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HomeMy WebLinkAboutCA_Structural_Calculations_LDC_180507_v1   November 16, 2017  LDC Project #17‐808          1. Design Assumptions 2. Loading Configuration Verizon proposes to install three (3) FRP sector shrouds and two (2) FRP canisters on top of the existing roof structure. Each shroud will be approximately 8’ square and 10’ tall from top of the existing roof structure. Each canister will be 3’-0” in diameter by 7’ tall. The top of the canister will be approximately 10’ above the top of the roof deck and each canister will house a single (1) 1’ diameter microwave dish. The existing roof consists of metal deck over steel bar joists and/or beams spaced at approximately 5’-9” o.c. The final loading configuration at each sector (one sector per FRP shroud) is as follows: Appurtenance Quantity Size (in x in x in) Weight (lb/each) Amphenol HEX456 panel 2 70.1 x 15.6 x 7.4 65 RRU 32 2 23.1 x 11.5 x 6.4 55 RRU B13 2 19.7 x 17.0 x 7.2 55 OVP 1 19.2 x 15.7 x 10.3 30 The power and battery cabinets to support this site are proposed to be placed on an independent concrete slab located at the ground level towards the rear of the building. Design of the concrete slab supporting this equipment will be addressed at a later date and has no impact on the analysis performed for this report. Ultimate Wind Speed, Vult 110 mph Exposure Category C Risk Category II Topographic Factor, Kzt 1.0 (flat) Site Class D SDS 0.963 Seismic Design Category D    November 16, 2017  LDC Project #17‐808          3. Provided Information and Assumptions The following documents were provided for LDC’s use to determine the structural adequacy of the existing building. LDC has performed site visits to visually inspect existing rooftop conditions. Data Document Author Date Existing Structure Information Existing Structural Building Drawings Magnusson Klemencic Associates 11/26/2007 Existing, Reserved, and Proposed Loading SCF Krystal Taylor / Verizon Wireless 09/06/2017 Telecom Drawings Preliminary Zoning Drawings #17-808 LDC 09/13/2017 There are no other carriers on the existing roof at this time. However, there are five (5) rooftop units that are installed within the designated mechanical zone, and their gravity and lateral loading have been taken into account when and where it is applicable and additive to the structural load effects produced by the proposed loading specifically addressed in this report. The existing rooftop units installed weigh significantly less than the originally designated weight of the mechanical area. The existing RTUs have been assumed to weigh approximately 800 lb each. The building is assumed to be free of damage, corrosion, and deterioration. If conditions are other than as indicated in this letter or the construction drawings, please contact LDC immediately as new design and detailing may be required.    November 16, 2017  LDC Project #17‐808          4. Conclusions As noted in the 2015 International Existing Building Code, Section 1103.1, “existing structural elements supporting any additional gravity loads as a result of additions shall comply with the International Building Code” unless the stress in those elements “is not increased by more than 5 percent.” The existing bar joists supporting sectors 2 and 3 and the southern microwave canister were originally designed to support a highly loaded mechanical area. These bar joists with the actual existing and proposed loading are more lightly loaded than the original design loads, and therefore are adequate to support the proposed loading. However, it has been determined that the proposed loading does add more than 5% to the supporting members at sector 1 and the northern microwave canister. After further investigation, the beams and columns supporting the new appurtenances in that area have been found to be within acceptable stress limitations. It has been determined that the lateral design of the existing building was seismically controlled. As noted above, the original building design accounted for a very highly loaded area of the roof for installation of mechanical equipment. For the purposes of this analysis, only the weights of the installed RTUs in addition to the new appurtenances were used. It was found that the proposed appurtenance loading in conjunction with the existing RTUs is much less than the original design loads. As such, the seismic force additions imposed by the appurtenances is within the acceptable limits of the original design strength of the building. The proposed canister and shroud additions to the roof of the existing building will be acceptable after design of new sleepers and concealing structures are performed. Additionally, minor modifications to the existing roof framing may be required for adequacy of force transfer and distribution.    November 16, 2017  LDC Project #17‐808          Table of Contents Project Information 1 Design Criteria & Assumptions 2 - 3 Google Earth View 4 Wind/Seismic Calculations 5 – 11 Structural Feasibility Analysis (LDC Phase 08) 12 - 66 JOB TITLE JOB LOCATION LDC JOB NO CALCULATED BY DATE USER NOTES: User entries May be modified by user if necessary Warning messages Used for design FOR Note: All loads calculated in this spreadsheet are intended  to be used in the appropriate load combinations in the  code selected within this spreadsheet. STRUCTURAL CALCULATIONS SEA Garden Ave Renton, WA SEA Garden Ave Renton, WA 17‐808 JMW 11/16/2017 1 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact Search Results Query Date: Fri May 19 2017 Latitude: 47.4962 Longitude: ­122.2015 ASCE 7­10 Windspeeds  (3­sec peak gust in mph*): Risk Category I: 100 Risk Category II: 110 Risk Category III­IV: 115 MRI** 10­Year: 72 MRI** 25­Year: 79 MRI** 50­Year: 85 MRI** 100­Year: 91 ASCE 7­05 Windspeed:   85 (3­sec peak gust in mph) ASCE 7­93 Windspeed:   70 (fastest mile in mph) *Miles per hour **Mean Recurrence Interval Users should consult with local building officials to determine if there are community­specific wind speed  requirements that govern.  Print your results   WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributorsassume 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) 595­1542 Map data ©2017 Google, INEGI 2 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Report Title Building Code Reference Document Site Coordinates Site Soil Classification Risk Category Design Maps Summary Report User–Specified Input 17­808 Fri May 19, 2017 23:49:26 UTC ASCE 7­10 Standard (which utilizes USGS hazard data available in 2008) 47.49624°N, 122.20145°W Site Class D – “Stiff Soil” I/II/III USGS–Provided Output SS =1.444 g SMS =1.444 g SDS =0.963 g S1 =0.542 g SM1 =0.813 g SD1 =0.542 g For information on how the SS and S1 values above have been calculated from probabilistic (risk­targeted) 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.   For PGAM, TL, CRS, and CR1 values, please view the detailed report. 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 subject­matter knowledge. 3 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 4 of 6611/16/2017LDC Project #17-808 SA - Phase 08 JOB TITLE JOB LOCATION LDC JOB NO CALCULATED BY DATE Code: II 1.00 1.00 1.00 Building Geometry: .25 / 12 1.193489 deg 200 ft 70 ft 18.5 ft 2 ft Building Length (L) Least Building Width (B) Mean Roof Height (h) Parapet Height Risk/Occupancy Category: Wind, Iw Snow, Is Seismic, Ie Roof Angle (θ) International Building Code 2015 SEA Garden Ave Renton, WA 17‐808 JMW 11/16/2017 5 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 JOB TITLE JOB LOCATION LDC JOB NO CALCULATED BY DATE Wind Loads Wind Speed Look‐up 1.00 http://windspeed.atcouncil.org/ 110 mph C 0.18 1.00 K1 #N/A 500 ft K2 #N/A 2000 ft K3 #N/A 500 ft 0.25 0 ft 0.00 0.25 Flat upwind/downwind?upwind Gust Effect Factor, G 0.85 Actual H/Lh Crest Distance, x x/Lh z/Lh Height above ground, z Topographic Factor (Kzt) Topography Hill Height, H Half Hill Length, Lh Importance Factor: Exposure Category Enclosure Classification Internal Pressure, Gcpi Type of Roof Basic Wind Speed, V Enclosed Building Gable SEA Garden Ave Renton, WA 17‐808 JMW 11/16/2017 6 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 JOB TITLE JOB LOCATION LDC JOB NO CALCULATED BY DATE Equipment Wind Loading Kh 0.89 G 0.85 Appurtenance Name shape Kd height (ft) width (ft) depth (ft) h/D Elevation of centroid (ft) Typical Shroud Square 0.9 10 8 8 1.25 23.5 mount pipe HEX456 panel OVP RRU B13 RRU B13 mount pipe HEX456 panel RRU B32 RRU B32 Typical Canister Round 0.95 6.5 3 3 2.17 23.5 tripod 1' MW Total pmin = 16 psf User Note: 16psf minimum pressure for ASCE 7‐10, 10psf minimum pressure for ASCE 7‐ 05 SEA Garden Ave Renton, WA 17‐808 JMW 11/16/2017 7 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Equipment Wind Loading (cont.) Kz qh or qz (psf)slab/rooftop GCrh GCrv D√qz Cf Fh (lb) Fs (lb) Fv (lb) N/A 24.73 rooftop 1.90 1.50 1.30 3759.5 3759.5 2374.4 N/A 26.11 rooftop 1.90 1.50 78.32 0.84 967.3 967.3 352.5 4726.8 4726.8 2726.9 SEA Garden Ave Renton, WA 17‐808 JMW 11/16/2017 JOB TITLE JOB LOCATION LDC JOB NO CALCULATED BY DATE 8 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 JOB TITLE JOB LOCATION LDC JOB NO CALCULATED BY DATE Seismic Ground Motion 1.444 USGS Seismic Look‐up 0.542 http://earthquake.usgs.gov/designmaps/us/application.php 6 Site Class D Site Coefficient, Fa 1.000 Site Coefficient, Fv 1.500 SMS = Fa*Ss 1.444 SM1 = Fv*S1 0.813 SDS = 2/3*SMS 0.963 SD1 = 2/3*SM1 0.542 SDC per SDS D SDC per SD1 D SDC per S1 N/A Controlling SDC D Building Design Coefficients Response Modification Factor, R 5.00 Overstrength Factor, Ω0 3.00 Approximate Period Parameter, Ct 0.02 Approximate Period Parameter, x 0.75 Approximate Period, Ta 0.18 Cs (calculated)0.19 Cs,max 0.61 Cs,min 0.04 Cs (governs)0.19 0.2s Spectral Response Acceleration, Ss 1.0s Spectral Response Acceleration, S1 Long Period Transition Period, TL SEA Garden Ave Renton, WA 17‐808 JMW 11/16/2017 9 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 JOB TITLE JOB LOCATION LDC JOB NO CALCULATED BY DATE Seismic Horizontal Force Distribution Original Building Loads k = 1 Level (x)wx (k) hx (ft) wxhxk (k') Cvx Fx (k) Vx (k)V = 108.8 k Roof 565 18.5 10452.5 1.000 108.8 108.8 Total 565 10452.5 108.8 Proposed Building Loads Level (x)wadd (k) wx (k) hx (ft) wxhx k (k') Cvx Fx (k) Vx (k)% ↑Status V = 110.9 k Roof 10.9 575.9 18.5 10654.15 1.000 110.9 110.9 101.9%OK Total 10.9 575.9 10654.15 110.9 SEA Garden Ave Renton, WA 17‐808 JMW 11/16/2017 10 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 JOB TITLE JOB LOCATION LDC JOB NO CALCULATED BY DATE Equipment Seismic Loading Appurtenance Name weight (lb) height of attachment (ft)ap Rp Ip Fp,calc (lb) Fp,min (lb) Fp,max (lb) Fp (lb) Ev (lb) Typical Shroud 2500 18.5 2.5 3.5 1 2062.8571 722 3850.666667 2062.9 481.3 mount pipe 40 18.5 2.5 3.5 1 33.005714 11.552 61.61066667 33.0 7.7 HEX456 panel 65 18.5 2.5 3.5 1 53.634286 18.772 100.1173333 53.6 12.5 OVP 30 18.5 2.5 3.5 1 24.754286 8.664 46.208 24.8 5.8 RRU B13 55 18.5 2.5 3.5 1 45.382857 15.884 84.71466667 45.4 10.6 RRU B13 55 18.5 2.5 3.5 1 45.382857 15.884 84.71466667 45.4 10.6 mount pipe 40 18.5 2.5 3.5 1 33.005714 11.552 61.61066667 33.0 7.7 HEX456 panel 65 18.5 2.5 3.5 1 53.634286 18.772 100.1173333 53.6 12.5 RRU B32 55 18.5 2.5 3.5 1 45.382857 15.884 84.71466667 45.4 10.6 RRU B32 55 18.5 2.5 3.5 1 45.382857 15.884 84.71466667 45.4 10.6 Typical Canister 250 18.5 2.5 3.5 1 206.28571 72.2 385.0666667 206.3 48.1 tripod 150 18.5 2.5 3.5 1 123.77143 43.32 231.04 123.8 28.9 1' MW 20 18.5 2.5 3.5 1 16.502857 5.776 30.80533333 16.5 3.9 Total 3380 2788.982857 650.7626667 11/16/2017 17‐808 JMW SEA Garden Ave Renton, WA 11 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 12 of 6611/16/2017LDC Project #17-808 SA - Phase 08 13 of 6611/16/2017LDC Project #17-808 SA - Phase 08 14 of 6611/16/2017LDC Project #17-808 SA - Phase 08 15 of 6611/16/2017LDC Project #17-808 SA - Phase 08 16 of 6611/16/2017LDC Project #17-808 SA - Phase 08 17 of 6611/16/2017LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :Original Diaphragm - NS loading LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 9:35AM Project Descr: General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.0119.750 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : E = 0.410 k/ft, Tributary Width = 1.0 ft, (A3 roof loading)Uniform Load : E = 0.4280 k/ft, Extent = 25.330 -->> 119.750 ft, Tributary Width = 1.0 ft, (mechanical loading) Uniform Load : E = 0.1524 k/ft, Extent = 50.833 -->> 119.750 ft, Tributary Width = 1.0 ft, (A1 & A2 roof loading) Uniform Load : E = 0.1276 k/ft, Tributary Width = 1.0 ft, (south wall weight)Uniform Load : E = 0.03140 k/ft, Tributary Width = 1.0 ft, (north wall weight).DESIGN SUMMARY Maximum Bending = Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 62.270ft 46.221 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H Maximum Shear = 119.750 ft 1,327.616 k-ft Maximum DeflectionMax Downward Transient Deflection 1683.438 in 0Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 1178.407 in 1Max Upward Total Deflection 0.000 in 0 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections E Only 1 ###.####61.073 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 53.023 66.029 Overall MINimum 27.837 34.665 +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 37.116 46.221 +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H 27.837 34.665 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H 37.116 46.221 D Only Lr Only L Only S Only W Only E Only 53.023 66.029 H Only . 18 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :Original Diaphragm - NS loading LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 9:35AM Project Descr: 19 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :Original Diaphragm - NS loading LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 9:35AM Project Descr: 20 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :Proposed Diaphragm - NS loading LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 9:33AM Project Descr: General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.0119.750 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : E = 0.410 k/ft, Tributary Width = 1.0 ft, (A3 roof loading)Uniform Load : E = 0.1524 k/ft, Extent = 50.833 -->> 119.750 ft, Tributary Width = 1.0 ft, (A1 & A2 roof loading) Uniform Load : E = 0.1276 k/ft, Tributary Width = 1.0 ft, (south wall weight) Uniform Load : E = 0.03140 k/ft, Tributary Width = 1.0 ft, (north wall weight)Point Load : E = 0.1520 k @ 16.0 ft, (RTU1)Point Load : E = 0.1520 k @ 35.0 ft, (RTU2) Point Load : E = 0.1520 k @ 70.0 ft, (RTU3) Point Load : E = 0.1520 k @ 81.0 ft, (RTU4)Point Load : E = 0.1520 k @ 104.0 ft, (RTU5)Point Load : E = 0.6270 k @ 65.0 ft, (NW shroud) Point Load : E = 0.6270 k @ 65.0 ft, (SW shroud)Point Load : E = 0.0950 k @ 79.0 ft, (S canister)Point Load : E = 0.0950 k @ 105.0 ft, (N canister) Point Load : E = 0.6270 k @ 105.0 ft, (SE Shroud) .DESIGN SUMMARY Maximum Bending = Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 63.468ft 30.320 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H Maximum Shear = 119.750 ft 876.430 k-ft Maximum DeflectionMax Downward Transient Deflection 1111.864 in 1 Max Upward Transient Deflection 0.000 in 0Max Downward Total Deflection 778.304 in 1Max Upward Total Deflection 0.000 in 0 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections E Only 1 ###.####61.073 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 38.157 43.314 Overall MINimum 20.033 22.740 +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 26.710 30.320 +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H 20.033 22.740 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H 26.710 30.320 D Only 21 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :Proposed Diaphragm - NS loading LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 9:33AM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Lr Only L Only S Only W Only E Only 38.157 43.314 H Only . 22 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :Proposed Diaphragm - NS loading LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 9:33AM Project Descr: 23 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :Original Diaphragm - EW loading LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 10:04AM Project Descr: General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.0100.50 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1Uniform Load : E = 0.3685 k/ft, Extent = 0.0 -->> 28.50 ft, Tributary Width = 1.0 ft, (A1 & A2 roof) Uniform Load : E = 0.6826 k/ft, Extent = 28.50 -->> 100.50 ft, Tributary Width = 1.0 ft, (A3 roof) Uniform Load : E = 1.345 k/ft, Extent = 46.250 -->> 76.250 ft, Tributary Width = 1.0 ft, (mechanical area)Uniform Load : E = 0.1275 k/ft, Extent = 61.250 -->> 100.50 ft, Tributary Width = 1.0 ft, (west wall @ CMU)Uniform Load : E = 0.03140 k/ft, Extent = 0.0 -->> 61.250 ft, Tributary Width = 1.0 ft, (west wall @ glazing) .DESIGN SUMMARY Maximum Bending = Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 56.280ft 43.565 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H Maximum Shear = 100.500 ft 1,185.122 k-ft Maximum DeflectionMax Downward Transient Deflection 1010.398 in 1 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 707.279 in 1Max Upward Total Deflection 0.000 in 0 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections E Only 1 ###.####52.260 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 44.691 62.236 Overall MINimum 23.463 32.674 +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 31.284 43.565 +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H 23.463 32.674 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H 31.284 43.565 D Only Lr Only L Only S Only W Only E Only 44.691 62.236 H Only . 24 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :Original Diaphragm - EW loading LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 10:04AM Project Descr: 25 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :Original Diaphragm - EW loading LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 10:04AM Project Descr: 26 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :Proposed Diaphragm - EW loading LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 10:13AM Project Descr: General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.0100.50 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1Uniform Load : E = 0.3685 k/ft, Extent = 0.0 -->> 28.50 ft, Tributary Width = 1.0 ft, (A1 & A2 roof) Uniform Load : E = 0.6826 k/ft, Extent = 28.50 -->> 100.50 ft, Tributary Width = 1.0 ft, (A3 roof) Uniform Load : E = 0.1275 k/ft, Extent = 61.250 -->> 100.50 ft, Tributary Width = 1.0 ft, (west wall @ CMU)Uniform Load : E = 0.03140 k/ft, Extent = 0.0 -->> 61.250 ft, Tributary Width = 1.0 ft, (west wall @ glazing)Point Load : E = 0.760 k @ 61.250 ft, ((5)RTUs) Point Load : E = 0.6270 k @ 25.0 ft, (NW shroud) Point Load : E = 1.254 k @ 91.50 ft, (SW shroud + SE shroud)Point Load : E = 0.0950 k @ 3.0 ft, (N canister)Point Load : E = 0.0950 k @ 92.50 ft, (S canister) .DESIGN SUMMARY Maximum Bending = Load Combination +D+0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 53.265ft 27.647 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.70E+H Maximum Shear = 100.500 ft 635.023 k-ft Maximum DeflectionMax Downward Transient Deflection 568.216 in 2 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 397.751 in 3Max Upward Total Deflection 0.000 in 0 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections E Only 1 568.2164 51.255 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 29.912 39.496 Overall MINimum 15.704 20.735 +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 20.939 27.647 +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H 15.704 20.735 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H 20.939 27.647 D Only Lr Only L Only S Only W Only 27 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :Proposed Diaphragm - EW loading LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 10:13AM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS E Only 29.912 39.496 H Only . 28 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :Proposed Diaphragm - EW loading LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 10:13AM Project Descr: 29 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 30 of 6611/16/2017LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :28LH09 - original demand LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 10:50AM Project Descr: General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.039.250 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.030, Lr = 0.0250 ksf, Tributary Width = 6.0 ft, (roof loads)Uniform Load : Lr = 0.050 ksf, Extent = 0.0 -->> 15.0 ft, Tributary Width = 6.0 ft, (mechanical load) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 17.074ft 10.116 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 81.543 k-ft Maximum DeflectionMax Downward Transient Deflection 4.559 in 103 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 7.896 in 59Max Upward Total Deflection 0.000 in 0 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 7.8958 19.233 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 10.116 7.336 Overall MINimum 2.120 2.120 +D+H 3.533 3.533 +D+L+H 3.533 3.533 +D+Lr+H 10.116 7.336 +D+S+H 3.533 3.533 +D+0.750Lr+0.750L+H 8.470 6.385 +D+0.750L+0.750S+H 3.533 3.533 +D+0.60W+H 3.533 3.533 +D+0.70E+H 3.533 3.533 +D+0.750Lr+0.750L+0.450W+H 8.470 6.385 +D+0.750L+0.750S+0.450W+H 3.533 3.533 +D+0.750L+0.750S+0.5250E+H 3.533 3.533 +0.60D+0.60W+0.60H 2.120 2.120 +0.60D+0.70E+0.60H 2.120 2.120 D Only 3.533 3.533 Lr Only 6.584 3.804 L Only S Only W Only E Only H Only . 31 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :28LH09 - original demand LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 10:50AM Project Descr: 32 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :28LH09 - original demand LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 10:50AM Project Descr: 33 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :28LH09 - new demand (w/ mech allowance) LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 10:58AM Project Descr: General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.039.250 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.030, Lr = 0.0250 ksf, Tributary Width = 6.0 ft, (roof loads)Uniform Load : Lr = 0.050 ksf, Extent = 0.0 -->> 15.0 ft, Tributary Width = 6.0 ft, (mechanical load) Point Load : D = 1.650 k @ 30.250 ft, (1/2 shroud) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 18.251ft 10.495 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 88.198 k-ft Maximum DeflectionMax Downward Transient Deflection 4.559 in 103 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 8.689 in 54Max Upward Total Deflection 0.000 in 0 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 8.6890 19.429 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 10.495 8.608 Overall MINimum 2.347 2.882 +D+H 3.911 4.804 +D+L+H 3.911 4.804 +D+Lr+H 10.495 8.608 +D+S+H 3.911 4.804 +D+0.750Lr+0.750L+H 8.849 7.657 +D+0.750L+0.750S+H 3.911 4.804 +D+0.60W+H 3.911 4.804 +D+0.70E+H 3.911 4.804 +D+0.750Lr+0.750L+0.450W+H 8.849 7.657 +D+0.750L+0.750S+0.450W+H 3.911 4.804 +D+0.750L+0.750S+0.5250E+H 3.911 4.804 +0.60D+0.60W+0.60H 2.347 2.882 +0.60D+0.70E+0.60H 2.347 2.882 D Only 3.911 4.804 Lr Only 6.584 3.804 L Only S Only W Only E Only H Only . 34 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :28LH09 - new demand (w/ mech allowance) LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 10:58AM Project Descr: 35 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :28LH09 - new demand (w/ mech allowance) LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 10:58AM Project Descr: 36 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :28LH09 - new demand (no mech allowance) LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 11:04AM Project Descr: General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.039.250 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.030, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (roof loads)Point Load : D = 0.40 k @ 5.0 ft, ((E)RTU - 1/2W) Point Load : D = 1.650 k @ 30.250 ft, (1/2 shroud weight) .DESIGN SUMMARY Maximum Bending = Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 20.606ft 7.799 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S+H Maximum Shear = 39.250 ft 72.136 k-ft Maximum DeflectionMax Downward Transient Deflection 2.784 in 169 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 7.037 in 66Max Upward Total Deflection 0.000 in 0 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 7.0375 20.018 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 7.204 7.799 Overall MINimum 2.355 2.355 +D+H 4.260 4.855 +D+L+H 4.260 4.855 +D+Lr+H 6.615 7.210 +D+S+H 7.204 7.799 +D+0.750Lr+0.750L+H 6.026 6.621 +D+0.750L+0.750S+H 6.468 7.063 +D+0.60W+H 4.260 4.855 +D+0.70E+H 4.260 4.855 +D+0.750Lr+0.750L+0.450W+H 6.026 6.621 +D+0.750L+0.750S+0.450W+H 6.468 7.063 +D+0.750L+0.750S+0.5250E+H 6.468 7.063 +0.60D+0.60W+0.60H 2.556 2.913 +0.60D+0.70E+0.60H 2.556 2.913 D Only 4.260 4.855 Lr Only 2.355 2.355 L Only S Only 2.944 2.944 W Only E Only H Only . 37 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :28LH09 - new demand (no mech allowance) LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 11:04AM Project Descr: 38 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :28LH09 - new demand (no mech allowance) LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 11:04AM Project Descr: 39 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :28LH09 - new demand vs envelope LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 11:46AM Project Descr: General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.039.250 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.030, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (roof loads)Point Load : D = 1.650 k @ 30.250 ft, (1/2 shroud weight) Uniform Load : L = 0.5140 k/ft, Tributary Width = 1.0 ft, (envelope load) Uniform Load : S = 0.050 ksf, Extent = 0.0 -->> 15.0 ft, Tributary Width = 6.0 ft, (mechanical).DESIGN SUMMARY Maximum Bending = Load Combination L Only Span # where maximum occurs Span # 1 Location of maximum on span 19.625ft 10.495 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S+H Maximum Shear = 0.000 ft 98.981 k-ft Maximum DeflectionMax Downward Transient Deflection 9.540 in 49 Max Upward Transient Deflection 0.000 in 0Max Downward Total Deflection 14.706 in 32Max Upward Total Deflection 0.000 in 0 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750L+0.750S+0.5250E+H 1 14.7062 19.625 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 16.414 15.222 Overall MINimum 2.347 2.355 +D+H 3.911 4.804 +D+L+H 13.998 14.891 +D+Lr+H 6.266 7.159 +D+S+H 10.495 8.608 +D+0.750Lr+0.750L+H 13.243 14.136 +D+0.750L+0.750S+H 16.414 15.222 +D+0.60W+H 3.911 4.804 +D+0.70E+H 3.911 4.804 +D+0.750Lr+0.750L+0.450W+H 13.243 14.136 +D+0.750L+0.750S+0.450W+H 16.414 15.222 +D+0.750L+0.750S+0.5250E+H 16.414 15.222 +0.60D+0.60W+0.60H 2.347 2.882 +0.60D+0.70E+0.60H 2.347 2.882 D Only 3.911 4.804 Lr Only 2.355 2.355 L Only 10.087 10.087 S Only 6.584 3.804 W Only E Only H Only . 40 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :28LH09 - new demand vs envelope LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 11:46AM Project Descr: 41 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :28LH09 - new demand vs envelope LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 11:46AM Project Descr: 42 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :JG @ sector 2 & MW - original loads LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 12:15PM Project Descr: General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.023.417 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 1.080, Lr = 0.750, S = 2.085 k/ft, Tributary Width = 1.0 ft, (original roof loads).DESIGN SUMMARY Maximum Bending = Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 11.708ft 37.057 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S+H Maximum Shear = 0.000 ft 216.938 k-ft Maximum DeflectionMax Downward Transient Deflection 4.903 in 57Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 7.443 in 37Max Upward Total Deflection 0.000 in 0 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 7.4425 11.825 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 37.057 37.057 Overall MINimum 7.587 7.587 +D+H 12.645 12.645 +D+L+H 12.645 12.645 +D+Lr+H 21.426 21.426 +D+S+H 37.057 37.057 +D+0.750Lr+0.750L+H 19.231 19.231 +D+0.750L+0.750S+H 30.954 30.954 +D+0.60W+H 12.645 12.645 +D+0.70E+H 12.645 12.645 +D+0.750Lr+0.750L+0.450W+H 19.231 19.231 +D+0.750L+0.750S+0.450W+H 30.954 30.954 +D+0.750L+0.750S+0.5250E+H 30.954 30.954 +0.60D+0.60W+0.60H 7.587 7.587 +0.60D+0.70E+0.60H 7.587 7.587 D Only 12.645 12.645 Lr Only 8.781 8.781 L Only S Only 24.412 24.412 W Only E Only H Only . 43 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :JG @ sector 2 & MW - original loads LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 12:15PM Project Descr: 44 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :JG @ sector 2 & MW - original loads LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 12:15PM Project Descr: 45 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :JG @ sector 2 & MW - new loads LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 12:17PM Project Descr: General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.023.417 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 1.080, Lr = 0.750, S = 2.085 k/ft, Tributary Width = 1.0 ft, (original roof loads)Point Load : D = 0.760 k @ 9.0 ft, (sector 2) Point Load : D = 0.1010 k @ 23.0 ft, (S MW canister) .DESIGN SUMMARY Maximum Bending = Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 11.591ft 37.527 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S+H Maximum Shear = 0.000 ft 220.391 k-ft Maximum DeflectionMax Downward Transient Deflection 4.903 in 57 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 7.557 in 37Max Upward Total Deflection 0.000 in 0 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 7.5566 11.708 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 37.527 37.448 Overall MINimum 7.869 7.822 +D+H 13.115 13.036 +D+L+H 13.115 13.036 +D+Lr+H 21.896 21.818 +D+S+H 37.527 37.448 +D+0.750Lr+0.750L+H 19.701 19.622 +D+0.750L+0.750S+H 31.424 31.345 +D+0.60W+H 13.115 13.036 +D+0.70E+H 13.115 13.036 +D+0.750Lr+0.750L+0.450W+H 19.701 19.622 +D+0.750L+0.750S+0.450W+H 31.424 31.345 +D+0.750L+0.750S+0.5250E+H 31.424 31.345 +0.60D+0.60W+0.60H 7.869 7.822 +0.60D+0.70E+0.60H 7.869 7.822 D Only 13.115 13.036 Lr Only 8.781 8.781 L Only S Only 24.412 24.412 W Only E Only H Only . 46 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :JG @ sector 2 & MW - new loads LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 12:17PM Project Descr: 47 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 General Beam Analysis ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :JG @ sector 2 & MW - new loads LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 12:17PM Project Descr: 48 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Masonry Slender Wall ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :(E)masonry wall w/ sector 2 LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 2:19PM Project Descr: Code References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Min Allow Out-of-plane Defl Ratio 0 =Minimum Vertical Steel %0.0020 8Nom. Wall Thickness in Bar Size 6= Actual Thickness Bar Spacing 16 in 7.625 in = 140 pcf= Rebar "d" distance in == Wall Weight 66.0 psf Wall is grouted at rebar cells only = Temp Diff across thickness deg F= 3.8125 Construction Type :Grouted Hollow Concrete MasonryF'm 1.50 ksi Fr - Rupture 61.0 psi U Lower Level Rebar . . .= #Em = f'm *900.0 Max % of bal.0.1464= Block Weight Grout Density Normal Weight Fy - Yield 60.0 ksi Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 One-Story Wall Dimensions 18.0 2.0 B Roof Attachment A Floor Attachment B Parapet height ft= =Clear Height Top & Bottom Pinned A ft Wall Support Condition Vertical Loads W : Wind 4.140 2.360 2.943 Vertical Concentrated Loads . . .( Applied to full "Strip Width" )DL : Dead Lr : Roof Live Lf : Floor Live S : Snow Beam Load #1 kDist. from Base ftEccentricityin Wind Loads :Seismic Loads : Lateral Loads 16.0 Fp = Wall Wt. *0.3852 =25.423 psf Full area WIND load psf Wall Weight Seismic Load Input Method :ASCE seismic factors entered SDS Value per ASCE 12.11.1 DSS * I =0.9630 49 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Masonry Slender Wall ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :(E)masonry wall w/ sector 2 LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 2:19PM Project Descr: DESIGN SUMMARY Actual Values . . .Allowable Values . . .Governing Load Combination . . . Axial Load Check +1.20D+0.70S+E ft8.70LocationMax Pu / Ag 13.20 psi 0.2 * f'm 300.0 psi Reinforcing Limit Check As/bd =0.007213Controlling As/bd 0.1465 Service Deflection CheckE Only Actual Defl. Ratio L/Allowable Defl. Ratio422 150PASS PASS Max. Deflection 0.5114 in Max. Allow. Defl.1.440 in PASS Moment Capacity Check +0.90D+E Max Mu 1.024 k-ft Phi * Mn 4.830 k-ft Maximum Bending Stress Ratio =0.2119PASS Top Horizontal E Only Base Horizontal E Only 0.2260 k rho bal Maximum Reactions . . .for Load Combination.... Results reported for "Strip Width" of 12.0 in 0.2825 k 0.1464 Vertical Reaction +D+S 8.403 k Moment Values 0.6 * Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in. 0.2*f'm*b*t Axial Load Load Combination Phi MnMu k Pu Mcr As RatioAs rho balin^2k-ftk k-ftk-ft Phi 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00720.32 4.8720.880 0.330 0.14610.919 0.900.50+1.20D+1.60Lr+0.50W at 8.40 to 9.00 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00720.32 4.8720.880 0.330 0.14610.919 0.900.50+1.20D+1.60S+0.50W at 8.40 to 9.00 0.00720.64 4.8720.880 0.330 0.14610.919 0.900.50+1.20D+0.50Lr+W at 8.40 to 9.00 0.00720.64 4.8720.880 0.330 0.14610.919 0.900.50+1.20D+0.50S+W at 8.40 to 9.00 0.00721.03 4.8720.880 0.330 0.14610.919 0.900.50+1.20D+0.70S+E at 8.40 to 9.00 0.00720.64 4.8320.880 0.330 0.14620.689 0.900.50+0.90D+W at 8.40 to 9.00 0.00721.02 4.8320.880 0.330 0.14620.689 0.900.50+0.90D+E at 8.40 to 9.00 Moment Values DeflectionsStiffness Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in. Axial Load Load Combination I crackedMactualPuMcr Defl. Ratio in^4k-ft k-ft in^4 in^4 ink DeflectionI effectiveI gross 0.00.0000.00 0.000.000 0.0000.000.00 0.00.0000.00 0.000.000 0.0000.000.00 0.00.0000.00 0.000.000 0.0000.000.00 0.00.0000.00 0.000.000 0.0000.000.00 0.00.0000.00 0.000.000 0.0000.000.00 4,971.20.0430.38 52.390.766 376.000376.000.50+D+0.60W at 8.40 to 9.00 963.90.2240.71 52.390.766 58.754376.000.50+D+0.70E at 8.40 to 9.00 6,635.60.0330.29 52.390.766 376.000376.000.50+D+0.750Lr+0.450W at 8.40 to 9.00 6,637.40.0330.29 52.390.766 376.000376.000.50+D+0.750S+0.450W at 8.40 to 9.00 3,090.50.0700.53 52.390.766 95.306376.000.50+D+0.750S+0.5250E at 8.40 to 9.00 4,979.70.0430.38 51.870.459 376.000376.000.50+0.60D+0.60W at 8.40 to 9.00 971.90.2220.71 51.870.459 58.345376.000.50+0.60D+0.70E at 8.40 to 9.00 0.00.0000.00 0.000.000 0.0000.000.00 0.00.0000.00 0.000.000 0.0000.000.00 1,411.90.1530.63 51.080.000 62.254376.000.50W Only at 8.40 to 9.00 50 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Masonry Slender Wall ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :(E)masonry wall w/ sector 2 LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 2:19PM Project Descr: 422.40.5111.00 51.080.000 52.711376.000.50E Only at 8.40 to 9.00 Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal Results reported for "Strip Width" = 12 in. Base HorizontalLoad Combination D Only 0.0 0.00 5.460kk k 51 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Masonry Slender Wall ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :(E)masonry wall w/ sector 2 LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 2:19PM Project Descr: Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal Results reported for "Strip Width" = 12 in. Base HorizontalLoad Combination +D+Lr 0.0 0.00 7.820kk k +D+S 0.0 0.00 8.403kk k +D+0.750Lr 0.0 0.00 7.230kk k +D+0.750S 0.0 0.00 7.667kk k +D+0.60W 0.1 0.11 5.460kk k +D+0.70E 0.2 0.20 5.460kk k +D+0.750Lr+0.450W 0.1 0.08 7.230kk k +D+0.750S+0.450W 0.1 0.08 7.667kk k +D+0.750S+0.5250E 0.1 0.15 7.667kk k +0.60D+0.60W 0.1 0.11 3.276kk k +0.60D+0.70E 0.2 0.20 3.276kk k Lr Only 0.0 0.00 2.360kk k S Only 0.0 0.00 2.943kk k W Only 0.1 0.18 0.000kk k E Only 0.2 0.28 0.000kk k 52 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :W12x14 - sector 3 LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 12:33PM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method :ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and addedUniform Load : D = 0.030, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (roof loads) Point Load : D = 1.650 k @ 5.50 ft, (1/2 sector 3).Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.626 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 10.452ft 5.105 k Mn / Omega : Allowable 43.413 k-ft Vn/Omega : Allowable W12x14Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S+H 42.754 k Section used for this span W12x14 Ma : Applied Maximum Shear Stress Ratio =0.119 : 1 0.000 ft 27.162 k-ft Va : Applied 0 <360 267Ratio =0 <240.0 Maximum DeflectionMax Downward Transient Deflection 0.389 in 718Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.049 in Ratio =>=240.Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 23.30 ft 1 0.396 0.079 17.17 17.17 72.50 43.41 1.00 1.00 3.36 71.40 42.75 +D+L+H Dsgn. L = 23.30 ft 1 0.396 0.079 17.17 17.17 72.50 43.41 1.00 1.00 3.36 71.40 42.75 +D+Lr+H Dsgn. L = 23.30 ft 1 0.579 0.111 25.15 25.15 72.50 43.41 1.00 1.00 4.76 71.40 42.75 +D+S+H Dsgn. L = 23.30 ft 1 0.626 0.119 27.16 27.16 72.50 43.41 1.00 1.00 5.11 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn. L = 23.30 ft 1 0.533 0.103 23.14 23.14 72.50 43.41 1.00 1.00 4.41 71.40 42.75 +D+0.750L+0.750S+H Dsgn. L = 23.30 ft 1 0.568 0.109 24.65 24.65 72.50 43.41 1.00 1.00 4.67 71.40 42.75 +D+0.60W+H Dsgn. L = 23.30 ft 1 0.396 0.079 17.17 17.17 72.50 43.41 1.00 1.00 3.36 71.40 42.75 +D+0.70E+H Dsgn. L = 23.30 ft 1 0.396 0.079 17.17 17.17 72.50 43.41 1.00 1.00 3.36 71.40 42.75 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 23.30 ft 1 0.533 0.103 23.14 23.14 72.50 43.41 1.00 1.00 4.41 71.40 42.75 +D+0.750L+0.750S+0.450W+H Dsgn. L = 23.30 ft 1 0.568 0.109 24.65 24.65 72.50 43.41 1.00 1.00 4.67 71.40 42.75 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 23.30 ft 1 0.568 0.109 24.65 24.65 72.50 43.41 1.00 1.00 4.67 71.40 42.75 +0.60D+0.60W+0.60H Dsgn. L = 23.30 ft 1 0.237 0.047 10.30 10.30 72.50 43.41 1.00 1.00 2.01 71.40 42.75 53 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :W12x14 - sector 3 LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 12:33PM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +0.60D+0.70E+0.60HDsgn. L = 23.30 ft 1 0.237 0.047 10.30 10.30 72.50 43.41 1.00 1.00 2.01 71.40 42.75. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 1.0490 11.450 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 5.105 4.234 Overall MINimum 1.398 1.398 +D+H 3.358 2.486 +D+L+H 3.358 2.486 +D+Lr+H 4.756 3.884 +D+S+H 5.105 4.234 +D+0.750Lr+0.750L+H 4.406 3.535 +D+0.750L+0.750S+H 4.668 3.797 +D+0.60W+H 3.358 2.486 +D+0.70E+H 3.358 2.486 +D+0.750Lr+0.750L+0.450W+H 4.406 3.535 +D+0.750L+0.750S+0.450W+H 4.668 3.797 +D+0.750L+0.750S+0.5250E+H 4.668 3.797 +0.60D+0.60W+0.60H 2.015 1.492 +0.60D+0.70E+0.60H 2.015 1.492 D Only 3.358 2.486 Lr Only 1.398 1.398 L Only S Only 1.748 1.748 W Only E Only H Only 54 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :W12x14 - original loading LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 12:35PM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method :ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and addedUniform Load : D = 0.030, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (roof loads) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.516 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1Location of maximum on span 11.650ft 3.845 k Mn / Omega : Allowable 43.413 k-ft Vn/Omega : Allowable W12x14Section used for this span Span # where maximum occursLocation of maximum on span Span # 1 Load Combination +D+S+H 42.754 k Section used for this span W12x14 Ma : Applied Maximum Shear Stress Ratio =0.090 : 1 0.000 ft 22.394 k-ft Va : Applied 0 <360 327Ratio =0 <240.0 Maximum DeflectionMax Downward Transient Deflection 0.389 in 718Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.856 in Ratio =>=240.Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+HDsgn. L = 23.30 ft 1 0.281 0.049 12.22 12.22 72.50 43.41 1.00 1.00 2.10 71.40 42.75+D+L+HDsgn. L = 23.30 ft 1 0.281 0.049 12.22 12.22 72.50 43.41 1.00 1.00 2.10 71.40 42.75+D+Lr+HDsgn. L = 23.30 ft 1 0.469 0.082 20.36 20.36 72.50 43.41 1.00 1.00 3.50 71.40 42.75+D+S+HDsgn. L = 23.30 ft 1 0.516 0.090 22.39 22.39 72.50 43.41 1.00 1.00 3.84 71.40 42.75+D+0.750Lr+0.750L+HDsgn. L = 23.30 ft 1 0.422 0.074 18.32 18.32 72.50 43.41 1.00 1.00 3.15 71.40 42.75+D+0.750L+0.750S+HDsgn. L = 23.30 ft 1 0.457 0.080 19.85 19.85 72.50 43.41 1.00 1.00 3.41 71.40 42.75+D+0.60W+HDsgn. L = 23.30 ft 1 0.281 0.049 12.22 12.22 72.50 43.41 1.00 1.00 2.10 71.40 42.75+D+0.70E+HDsgn. L = 23.30 ft 1 0.281 0.049 12.22 12.22 72.50 43.41 1.00 1.00 2.10 71.40 42.75+D+0.750Lr+0.750L+0.450W+HDsgn. L = 23.30 ft 1 0.422 0.074 18.32 18.32 72.50 43.41 1.00 1.00 3.15 71.40 42.75+D+0.750L+0.750S+0.450W+HDsgn. L = 23.30 ft 1 0.457 0.080 19.85 19.85 72.50 43.41 1.00 1.00 3.41 71.40 42.75+D+0.750L+0.750S+0.5250E+HDsgn. L = 23.30 ft 1 0.457 0.080 19.85 19.85 72.50 43.41 1.00 1.00 3.41 71.40 42.75+0.60D+0.60W+0.60HDsgn. L = 23.30 ft 1 0.169 0.029 7.33 7.33 72.50 43.41 1.00 1.00 1.26 71.40 42.75+0.60D+0.70E+0.60H 55 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :W12x14 - original loading LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 12:35PM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 23.30 ft 1 0.169 0.029 7.33 7.33 72.50 43.41 1.00 1.00 1.26 71.40 42.75. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.8556 11.717 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.845 3.845 Overall MINimum 1.258 1.258 +D+H 2.097 2.097 +D+L+H 2.097 2.097 +D+Lr+H 3.495 3.495 +D+S+H 3.845 3.845 +D+0.750Lr+0.750L+H 3.146 3.146 +D+0.750L+0.750S+H 3.408 3.408 +D+0.60W+H 2.097 2.097 +D+0.70E+H 2.097 2.097 +D+0.750Lr+0.750L+0.450W+H 3.146 3.146 +D+0.750L+0.750S+0.450W+H 3.408 3.408 +D+0.750L+0.750S+0.5250E+H 3.408 3.408 +0.60D+0.60W+0.60H 1.258 1.258 +0.60D+0.70E+0.60H 1.258 1.258 D Only 2.097 2.097 Lr Only 1.398 1.398 L Only S Only 1.748 1.748 W Only E Only H Only 56 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :W10x12 - sector 3 LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 12:45PM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method :ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and addedUniform Load : D = 0.030, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (roof loads) Point Load : D = 1.650 k @ 5.50 ft, (1/2 sector 3).Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.595 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 7.592ft 4.154 k Mn / Omega : Allowable 31.207 k-ft Vn/Omega : Allowable W10x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S+H 37.506 k Section used for this span W10x12 Ma : Applied Maximum Shear Stress Ratio =0.111 : 1 0.000 ft 18.578 k-ft Va : Applied 0 <360 308Ratio =0 <240.0 Maximum DeflectionMax Downward Transient Deflection 0.238 in 915Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.709 in Ratio =>=240.Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 18.20 ft 1 0.406 0.074 12.68 12.68 52.12 31.21 1.00 1.00 2.79 56.26 37.51 +D+L+H Dsgn. L = 18.20 ft 1 0.406 0.074 12.68 12.68 52.12 31.21 1.00 1.00 2.79 56.26 37.51 +D+Lr+H Dsgn. L = 18.20 ft 1 0.557 0.103 17.37 17.37 52.12 31.21 1.00 1.00 3.88 56.26 37.51 +D+S+H Dsgn. L = 18.20 ft 1 0.595 0.111 18.58 18.58 52.12 31.21 1.00 1.00 4.15 56.26 37.51 +D+0.750Lr+0.750L+H Dsgn. L = 18.20 ft 1 0.518 0.096 16.18 16.18 52.12 31.21 1.00 1.00 3.61 56.26 37.51 +D+0.750L+0.750S+H Dsgn. L = 18.20 ft 1 0.547 0.102 17.07 17.07 52.12 31.21 1.00 1.00 3.81 56.26 37.51 +D+0.60W+H Dsgn. L = 18.20 ft 1 0.406 0.074 12.68 12.68 52.12 31.21 1.00 1.00 2.79 56.26 37.51 +D+0.70E+H Dsgn. L = 18.20 ft 1 0.406 0.074 12.68 12.68 52.12 31.21 1.00 1.00 2.79 56.26 37.51 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 18.20 ft 1 0.518 0.096 16.18 16.18 52.12 31.21 1.00 1.00 3.61 56.26 37.51 +D+0.750L+0.750S+0.450W+H Dsgn. L = 18.20 ft 1 0.547 0.102 17.07 17.07 52.12 31.21 1.00 1.00 3.81 56.26 37.51 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 18.20 ft 1 0.547 0.102 17.07 17.07 52.12 31.21 1.00 1.00 3.81 56.26 37.51 +0.60D+0.60W+0.60H Dsgn. L = 18.20 ft 1 0.244 0.045 7.61 7.61 52.12 31.21 1.00 1.00 1.67 56.26 37.51 57 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :W10x12 - sector 3 LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 12:45PM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +0.60D+0.70E+0.60HDsgn. L = 18.20 ft 1 0.244 0.045 7.61 7.61 52.12 31.21 1.00 1.00 1.67 56.26 37.51. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.7088 8.892 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.154 3.502 Overall MINimum 1.092 1.092 +D+H 2.789 2.137 +D+L+H 2.789 2.137 +D+Lr+H 3.881 3.229 +D+S+H 4.154 3.502 +D+0.750Lr+0.750L+H 3.608 2.956 +D+0.750L+0.750S+H 3.813 3.160 +D+0.60W+H 2.789 2.137 +D+0.70E+H 2.789 2.137 +D+0.750Lr+0.750L+0.450W+H 3.608 2.956 +D+0.750L+0.750S+0.450W+H 3.813 3.160 +D+0.750L+0.750S+0.5250E+H 3.813 3.160 +0.60D+0.60W+0.60H 1.674 1.282 +0.60D+0.70E+0.60H 1.674 1.282 D Only 2.789 2.137 Lr Only 1.092 1.092 L Only S Only 1.365 1.365 W Only E Only H Only 58 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :W16x31 - original load LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 1:09PM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method :ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and addedLoad for Span Number 1 Varying Uniform Load : D(S,E) = 0.030->0.030, Lr(S,E) = 0.020->0.020, S(S,E) = 0.0250->0.0250 ksf, Extent = 0.0 -->> 23.417 ft, Trib Width = 6.50Uniform Load : D = 0.030, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 16.375 ft, (south roof)Uniform Load : D = 0.1718 k/ft, Tributary Width = 1.0 ft, (mechanical addition) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.836 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1Location of maximum on span 11.976ft 20.069 k Mn / Omega : Allowable 134.731 k-ft Vn/Omega : Allowable W16x31Section used for this span Span # where maximum occursLocation of maximum on span Span # 1 Load Combination +D+S+H 87.450 k Section used for this span W16x31 Ma : Applied Maximum Shear Stress Ratio =0.229 : 1 23.417 ft 112.672 k-ft Va : Applied 0 <360274Ratio =0 <240.0 Maximum DeflectionMax Downward Transient Deflection 0.418 in 672Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.027 in Ratio =>=240.Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+HDsgn. L = 23.42 ft 1 0.496 0.136 66.81 66.81 225.00 134.73 1.00 1.00 11.86 131.18 87.45+D+L+HDsgn. L = 23.42 ft 1 0.496 0.136 66.81 66.81 225.00 134.73 1.00 1.00 11.86 131.18 87.45+D+Lr+HDsgn. L = 23.42 ft 1 0.768 0.211 103.50 103.50 225.00 134.73 1.00 1.00 18.43 131.18 87.45+D+S+HDsgn. L = 23.42 ft 1 0.836 0.229 112.67 112.67 225.00 134.73 1.00 1.00 20.07 131.18 87.45+D+0.750Lr+0.750L+HDsgn. L = 23.42 ft 1 0.700 0.192 94.33 94.33 225.00 134.73 1.00 1.00 16.79 131.18 87.45+D+0.750L+0.750S+HDsgn. L = 23.42 ft 1 0.751 0.206 101.21 101.21 225.00 134.73 1.00 1.00 18.02 131.18 87.45+D+0.60W+HDsgn. L = 23.42 ft 1 0.496 0.136 66.81 66.81 225.00 134.73 1.00 1.00 11.86 131.18 87.45+D+0.70E+HDsgn. L = 23.42 ft 1 0.496 0.136 66.81 66.81 225.00 134.73 1.00 1.00 11.86 131.18 87.45+D+0.750Lr+0.750L+0.450W+HDsgn. L = 23.42 ft 1 0.700 0.192 94.33 94.33 225.00 134.73 1.00 1.00 16.79 131.18 87.45+D+0.750L+0.750S+0.450W+HDsgn. L = 23.42 ft 1 0.751 0.206 101.21 101.21 225.00 134.73 1.00 1.00 18.02 131.18 87.45+D+0.750L+0.750S+0.5250E+HDsgn. L = 23.42 ft 1 0.751 0.206 101.21 101.21 225.00 134.73 1.00 1.00 18.02 131.18 87.45 59 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :W16x31 - original load LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 1:09PM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +0.60D+0.60W+0.60HDsgn. L = 23.42 ft 1 0.298 0.081 40.08 40.08 225.00 134.73 1.00 1.00 7.12 131.18 87.45+0.60D+0.70E+0.60HDsgn. L = 23.42 ft 1 0.298 0.081 40.08 40.08 225.00 134.73 1.00 1.00 7.12 131.18 87.45. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 1.0268 11.775 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 18.406 20.069 Overall MINimum 5.962 6.566 +D+H 10.954 11.861 +D+L+H 10.954 11.861 +D+Lr+H 16.915 18.428 +D+S+H 18.406 20.069 +D+0.750Lr+0.750L+H 15.425 16.786 +D+0.750L+0.750S+H 16.543 18.017 +D+0.60W+H 10.954 11.861 +D+0.70E+H 10.954 11.861 +D+0.750Lr+0.750L+0.450W+H 15.425 16.786 +D+0.750L+0.750S+0.450W+H 16.543 18.017 +D+0.750L+0.750S+0.5250E+H 16.543 18.017 +0.60D+0.60W+0.60H 6.572 7.117 +0.60D+0.70E+0.60H 6.572 7.117 D Only 10.954 11.861 Lr Only 5.962 6.566 L Only S Only 7.452 8.208 W Only E Only H Only 60 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :W16x31 - proposed load LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 1:10PM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method :ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and addedLoad for Span Number 1 Varying Uniform Load : D(S,E) = 0.030->0.030, Lr(S,E) = 0.020->0.020, S(S,E) = 0.0250->0.0250 ksf, Extent = 0.0 -->> 23.417 ft, Trib Width = 6.50Uniform Load : D = 0.030, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 16.375 ft, (south roof)Uniform Load : D = 0.1718 k/ft, Tributary Width = 1.0 ft, (mechanical addition) Point Load : D = 2.20 k @ 9.0 ft, (sector 3) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.910 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 11.441ft 20.915 k Mn / Omega : Allowable 134.731 k-ft Vn/Omega : Allowable W16x31Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S+H 87.450 k Section used for this span W16x31 Ma : Applied Maximum Shear Stress Ratio =0.239 : 1 23.417 ft 122.575 k-ft Va : Applied 0 <360 252Ratio =0 <240.0 Maximum DeflectionMax Downward Transient Deflection 0.418 in 672Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.114 in Ratio =>=240.Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+HDsgn. L = 23.42 ft 1 0.571 0.145 76.88 76.88 225.00 134.73 1.00 1.00 12.71 131.18 87.45 +D+L+HDsgn. L = 23.42 ft 1 0.571 0.145 76.88 76.88 225.00 134.73 1.00 1.00 12.71 131.18 87.45 +D+Lr+HDsgn. L = 23.42 ft 1 0.842 0.220 113.42 113.42 225.00 134.73 1.00 1.00 19.27 131.18 87.45 +D+S+HDsgn. L = 23.42 ft 1 0.910 0.239 122.58 122.58 225.00 134.73 1.00 1.00 20.91 131.18 87.45 +D+0.750Lr+0.750L+HDsgn. L = 23.42 ft 1 0.774 0.202 104.28 104.28 225.00 134.73 1.00 1.00 17.63 131.18 87.45 +D+0.750L+0.750S+HDsgn. L = 23.42 ft 1 0.825 0.216 111.14 111.14 225.00 134.73 1.00 1.00 18.86 131.18 87.45 +D+0.60W+HDsgn. L = 23.42 ft 1 0.571 0.145 76.88 76.88 225.00 134.73 1.00 1.00 12.71 131.18 87.45 +D+0.70E+HDsgn. L = 23.42 ft 1 0.571 0.145 76.88 76.88 225.00 134.73 1.00 1.00 12.71 131.18 87.45 +D+0.750Lr+0.750L+0.450W+HDsgn. L = 23.42 ft 1 0.774 0.202 104.28 104.28 225.00 134.73 1.00 1.00 17.63 131.18 87.45 +D+0.750L+0.750S+0.450W+HDsgn. L = 23.42 ft 1 0.825 0.216 111.14 111.14 225.00 134.73 1.00 1.00 18.86 131.18 87.45 +D+0.750L+0.750S+0.5250E+H 61 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :W16x31 - proposed load LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 1:10PM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 23.42 ft 1 0.825 0.216 111.14 111.14 225.00 134.73 1.00 1.00 18.86 131.18 87.45+0.60D+0.60W+0.60HDsgn. L = 23.42 ft 1 0.342 0.087 46.13 46.13 225.00 134.73 1.00 1.00 7.62 131.18 87.45+0.60D+0.70E+0.60HDsgn. L = 23.42 ft 1 0.342 0.087 46.13 46.13 225.00 134.73 1.00 1.00 7.62 131.18 87.45. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 1.1138 11.708 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 19.760 20.915 Overall MINimum 5.962 6.566 +D+H 12.308 12.707 +D+L+H 12.308 12.707 +D+Lr+H 18.270 19.273 +D+S+H 19.760 20.915 +D+0.750Lr+0.750L+H 16.779 17.632 +D+0.750L+0.750S+H 17.897 18.863 +D+0.60W+H 12.308 12.707 +D+0.70E+H 12.308 12.707 +D+0.750Lr+0.750L+0.450W+H 16.779 17.632 +D+0.750L+0.750S+0.450W+H 17.897 18.863 +D+0.750L+0.750S+0.5250E+H 17.897 18.863 +0.60D+0.60W+0.60H 7.385 7.624 +0.60D+0.70E+0.60H 7.385 7.624 D Only 12.308 12.707 Lr Only 5.962 6.566 L Only S Only 7.452 8.208 W Only E Only H Only 62 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :W14x22 - original load LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 1:13PM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method :ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and addedLoad for Span Number 1 Varying Uniform Load : D(S,E) = 0.030->0.030, Lr(S,E) = 0.020->0.020, S(S,E) = 0.0250->0.0250 ksf, Extent = 0.0 -->> 22.040 ft, Trib Width = 6.50 .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.420 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 11.713ft 7.071 k Mn / Omega : Allowable 82.834 k-ft Vn/Omega : Allowable W14x22Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S+H 63.020 k Section used for this span W14x22 Ma : Applied Maximum Shear Stress Ratio =0.112 : 1 22.040 ft 34.782 k-ft Va : Applied 0 <360 501Ratio =0 <240.0 Maximum DeflectionMax Downward Transient Deflection 0.240 in 1,103Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.527 in Ratio =>=240.Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 22.04 ft 1 0.229 0.061 18.97 18.97 138.33 82.83 1.00 1.00 3.86 94.53 63.02 +D+L+H Dsgn. L = 22.04 ft 1 0.229 0.061 18.97 18.97 138.33 82.83 1.00 1.00 3.86 94.53 63.02 +D+Lr+H Dsgn. L = 22.04 ft 1 0.382 0.102 31.62 31.62 138.33 82.83 1.00 1.00 6.43 94.53 63.02 +D+S+H Dsgn. L = 22.04 ft 1 0.420 0.112 34.78 34.78 138.33 82.83 1.00 1.00 7.07 94.53 63.02 +D+0.750Lr+0.750L+H Dsgn. L = 22.04 ft 1 0.344 0.092 28.46 28.46 138.33 82.83 1.00 1.00 5.79 94.53 63.02 +D+0.750L+0.750S+H Dsgn. L = 22.04 ft 1 0.372 0.099 30.83 30.83 138.33 82.83 1.00 1.00 6.27 94.53 63.02 +D+0.60W+H Dsgn. L = 22.04 ft 1 0.229 0.061 18.97 18.97 138.33 82.83 1.00 1.00 3.86 94.53 63.02 +D+0.70E+H Dsgn. L = 22.04 ft 1 0.229 0.061 18.97 18.97 138.33 82.83 1.00 1.00 3.86 94.53 63.02 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 22.04 ft 1 0.344 0.092 28.46 28.46 138.33 82.83 1.00 1.00 5.79 94.53 63.02 +D+0.750L+0.750S+0.450W+H Dsgn. L = 22.04 ft 1 0.372 0.099 30.83 30.83 138.33 82.83 1.00 1.00 6.27 94.53 63.02 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 22.04 ft 1 0.372 0.099 30.83 30.83 138.33 82.83 1.00 1.00 6.27 94.53 63.02 +0.60D+0.60W+0.60H Dsgn. L = 22.04 ft 1 0.137 0.037 11.38 11.38 138.33 82.83 1.00 1.00 2.31 94.53 63.02 63 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :W14x22 - original load LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 1:13PM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +0.60D+0.70E+0.60HDsgn. L = 22.04 ft 1 0.137 0.037 11.38 11.38 138.33 82.83 1.00 1.00 2.31 94.53 63.02. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.5274 11.209 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 5.505 7.071 Overall MINimum 1.802 2.314 +D+H 3.003 3.857 +D+L+H 3.003 3.857 +D+Lr+H 5.005 6.428 +D+S+H 5.505 7.071 +D+0.750Lr+0.750L+H 4.504 5.786 +D+0.750L+0.750S+H 4.880 6.268 +D+0.60W+H 3.003 3.857 +D+0.70E+H 3.003 3.857 +D+0.750Lr+0.750L+0.450W+H 4.504 5.786 +D+0.750L+0.750S+0.450W+H 4.880 6.268 +D+0.750L+0.750S+0.5250E+H 4.880 6.268 +0.60D+0.60W+0.60H 1.802 2.314 +0.60D+0.70E+0.60H 1.802 2.314 D Only 3.003 3.857 Lr Only 2.002 2.571 L Only S Only 2.502 3.214 W Only E Only H Only 64 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :W14x22 - proposed load LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 1:16PM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method :ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield :50.0 ksiBeam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and addedLoad for Span Number 1 Varying Uniform Load : D(S,E) = 0.030->0.030, Lr(S,E) = 0.020->0.020, S(S,E) = 0.0250->0.0250 ksf, Extent = 0.0 -->> 22.040 ft, Trib Width = 6.50Point Load : D = 1.10 k @ 12.730 ft, (sector 3).Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.488 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1Location of maximum on span 12.468ft 7.707 k Mn / Omega : Allowable 82.834 k-ft Vn/Omega : Allowable W14x22Section used for this span Span # where maximum occursLocation of maximum on span Span # 1 Load Combination +D+S+H 63.020 k Section used for this span W14x22 Ma : Applied Maximum Shear Stress Ratio =0.122 : 1 22.040 ft 40.401 k-ft Va : Applied 0 <360442Ratio =0 <240.0 Maximum DeflectionMax Downward Transient Deflection 0.240 in 1,103Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.599 in Ratio =>=240.Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 22.04 ft 1 0.298 0.071 24.71 24.71 138.33 82.83 1.00 1.00 4.49 94.53 63.02 +D+L+H Dsgn. L = 22.04 ft 1 0.298 0.071 24.71 24.71 138.33 82.83 1.00 1.00 4.49 94.53 63.02 +D+Lr+H Dsgn. L = 22.04 ft 1 0.450 0.112 37.26 37.26 138.33 82.83 1.00 1.00 7.06 94.53 63.02 +D+S+H Dsgn. L = 22.04 ft 1 0.488 0.122 40.40 40.40 138.33 82.83 1.00 1.00 7.71 94.53 63.02 +D+0.750Lr+0.750L+H Dsgn. L = 22.04 ft 1 0.412 0.102 34.12 34.12 138.33 82.83 1.00 1.00 6.42 94.53 63.02 +D+0.750L+0.750S+H Dsgn. L = 22.04 ft 1 0.440 0.110 36.47 36.47 138.33 82.83 1.00 1.00 6.90 94.53 63.02 +D+0.60W+H Dsgn. L = 22.04 ft 1 0.298 0.071 24.71 24.71 138.33 82.83 1.00 1.00 4.49 94.53 63.02 +D+0.70E+H Dsgn. L = 22.04 ft 1 0.298 0.071 24.71 24.71 138.33 82.83 1.00 1.00 4.49 94.53 63.02 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 22.04 ft 1 0.412 0.102 34.12 34.12 138.33 82.83 1.00 1.00 6.42 94.53 63.02 +D+0.750L+0.750S+0.450W+H Dsgn. L = 22.04 ft 1 0.440 0.110 36.47 36.47 138.33 82.83 1.00 1.00 6.90 94.53 63.02 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 22.04 ft 1 0.440 0.110 36.47 36.47 138.33 82.83 1.00 1.00 6.90 94.53 63.02 +0.60D+0.60W+0.60H 65 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08 Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : LDC, IncLic. # : KW-06009700 File = P:\2017\Telecom\17-808~1\DATA-E~1\PHASE0~2\SEAGAR~1.EC6 Description :W14x22 - proposed load LDC, Inc. 14201 NE 200th St. Suite 100 Woodinville, WA 98072 Project Title:Engineer:Project ID: Printed: 16 NOV 2017, 1:16PM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 22.04 ft 1 0.179 0.043 14.83 14.83 138.33 82.83 1.00 1.00 2.70 94.53 63.02+0.60D+0.70E+0.60HDsgn. L = 22.04 ft 1 0.179 0.043 14.83 14.83 138.33 82.83 1.00 1.00 2.70 94.53 63.02. Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.5988 11.272 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 5.970 7.707 Overall MINimum 2.002 2.571 +D+H 3.468 4.492 +D+L+H 3.468 4.492 +D+Lr+H 5.470 7.064 +D+S+H 5.970 7.707 +D+0.750Lr+0.750L+H 4.969 6.421 +D+0.750L+0.750S+H 5.344 6.903 +D+0.60W+H 3.468 4.492 +D+0.70E+H 3.468 4.492 +D+0.750Lr+0.750L+0.450W+H 4.969 6.421 +D+0.750L+0.750S+0.450W+H 5.344 6.903 +D+0.750L+0.750S+0.5250E+H 5.344 6.903 +0.60D+0.60W+0.60H 2.081 2.695 +0.60D+0.70E+0.60H 2.081 2.695 D Only 3.468 4.492 Lr Only 2.002 2.571 L Only S Only 2.502 3.214 W Only E Only H Only 66 of 66 11/16/2017 LDC Project #17-808 SA - Phase 08