HomeMy WebLinkAboutStructural Analysis.pdf2447 W 12th Street, Suite 1 Tempe, AZ 85281 | Phone: (480) 927-9696 | Fax: (480) 927-9797
Structural Analysis & Evaluation Letter
Project
AT&T COL04066/COL09806 LTE 3C “West Vail”
2077 N. Frontage Rd., Vail, CO 81657, FA#10093709
Inte-grat-ed Design Services Group LLC
2200 East Williams Field Road 2nd Floor, Suite 200
Gilbert, Arizona 85295
April 29, 2016
AMMTEC Project No. AZ-2332.001
2447 W 12th Street, Suite 1 Tempe, AZ 85281 Phone: (480) 927-9696 Fax: (480) 927-9797
Structural Analysis
April 29, 2016
Job Number: AZ-2332.001
Inte-grat-ed Design Services Group LLC
2200 East Williams Field Road 2nd Floor, Suite 200
Gilbert, Arizona 85295
Attention: Jason Malpass
Subject: Structural Analysis for Rooftop Installation AT&T’s. Proposed
Antennas and Equipment Site: COL04066/COL09806 LTE 3C “West Vail”
2077 N. Frontage Rd., Vail, CO 81657, FA#10093709
Dear Mr. Malpass:
This letter summarizes our analysis regarding the stability of an existing building for the addition of
AT&T’s proposed antennas and equipment installation. Our analysis included a review of current
building codes and a comparison of new codes to the codes at the time of the referenced previous
design, an analytical review of code differences, a review of site photographs taken during a recent site
visit and provided by Inte-grat-ed Design Services, and preparation of this report. We understand that it
is proposed to replace existing equipment with new equipment as follows:
Previous Documents:
Construction Drawings prepared by Inte-grat-ed Design Services Group LLC: Project No
COL04066/COL09806 LTE 3C, dated April 29, 2016
Location: 39º 37’ 57.8” N, 106º 24’ 52.8” W
Proposed Equipment:
We understand that it is proposed to replace existing equipment with new equipment as follows:
April 29, 2016
Job Number: AZ-2332.001
Structural Analysis Page No 2
Existing and Reserved Equipment
Qty Antenna Manufacturer & Model Number Per Sector
3 TenXC GSM 850 / LTE 700/AWS | BSM-M65-19R010-02 1
3 Powerwave UMTS 850/1900 | 7770 1
3 DIPLEXER (Powerwave) | CM1007-DBPXBC-003 1
3 TMA/LNA | TT19-08BP111-001 1
3 RAYCAP Surge Suppressor | DC6-48-60-18-8F 1
3 Alcatel - Lucent - 700 band | RRH2x40W-07AT 1
3 Alcatel - Lucent - AWS band | RRH2x40-AWS+RDEM 1
Equipment to be Removed
Qty Antenna Manufacturer & Model Number Per Sector
Proposed Equipment
Qty Antenna Manufacturer & Model Number Per Sector
3 TenXC GSM 850 / LTE 700/AWS | BSM-M65-19R010-02 1
3 Powerwave UMTS 850/1900 | 7770 1
3 Quintel LTE 700/1900/AWS | QS66512-2 1
3 DIPLEXER (Powerwave) | CM1007-DBPXBC-003 1
3 TMA/LNA | TT19-08BP111-001 1
3 RAYCAP Surge Suppressor | DC6-48-60-18-8F 1
3 Alcatel - Lucent - 700 band | RRH2x40W-07AT 1
3 Alcatel - Lucent - 1900 band | RRH2x60-1900A-4R 1
3 Alcatel - Lucent - AWS band | RRH2x40-AWS+RDEM 1
Previous Building Code Requirements:
2009 International Building Code, ASCE 7-05, and ANSI/TIA-222-G “ Specification for Antenna
Supporting Structures and Antennas” with a 90 mph (3-Sec Gust) Basic Wind Speed.
Current Building Code Requirements:
2015 International Building Code and ASCE 7-10 (Minimum Design Loads for Building and
Other Structures) for a 3-second gust wind speed of 110 mph (3-Sec Gust) Basic Wind Speed.
April 29, 2016
Job Number: AZ-2332.001
Structural Analysis Page No 3
Description of Installation:
The proposed antennas will be installed on the exterior wall of an existing enclosed rigid structure. The
building is a wood framed structure. The equipment improvements create an insignificant vertical load
on the building. In addition, since the antennas are attached to the exterior wall of the existing building,
the lateral load conditions remain relatively constant.
Conclusions:
The replacement equipment weight and configuration alteration is insignificant to the overall project Live and
Dead Loading conditions. Since the new equipment is considered to have such a minimal impact to the existing
conditions, we conclude that the existing building can support the AT&T installation as presented on the Inte-
grat-ed plan (refer to Site #: COL04066/COL09806 LTE 3C Site Name: West Vail).
It is the responsibility of the contractor during construction to document that all existing connections are
in good condition and proper dimensions. The mounts should consist of a minimum of 2-inch schedule
40 galvanized pipe with a minimum of two connection points and a maximum length between the
connections of 6 feet.
We trust that this report is satisfactory. If you have any questions regarding the investigation, please
contact our office.
Respectfully submitted,
Alan E. Money P.E.
Senior Engineer
Apr 29, 2016
Structural Calculations
for
at&t Mobility Rocky Mountain Region
West Vail LTE 3C COL04066/COL09806 LTE 3C
2077 North Frontage Road
Basis of Design …………………………..…..…………………………………………………………1
Summary ………..………………………………………………………………………………… 2
Wind Loads ……………………………………………………………………………………….. 3
Seismic Analysis vs. Design Wind Loads ………………..……………………………….…………. 4
Seismic Detail Report ……………..………………..……………………………….………….. 5
Seismic Summary Report ……………..………………..……………………………….………….. 6-9
2447 W 12th Street, Suite 1 Tempe, AZ 85281 Phone: (480) 927-9696 Fax: (480) 927-9797
April 29, 2016
Structural Calculations and Design Details Applicable to Installation of
One - COL04066/COL09806 LTE 3C at the Subject Site
Apr 29, 2016
1. BUILDING CODE ............................2012 IBC Construction Type: Partially Enclosed Structure (With Roof)
2. GRAVITY DESIGN: Roof Ventilation Reduction:N/A
EXPOSURE ...................................C Seismic Design Category = C
Risk Category = II
3 SECOND WIND GUST ..............110 (mph)
Live Load:20 (psf) Dead Load:15.00 (psf)
3. SOILS: 12
Soil bearing pressure …………............... 1,000 psf Soil lateral bearing pressure ………100 psf
Minimum footing depth..................................... 12 (inches) Unless local conditions are greater
CONCRETE
1. CODES AND STANDARDS. Comply with the following Codes:
A. ACI 318, "Building Code Requirements for Reinforced Concrete".
B. ACI 347, "Recommended Practice for Concrete Form Work".
2. MATERIALS shall conform to the following: D. Air entrainment: ASTM C260
A. Cement; ASTM C150, Type V, Portland Cement. E. Fly ash: ASTM C618
B. Hard rock aggregates: ASTM C33 F. Calcium chloride SHALL NOT be used.
Lightweight aggregates: ASTM C330
C. Water shall be potable.
3. MIX DESIGNS:
A. The maximum slump shall be 4" w/o plasticizer added. C. Limit fly ash to 20% of the total cement.
B. Use pea gravel and/or plasticizer in congested areas. D. Concrete mixes shall conform to the following:
28 Day
Strength
(psi)*
W/C
Ratio
Dry
Weight
(pcf)
Max
Aggregate
Size
(inches)
Entrained
Air
(%)
Min
Cement
Per CY
(lbs)
Footings & Slabs on Grade 2500 0.45 150 3/4 3 ±1 517
*(Special Inspection not required)
4. CONSTRUCTION: A. Mechanically vibrate concrete during placement.
5. FOOTINGS: B. Center footings on structure above, UNO.
C. Exterior footings to be embedded a minimum depth.
STEEL 1. CODES AND STANDARDS. Comply with: A. CRSI "Manual of Standard Practice".
B. ACI "Detailing Manual", ACI 315 (or SP-66).
Reinforcing: 60 ksi A-615 - Grade 60 HSS Tube: 46 ksi A -500
Roof Decking: 50 ksi A-792 - Grade 50 Pipe: 36 ksi A-501
Bolts ASTM A36, ASTM A307 as specified on details
3. CONSTRUCTION: A. Detail, bolster, and support all rebar. Tie bars securely with proper clearances before casting concrete.
B. Use rebar free flaky rust, grease, dirt, and other materials, which affect bond.
C. Minimum lap splices (inches): Bar # #3 #4 #5 #6
Inches 16 20 24 33
D. Make cold bends. DO NOT use heat. DO NOT re-bend a previously bent bar.
E. Minimum concrete cover: (securely position and anchor rebar prior to pour)
Cast against and permanently exposed to earth ………. 3 (inches)
Slabs-On-Grade (SOG) ............................................ Center of slab, UNO
F. DO NOT weld reinforcing unless specifically noted.
CLIENT:at&t Mobility Rocky Mountain Region
PROJECT:West Vail LTE 3C COL04066/COL09806 LTE 3C Prepared By:AEM
2077 North Frontage Road Date:04/29/16
GENERAL NOTES & BASIS OF DESIGN
Type of Concrete Member
Page 1 of 9 4/29
Type of Wall: Structural Sheathing (SS)
Unit Weight: 2.5 lbs/sf Member Weights
psf Area Ttl Wt (lbs)
No Roof 0 600 0
0 600 0
0 600 0
Member Call out Width (ft) Height (ft) length(ft)Load Area Ttl Wt (lbs)
Walls SS 40.000 10.000 15.000 2.5 55.0 1375.0
Anntennas At&t 8.000 100.0 800.0
Roof Rafters 2 x 6 0.167 0.500 15.0 38.0 25.0 950.0
Floor Beams 2 x 6 0.167 0.500 15.0 38.0 25.0 950.0
Roof DL NA NA 0.0 0.0 0.0 0.0
Total 4,075
Dimensions
Roof Pitch 1 (in) V 12 (in) H 600 sqft
Columns:0 Width 40 Length (ft)15
Column Width 0
Wall Height 10 (ft)
800.0 lbs
Number of Walls 4 6825 lbs
Total Fdn Length 110
0 ft
15 ft
40 ft
Lateral Wind Shear > Seismic Base Shear : Wind Controls Design
Use: 1400 lbs Shortest Direction
or 467 plf Rafter to existing Building Connection (2ft O.C.)
750 plf (Conservative - Structural Tubing Every Two Feet)1000 lbs (2 nails per end) Conservative
467 plf 750 > 467 OK Additional Resistance Against Uplift -
20000 lbs
Uplift
4675 lbs
0 psf
20,160
Total Weight of Structure =4,675 From Above
60% of Weight of Structure = 2,805
Additional Resistance = 20,000
Net Uplift =-2,645 Negative Uplift, Okay
0.12% Less than 2/10ths of a percent, Negliglble - Okay
CLIENT:at&t Mobility Rocky Mountain Region
PROJECT:West Vail LTE 3C COL04066/COL09806 LTE 3C Prepared By:
2077 North Frontage Road Date:
Type of Wall: Structural Sheathing (SS)
Total Wall Perimeter =
Weight Antenna + Equipment
Check for resistance against lateral resistance in shortest direction
Factored Total Weight =
Eave OverHang
Max Wall Length =
Max Wall Length =
% Dead Load Increase Due to Presence of Antennas =
Project Summary
04/29/16
AEM
Total Vertical Dead plus Live Load =
Friction + Cohesion =
Total Uplift =
Roof Dead Load = 15 min for Tile, 10 for Shingles and Foam
Sheathing Misc Appurtenances & Matls:
Roof Type
Page 2 of 9 4/29
Calculaton of Design Wind Loads - Main Force Resisting Systems
2012 IBC/ASCE 7-10
Exposure: C
Risk Category: II
3s Wind Gust (mph): 110
Rise Run
Gable Roof Pitch =112 = 4.8 Degrees
Roof Wind Load
Uplift Worse Case = -33.6 ASCE (Pg 42)L = 40
Downward Worse Case = 7 (T 27.6-2) [284]B = 15
L/B = 2.7
Wall Wind Load = 33.6
Weight of Structure = 4,075 lbs
Use p = 33.6 psf to Calculate Uplift = Worse Case
Use p = 33.6 psf to Calculate Lateral Load for Walls - Worse Case
Uplift is neglible (No Roof) 20,160 lbs
Wind Shear = 33.6(40)(10) = 13,440 lbs
Downward Wind = (7)(15)(40) = 4200 lbs
D+
Max Load Combination = 35.0 psf
Allowable Stress
Load Combinatons: (Section 2.4.0) pg 8
Note: Negative value = upward vertical force
[Eq 1]D=15.0 psf
[Eq 2]D+L=35.0 psf
[Eq 3]D+(Lr or S or R)=22.0 psf
[Eq 4]D+0.75L+0.75(Lr or S or r)=21.8 psf
[Eq 5]D+(0.6*W or 0.7E)=19.2 psf
[Eq 6a]D+0.75L+0.75(0.6W or 0.7E)+0.75(Lr or S or R)=33.2 psf
[Eq 6b]D+0.75*L+0.75(0.7E)+0.75S = 20.3 psf D+0.75L+
[Eq 7]0.6D+0.6W= 29.2 psf
[Eq 8]0.6D+0.7E = 12.0 psf
CLIENT:at&t Mobility Rocky Mountain Region
PROJECT:West Vail LTE 3C COL04066/COL09806 LTE 3C Prepared By:
2077 North Frontage Road Date:04/29/16
AEM
Page 3 of 9 4/29
USGS–Provided Output
2077 North Frontage Road
ASCE 7-10 Seismic Design Requirements - Equivalent Lateral Force Procedure SS =0.256 SMS =0.307 SDS =0.205
S1 =0.073 SM1 =0.124 SD1 =0.083
IBC Earthquake Loads
REFERENCE
1 ASCE 7-05 Table 11.5-1
Site Classification
Soil Site Class =C IBC/CBC Table 1613.5.2/1613A.5.2
Site Coefficients
SS == 0.256 Mapped Spectral Accelerations: Short Period USGS Report
S1 == 0.073 Mapped Sectral Accelerations: 1 sec Period USGS ReportFa == 1.2 Site Coefficient USGS Report
Fv ==1.7 Site Coefficient USGS Report
SMS =0.307 Max Spectral Accelerations: Short Periods USGS Report
SM1 =0.124 Max Spectral Accelerations: 1sec Period USGS Report
Design Spectral Response Acceleration Parameters
SDS =0.205 5% Damped Spectral Acceleration: Short Period USGS Report
SD1 =0.083 5% Damped Spectral Acceleration: 1 sec Period USGS Report
SDC =C Seismic Design Category USGS Report
IBC/CBC Table 1613.5.6(1) & 1613A.5.6(2)
Equivalent Lateral Force Procedure
T =Ct hnx =0.095 Fundamental Period ASCE 7-10 Eqn. 12.8-2
Ct =0.020 Period Parameter ASCE 7-10 Table 12.8-2
x = 0.750 Period Parameter ASCE 7-10 Table 12.8-2
hn =8.00 Structure Height
R = 2.000 Response Modification Factor ASCE 7-10 Table 15.4-2
TL =16.000 Long-Period Transition Period ASCE 7-10 Figure 22-12
Cs = SDS/[R/I] =0.102 Seismic Response Coefficient ASCE 7-10 Eqn. 12.8-2
where;
Cs >0.030 Lower Limit ASCE 7-10 Eqn. 15.4-1
Cs > 0.8 S1/[R/I] =0.029 Lower Limit for S1 > 0.6g ASCE 7-10 Eqn. 15.4-2
Cs < SD1/T[R/I] =0.434 Upper Limit for T <TL ASCE 7-10 Eqn. 12.8-3
Cs < SD1TL/T2[R/I] =73.068 Upper Limit for T > TL ASCE 7-10 Eqn. 12.8-4
Design Value Cs =0.102
W = 4.1 Weight of Structure (kips)
V =CsW =0.417 Equivalent Seismic Base Shear (kips)ASCE 7-10 Eqn. 12.8-1
Fwind =4.08 Wind Base Shear (kips) :
Lateral Wind Shear > Seismic Base Shear : Wind Controls Design
CLIENT:
PROJECT:
2077 North Frontage Road Date:04/29/16
at&t Mobility Rocky Mountain Region
West Vail LTE 3C COL04066/COL09806 LTE 3C Prepared By:AEM
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