unfactored:
X-DIR Wind Load (plf) 8.2
Z-DIR Wind Load (plf) 8.2
X-DIR Wind Load (lbs) (delete value 90.4
Z-DIR Wind Load (lbs) if shielded) 90.4
Factored (1.0W)
X-DIR Wind Load (lbs) 90.4
Z-DIR Wind Load (lbs) 90.4
Seismic Force:
Unfactored:
Lateral (plf) 17.2
Vertical (plf) 1.4
Factored (1.0E):
Lateral (plf) 17.2
Vertical (plf) 1.4
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RECEIVED
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BUILDING DIVISION B17002126
N:\Logos\VectorLogo.gif
JOB NO.:U1194-105-171
PROJECT:High Renton H20 / US West
SUBJECT:ANTENNA MOUNT LOADS
(ANTENNA MOUNT LOADS CONT'D)
Dead Load, D:
Total Weight of Components:Wp =261 lb
Wind Load, W:
Unfactored Wind Force:VX =760 lb Factored: 1.0 760 lb Wind Controls
VZ =506 lb 1.0 506 lb
Seismic Load, E:Consider Seismic: Yes
Occupancy Category: IV Fa =1.0 R =1.0 Fp,min /W= 0.426
Seismic Design Category: D Fv =1.5 ap =2.5 Fp,max /W= 2.272
Ip =1.50 SMS =1.420 z (ft)= 1.0
Site Class: D SM1 =0.801 h (ft)= 1.0 Fp, lateral /W= 2.272
Ss =1.420 SDS =0.947 z/h = 1.0
S1 =0.534 SD1 =0.534 Fp, vertical /W= 0.189
Unfactored Seismic Force:Fp,trans = 593 lb Factored: 1.0 593 lb
Fp,long = 593 lb 1.0 593 lb Seismic Controls
Fp,vert = 49 lb 1.0 49 lb
RATIO OF PROPOSED LOADING TO CURRENT LOADING
Gravity Loads: 105%
Front Wind: 98%
Side Wind: 108%
* VX =
* VZ =
* Fp,X =
* Fp,Z =
* Fp,Y =
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RECEIVED
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BUILDING DIVISION B17002126
ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact
Search Results
Query Date: Thu Mar 30 2017
Latitude: 47.5029
Longitude: -122.1730
ASCE 7-10 Windspeeds
(3-sec peak gust in mph*):
Risk Category I: 100
Risk Category II: 110
Risk Category III-IV: 115
MRI** 10-Year: 72
MRI** 25-Year: 79
MRI** 50-Year: 85
MRI** 100-Year: 91
ASCE 7-05 Windspeed:
85 (3-sec peak gust in mph)
ASCE 7-93 Windspeed:
70 (fastest mile in mph)
*Miles per hour
**Mean Recurrence Interval
Users should consult with local building officials
to determine if there are community-specific wind speed
requirements that govern.
WINDSPEED WEBSITE DISCLAIMER
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors
assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not
be used or relied upon for any specific application without competent examination and verification of its
accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the
use of this information replace the sound judgment of such competent professionals, having experience and
knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in
interpreting and applying the results of the windspeed report provided by this website. Users of the information
from this website assume all liability arising from such use. Use of the output of this website does not imply
approval by the governing building code bodies responsible for building code approval and interpretation for the
building site described by latitude/longitude location in the windspeed load report.
Sponsored by the ATC Endowment Fund • Applied Technology Council • 201 Redwood Shores Parkway, Suite 240 • Redwood City, California 94065 • (650) 595-1542
Map data ©2017 GoogleReport a map error
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RECEIVED
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BUILDING DIVISION B17002126
Design Maps Summary Report
Building Code Reference Document
Site Coordinates
Site Soil Classification
Risk Category
User–Specified Input
2012/2015 International Building Code
(which utilizes USGS hazard data available in 2008)
47.5029°N, 122.173°W
Site Class D – “Stiff Soil”
I/II/III
USGS–Provided Output
SS = 1.420 g SMS = 1.420 g SDS = 0.947 g
S1 = 0.534 g SM1 = 0.801 g SD1 = 0.534 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.
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.
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RECEIVED
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BUILDING DIVISION B17002126