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BLD2020-0626+Structural_Analysis_or_Calculations+6.17.2020_2.19.02_PMStructural Evaluation For T-Mobile SE01631C Stevens Hospital Rooftop Communications Site Equipment Upgrade E ram. Valerio= Hernandez Digitally signed by Emilio Mario Valerio-Hernandez DN: cn=Emilio Mario Valerio- Hernandez, o=TAEC, ou=A&E, email=emilio.valerio- hernandez@taec.net, c=US Date: 2020.06.11 15:38:44-07'00' EXECUTIVE SUMMARY The purpose of this report is to provide a structural analysis for the addition of new antennas and ancillary equipment at an existing building rooftop communications site. This report was commissioned by T-Mobile. The site is located at 21601 76t" ave w, Edmonds, WA 98026. Applicable codes: • 2018 International Building Code • ANSI/TIA-222-H • ASCE/SE17-16 Design Criteria: • Risk Category: IV • Design Wind Speed: 108 MPH 3-Sec Gust, Exposure B • Seismic Design Category: D • Ss: 1.283g; S1: 0.451g Equipment Loading: Existing loading and structural data has been obtained from T-Mobile Structural Analysis by Peterson Strehle Martinson, Inc. dated 11/20/2003 and construction drawings by Technology Associates dated 5/29/2020. It is assumed that the existing loading and geometry are consistent with these documents. The equipment loading considered for this analysis is as shown below. Sector/Mount Existing Proposed (2) TMBXX-6516-A2M (1) TMBXX-6516-A2M (1) FRIG (1) FFHH-65C-R3 Alpha (1) FHFB (1) AHLOA (50°) (1) FFHH-65C-R3 (1) TMA (1) AHLOA (1) AAHF (1) TMA (1) AHFIG (2) TMBXX-6516-A2M (1) TMBXX-6516-A2M (1) FRIG (1) FFHH-65C-R3 Beta (1) FHFB (1) AHLOA (185°) (1) FFHH-65C-R3 (1) TMA (1) AHLOA (1) AAHF (1) TMA (1) AHFIG (2) TMBXX-6516-A2M (1) TMBXX-6516-A2M (1) FRIG (1) FFHH-65C-R3 Gamma (1) FHFB (1) AHLOA (290°) (1) FFHH-65C-R3 (1) TMA (1) AHLOA (1) AAHF (1) TMA (1) AHFIG (2) FCOA (6) Diplexer (1) Purcell (2) Junction Box (1) Telco (1) LB3 Battery Cabinet Equipment (1) Elec. Panel (1) HPL3 Cabinet (6) Diplexer (1) Cube (2) Junction Box (1) Service Light (1) CAC Panel Proposed Equipment Plan e 11 4- Merr�eeraeuee.ewe r,�ine iewwee e e r n uedeer ■evwvae rdrenre erim rmer .ew r.meee earnxr ueiwer ,.d eue�ru i e>veme r�wait ierx+�a-vR�G�er,�eea � roe eeere�, i eecreas, a mr,�.,, a� `ar�wnrrt dILYML6 m m611Ye wore AMW2 GErli SYle, llJYk, MUTEPt 1 It Aelly i Mr1 A� 1 f�1Y� �lldrlR. JJd i • W.i lEl1 YllrilMf ��LAtrr!� t 4 t F CONCLUSIONS AND RECOMMENDATIONS Based on the analysis and the information provided, the existing equipment support structures in each sector location, as well as the existing building structure, appear to have adequate capacity for the proposed loading. This analysis assumes all existing structural components are in adequate condition to carry their required design loads. The contractor must verify all dimensions, materials, elevations, equipment specifications, and other assumptions in this analysis before installation. Any discrepancies in the assumptions may invalidate this report and are subject to further review. DISCLAIMER OF WARRANTIES The engineering services rendered by TAEC in connection with this design are limited to the analysis and capacity of its members. TAEC does not analyze the fabrication and quality of construction, except as included in this report. TAEC makes no warranties, expressed or implied, in connection with this report and disclaims any liability arising from material, fabrication, and construction of this structure. TAEC will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of TAEC pursuant to this report will be limited to the total fee received for preparation of this report. ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=47.8033 53 &ing=-122.33 515... Search Information IWIL. Baker-Snoyu -:_ 0 National Fc Coordinates: 47.803353, -122.335153 WhirihawP,,BrLatt _ is! 388 ft , Elevation: 388 ft v Ti mestamp: 2020-06-10T21:35:59.214Z Hazard Type: Seismic Pcdr47;;rlci Seattle Reference ASCE7-16 Document: GQ ' Map Report a map error Risk Category: IV g Site Class: D Basic Parameters Name Value Description SS 1.283 MCER ground motion (period=0.2s) S1 0.451 MCER ground motion (period=1.0s) SMS 1.283 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SIDS 0.855 Numeric seismic design value at 0.2s SA SDI * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1 Site amplification factor at 0.2s F * null Site amplification factor at 1.0s CRS 0.909 Coefficient of risk (0.2s) CRC 0.895 Coefficient of risk (1.0s) PGA 0.546 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGAM 0.601 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.283 Probabilistic risk -targeted ground motion (0.2s) Qc[ IN 9 Al Gin+n ror! inif—m_hn—A cn +ro1 nr 10 +inn Mo% n knkili+v of 2 of 2 6/10/2020, 2:36 PM 0.2s Spectral Response Acceleration LOS Spectral Response Acceleration Site Coefficient Per Ss and Site Class Site Coefficient Per S1 and Site Class Short period Mapped MCER, Fa * S, 1s period Mapped MCER, F * S1 Design Spectral Acceleration at short period, 2/3 * SMs Design Spectral Acceleration at 1s, 2/3 * SM1 Per ASCE 7-16 Chapter 13 Component Amplification Factor Component Importance Factor Component Operating Weight Component Response Modication Factor Height in Structure at point of attachment of component Average roof height of structure ASGt 7-ib Seismic uesicin S5= S1= Fa= Fv= SMS= SM1= SN= SD1= aP= IP= RP= z= h= Seismic Design Force: Fp = (0.4apSDsWp)/Rp/lp*(1+2z/h) FP Max. Seismic Design Force: Fpmax = 1.6SDSIpWp Min. Seismic Design Force: Fpmin = 0.3SDSlpWp 1.283 0.451 1.000 1.849 1.283 0.834 0.855 0.556 1.00 1.50 WP 2.50 101.4 101.4 0.616 2.053 0.385 Project Information Site #: SE01631C Date: 6/11/2020 Site Name: Stevens Hospital Design by: EV ATC Hazard Tool / USGS Seismic Ground Motion Maps ATC Hazard Tool / USGS Seismic Ground Motion Maps IBC 2018 Table 1613.2.3(1) IBC 2018 Table 1613.2.3(2) IBC 2018 Equation 16-36 IBC 2018 Equation 16-37 IBC 2018 Equation 16-38 IBC 2018 Equation 16-39 ASCE 7-16, Table 13.6-1 ASCE 7-16, Section 13.1.3 ASCE 7-16, Table 13.6-1 ft, from lowest point ft, from lowest point WP ASCE 7-16 Eq. 13.3-1 WP WP ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=47.803353&ing=-122.335153&... Search Information Coordinates: 47.803353,-122.335153 Elevation: 388 ft Ti mestamp: 2020-06-10T21:20:05.089Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year MRI25-Year 73 mph MRI25-Year MRI50-Year 78 mph MR150-Year MRI 100-Year 83 mph MRI 100-Year Risk Category 1 92 mph Risk Category I Risk Category 11 97 mph Risk Category II Risk Category 111 104 mph Risk Category III -IV Risk Category IV 108 mph r:t I V I L, r�:-' I Marysville Baker- nOqu National Fc 0 lNhirihR,IP,, rLatt _ is! 388 ft v� It rp Seattle ° 0 GO .-Ie �. Map Report a map error ASCE 7-05 72 mph ASCE 7-05 Wind Speed 85 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind- borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the 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 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 report. 2 of 2 6/10/2020, 2:22 PM Project Information Site #: SE01631C Date: 6/11/2020 Site Name: Stevens Hospital Design by: EV ASct i-9b ZV.4 uesign wind roads - Koottop Ultimate Wind speed V= 108 mph (3-sec gust) Fig. 26.5-1 Wind Direction Factor Kd= 0.85 Table 26.6-1 Risk Category IV Exposure Category B Avg. Equipment Height z= 101.4 ft Mean Roof Height h= 101.4 ft Height for wind force equation 101.4 ft Ground Elevation zg 388 ft Ground Elevation Factor KQ 0.99 Velocity Pressure Coefficient K,= 0.99 Table 26.10-1 Topographic Coefficient Kit= 1.00 Fig. 26.8-1 Velocity Pressure qh= 24.8 psf Velocity Pressure, q=a00256K,KitKdKeV2 GCf= 1.6 Figure 29.3-1 and Section 26.11.1 Lateral Wind Force F= ghGCr= 39.0 psf x Af Eqn. 29.4-1 Critical Appurtenance Loading CaAa w/ no ice (ftz Wind pressure Front Face Side Face 45° Wind Description Weight (lb) Front Side gxGC (psf) Forces (lb) Forces (lb) Force (lb) Nokia AAHF 3.50 1.83 104 39.0 137 71 154 Nokia AHFIG 2.57 1.07 79 39.0 100 42 109 Cube 3.97 3.61 350 39.0 155 141 210 PPC Disconnect 5.42 2.71 175 39.0 212 106 236 Service Light 0.09 0.08 30 39.0 3 3 5 Purcell HPL3 15.00 24.00 1030 39.0 586 937 1105 LB3 Battery Cabinet 12.58 14.18 2270 39.0 491 554 740 Project: SE01631C Date: 06-12-2020 By: EV 7117 SW Beveland St. Suite #101 Tigard, OR 97223 Tel. (971) 245-3120 Equipment Loads: Sectors Alpha, Beta, and Gamma Wind Velocity Pressures: Equipment Loads: (arranged 1 thru 7) AAHF F1:=137 lb AHFIG F2:=100 lb Cube F3:=155 lb PPC Disconnect F4 := 212 lb Service Light F5:=3 lb Purcell HPL3 F6:= 586 lb LB3 Battery F7 := 491 lb Seismic Response Coefficient: Annutenance Mount and Equipment Anchorage biz:= 39 psf Fs1:= 71 lb W1:=104 lb F82:=42lb W2:=79lb F83 :=141 lb W3 := 350 lb F84 :=106 lb W4 :=175 lb F85 := 3 lb W5 := 30 lb F86 := 937 lb W6 :=1030 lb F87:= 554 lb W7:= 2270 lb Cs := 0.616 W SDS := 0.855g Windant:=F1=137lb SeismiCant:=Cs•(W1)=64lb if (Windant>SeismiCant, "Wind Controls", "Seismic Controls") = "Wind Controls" Windradio := F2 =100 lb Se28m2Cradio := Cs • (W2) = 49 lb if Wind > Seismic "Wind Controls" "Seismic Controls") = "Wind Controls" radio radio, , Windother:=F3+F4+F5=3701b Seismicother:=Cs•(W3+W4+W5)=3421b if Windother > Seismic other, "Wind Controls", "Seismic Controls") = "Wind Controls" Created with PTC Mathcad Express. See www.mathcad.com for more information. Project: SE01631C Date: 06-12-2020 By: EV 7117 SW Beveland St. Suite #101 Tigard, OR 97223 Tel. (971) 245-3120 - �senmae w -__�R meUiigwswesv Paow= 11 n �a eEcm�eseeomxe,emrxi aF m.�erx��s*an um=a,a n �+ ��+, a eEcmrse, alorKi 4 Antenna Mounts Analyzed in RISA 3D Cabinet 1 Total: HPL3 Cabinet Frontal Wind: Windt:=F6=586 lb Side Wind: Windls:=F86=937 lb Weight: Wt1:=W6 =1030 lb Seismic Vertical: S,1:= 0.2 • SDS • W6 =176 lb Seismic Lateral: Sh1:=Cs•W6=634 lb Created with PTC Mathcad Express. See www.mathcad.com for more information. Project: SE01631C Date: 06-12-2020 By: EV 7117 SW Beveland St. Suite #101 Tigard, OR 97223 Tel. (971) 245-3120 Cabinet 2 Total: Battery Cabinet Frontal Wind: Side Wind: Weight: Seismic Vertical: Seismic Lateral: Windt := F7 = 491 lb Wind2s :=Fs7 = 554 lb Wt2 :=W7 = 2270 lb S,2:=0.2 •SDS•W7=388 lb She := CS • W7 =1398 lb Created with PTC Mathcad Express. See www.mathcad.com for more information. Project: SE01631C 7117 SW seveland St. Suite #101 Date:06-12-2020 Tigard, OR 97223 By: EV Tel. (971) 245-3120 Framina Lateral Loads Distributed Wind Load to 2" w,, := qz • 2.38 in = 7.7 l Pipes: ft Distributed Wind Load to 3" w,, := qz • 3.5 in=11.4 lb Pipes: Created with PTC Mathcad Express. See www.mathcad.com for more information. Project: SE01631C Date: 06-12-2020 By: EV 7117 SW Beveland St. Suite #101 Tigard, OR 97223 Tel. (971) 245-3120 RISA 3D Analysis Model Dead Loads Created with PTC Mathcad Express. See www.mathcad.com for more information. Project: SE01631C Date: 06-12-2020 By: EV 7117 SW Beveland St. Suite #101 Tigard, OR 97223 Tel. (971) 245-3120 Wind Loads X Direction Wind Loads Z Direction Created with PTC Mathcad Express. See www.mathcad.com for more information. Project: SE01631C Date: 06-12-2020 By: EV 7117 SW Beveland St. Suite #101 Tigard, OR 97223 Tel. (971) 245-3120 Structural Capacity Summary DCR := 0.06 Conde Clock { Env) Na Caic > 1.0 .f41.0 _75-_130 _90-_78 it -.50 if (DCR < 1.05 , "Acceptable", "N. G.") = "Acceptable" RISA 3D Reactions Created with PTC Mathcad Express. See www.mathcad.com for more information. Project: SE01631C Date: 06-12-2020 By: EV 7117 SW Beveland St. Suite #101 Tigard, OR 97223 Tel. (971) 245-3120 Mount Conection Max X-Direction: Max Y-Direction Max Z-Direction: Moment Y-Direction: R,� := 85 lb Ry := 93 lb Rz :=188 lb My:=85 lb•ft Created with PTC Mathcad Express. See www.mathcad.com for more information. Company Technology Associates EC, Inc. June 11, 2020 111RISi4 Designer : SE Checked AM ed Job Number SE01631C Checked By._. A NEMETSCHEK COMPANY Model Name Mount Analysis Member Primary Data I ahel I .Inint .I .Inint K .Inint Rntate( Srrtinn/Shang Tvne Dec inn I ict Material necinn R 1 M1 N1 N4 I I PIPE 2.0 Column Pie A53 Gr.B Typical 2 M2 N3 N6 RIGID None I None RIGID Typical 3 M3 N2 N5 RIGID None None RIGID Tvpical Hot Rolled Steel Design Parameters Label Shape Len th ft Lbyyrq Lbzz Lcom to ..Lcom bot ..L-tor ... Kvv Kzz Cb Functi... 1 M1 PIPE 2.0 8 Segment I Segment Lateral Joint Coordinates and Temperatures Lahel X rftl Y rftl 7 rftl Temn FFl Detach From Dianhraam 1 1 00 Basic Load Cases RI C Descrintinn Catennry X Gravity Y Gravity 7 Gravity Joint Point DiStrihuted AraalMa___ SurfacPlP___ Load Combinations DPsrrintion S___ P___ S___ 6_ Fa ___ Fs ___ Fa___B__ Fa___6___ Fa___B__ Fa___B___ F2___6___ Fa___B___ F2___6___ Fa___ ©1.2DL + 1.OWind X 01.2DL + 1.OWind Z 0 1 •DL - 1.OWind X 1 •DL - 1.OWind Member Point Loads (BLC 1: DL) Member Label Direction Ma nitude Ib,lb-ft Location ft,% 1 M1 Y -104 6.9 Member Point Loads (BLC 3 : Wind )O Member Label Direction Ma nitude Ib,lb-ft Location ft,% 1 M 1 X -71 6.9 RISA-3D Version 17.0.2[CA ... \...\...\...\FJune\SE01631C\SE01631 C Mount Analysis_2020-06-12.r3d] Page 1 Company Technology Associates EC, Inc. 111RISi4 Designer : Job Number SE SE01631C A NEMETSCHEK COMPANY Model Name Mount Analysis June 11, 2020 10:30 AM Checked By._. Member Point Loads (BLC 4: Wind Z) Member Label Direction Ma nitude Ib,lb-ft Location ft,% 1 M 1 Z -137 6.9 Member Distributed Loads (BLC 3: Wind X) Member Label Direction Start Ma nitude Ib/ft,F, End Ma nitude Ib/ft... Start Locationrft,%j End Location ft,% 1 M 1 X 1 -7.7 1 -7.7 1 0 1 0 Member Distributed Loads (BLC 4: Wind Z) Member Label Direction Start Ma nitude Ib/ft,F, s End Ma nitude Ib/ft... Start Location[ft,%j End Location ft,% 1 I M 1 Z 1 -7.7 -7.7 1 0 0 Envelope Joint Reactions Joint X Pbj LC Y Pbj LC Z [Ibj LC MX[lb-ft LC MY[lb-ft LC MZ[lb-ft LC 1 N6 max 1 84.627 2 92.531 1 119.303 8 0 9 84.627 2 0 9 2 min -84.627 3 57.196 9 -188.485 5 1 0 1 -84.627 3 0 1 1 3 N5 max 47.973 6 91.942 1 89.184 4 0 9 47.973 6 0 9 4 min -47.973 7 56.842 8 -19.99 9 0 1 -47.973 7 0 1 5 Totals: max 132.6 6 184.473 1 198.6 8 6 min -132.6 3 118.59 6 -198.6 5 Envelope Member Section Forces Member Sec Axialpbj LC y Shearr... LC z Shearrlbj LC Torquerl... LC y-y Momentrlb-ftj LC z-z Mo... LC 1 M 1 1 max 0 9 .003 3 .006 4 0 9 0 9 0 9 2 min 0 1 -.003 2 0 9 0 1 0 1 0 1 3 2 max -6.248 9 15.398 6 15.401 5 0 9 15.401 5 15.395 7 4 min -9.718 1-15.398 7 -15.396 8 0 1 -15.393 8-15.395 6 5 3 max 72.506 1 17.173 7 58.384 4 0 9 -19.779 9 13.62 7 6 min 44.347 8-17.173 6 10.81 9 0 1 -49.005 4 -13.62 6 7 4 max 62.787 1 1.773 7 46.115 1 0 9 52.364 4 5.327 2 8 min 38.099 8 -1.773 6 26.21 9 0 1 17.241 9 -5.327 3 9 5 max 0 9 0 9 0 9 0 9 0 9 0 9 10 min 0 1 0 1 -.002 1 0 1 0 1 0 1 11 M2 1 max 119.303 8-57.151 9 84.627 3 0 9 0 9-57.151 9 12 min -188.485 5-92.502 1 -84.627 2 0 1 0 1 -92.502 1 13 2 max 119.303 8-57.151 9 84.627 3 0 9 21.157 3-42.863 9 14 min -188.485 5-92.502 1 -84.627 2 0 1 -21.157 2-69.377 1 15 3 max 119.303 8-57.151 9 84.627 3 0 9 42.314 3-28.575 9 16 min -188.485 5-92.502 1 -84.627 2 0 1 -42.314 2-46.251 1 17 4 max 119.303 8-57.151 9 84.627 3 0 9 63.47 3-14.288 9 18 min -188.485 5-92.502 1 -84.627 2 0 1 -63.47 2-23.126 1 19 5 max 119.303 8-57.151 9 84.627 3 0 9 84.627 3 0 9 20 min -188.485 5-92.502 1 -84.627 2 0 1 -84.627 2 0 4 21 M3 1 max 89.184 4-56.884 8 47.973 7 0 9 0 9-56.884 8 22 min -19.99 9-91.971 1 -47.973 6 0 1 0 1 -91.971 1 23 2 max 89.184 4-56.884 8 47.973 7 0 9 11.993 7-42.663 8 24 min -19.99 9-91.971 1 -47.973 6 0 1 -11.993 6-68.978 1 25 3 max 89.184 4-56.884 8 47.973 7 0 9 23.987 7-28.442 8 26 min -19.99 9-91.971 1 -47.973 6 0 1 -23.987 6-45.985 1 RISA-3D Version 17.0.2[C:\... \...\...\...\FJune\SE01631C\SE01631 C Mount Analysis_2020-06-12.r3d] Page 2 Company Technology Associates EC, Inc. 1RISA Designer Job Number SE SE01631C ,,,, Model Name Mount Analysis June 11, 2020 10:30 AM Checked By Envelope Member Section Forces (Continued) Mamhar Sar. Axialllhl I C v Shaarr I C 7 Shaarrlhl I C Tnrnuarl I C v-v Mnmantrlh-ffl I C 7a Mn I C 27 4 max 89.184 4-56.884 8 47.973 7 0 9 35.98 7-14.221 8 28 min -19.99 9-91.971 1 -47.973 6 0 1 -35.98 6-22.993 1 29 5 max 89.184 4-56.884 8 47.973 7 0 9 47.973 7 0 9 30 min -19.99 9-91.971 1 -47.973 6 0 1 -47.973 6 0 4 Envelope AISC 15th(360-16): LRFD Steel Code Checks Member Shape Code Check Loc... LC Shear Check Loc ft Dir LC hi*Pnc .. hi*P... hi*M... hi*M... Cb E n 1 M1 PIPE 2.0 .061 ==3 4 .019 7 5 28843.4.. 32130 1871...1871... 1 H1-1b RISA-3D Version 17.0.2[CA ... \...\...\...\FJune\SE01631C\SE01631 C Mount Analysis_2020-06-12.r3d] Page 3 Project: SE01631C Date: 06-12-2020 By: EV 7117 SW Beveland St. Suite #101 Tigard, OR 97223 Tel. (971) 245-3120 Pipe connection to mount (1) 1/2" dia. U-bolts, A307 min. assumed bolt grade. db := 0.5 in Ab := db2 • 7r = 0.196 in 4 Max. forces per Risa-3D output, A:=188 lb Vy:= 93 lb VI:= 85 lb Bolt tension, ft:=A=1881b Bolt shear, fv:= Vy2 +Vz2 =126 lb Bolt Shear Strength: orn, := 20.3 ksi • Ab = 3986 lb (AISC Table 7-1) if (.fv <Or,,, , "OK", "N.G.") = "OK" if f v < 0.3 , "No Combined Check Req" , "Check Combined" _ "No Combined Check Req" Ornv Bolt Tension Strength: Ornt:=33.8 hsi•Ab=6637 lb (AISC Table 7-2) if (ft < ornt, " OK" , "N.G. ") = "OK" Created with PTC Mathcad Express. See www.mathcad.com for more information. Project: SE01631C Date: 06-12-2020 By: EV 7117 SW Beveland St. Suite #101 Tigard, OR 97223 Tel. (971) 245-3120 Mount connection to wall 1/2" Kwik HUS-EZ or approved equal per structural report by CG Engineering dated 05/16/2018. Max. reactions per Risa-3D output, Rom:=85lb Ry:=93lb Rz:=188lb My:=85lb•ft Tension, ft := R- + My = 349 lb 2 4 in R 2 R 2- Shear, fv := 2x + 2y = 63 lb V Shear Strength: rn,:=1723 lb if (fv < rnv , "OK" , "N.G." ) = "OK" Tension Strength: rnt:=710 lb if Vt<rnt, "OK", 44N.G.11> ="OKI' 5 5 Combined Check: if ( ftt )3 + f v) 3 < 1, "OK", "N.G." = "OK" rent / `rnv Created with PTC Mathcad Express. See www.mathcad.com for more information. Project: SE01631C Date: 06-12-2020 By: EV 7117 SW Beveland St. Suite #101 Tigard, OR 97223 Tel. (971) 245-3120 Check Radio Mount: Lateral Loads: Component Mass (w/ proposed loading): Antenna Mast: Length: Reactions: Shear Values: Max Moment: Flexural Strength: Axial Load: Effective Length Factor: See Enercalc for Bending Analysis �NW WV:=W2+3.66 lb WV •2.833 ft=89 lb 2" Std Pipe Mount 1:=2 ft R1:= 0.135 h R2 := —0.257 k Vu:=0.1417 k Mu:=0.115 k•ft om.:=1.87.103 lb • f t P.:=1.2•WP=107lb K:= 2.1 (AISC Table 3-15) (AISC C-A-7.1) Created with PTC Mathcad Express. See www.mathcad.com for more information. TAEC Project Title: Stevens Hospital 2667 Camino Del Rio South Engineer: EV Suite 205 Project ID: SE01631 C San Diego, CA 92108 Project Descr: Telecommunication Site Printed: 11 JUN 2020, 2:41PM Steel Beam File=C:\Users\EMILIO-1.VAL1Desktop\WORKIN-11FJune1SE01631C1SE01631C_Enercalc_2020-06-12.ec6. Software copvright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Description : RRU Mount Analysis CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield : 35.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending LE -=------- ---------------- -------------------- Pipe2STD A Pipe2STD Span = 0.8330 ft Span = 2.0 ft J. )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans: W = 0.00770 klft Load(s) for Span Number 2 Point Load : W = 0.10 k @ 1.0 ft, (Radio) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.062 : 1 Maximum Shear Stress Ratio = 0.015 :1 Section used for this span Pipe2STD Section used for this span Pipe2STD Mu: Applied 0.115 k-ft Vu : Applied 0.1417 k Mn " Phi: Allowable 1.872 k-ft Vn ' Phi: Allowable 9.639 k Load Combination +1.20D+0.50Lr+L+W+1.60H Load Combination +1.20D+0.50Lr+L+W+1.60H Location of maximum on span 0.833ft Location of maximum on span 0.833 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio = 3,113>=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.009 in Ratio = 5190 >=120 Max Upward Total Deflection -0.000 in Ratio = 34264 >=120 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D+1.60H Dsgn. L = 0.83 ft 1 0.000 2.08 1.87 1.00 1.00 -0.00 10.71 9.64 Dsgn. L = 2.00 ft 2 0.000 2.08 1.87 1.00 1.00 -0.00 10.71 9.64 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 0.83 ft 1 0.000 2.08 1.87 1.00 1.00 -0.00 10.71 9.64 Dsgn. L = 2.00 ft 2 0.000 2.08 1.87 1.00 1.00 -0.00 10.71 9.64 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 0.83 ft 1 0.000 2.08 1.87 1.00 1.00 -0.00 10.71 9.64 Dsgn. L = 2.00 ft 2 0.000 2.08 1.87 1.00 1.00 -0.00 10.71 9.64 +1.20D+1.60Lr+L+1.60H Dsgn. L = 0.83 ft 1 0.000 2.08 1.87 1.00 1.00 -0.00 10.71 9.64 Dsgn. L = 2.00 ft 2 0.000 2.08 1.87 1.00 1.00 -0.00 10.71 9.64 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 0.83 ft 1 0.031 0.007 -0.06 0.06 2.08 1.87 1.68 1.00 0.07 10.71 9.64 Dsgn. L = 2.00 ft 2 0.031 0.006 -0.06 0.06 2.08 1.87 1.00 1.00 0.06 10.71 9.64 +1.20D+L+1.60S+1.60H Dsgn. L = 0.83 ft 1 0.000 2.08 1.87 1.00 1.00 -0.00 10.71 9.64 Dsgn. L = 2.00 ft 2 0.000 2.08 1.87 1.00 1.00 -0.00 10.71 9.64 +1.20D+1.60S+0.50W+1.60 H TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:41P Steel Beam File=C:\Users\EMILIO-1.VAL1Desktop\WORKIN-11FJune1SE01631C1SE01631C_Enercalc_2020-06-12.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . INEWAIIIIIATZIN-111111. .. Description : RRU Mount Analysis Load Combination Segment Length Span # Max Stress Ratios M V max Mu + max Mu - Summary of Moment Values Mu Max Mnx Phi`Mnx Cb Rm Summary of Shear Values VuMax Vnx Phi'Vnx Dsgn. L = 0.83 ft 1 0.031 0.007 -0.06 0.06 2.08 1.87 1.68 1.00 0.07 10.71 9.64 Dsgn. L = 2.00 ft 2 0.031 0.006 -0.06 0.06 2.08 1.87 1.00 1.00 0.06 10.71 9.64 +1.20D+0.50Lr+L+W+1.60H Dsgn. L = 0.83 ft 1 0.062 0.015 -0.12 0.12 2.08 1.87 1.68 1.00 0.14 10.71 9.64 Dsgn. L = 2.00 ft 2 0.062 0.012 -0.12 0.12 2.08 1.87 1.00 1.00 0.12 10.71 9.64 +1.20D+L+0.50S+W+1.60H Dsgn. L = 0.83 ft 1 0.062 0.015 -0.12 0.12 2.08 1.87 1.68 1.00 0.14 10.71 9.64 Dsgn. L = 2.00 ft 2 0.062 0.012 -0.12 0.12 2.08 1.87 1.00 1.00 0.12 10.71 9.64 +0.90D+W+1.60H Dsgn. L = 0.83 ft 1 0.062 0.015 -0.12 0.12 2.08 1.87 1.68 1.00 0.14 10.71 9.64 Dsgn. L = 2.00 ft 2 0.062 0.012 -0.12 0.12 2.08 1.87 1.00 1.00 0.12 10.71 9.64 +1.20D+L+0.20S+E+1.90H Dsgn. L = 0.83 ft 1 0.000 2.08 1.87 1.00 1.00 -0.00 10.71 9.64 Dsgn. L = 2.00 ft 2 0.000 2.08 1.87 1.00 1.00 -0.00 10.71 9.64 +0.90D+E+0.90H Dsgn. L = 0.83 ft 1 0.000 2.08 1.87 1.00 1.00 -0.00 10.71 9.64 Dsgn. L = 2.00 ft 2 0.000 2.08 1.87 1.00 1.00 -0.00 10.71 9.64 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 W Only -0.0005 0.483 W Only 2 0.0154 2.000 0.0000 0.483 Vertical Reactions i Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.135 0.257 Overall MINimum -0.061 0.116 +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 -0.081 0.154 +D+0.750Lr+0.450W+H -0.061 0.116 +D+0.750S+0.450W+H -0.061 0.116 +0.60D+0.60W+0.60H -0.081 0.154 +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only -0.135 0.257 E Only H Only Project: SE01631C Date: 06-12-2020 By: EV 7117 SW Beveland St. Suite #101 Tigard, OR 97223 Tel. (971) 245-3120 Effective Length: K • 1= 4.2 f t Radius of Gyration: r:=0.791 in Gross Area: Ay:=1.02 in Yield Strength: Fy := 35 ksi Effective Length: K•1=4.2 ft K•1 =64 r Buckling Stress: Fe:=7r2'29000 ksi =70500 lb K, l in ) r Axial Strength: OPn:=26.1 k AISC Equations H1-1a and H1-1b DCR:= Pu M + u =0.064 2 ' OPn OMn if (DCR < 1.05 , "OK", "N.G.") = "OK" Created with PTC Mathcad Express. See www.mathcad.com for more information. Project: SE01631C 7117 SW Beveland St. Suite #101 Date:06-12-2020 Tigard, OR 97223 By: EV Tel. (971) 245-3120 Connection check (1) 1/2" dia. U-bolt per reaction, A307 min. assumed bolt grade. db := 0.5 in Ab := db2 • 7r = 0.196 inz 4 Reactions Y:= P u = 53.621 lb X := 257 lb Z:= 257 lb 2 Bolt tension, ft := Z =129 lb Bolt shear, fvr2y+(2y131 =lb Bolt Shear Strength: Or,, J := 20.3 ksi • Ab = 3986 lb (AISC Table 7-1) if (fv <Or, , "OK" "N.G.") = "OK" if f v < 0.3 , "No Combined Check Req" , "Check Combined" _ "No Combined Check Req" Ornv Bolt Tension Strength: ornt:=33.8 hsi•Ab=6637 lb (AISC Table 7-2) if Vt<orw, "OK", "N.G.") = "OK" The scope of work will result in the replacement of (2) existing radios for (1) AHFIG Radio per RRU Mount. This will result in a reduction in lateral (89 Ibs) and vertical (26 Ibs) loading on the mount and roof. Therefore, the mount is found to be adequate by inspection. Created with PTC Mathcad Express. See www.mathcad.com for more information. Project: SE01631C 7117 SW Beveland St. Suite #101 Date: 06-12-2020 Tigard, OR 97223 By: EV Tel. (971) 245-3120 Cabinet Anchorage Check Battery Cabinet h:=5.03 ft s:=2 ft n:=4 Wind2s • h OTMwind:= 2 =1393 lb-ft OTMseismic:= Sh2• h — 3517 lb-ft RMwind := 0.9 • Wt2. 2 = 2043 lb • ft RMseismic := 0.9 • Wt2. 2 —1 • Sv2. 2 =1655 lb-ft NetOTM1:= max (OTMwind — RMwind , OTMseismic — RMseismic) =1862 lb • ft if (NetOTM1 = OTMwind — RMwind> "Wind", "Seismic") = "Seismic" HPL3 Cabinet h:=6 ft s:=2 ft n:=4 Windls • h OTMwind:= 2 = 2811 lb-ft OTMseismic:= Sh2• h —1903 lb -ft RMwind := 0.9 • Wtl • 2 = 927 lb-ft RMseismic := 0.9 • Wtl • 2 —1 • Sv1. 2 = 751 lb -ft NetOTM2 := max (OTMwind — RMwind I OTMseismic — RMseismic) =1884 lb • ft if (NetOTM2 = OTMwind — RMwind> "Wind", "Seismic") = "Wind" HPL3 Cabinet anchorage is found to govern due to a similar connection type with higher loading as previously shown, and will be used for analysis. Bolt tension, ft:= NetOTM2( = 471 lb s•\2) Created with PTC Mathcad Express. See www.mathcad.com for more information. Project: SE01631C 7117 SW seveland St. Suite #101 Date:06-12-2020 Tigard, OR 97223 By: EV Tel. (971) 245-3120 Bolt shear, fv := She = 350 lb n Bolt Shear Strength: Orn71:=1117 lb (AWC Connection Calculator Report) if (.f, < 0rn, , "OK", "N.G.") = "OK" Bolt Tension Strength: Ornt:=1379 lb (AWC Connection Calculator Report) if Vt<Ornt, "OK", "N.G.") = "OKn Check Cabinet Platform: As per structural report by Peterson Strehle Martinson, Inc. dated 1112012003 the platform framing consists of 6x8 HF#2 wood sleepers. See Enercalc for Passing Analysis Bolt shear, fv:=407 lb (Enercalc Reactions) Bolt Shear Strength: rn,:=2386 lb (AWC Connection Calculator Report) if (f, < rn, , "OK" "N.G.") = "OK" Check Roof Framing: As per structural report by Peterson Strehle Martinson, Inc. dated 1112012003 the roof framing consists of 7.5'x14" concrete joists w/ 3" concrete slab on top (Assumed min. reinforcement and at least 2 joists dividing the load). See Enercalc for Passing Analysis h:=3 in s,, :=18.5 in 1:=28.5 ft bf:=7.5 in f1:=8•h=2 ft f2:= 2 =0.771 ft f3:= 8 =3.563 ft f:=minVI,f2,f3)=0.771 ft bt:=bf+2 f=2.167 ft Created with PTC Mathcad Express. See www.mathcad.com for more information. TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:42PM Wood Beam File=C:\Users\EMILIO-1.VAL1Desktop\WORKIN-11FJune1SE01631C1SE01631C_Enercalc_2020-06-12.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . IMr.r . .. Description : Wood platform vertical loading CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Wood Species : Hem Fir Wood Grade : No.2 Beam Bracing Completely Unbraced Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Fc - Perp 405.0 psi Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf D(O 454) VV(0222) E(0.637) 6x8 Span = 8.0 ft D(0206) VV(0.45) E(0.339) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.4540, W = 0.2220, E = 0.6370 k/ft, Extent = 2.330 -->> 4.830 ft, Tributary Width = 1.0 ft, (Battery Cabinet) Uniform Load : D = 0.2060, W = 0.450, E = 0.3390 k/ft, Extent = 5.50 -->> 8.0 ft, Tributary Width =1.0 ft, (HPL3 Cabinet) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.7701 Maximum Shear Stress Ratio = 0.257 : 1 Section used for this span 6x8 Section used for this span 6x8 fb : Actual = 1,041.54 psi fv : Actual = 61.68 psi FIB: Allowable = 1,351.95 psi Fv : Allowable = 240.00 psi Load Combination +D+0.70E+0.60H Load Combination +D+0.70E+0.60H Location of maximum on span = 3.912ft Location of maximum on span = 7.387 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.138 in Ratio = 696 -240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.195 in Ratio = 492>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.690 0.227 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.26 526.29 762.57 0.84 30.62 135.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.621 0.204 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.26 526.29 846.98 0.84 30.62 150.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.498 0.163 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.26 526.29 1057.70 0.84 30.62 187.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.541 0.178 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.26 526.29 973.46 0.84 30.62 172.50 TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:42PM Wood Beam File=C:\Users\EMILIO-1.VAL1Desktop\WORKIN-11FJune1SE01631C1SE01631C_Enercalc_2020-06-12.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . r.r Technology Description : Wood platform vertical loading Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.498 0.163 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.26 526.29 1057.70 0.84 30.62 187.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.541 0.178 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.26 526.29 973.46 0.84 30.62 172.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.556 0.211 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.23 751.93 1351.95 1.40 50.73 240.00 +D+0.750Lr+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.514 0.190 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.99 695.32 1351.95 1.26 45.71 240.00 +D+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.514 0.190 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.99 695.32 1351.95 1.26 45.71 240.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.401 0.160 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.33 542.00 1351.95 1.06 38.48 240.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.770 0.257 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.48 1,041.54 1351.95 1.70 61.68 240.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.675 0.225 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.92 912.72 1351.95 1.48 53.91 240.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.615 0.206 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.57 831.03 1351.95 1.36 49.43 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.70E+0.60H 1 0.1948 4.029 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.447 1.973 Overall MINimum 1.012 1.428 +D+H 0.738 0.973 +D+L+H 0.738 0.973 +D+Lr+H 0.738 0.973 +D+S+H 0.738 0.973 +D+0.750Lr+0.750L+H 0.738 0.973 +D+0.750L+0.750S+H 0.738 0.973 +D+0.60W+H 1.028 1.692 +D+0.750Lr+0.450W+H 0.955 1.512 +D+0.750S+0.450W+H 0.955 1.512 +0.60D+0.60W+0.60H 0.732 1.302 +D+0.70E+0.60H 1.447 1.973 +D+0.750L+0.750S+0.5250E+H 1.270 1.723 +0.60D+0.70E+H 1.152 1.583 D Only 0.738 0.973 Lr Only L Only S Only W Only 0.482 1.198 E Only 1.012 1.428 H Only TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:57PM Wood Beam File=C:\Users\EMILIO-1.VAL1Desktop\WORKIN-11FJune1SE01631C1SE01631C_Enercalc_2020-06-12.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . IMr.r . .. Description : Wood platform lateral loading CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Wood Species : Hem Fir Wood Grade : No.2 Beam Bracing Completely Unbraced Fc - Prll Fc - Perp Fv Ft W(0.111) E(028) 7.50 X 5.50 Span =8.0ft 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi Eminbend - xx 470.0 ksi Density 26.840 pcf W(0.187) E(0.127) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : W = 0.1110, E = 0.280 k/ft, Extent = 2.330 » 4.830 ft, Tributary Width =1.0 ft, (Battery Cabinet) Uniform Load : W = 0.1870, E = 0.1270 k/ft, Extent = 5.50 » 8.0 ft, Tributary Width =1.0 ft, (HPL3 Cabinet) DESIGN SUMMARY � • ' Maximum Bending Stress Ratio = 0.236 1 Maximum Shear Stress Ratio = 0.060 : 1 Section used for this span 7.50 X 5.50 Section used for this span 7.50 X 5.50 fb : Actual = 320.90 psi fv : Actual = 14.37 psi FIB: Allowable = 1,360.00psi Fv : Allowable = 240.00 psi Load Combination +D+0.70E+0.60H Load Combination +D+0.70E+0.60H Location of maximum on span = 3.883ft Location of maximum on span = 7.562 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.109 in Ratio = 877>=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.082 in Ratio = 1172>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V N Pv +D+H 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.026 0.007 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.06 19.52 765.00 0.03 1.00 135.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.023 0.007 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.06 19.52 850.00 0.03 1.00 150.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.018 0.005 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.06 19.52 1062.50 0.03 1.00 187.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.020 0.006 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.06 19.52 977.50 0.03 1.00 172.50 TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:57PM Wood Beam File=C:\Users\EMILIO-1.VAL1Desktop\WORKIN-11FJune1SE01631C1SE01631C_Enercalc_2020-06-12.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . r.r Technology Description : Wood platform lateral loading Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.018 0.005 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.06 19.52 1062.50 0.03 1.00 187.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.020 0.006 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.06 19.52 977.50 0.03 1.00 172.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.120 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.52 163.75 1360.00 0.29 10.52 240.00 +D+0.750Lr+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.094 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.40 127.66 1360.00 0.22 8.14 240.00 +D+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.094 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.40 127.66 1360.00 0.22 8.14 240.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.115 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.49 156.00 1360.00 0.28 10.13 240.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.236 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 320.90 1360.00 0.40 14.37 240.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.181 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.77 245.55 1360.00 0.30 11.03 240.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.230 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 313.10 1360.00 0.38 13.97 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Deft Location in Span E Only 1 0.1094 4.000 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.436 0.581 Overall MINimum 0.436 0.581 +D+H 0.031 0.031 +D+L+H 0.031 0.031 +D+Lr+H 0.031 0.031 +D+S+H 0.031 0.031 +D+0.750Lr+0.750L+H 0.031 0.031 +D+0.750L+0.750S+H 0.031 0.031 +D+0.60W+H 0.167 0.342 +D+0.750Lr+0.450W+H 0.133 0.264 +D+0.750S+0.450W+H 0.133 0.264 +0.60D+0.60W+0.60H 0.154 0.330 +D+0.70E+0.60H 0.336 0.438 +D+0.750L+0.750S+0.5250E+H 0.260 0.336 +0.60D+0.70E+H 0.324 0.425 D Only 0.031 0.031 Lr Only L Only S Only W Only 0.226 0.519 E Only 0.436 0.581 H Only TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:43PM Concrete Beam File=C:\Users\EMILIO-1.VAL\Desktop\WORKIN-1\FJune\SE01631C\SE01631C_Enercalc_2020-06-12.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . KW-06011667 Licensee: Technology Associates EC Inc. Description : Roof framing check CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties fc = 3.0 ksi Phi Values Flexure fr= fc112 * 7.50 = 410.792 psi Shear yr Density = 145.0 pcf R 1 = a LtWt Factor = 1.0 0.90 0.750 0.850 Elastic Modulus = 3,122.02 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 40.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 1 D(0.369) 28.50 ft E(0.506) D E(025) Cross Section & Reinforcing Details Tee Section, Stem Width = 7.50 in, Total Height = 17.0 in, Top Flange Width = 26.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing.... 147 at 2.50 in from Bottom, from 0.0 to 28.50 ft in this span 1-#6 at 2.50 in from Bottom, from 0.0 to 28.50 ft in this span 243 at 1.50 in from Top, from 0.0 to 28.50 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... D = 0.0090, Lr = 0.020, S = 0.020, E = 0.010 Uniform Load on ALL spans : D = 0.0090, Lr = 0.020, S = 0.020, E = 0.010 ksf, Tributary Width = 3.0 ft Point Load : D = 0.4870, W = 0.5990, E = 0.7140 k @ 25.50 ft, (Platform Load 1) Point Load : D = 0.3690, W = 0.2410, E = 0.5060 k @ 17.50 ft, (Platform Load 2) Point Load : D = 1.450, Lr=1.140, S=1.140, E = 0.250 k @ 27.0 ft, (Back) Point Load : D = 0.1390 k @ 25.50 ft, (New H-frame Load 1) Point Load : D = 0.1390 k @ 17.50 ft, (New H-frame Load 2) Point Load : D = 0.0250 k @ 17.50 ft, (Existing H-Frame Load) TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:43PM Concrete Beam File=C:\Users\EMILIO-1.VAL1Desktop\WORKIN-11FJune1SE01631C1SE01631C_Enercalc_2020-06-12.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . r.r Technology Description : Roof framing check DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu: Applied Mn * Phi: Allowable Location of maximum on span Span # where maximum occurs = 0.992 : 1 Typical Section 44.418 k-ft 44.793 k-ft 15.937 ft Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MINimum 0.156 0.684 +D+H 3.359 5.272 +D+L+H 3.359 5.272 +D+Lr+H 4.274 7.207 +D+S+H 4.274 7.207 +D+0.750Lr+0.750L+H 4.045 6.723 +D+0.750L+0.750S+H 4.045 6.723 +D+0.60W+H 3.452 5.682 +D+0.750Lr+0.450W+H 4.115 7.031 +D+0.750S+0.450W+H 4.115 7.031 +0.60D+0.60W+0.60H 2.109 3.573 +D+0.70E+0.60H 3.856 6.401 +D+0.750L+0.750S+0.5250E+H 4.418 7.570 +0.60D+0.70E+H 2.513 4.293 D Only 3.359 5.272 Lr Only 0.915 1.935 L Only S Only 0.915 1.935 W Only 0.156 0.684 EOnly 0.711 1.614 H Only Detailed Shear Information 0.068 in Ratio = 5054>=240 0.000 in Ratio = 0 <240.0 0.922 in Ratio = 370>=180 0.000 in Ratio = 0 <180.0 Span Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'dSuggest +1.20D+1.60S+0.50W+1.60H 1 0.00 14.50 5.57 5.57 0.00 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.05 14.50 5.55 5.55 0.29 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.10 14.50 5.54 5.54 0.58 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.16 14.50 5.52 5.52 0.86 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.21 14.50 5.50 5.50 1.15 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.26 14.50 5.48 5.48 1.43 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.31 14.50 5.46 5.46 1.72 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.36 14.50 5.45 5.45 2.00 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.42 14.50 5.43 5.43 2.28 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.47 14.50 5.41 5.41 2.57 1.00 10.44 PhiVc/2 < Vu - Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.52 14.50 5.39 5.39 2.85 1.00 10.44 PhiVc/2 < Vu - Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.57 14.50 5.37 5.37 3.12 1.00 10.44 PhiVc/2 < Vu - Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.62 14.50 5.35 5.35 3.40 1.00 10.44 PhiVc/2 < Vu - Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.67 14.50 5.34 5.34 3.68 1.00 10.44 PhiVc/2 < Vu - Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.73 14.50 5.32 5.32 3.96 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.78 14.50 5.30 5.30 4.23 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.83 14.50 5.28 5.28 4.51 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 TO +1.20D+1.60S+0.50W+1.60H 1 0.88 14.50 5.26 5.26 4.78 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.93 14.50 5.25 5.25 5.05 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 0.99 14.50 5.23 5.23 5.33 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 +1.20D+1.60S+0.50W+1.60H 1 1.04 14.50 5.21 5.21 5.60 1.00 10.44 Vu < PhiVc/2 lot Reqd 9.6. 10.4 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 1.09 14.50 5.19 5.19 5.87 1.00 10.44 Vu < PhiVc/2 lot Reqd 9.6. 10.4 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 1.14 14.50 5.17 5.17 6.14 1.00 10.44 Vu < PhiVc/2 lot Reqd 9.6. 10.4 0.0 0.0 TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:43PM Concrete Beam File=C:\Users\EMILIO-1.VAL\Desktop\WORKIN-1\FJune\SE01631C\SE01631C_Enercalc_2020-06-12.ec6. ` Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . I KW-06011667 Licensee: Technology Associates EC Inc. Description : Roof framing check Detailed Shear Information Span Load Combination Number +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'dSuggest 1.19 14.50 5.15 5.15 6.40 0.97 10.38 Vu < PhiVc/2 lot Reqd 9.6. 10.4 0.0 0.0 1.25 14.50 5.14 5.14 6.67 0.93 10.30 Vu < PhiVc/2 lot Reqd 9.6. 10.3 0.0 0.0 1.30 14.50 5.12 5.12 6.94 0.89 10.23 PhiVc/2 < Vu - Min 9.6.3.1 17.1 7.3 7.0 1.35 14.50 5.10 5.10 7.20 0.86 10.16 PhiVc/2 < Vu - Min 9.6.3.1 17.0 7.3 7.0 1.40 14.50 5.08 5.08 7.47 0.82 10.09 PhiVc/2 < Vu - Min 9.6.3.1 16.9 7.3 7.0 1.45 14.50 5.06 5.06 7.73 0.79 10.03 PhiVc/2 < Vu - Min 9.6.3.1 16.9 7.3 7.0 1.51 14.50 5.05 5.05 7.99 0.76 9.98 PhiVc/2 < Vu - Min 9.6.3.1 16.8 7.3 7.0 1.56 14.50 5.03 5.03 8.25 0.74 9.92 PhiVc/2 < Vu - Min 9.6.3.1 16.8 7.3 7.0 1.61 14.50 5.01 5.01 8.51 0.71 9.87 PhiVc/2 < Vu - Min 9.6.3.1 16.7 7.3 7.0 1.66 14.50 4.99 4.99 8.77 0.69 9.83 PhiVc/2 < Vu - Min 9.6.3.1 16.7 7.3 7.0 1.71 14.50 4.97 4.97 9.03 0.67 9.79 PhiVc/2 < Vu - Min 9.6.3.1 16.6 7.3 7.0 1.77 14.50 4.96 4.96 9.29 0.64 9.74 PhiVc/2 < Vu - Min 9.6.3.1 16.6 7.3 7.0 1.82 14.50 4.94 4.94 9.55 0.62 9.71 PhiVc/2 < Vu - Min 9.6.3.1 16.5 7.3 7.0 1.87 14.50 4.92 4.92 9.80 0.61 9.67 PhiVc/2 < Vu - Min 9.6.3.1 16.5 7.3 7.0 1.92 14.50 4.90 4.90 10.06 0.59 9.64 PhiVc/2 < Vu - Min 9.6.3.1 16.5 7.3 7.0 1.97 14.50 4.88 4.88 10.31 0.57 9.60 PhiVc/2 < Vu - Min 9.6.3.1 16.4 7.3 7.0 2.02 14.50 4.86 4.86 10.57 0.56 9.57 PhiVc/2 < Vu - Min 9.6.3.1 16.4 7.3 7.0 2.08 14.50 4.85 4.85 10.82 0.54 9.54 PhiVc/2 < Vu - Min 9.6.3.1 16.4 7.3 7.0 2.13 14.50 4.83 4.83 11.07 0.53 9.52 PhiVc/2 < Vu - Min 9.6.3.1 16.4 7.3 7.0 2.18 14.50 4.81 4.81 11.32 0.51 9.49 PhiVc/2 < Vu - Min 9.6.3.1 16.3 7.3 7.0 2.23 14.50 4.79 4.79 11.57 0.50 9.46 PhiVc/2 < Vu - Min 9.6.3.1 16.3 7.3 7.0 2.28 14.50 4.77 4.77 11.82 0.49 9.44 PhiVc/2 < Vu - Min 9.6.3.1 16.3 7.3 7.0 2.34 14.50 4.76 4.76 12.06 0.48 9.42 PhiVc/2 < Vu - Min 9.6.3.1 16.3 7.3 7.0 2.39 14.50 4.74 4.74 12.31 0.47 9.39 PhiVc/2 < Vu - Min 9.6.3.1 16.2 7.3 7.0 2.44 14.50 4.72 4.72 12.56 0.45 9.37 PhiVc/2 < Vu - Min 9.6.3.1 16.2 7.3 7.0 2.49 14.50 4.70 4.70 12.80 0.44 9.35 PhiVc/2 < Vu - Min 9.6.3.1 16.2 7.3 7.0 2.54 14.50 4.68 4.68 13.04 0.43 9.33 PhiVc/2 < Vu - Min 9.6.3.1 16.2 7.3 7.0 2.60 14.50 4.67 4.67 13.29 0.42 9.32 PhiVc/2 < Vu - Min 9.6.3.1 16.2 7.3 7.0 2.65 14.50 4.65 4.65 13.53 0.42 9.30 Vu < PhiVc/2 lot Reqd 9.6. 9.3 0.0 0.0 2.70 14.50 4.63 4.63 13.77 0.41 9.28 Vu < PhiVc/2 lot Reqd 9.6. 9.3 0.0 0.0 2.75 14.50 4.61 4.61 14.01 0.40 9.26 Vu < PhiVc/2 lot Reqd 9.6. 9.3 0.0 0.0 2.80 14.50 4.59 4.59 14.25 0.39 9.25 Vu < PhiVc/2 lot Reqd 9.6. 9.2 0.0 0.0 2.86 14.50 4.57 4.57 14.49 0.38 9.23 Vu < PhiVc/2 lot Reqd 9.6. 9.2 0.0 0.0 2.91 14.50 4.56 4.56 14.72 0.37 9.22 Vu < PhiVc/2 lot Reqd 9.6. 9.2 0.0 0.0 2.96 14.50 4.54 4.54 14.96 0.37 9.20 Vu < PhiVc/2 lot Reqd 9.6. 9.2 0.0 0.0 3.01 14.50 4.52 4.52 15.19 0.36 9.19 Vu < PhiVc/2 lot Reqd 9.6. 9.2 0.0 0.0 3.06 14.50 4.50 4.50 15.43 0.35 9.18 Vu < PhiVc/2 lot Reqd 9.6. 9.2 0.0 0.0 3.11 14.50 4.48 4.48 15.66 0.35 9.16 Vu < PhiVc/2 lot Reqd 9.6. 9.2 0.0 0.0 3.17 14.50 4.47 4.47 15.89 0.34 9.15 Vu < PhiVc/2 lot Reqd 9.6. 9.2 0.0 0.0 3.22 14.50 4.45 4.45 16.12 0.33 9.14 Vu < PhiVc/2 lot Reqd 9.6. 9.1 0.0 0.0 3.27 14.50 4.43 4.43 16.35 0.33 9.13 Vu < PhiVc/2 lot Reqd 9.6. 9.1 0.0 0.0 3.32 14.50 4.41 4.41 16.58 0.32 9.11 Vu < PhiVc/2 lot Reqd 9.6. 9.1 0.0 0.0 3.37 14.50 4.39 4.39 16.81 0.32 9.10 Vu < PhiVc/2 lot Reqd 9.6. 9.1 0.0 0.0 3.43 14.50 4.37 4.37 17.04 0.31 9.09 Vu < PhiVc/2 lot Reqd 9.6. 9.1 0.0 0.0 3.48 14.50 4.36 4.36 17.27 0.30 9.08 Vu < PhiVc/2 lot Reqd 9.6. 9.1 0.0 0.0 3.53 14.50 4.34 4.34 17.49 0.30 9.07 Vu < PhiVc/2 lot Reqd 9.6. 9.1 0.0 0.0 3.58 14.50 4.32 4.32 17.72 0.29 9.06 Vu < PhiVc/2 lot Reqd 9.6. 9.1 0.0 0.0 3.63 14.50 4.30 4.30 17.94 0.29 9.05 Vu < PhiVc/2 lot Reqd 9.6. 9.1 0.0 0.0 3.69 14.50 4.28 4.28 18.16 0.28 9.04 Vu < PhiVc/2 lot Reqd 9.6. 9.0 0.0 0.0 3.74 14.50 4.27 4.27 18.39 0.28 9.03 Vu < PhiVc/2 lot Reqd 9.6. 9.0 0.0 0.0 3.79 14.50 4.25 4.25 18.61 0.28 9.03 Vu < PhiVc/2 lot Reqd 9.6. 9.0 0.0 0.0 3.84 14.50 4.23 4.23 18.83 0.27 9.02 Vu < PhiVc/2 lot Reqd 9.6. 9.0 0.0 0.0 3.89 14.50 4.21 4.21 19.05 0.27 9.01 Vu < PhiVc/2 lot Reqd 9.6. 9.0 0.0 0.0 3.95 14.50 4.19 4.19 19.26 0.26 9.00 Vu < PhiVc/2 lot Reqd 9.6. 9.0 0.0 0.0 TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:43PM Concrete Beam File=C:\Users\EMILIO-1.VAL\Desktop\WORKIN-1\FJune\SE01631C\SE01631C_Enercalc_2020-06-12.ec6. ` Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . I KW-06011667 Licensee: Technology Associates EC Inc. Description : Roof framing check Detailed Shear Information Span Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'dSuggest +1.20D+1.60S+0.50W+1.60H 1 4.00 14.50 4.18 4.18 19.48 0.26 8.99 Vu < PhiVc/2 lot Reqd 9.6. 9.0 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.05 14.50 4.16 4.16 19.70 0.26 8.99 Vu < PhiVc/2 lot Reqd 9.6. 9.0 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.10 14.50 4.14 4.14 19.91 0.25 8.98 Vu < PhiVc/2 lot Reqd 9.6. 9.0 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.15 14.50 4.12 4.12 20.13 0.25 8.97 Vu < PhiVc/2 lot Reqd 9.6. 9.0 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.20 14.50 4.10 4.10 20.34 0.24 8.96 Vu < PhiVc/2 lot Reqd 9.6. 9.0 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.26 14.50 4.08 4.08 20.55 0.24 8.96 Vu < PhiVc/2 lot Reqd 9.6. 9.0 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.31 14.50 4.07 4.07 20.77 0.24 8.95 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.36 14.50 4.05 4.05 20.98 0.23 8.94 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.41 14.50 4.03 4.03 21.19 0.23 8.94 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.46 14.50 4.01 4.01 21.39 0.23 8.93 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.52 14.50 3.99 3.99 21.60 0.22 8.92 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.57 14.50 3.98 3.98 21.81 0.22 8.92 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.62 14.50 3.96 3.96 22.01 0.22 8.91 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.67 14.50 3.94 3.94 22.22 0.21 8.91 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.72 14.50 3.92 3.92 22.42 0.21 8.90 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.78 14.50 3.90 3.90 22.63 0.21 8.89 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.83 14.50 3.88 3.88 22.83 0.21 8.89 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.88 14.50 3.87 3.87 23.03 0.20 8.88 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.93 14.50 3.85 3.85 23.23 0.20 8.88 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 4.98 14.50 3.83 3.83 23.43 0.20 8.87 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.04 14.50 3.81 3.81 23.63 0.19 8.87 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.09 14.50 3.79 3.79 23.83 0.19 8.86 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.14 14.50 3.78 3.78 24.02 0.19 8.86 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.19 14.50 3.76 3.76 24.22 0.19 8.85 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.24 14.50 3.74 3.74 24.41 0.19 8.85 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.30 14.50 3.72 3.72 24.61 0.18 8.84 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.35 14.50 3.70 3.70 24.80 0.18 8.84 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.40 14.50 3.69 3.69 24.99 0.18 8.84 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.45 14.50 3.67 3.67 25.18 0.18 8.83 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.50 14.50 3.65 3.65 25.37 0.17 8.83 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.55 14.50 3.63 3.63 25.56 0.17 8.82 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.61 14.50 3.61 3.61 25.75 0.17 8.82 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.66 14.50 3.59 3.59 25.93 0.17 8.81 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.71 14.50 3.58 3.58 26.12 0.17 8.81 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.76 14.50 3.56 3.56 26.31 0.16 8.81 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.81 14.50 3.54 3.54 26.49 0.16 8.80 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.87 14.50 3.52 3.52 26.67 0.16 8.80 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.92 14.50 3.50 3.50 26.86 0.16 8.80 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 5.97 14.50 3.49 3.49 27.04 0.16 8.79 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 6.02 14.50 3.47 3.47 27.22 0.15 8.79 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 6.07 14.50 3.45 3.45 27.40 0.15 8.78 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 6.13 14.50 3.43 3.43 27.58 0.15 8.78 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 6.18 14.50 3.41 3.41 27.75 0.15 8.78 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 6.23 14.50 3.39 3.39 27.93 0.15 8.77 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 6.28 14.50 3.38 3.38 28.11 0.15 8.77 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 6.33 14.50 3.36 3.36 28.28 0.14 8.77 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 6.39 14.50 3.34 3.34 28.46 0.14 8.76 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 6.44 14.50 3.32 3.32 28.63 0.14 8.76 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 6.49 14.50 3.30 3.30 28.80 0.14 8.76 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 6.54 14.50 3.29 3.29 28.97 0.14 8.76 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 6.59 14.50 3.27 3.27 29.14 0.14 8.75 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 6.64 14.50 3.25 3.25 29.31 0.13 8.75 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 6.70 14.50 3.23 3.23 29.48 0.13 8.75 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 6.75 14.50 3.21 3.21 29.65 0.13 8.74 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:43PM Concrete Beam File=C:\Users\EMILIO-1.VAL\Desktop\WORKIN-1\FJune\SE01631C\SE01631C_Enercalc_2020-06-12.ec6. ` Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . I KW-06011667 Licensee: Technology Associates EC Inc. Description : Roof framing check Detailed Shear Information Span Load Combination Number +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'dSuggest 6.80 14.50 3.20 3.20 29.81 0.13 8.74 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 6.85 14.50 3.18 3.18 29.98 0.13 8.74 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 6.90 14.50 3.16 3.16 30.14 0.13 8.73 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 6.96 14.50 3.14 3.14 30.31 0.13 8.73 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.01 14.50 3.12 3.12 30.47 0.12 8.73 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.06 14.50 3.10 3.10 30.63 0.12 8.73 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.11 14.50 3.09 3.09 30.79 0.12 8.72 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.16 14.50 3.07 3.07 30.95 0.12 8.72 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.22 14.50 3.05 3.05 31.11 0.12 8.72 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.27 14.50 3.03 3.03 31.27 0.12 8.72 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.32 14.50 3.01 3.01 31.42 0.12 8.71 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.37 14.50 3.00 3.00 31.58 0.11 8.71 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.42 14.50 2.98 2.98 31.73 0.11 8.71 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.48 14.50 2.96 2.96 31.89 0.11 8.71 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.53 14.50 2.94 2.94 32.04 0.11 8.70 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.58 14.50 2.92 2.92 32.19 0.11 8.70 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.63 14.50 2.91 2.91 32.35 0.11 8.70 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.68 14.50 2.89 2.89 32.50 0.11 8.70 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.73 14.50 2.87 2.87 32.65 0.11 8.70 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.79 14.50 2.85 2.85 32.79 0.11 8.69 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.84 14.50 2.83 2.83 32.94 0.10 8.69 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.89 14.50 2.81 2.81 33.09 0.10 8.69 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.94 14.50 2.80 2.80 33.23 0.10 8.69 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 7.99 14.50 2.78 2.78 33.38 0.10 8.68 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.05 14.50 2.76 2.76 33.52 0.10 8.68 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.10 14.50 2.74 2.74 33.66 0.10 8.68 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.15 14.50 2.72 2.72 33.81 0.10 8.68 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.20 14.50 2.71 2.71 33.95 0.10 8.68 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.25 14.50 2.69 2.69 34.09 0.10 8.67 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.31 14.50 2.67 2.67 34.23 0.09 8.67 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.36 14.50 2.65 2.65 34.36 0.09 8.67 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.41 14.50 2.63 2.63 34.50 0.09 8.67 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.46 14.50 2.61 2.61 34.64 0.09 8.67 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.51 14.50 2.60 2.60 34.77 0.09 8.66 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.57 14.50 2.58 2.58 34.91 0.09 8.66 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.62 14.50 2.56 2.56 35.04 0.09 8.66 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.67 14.50 2.54 2.54 35.17 0.09 8.66 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.72 14.50 2.52 2.52 35.30 0.09 8.66 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.77 14.50 2.51 2.51 35.44 0.09 8.65 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.83 14.50 2.49 2.49 35.57 0.08 8.65 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.88 14.50 2.47 2.47 35.69 0.08 8.65 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 8.93 14.50 2.45 2.45 35.82 0.08 8.65 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 8.98 14.50 2.43 2.43 35.95 0.08 8.65 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.03 14.50 2.42 2.42 36.07 0.08 8.65 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.08 14.50 2.40 2.40 36.20 0.08 8.64 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.14 14.50 2.38 2.38 36.32 0.08 8.64 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.19 14.50 2.36 2.36 36.45 0.08 8.64 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.24 14.50 2.34 2.34 36.57 0.08 8.64 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.29 14.50 2.32 2.32 36.69 0.08 8.64 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.34 14.50 2.31 2.31 36.81 0.08 8.64 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.40 14.50 2.29 2.29 36.93 0.07 8.63 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.45 14.50 2.27 2.27 37.05 0.07 8.63 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.50 14.50 2.25 2.25 37.16 0.07 8.63 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.55 14.50 2.23 2.23 37.28 0.07 8.63 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:43PM Concrete Beam File=C:\Users\EMILIO-1.VAL\Desktop\WORKIN-1\FJune\SE01631C\SE01631C_Enercalc_2020-06-12.ec6. ` Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . I KW-06011667 Licensee: Technology Associates EC Inc. Description : Roof framing check Detailed Shear Information Span Load Combination Number +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'dSuggest 9.60 14.50 2.22 2.22 37.40 0.07 8.63 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.66 14.50 2.20 2.20 37.51 0.07 8.63 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.71 14.50 2.18 2.18 37.62 0.07 8.62 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.76 14.50 2.16 2.16 37.74 0.07 8.62 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.81 14.50 2.14 2.14 37.85 0.07 8.62 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.86 14.50 2.12 2.12 37.96 0.07 8.62 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.92 14.50 2.11 2.11 38.07 0.07 8.62 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 9.97 14.50 2.09 2.09 38.18 0.07 8.62 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.02 14.50 2.07 2.07 38.29 0.07 8.62 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.07 14.50 2.05 2.05 38.39 0.06 8.61 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.12 14.50 2.03 2.03 38.50 0.06 8.61 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.17 14.50 2.02 2.02 38.60 0.06 8.61 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.23 14.50 2.00 2.00 38.71 0.06 8.61 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.28 14.50 1.98 1.98 38.81 0.06 8.61 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.33 14.50 1.96 1.96 38.91 0.06 8.61 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.38 14.50 1.94 1.94 39.02 0.06 8.61 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.43 14.50 1.93 1.93 39.12 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.49 14.50 1.91 1.91 39.22 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.54 14.50 1.89 1.89 39.31 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.59 14.50 1.87 1.87 39.41 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.64 14.50 1.85 1.85 39.51 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.69 14.50 1.83 1.83 39.60 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.75 14.50 1.82 1.82 39.70 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.80 14.50 1.80 1.80 39.79 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.85 14.50 1.78 1.78 39.89 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.90 14.50 1.76 1.76 39.98 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 10.95 14.50 1.74 1.74 40.07 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.01 14.50 1.73 1.73 40.16 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.06 14.50 1.71 1.71 40.25 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.11 14.50 1.69 1.69 40.34 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.16 14.50 1.67 1.67 40.42 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.21 14.50 1.65 1.65 40.51 0.05 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.27 14.50 1.63 1.63 40.59 0.05 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.32 14.50 1.62 1.62 40.68 0.05 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.37 14.50 1.60 1.60 40.76 0.05 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.42 14.50 1.58 1.58 40.84 0.05 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.47 14.50 1.56 1.56 40.93 0.05 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.52 14.50 1.54 1.54 41.01 0.05 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.58 14.50 1.53 1.53 41.09 0.04 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.63 14.50 1.51 1.51 41.17 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.68 14.50 1.49 1.49 41.24 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.73 14.50 1.47 1.47 41.32 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.78 14.50 1.45 1.45 41.40 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.84 14.50 1.44 1.44 41.47 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.89 14.50 1.42 1.42 41.55 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.94 14.50 1.40 1.40 41.62 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 11.99 14.50 1.38 1.38 41.69 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 12.04 14.50 1.37 1.37 37.87 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 12.10 14.50 1.35 1.35 37.94 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 12.15 14.50 1.33 1.33 38.01 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 12.20 14.50 1.32 1.32 38.08 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 12.25 14.50 1.30 1.30 38.15 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 12.30 14.50 1.29 1.29 38.22 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 12.36 14.50 1.27 1.27 38.29 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:43PM Concrete Beam File=C:\Users\EMILIO-1.VAL\Desktop\WORKIN-1\FJune\SE01631C\SE01631C_Enercalc_2020-06-12.ec6. ` Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . I KW-06011667 Licensee: Technology Associates EC Inc. Description : Roof framing check Detailed Shear Information Span Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'dSuggest +1.20D+L+0.20S+E+1.90H 1 12.41 14.50 1.26 1.26 38.35 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 12.46 14.50 1.24 1.24 38.42 0.04 8.56 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 12.51 14.50 1.23 1.23 38.48 0.04 8.56 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 12.56 14.50 1.21 1.21 38.54 0.04 8.56 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 12.61 14.50 1.20 1.20 38.61 0.04 8.56 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 12.67 14.50 1.18 1.18 38.67 0.04 8.56 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 12.72 14.50 1.17 1.17 38.73 0.04 8.56 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 12.77 14.50 1.15 1.15 38.79 0.04 8.56 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 12.82 14.50 1.14 1.14 38.85 0.04 8.56 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 12.87 14.50 1.12 1.12 38.91 0.03 8.56 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 12.93 14.50 1.10 1.10 38.96 0.03 8.55 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 12.98 14.50 1.09 1.09 39.02 0.03 8.55 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.03 14.50 1.07 1.07 39.08 0.03 8.55 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.08 14.50 1.06 1.06 39.13 0.03 8.55 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.13 14.50 1.04 1.04 39.19 0.03 8.55 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.19 14.50 1.03 1.03 39.24 0.03 8.55 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.24 14.50 1.01 1.01 39.29 0.03 8.55 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.29 14.50 1.00 1.00 39.35 0.03 8.55 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.34 14.50 0.98 0.98 39.40 0.03 8.55 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.39 14.50 0.97 0.97 39.45 0.03 8.55 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.45 14.50 0.95 0.95 39.50 0.03 8.54 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.50 14.50 0.94 0.94 39.55 0.03 8.54 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.55 14.50 0.92 0.92 39.59 0.03 8.54 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.60 14.50 0.90 0.90 39.64 0.03 8.54 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.65 14.50 0.89 0.89 39.69 0.03 8.54 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.70 14.50 0.87 0.87 39.73 0.03 8.54 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.76 14.50 0.86 0.86 39.78 0.03 8.54 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.81 14.50 0.84 0.84 39.82 0.03 8.54 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.86 14.50 0.83 0.83 39.87 0.03 8.54 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.91 14.50 0.81 0.81 39.91 0.02 8.54 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 13.96 14.50 0.80 0.80 39.95 0.02 8.54 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.02 14.50 0.78 0.78 39.99 0.02 8.53 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.07 14.50 0.77 0.77 40.03 0.02 8.53 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.12 14.50 0.75 0.75 40.07 0.02 8.53 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.17 14.50 0.74 0.74 40.11 0.02 8.53 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.22 14.50 0.72 0.72 40.15 0.02 8.53 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.28 14.50 0.71 0.71 40.19 0.02 8.53 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.33 14.50 0.69 0.69 40.22 0.02 8.53 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.38 14.50 0.67 0.67 40.26 0.02 8.53 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.43 14.50 0.66 0.66 40.29 0.02 8.53 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.48 14.50 0.64 0.64 40.33 0.02 8.53 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.54 14.50 0.63 0.63 40.36 0.02 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.59 14.50 0.61 0.61 40.39 0.02 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.64 14.50 0.60 0.60 40.42 0.02 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.69 14.50 0.58 0.58 40.45 0.02 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.74 14.50 0.57 0.57 40.48 0.02 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.80 14.50 0.55 0.55 40.51 0.02 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.85 14.50 0.54 0.54 40.54 0.02 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.90 14.50 0.52 0.52 40.57 0.02 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 14.95 14.50 0.51 0.51 40.59 0.02 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 15.00 14.50 0.49 0.49 40.62 0.01 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 15.05 14.50 0.48 0.48 40.65 0.01 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 15.11 14.50 0.46 0.46 40.67 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 15.16 14.50 0.44 0.44 40.69 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:43PM Concrete Beam File=C:\Users\EMILIO-1.VAL\Desktop\WORKIN-1\FJune\SE01631C\SE01631C_Enercalc_2020-06-12.ec6. ` Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . I KW-06011667 Licensee: Technology Associates EC Inc. Description : Roof framing check Detailed Shear Information Span Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'dSuggest +1.20D+L+0.20S+E+1.90H 1 15.21 14.50 0.43 0.43 40.72 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 15.26 14.50 0.41 0.41 40.74 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 15.31 14.50 0.40 0.40 40.76 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 15.37 14.50 0.38 0.38 40.78 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 15.42 14.50 0.37 0.37 40.80 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 15.47 14.50 0.35 0.35 40.82 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 15.52 14.50 0.34 0.34 40.84 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 15.57 14.50 0.32 0.32 40.85 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 15.63 14.50 0.31 0.31 40.87 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 15.68 14.50 0.29 0.29 40.88 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 15.73 14.50 0.28 0.28 40.90 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 15.78 14.50 0.26 0.26 40.91 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +0.90D+E+0.90H 1 15.83 14.50 0.25 0.25 31.52 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +0.90D+E+0.90H 1 15.89 14.50 0.24 0.24 31.54 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +0.90D+E+0.90H 1 15.94 14.50 0.23 0.23 31.55 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +0.90D+E+0.90H 1 15.99 14.50 0.21 0.21 31.56 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +0.90D+E+0.90H 1 16.04 14.50 0.20 0.20 31.57 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +0.90D+E+0.90H 1 16.09 14.50 0.19 0.19 31.58 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +0.90D+E+0.90H 1 16.14 14.50 0.18 0.18 31.59 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +0.90D+E+0.90H 1 16.20 14.50 0.17 0.17 31.60 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 16.25 14.50 -0.19 0.19 43.13 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 16.30 14.50 -0.20 0.20 43.12 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 16.35 14.50 -0.22 0.22 43.11 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 16.40 14.50 -0.24 0.24 43.10 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 16.46 14.50 -0.26 0.26 43.09 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 16.51 14.50 -0.28 0.28 43.07 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 16.56 14.50 -0.29 0.29 43.06 0.01 8.50 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 16.61 14.50 -0.31 0.31 43.04 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 16.66 14.50 -0.33 0.33 43.03 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 16.72 14.50 -0.35 0.35 43.01 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 16.77 14.50 -0.37 0.37 42.99 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 16.82 14.50 -0.38 0.38 42.97 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 16.87 14.50 -0.40 0.40 42.95 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 16.92 14.50 -0.42 0.42 42.93 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 16.98 14.50 -0.44 0.44 42.91 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 17.03 14.50 -0.46 0.46 42.88 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 17.08 14.50 -0.48 0.48 42.86 0.01 8.51 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 17.13 14.50 -0.49 0.49 42.83 0.01 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 17.18 14.50 -0.51 0.51 42.81 0.01 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 17.23 14.50 -0.53 0.53 42.78 0.01 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 17.29 14.50 -0.55 0.55 42.75 0.02 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 17.34 14.50 -0.57 0.57 42.72 0.02 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 17.39 14.50 -0.58 0.58 42.69 0.02 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 17.44 14.50 -0.60 0.60 42.66 0.02 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 17.49 14.50 -0.62 0.62 42.63 0.02 8.52 Vu < PhiVc/2 lot Reqd 9.6. 8.5 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 17.55 14.50 -1.41 1.41 40.86 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 17.60 14.50 -1.42 1.42 40.79 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 17.65 14.50 -1.44 1.44 40.71 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 17.70 14.50 -1.45 1.45 40.64 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 17.75 14.50 -1.47 1.47 40.56 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 17.81 14.50 -1.48 1.48 40.48 0.04 8.57 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 17.86 14.50 -1.50 1.50 40.41 0.04 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 17.91 14.50 -1.51 1.51 40.33 0.05 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 17.96 14.50 -1.53 1.53 40.25 0.05 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:43PM Concrete Beam File=C:\Users\EMILIO-1.VAL\Desktop\WORKIN-1\FJune\SE01631C\SE01631C_Enercalc_2020-06-12.ec6. ` Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . I KW-06011667 Licensee: Technology Associates EC Inc. Description : Roof framing check Detailed Shear Information Span Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'dSuggest +1.20D+L+0.20S+E+1.90H 1 18.01 14.50 -1.54 1.54 40.17 0.05 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.07 14.50 -1.56 1.56 40.09 0.05 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.12 14.50 -1.58 1.58 40.01 0.05 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.17 14.50 -1.59 1.59 39.93 0.05 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.22 14.50 -1.61 1.61 39.84 0.05 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.27 14.50 -1.62 1.62 39.76 0.05 8.58 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.33 14.50 -1.64 1.64 39.67 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.38 14.50 -1.65 1.65 39.59 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.43 14.50 -1.67 1.67 39.50 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.48 14.50 -1.68 1.68 39.42 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.53 14.50 -1.70 1.70 39.33 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.58 14.50 -1.71 1.71 39.24 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.64 14.50 -1.73 1.73 39.15 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.69 14.50 -1.74 1.74 39.06 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.74 14.50 -1.76 1.76 38.97 0.05 8.59 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.79 14.50 -1.77 1.77 38.88 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.84 14.50 -1.79 1.79 38.78 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.90 14.50 -1.81 1.81 38.69 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 18.95 14.50 -1.82 1.82 38.60 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 19.00 14.50 -1.84 1.84 38.50 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 19.05 14.50 -1.85 1.85 38.41 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+L+0.20S+E+1.90H 1 19.10 14.50 -1.87 1.87 38.31 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.16 14.50 -1.88 1.88 41.35 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.21 14.50 -1.90 1.90 41.26 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.26 14.50 -1.92 1.92 41.16 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.31 14.50 -1.94 1.94 41.06 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.36 14.50 -1.96 1.96 40.96 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.42 14.50 -1.97 1.97 40.85 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.47 14.50 -1.99 1.99 40.75 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.52 14.50 -2.01 2.01 40.65 0.06 8.60 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.57 14.50 -2.03 2.03 40.54 0.06 8.61 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.62 14.50 -2.05 2.05 40.44 0.06 8.61 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.67 14.50 -2.06 2.06 40.33 0.06 8.61 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.73 14.50 -2.08 2.08 40.22 0.06 8.61 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.78 14.50 -2.10 2.10 40.11 0.06 8.61 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.83 14.50 -2.12 2.12 40.00 0.06 8.61 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.88 14.50 -2.14 2.14 39.89 0.06 8.61 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.93 14.50 -2.16 2.16 39.78 0.07 8.62 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 19.99 14.50 -2.17 2.17 39.67 0.07 8.62 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 20.04 14.50 -2.19 2.19 39.56 0.07 8.62 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 20.09 14.50 -2.21 2.21 39.44 0.07 8.62 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 20.14 14.50 -2.23 2.23 39.33 0.07 8.62 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 20.19 14.50 -2.25 2.25 39.21 0.07 8.62 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 20.25 14.50 -2.26 2.26 39.09 0.07 8.62 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 20.30 14.50 -2.28 2.28 38.98 0.07 8.63 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 20.35 14.50 -2.30 2.30 38.86 0.07 8.63 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 20.40 14.50 -2.32 2.32 38.74 0.07 8.63 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 20.45 14.50 -2.34 2.34 38.62 0.07 8.63 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 20.51 14.50 -2.35 2.35 38.49 0.07 8.63 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 20.56 14.50 -2.37 2.37 38.37 0.07 8.63 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 20.61 14.50 -2.39 2.39 38.25 0.08 8.64 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 20.66 14.50 -2.41 2.41 38.12 0.08 8.64 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 20.71 14.50 -2.43 2.43 38.00 0.08 8.64 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 +1.20D+1.60S+0.50W+1.60H 1 20.77 14.50 -2.45 2.45 37.87 0.08 8.64 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:43PM Concrete Beam File=C:\Users\EMILIO-1.VAL\Desktop\WORKIN-1\FJune\SE01631C\SE01631C_Enercalc_2020-06-12.ec6. ` Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . I KW-06011667 Licensee: Technology Associates EC Inc. Description : Roof framing check Detailed Shear Information Span Load Combination Number +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'dSuggest 20.82 14.50 -2.46 2.46 37.74 0.08 8.64 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 20.87 14.50 -2.48 2.48 37.62 0.08 8.64 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 20.92 14.50 -2.50 2.50 37.49 0.08 8.65 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 20.97 14.50 -2.52 2.52 37.36 0.08 8.65 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 21.02 14.50 -2.54 2.54 37.23 0.08 8.65 Vu < PhiVc/2 lot Reqd 9.6. 8.6 0.0 0.0 21.08 14.50 -2.55 2.55 37.09 0.08 8.65 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.13 14.50 -2.57 2.57 36.96 0.08 8.65 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.18 14.50 -2.59 2.59 36.83 0.09 8.65 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.23 14.50 -2.61 2.61 36.69 0.09 8.66 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.28 14.50 -2.63 2.63 36.55 0.09 8.66 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.34 14.50 -2.65 2.65 36.42 0.09 8.66 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.39 14.50 -2.66 2.66 36.28 0.09 8.66 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.44 14.50 -2.68 2.68 36.14 0.09 8.66 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.49 14.50 -2.70 2.70 36.00 0.09 8.66 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.54 14.50 -2.72 2.72 35.86 0.09 8.67 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.60 14.50 -2.74 2.74 35.72 0.09 8.67 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.65 14.50 -2.75 2.75 35.58 0.09 8.67 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.70 14.50 -2.77 2.77 35.43 0.09 8.67 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.75 14.50 -2.79 2.79 35.29 0.10 8.67 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.80 14.50 -2.81 2.81 35.14 0.10 8.68 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.86 14.50 -2.83 2.83 35.00 0.10 8.68 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.91 14.50 -2.84 2.84 34.85 0.10 8.68 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 21.96 14.50 -2.86 2.86 34.70 0.10 8.68 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.01 14.50 -2.88 2.88 34.55 0.10 8.68 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.06 14.50 -2.90 2.90 34.40 0.10 8.69 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.11 14.50 -2.92 2.92 34.25 0.10 8.69 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.17 14.50 -2.94 2.94 34.10 0.10 8.69 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.22 14.50 -2.95 2.95 33.95 0.11 8.69 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.27 14.50 -2.97 2.97 33.79 0.11 8.70 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.32 14.50 -2.99 2.99 33.64 0.11 8.70 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.37 14.50 -3.01 3.01 33.48 0.11 8.70 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.43 14.50 -3.03 3.03 33.33 0.11 8.70 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.48 14.50 -3.04 3.04 33.17 0.11 8.70 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.53 14.50 -3.06 3.06 33.01 0.11 8.71 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.58 14.50 -3.08 3.08 32.85 0.11 8.71 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.63 14.50 -3.10 3.10 32.69 0.11 8.71 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.69 14.50 -3.12 3.12 32.53 0.12 8.71 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.74 14.50 -3.14 3.14 32.37 0.12 8.72 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.79 14.50 -3.15 3.15 32.20 0.12 8.72 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.84 14.50 -3.17 3.17 32.04 0.12 8.72 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.89 14.50 -3.19 3.19 31.87 0.12 8.72 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 22.95 14.50 -3.21 3.21 31.71 0.12 8.73 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 23.00 14.50 -3.23 3.23 31.54 0.12 8.73 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 23.05 14.50 -3.24 3.24 31.37 0.12 8.73 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 23.10 14.50 -3.26 3.26 31.20 0.13 8.73 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 23.15 14.50 -3.28 3.28 31.03 0.13 8.74 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 23.20 14.50 -3.30 3.30 30.86 0.13 8.74 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 23.26 14.50 -3.32 3.32 30.69 0.13 8.74 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 23.31 14.50 -3.33 3.33 30.52 0.13 8.75 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 23.36 14.50 -3.35 3.35 30.35 0.13 8.75 Vu < PhiVc/2 lot Reqd 9.6. 8.7 0.0 0.0 23.41 14.50 -3.37 3.37 30.17 0.14 8.75 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 23.46 14.50 -3.39 3.39 30.00 0.14 8.75 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 23.52 14.50 -3.41 3.41 29.82 0.14 8.76 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 23.57 14.50 -3.43 3.43 29.64 0.14 8.76 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:43PM Concrete Beam File=C:\Users\EMILIO-1.VAL\Desktop\WORKIN-1\FJune\SE01631C\SE01631C_Enercalc_2020-06-12.ec6. ` Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . I KW-06011667 Licensee: Technology Associates EC Inc. Description : Roof framing check Detailed Shear Information Span Load Combination Number +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+1.60S+0.50W+1.60H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 +1.20D+L+0.20S+E+1.90H 1 Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'dSuggest 23.62 14.50 -3.44 3.44 29.46 0.14 8.76 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 23.67 14.50 -3.46 3.46 29.28 0.14 8.77 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 23.72 14.50 -3.48 3.48 29.10 0.14 8.77 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 23.78 14.50 -3.50 3.50 28.92 0.15 8.77 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 23.83 14.50 -3.52 3.52 28.74 0.15 8.78 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 23.88 14.50 -3.53 3.53 28.56 0.15 8.78 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 23.93 14.50 -3.55 3.55 28.37 0.15 8.78 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 23.98 14.50 -3.57 3.57 28.19 0.15 8.79 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.04 14.50 -3.59 3.59 28.00 0.15 8.79 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.09 14.50 -3.61 3.61 27.82 0.16 8.79 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.14 14.50 -3.63 3.63 27.63 0.16 8.80 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.19 14.50 -3.64 3.64 27.44 0.16 8.80 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.24 14.50 -3.66 3.66 27.25 0.16 8.80 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.30 14.50 -3.68 3.68 27.06 0.16 8.81 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.35 14.50 -3.70 3.70 26.87 0.17 8.81 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.40 14.50 -3.72 3.72 26.68 0.17 8.82 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.45 14.50 -3.73 3.73 26.48 0.17 8.82 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.50 14.50 -3.75 3.75 26.29 0.17 8.82 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.55 14.50 -3.77 3.77 26.09 0.17 8.83 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.61 14.50 -3.79 3.79 25.90 0.18 8.83 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.66 14.50 -3.81 3.81 25.70 0.18 8.84 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.71 14.50 -3.82 3.82 25.50 0.18 8.84 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.76 14.50 -3.84 3.84 25.30 0.18 8.85 Vu < PhiVc/2 lot Reqd 9.6. 8.8 0.0 0.0 24.81 14.50 -3.86 3.86 25.10 0.19 8.85 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 24.87 14.50 -3.88 3.88 24.90 0.19 8.86 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 24.92 14.50 -3.90 3.90 24.70 0.19 8.86 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 24.97 14.50 -3.92 3.92 24.50 0.19 8.86 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 25.02 14.50 -3.93 3.93 24.29 0.20 8.87 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 25.07 14.50 -3.95 3.95 24.09 0.20 8.87 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 25.13 14.50 -3.97 3.97 23.88 0.20 8.88 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 25.18 14.50 -3.99 3.99 23.68 0.20 8.88 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 25.23 14.50 -4.01 4.01 23.47 0.21 8.89 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 25.28 14.50 -4.02 4.02 23.26 0.21 8.90 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 25.33 14.50 -4.04 4.04 23.05 0.21 8.90 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 25.39 14.50 -4.06 4.06 22.84 0.21 8.91 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 25.44 14.50 -4.08 4.08 22.63 0.22 8.91 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 25.49 14.50 -4.10 4.10 22.42 0.22 8.92 Vu < PhiVc/2 lot Reqd 9.6. 8.9 0.0 0.0 25.54 14.50 -5.23 5.23 20.11 0.31 9.10 PhiVc/2 < Vu - Min 9.6.3.1 15.9 7.3 7.0 25.59 14.50 -5.25 5.25 19.84 0.32 9.11 PhiVc/2 < Vu - Min 9.6.3.1 15.9 7.3 7.0 25.64 14.50 -5.27 5.27 19.56 0.33 9.12 PhiVc/2 < Vu - Min 9.6.3.1 16.0 7.3 7.0 25.70 14.50 -5.28 5.28 19.29 0.33 9.13 PhiVc/2 < Vu - Min 9.6.3.1 16.0 7.3 7.0 25.75 14.50 -5.30 5.30 19.02 0.34 9.14 PhiVc/2 < Vu - Min 9.6.3.1 16.0 7.3 7.0 25.80 14.50 -5.31 5.31 18.74 0.34 9.16 PhiVc/2 < Vu - Min 9.6.3.1 16.0 7.3 7.0 25.85 14.50 -5.33 5.33 18.46 0.35 9.17 PhiVc/2 < Vu - Min 9.6.3.1 16.0 7.3 7.0 25.90 14.50 -5.34 5.34 18.19 0.35 9.18 PhiVc/2 < Vu - Min 9.6.3.1 16.0 7.3 7.0 25.96 14.50 -5.36 5.36 17.91 0.36 9.19 PhiVc/2 < Vu - Min 9.6.3.1 16.0 7.3 7.0 26.01 14.50 -5.37 5.37 17.63 0.37 9.21 PhiVc/2 < Vu - Min 9.6.3.1 16.0 7.3 7.0 26.06 14.50 -5.39 5.39 17.35 0.38 9.22 PhiVc/2 < Vu - Min 9.6.3.1 16.1 7.3 7.0 26.11 14.50 -5.40 5.40 17.07 0.38 9.23 PhiVc/2 < Vu - Min 9.6.3.1 16.1 7.3 7.0 26.16 14.50 -5.42 5.42 16.79 0.39 9.25 PhiVc/2 < Vu - Min 9.6.3.1 16.1 7.3 7.0 26.22 14.50 -5.43 5.43 16.51 0.40 9.26 PhiVc/2 < Vu - Min 9.6.3.1 16.1 7.3 7.0 26.27 14.50 -5.45 5.45 16.23 0.41 9.28 PhiVc/2 < Vu - Min 9.6.3.1 16.1 7.3 7.0 26.32 14.50 -5.46 5.46 15.94 0.41 9.30 PhiVc/2 < Vu - Min 9.6.3.1 16.1 7.3 7.0 26.37 14.50 -5.48 5.48 15.66 0.42 9.31 PhiVc/2 < Vu - Min 9.6.3.1 16.1 7.3 7.0 TAEC Project Title: Stevens Hospital 2667 Camino Del Rio South Engineer: EV Suite 205 Project ID: SE01631 C San Diego, CA 92108 Project Descr: Telecommunication Site Printed: 11 JUN 2020, 2:43PM Concrete Beam File=C:lUsers\EMILIO-1.VAL1DesktoplWORKIN-11FJune1SE01631C1SE01631C_Enercalc_2020-06-12.ec6. Software copvright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Description : Roof framing check Detailed Shear Information Span Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'dSuggest +1.20D+L+0.20S+E+1.90H 1 26.42 14.50 -5.50 5.50 15.38 +1.20D+L+0.20S+E+1.90H 1 26.48 14.50 -5.51 5.51 15.09 +1.20D+L+0.20S+E+1.90H 1 26.53 14.50 -5.53 5.53 14.80 +1.20D+L+0.20S+E+1.90H 1 26.58 14.50 -5.54 5.54 14.52 +1.20D+L+0.20S+E+1.90H 1 26.63 14.50 -5.56 5.56 14.23 +1.20D+L+0.20S+E+1.90H 1 26.68 14.50 -5.57 5.57 13.94 +1.20D+L+0.20S+E+1.90H 1 26.73 14.50 -5.59 5.59 13.65 +1.20D+L+0.20S+E+1.90H 1 26.79 14.50 -5.60 5.60 13.36 +1.20D+1.60S+0.50W+1.60H 1 26.84 14.50 -5.62 5.62 15.16 +1.20D+1.60S+0.50W+1.60H 1 26.89 14.50 -5.64 5.64 14.87 +1.20D+1.60S+0.50W+1.60H 1 26.94 14.50 -5.66 5.66 14.58 +1.20D+1.60S+0.50W+1.60H 1 26.99 14.50 -5.67 5.67 14.28 +1.20D+1.60S+0.50W+1.60H 1 27.05 14.50 -9.26 9.26 13.82 +1.20D+1.60S+0.50W+1.60H 1 27.10 14.50 -9.27 9.27 13.34 +1.20D+1.60S+0.50W+1.60H 1 27.15 14.50 -9.29 9.29 12.86 +1.20D+1.60S+0.50W+1.60H 1 27.20 14.50 -9.31 9.31 12.38 +1.20D+1.60S+0.50W+1.60H 1 27.25 14.50 -9.33 9.33 11.89 +1.20D+1.60S+0.50W+1.60H 1 27.31 14.50 -9.35 9.35 11.41 +1.20D+1.60S+0.50W+1.60H 1 27.36 14.50 -9.36 9.36 10.92 +1.20D+1.60S+0.50W+1.60H 1 27.41 14.50 -9.38 9.38 10.44 +1.20D+1.60S+0.50W+1.60H 1 27.46 14.50 -9.40 9.40 9.95 +1.20D+1.60S+0.50W+1.60H 1 27.51 14.50 -9.42 9.42 9.46 +1.20D+1.60S+0.50W+1.60H 1 27.57 14.50 -9.44 9.44 8.97 +1.20D+1.60S+0.50W+1.60H 1 27.62 14.50 -9.46 9.46 8.48 +1.20D+1.60S+0.50W+1.60H 1 27.67 14.50 -9.47 9.47 7.99 +1.20D+1.60S+0.50W+1.60H 1 27.72 14.50 -9.49 9.49 7.50 +1.20D+1.60S+0.50W+1.60H 1 27.77 14.50 -9.51 9.51 7.00 +1.20D+1.60S+0.50W+1.60H 1 27.83 14.50 -9.53 9.53 6.51 +1.20D+1.60S+0.50W+1.60H 1 27.88 14.50 -9.55 9.55 6.01 +1.20D+1.60S+0.50W+1.60H 1 27.93 14.50 -9.56 9.56 5.52 +1.20D+1.60S+0.50W+1.60H 1 27.98 14.50 -9.58 9.58 5.02 +1.20D+1.60S+0.50W+1.60H 1 28.03 14.50 -9.60 9.60 4.52 +1.20D+1.60S+0.50W+1.60H 1 28.08 14.50 -9.62 9.62 4.02 +1.20D+1.60S+0.50W+1.60H 1 28.14 14.50 -9.64 9.64 3.53 +1.20D+1.60S+0.50W+1.60H 1 28.19 14.50 -9.66 9.66 3.02 +1.20D+1.60S+0.50W+1.60H 1 28.24 14.50 -9.67 9.67 2.52 +1.20D+1.60S+0.50W+1.60H 1 28.29 14.50 -9.69 9.69 2.02 +1.20D+1.60S+0.50W+1.60H 1 28.34 14.50 -9.71 9.71 1.52 +1.20D+1.60S+0.50W+1.60H 1 28.40 14.50 -9.73 9.73 1.01 +1.20D+1.60S+0.50W+1.60H 1 28.45 14.50 -9.75 9.75 0.51 +1.20D+1.60S+0.50W+1.60H 1 28.50 14.50 -9.76 9.76 0.00 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Segment Span # along Beam 0.43 9.33 PhiVc/2 < Vu <= Min 9.6.3.1 16.2 7.3 7.0 0.44 9.35 PhiVc/2 < Vu <= Min 9.6.3.1 16.2 7.3 7.0 0.45 9.37 PhiVc/2 < Vu <= Min 9.6.3.1 16.2 7.3 7.0 0.46 9.39 PhiVc/2 < Vu <= Min 9.6.3.1 16.2 7.3 7.0 0.47 9.41 PhiVc/2 < Vu <= Min 9.6.3.1 16.2 7.3 7.0 0.48 9.43 PhiVc/2 < Vu <= Min 9.6.3.1 16.3 7.3 7.0 0.49 9.45 PhiVc/2 < Vu <= Min 9.6.3.1 16.3 7.3 7.0 0.51 9.48 PhiVc/2 < Vu <= Min 9.6.3.1 16.3 7.3 7.0 0.45 9.36 PhiVc/2 < Vu - Min 9.6.3.1 16.2 7.3 7.0 0.46 9.38 PhiVc/2 < Vu - Min 9.6.3.1 16.2 7.3 7.0 0.47 9.40 PhiVc/2 < Vu - Min 9.6.3.1 16.2 7.3 7.0 0.48 9.42 PhiVc/2 < Vu <= Min 9.6.3.1 16.3 7.3 7.0 0.81 10.07 PhiVc/2 < Vu <= Min 9.6.3.1 16.9 7.3 7.0 0.84 10.13 PhiVc/2 < Vu <= Min 9.6.3.1 17.0 7.3 7.0 0.87 10.19 PhiVc/2 < Vu <= Min 9.6.3.1 17.0 7.3 7.0 0.91 10.26 PhiVc/2 < Vu <= Min 9.6.3.1 17.1 7.3 7.0 0.95 10.34 PhiVc/2 < Vu <= Min 9.6.3.1 17.2 7.3 7.0 0.99 10.42 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu - Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu - Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu - Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu <= Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu - Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu - Min 9.6.3.1 17.3 7.3 7.0 1.00 10.44 PhiVc/2 < Vu - Min 9.6.3.1 17.3 7.3 7.0 Bending Stress Results (k-ft ) Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 28.500 44.42 44.79 0.99 +1.40D+1.60H Span # 1 1 28.500 37.37 44.79 0.83 +1.20D+0.50Lr+1.60L+1.60 H Span # 1 1 28.500 35.52 44.79 0.79 +1.20D+1.60L+0.50S+1.60 H Span # 1 1 28.500 35.52 44.79 0.79 +1.20D+1.60Lr+L+1.60H Span # 1 1 28.500 43.18 44.79 0.96 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 28.500 44.42 44.79 0.99 TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:43PM Concrete Beam File=C:\Users\EMILIO-1.VAL1Desktop\WORKIN-11FJune1SE01631C1SE01631C_Enercalc_2020-06-12.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . r.r Technology Description : Roof framing check Load Combination Location (ft) Segment Span # along Beam Bending Stress Results ( k-ft ) Mu: Max Phi'Mnx Stress Ratio +1.20D+L+1.60S+1.60H Span # 1 1 28.500 43.18 44.79 0.96 +1.20D+1.60S+0.50W+1.60H Span # 1 1 28.500 44.42 44.79 0.99 +1.20D+0.50Lr+L+W+1.60H Span # 1 1 28.500 38.03 44.79 0.85 + 1.20 D+L+0.50 S+W+1.60 H Span # 1 1 28.500 38.03 44.79 0.85 +0.90D+W+1.60H Span # 1 1 28.500 26.57 44.79 0.59 +1.20D+L+0.20S+E+1.90H Span # 1 1 28.500 41.03 44.79 0.92 +0.90D+E+0.90H Span # 1 1 28.500 31.66 44.79 0.71 Overall Maximum Deflections Load Combination Span Max. "" Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+0.750L+0.750S+0.5250E+H 1 0.9222 14.717 0.0000 0.000 Project: SE01631C 7117 SW Beveland St. Suite #101 Date:06-12-2020 Tigard, OR 97223 By: EV Tel. (971) 245-3120 New H-Frame Analysis The proposed equipment is to be mounted to a new Unistrut mount with a maximum unsupported span of 8' based on construction drawings and equipment specs. Three Unistruts will divide the weight of the equipment between them. Therefore, the loading per Unistrut will be as follows. Vmax:=1.89 lb • 8 f t+ W3+W4+W5 _ 200 lb ft 3 Hmax:=0.6 �F3+F4+F5 3 +1.625 in•8 ft•gz =99 lb Based on manufacturer specs the Unistrut is capable of resiting a distributed vertical load of 250 Ibs with deflection under L/180 and a distributed lateral load of 294 Ibs before yielding with a 8' unsupported span. Since the loads required are smaller the Unistrut is found to be adequate by inspection. (1) 3/8" dia. U-bolt per reaction, A307 min. assumed bolt grade. db := 0.375 in Ab := db2 • Tr = 0.11 inz 4 Bolt tension, ft := Hmax = 50 lb 2 V 2 H z Bolt shear, f,� := max + max _ 112 lb V2 2 Bolt Shear Strength: Or,, J := 20.3 ksi •Ab = 2242 lb (AISC Table 7-1) if (fv<Or, , "OK", "N.G.") = "OK" if f v < 0.3 , "No Combined Check Req" , "Check Combined" _ "No Combined Check Req" Ornv Bolt Tension Strength: %rnt:=33.8 hsi•Ab=3733 lb (AISC Table 7-2) if Vt<orw, "OK", "N.G.") = "OK" Created with PTC Mathcad Express. See www.mathcad.com for more information. Project: SE01631C 7117 SW seveland St. Suite #101 Date:06-12-2020 Tigard, OR 97223 By: EV Tel. (971) 245-3120 Proposed Post Analysis: Post will consist of a 3 std. post. See Enercalc for Passing Analysis. Bolt tension, ft:= 678 lb• ft _ 304 lb =602 lb 2.6 in 4 Bolt shear, fv:= 184 lb =46 lb Bolt Shear Strength: rnv:=775 lb (AWC Connection Calculator Report) if (fv < r,,,v , "OK" "N.G. ») = "OK" Bolt Tension Strength: r,,,t:=1056 lb (AWC Connection Calculator Report) if V t < rnt , "OK", "N. G. »\ = 44OK" Created with PTC Mathcad Express. See www.mathcad.com for more information. TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:55PM Steel Column File=C:\Users\EMILIO-1.VAL\Desktop\WORKIN-1\FJune\SE01631C\SE01631C_Enercalc_2020-06-12.ec6. ` Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . I KW-06011667 Licensee: Technology Associates EC Inc. Description : H-frame post Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : Pipe3STD Overall Column Height 5.0 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 35.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 5.0 ft, K = 2.1 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 5.0 ft, K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 37.90 Ibs' Dead Load Factor AXIAL LOADS ... Appurtenances: Axial Load at 4.0 ft, D = 0.30 k BENDING LOADS ... Lat. Point Load at 4.0 ft creating Mx-x, W = 0.2480 k Self: Lat. Uniform Load creating Mx-x, W = 0.0110 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1811 : 1 Maximum Load Reactions . . Load Combination +D+0.60W+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pa : Axial 0.3379 k Bottom along Y-Y 0.3030 k Pn / Omega: Allowable 43.383 k Ma-x : Applied -0.6777 k-ft Maximum Load Deflections ... Mn-x / Omega: Allowable 3.825 k-ft Along Y-Y 0.1693 in at 5.0 ft above base for load combination :W Only Ma-y :Applied 0.0 k-ft Mn-y / Omega: Allowable 3.825 k-ft Along X-X 0.0 in at 0.0 ft above base for load combination PASS Maximum Shear Stress Ratio = 0.01397 : 1 Load Combination +D+0.60W+H Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.1818 k Vn / Omega: Allowable 13.015 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +D+H 0.008 PASS 0.00 ft 2.04 1.00 107.69 107.69 0.000 PASS 0.00 ft +D+L+H 0.008 PASS 0.00 ft 2.04 1.00 107.69 107.69 0.000 PASS 0.00 ft +D+Lr+H 0.008 PASS 0.00 ft 2.04 1.00 107.69 107.69 0.000 PASS 0.00 ft +D+S+H 0.008 PASS 0.00 ft 2.04 1.00 107.69 107.69 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.008 PASS 0.00 ft 2.04 1.00 107.69 107.69 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.008 PASS 0.00 ft 2.04 1.00 107.69 107.69 0.000 PASS 0.00 ft +D+0.60W+H 0.181 PASS 0.00 ft 2.04 1.00 107.69 107.69 0.014 PASS 0.00 ft +D+0.750Lr+0.450W+H 0.137 PASS 0.00 ft 2.04 1.00 107.69 107.69 0.010 PASS 0.00 ft +D+0.750S+0.450W+H 0.137 PASS 0.00 ft 2.04 1.00 107.69 107.69 0.010 PASS 0.00 ft +0.60D+0.60W+0.60H 0.180 PASS 0.00 ft 2.04 1.00 107.69 107.69 0.014 PASS 0.00 ft +D+0.70E+0.60H 0.008 PASS 0.00 ft 2.04 1.00 107.69 107.69 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.008 PASS 0.00 ft 2.04 1.00 107.69 107.69 0.000 PASS 0.00 ft +0.60D+0.70E+H 0.005 PASS 0.00 ft 2.04 1.00 107.69 107.69 0.000 PASS 0.00 ft TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:55PM Steel Column File=C:\Users\EMILIO-1.VAL1Desktop\WORKIN-11FJune1SE01631C1SE01631C_Enercalc_2020-06-12.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . r.r Technology Description : H-flame post Maximum Reactions Note: Only non -zero reactions are listed Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments Wt My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 0.338 +D+L+H 0.338 +D+Lr+H 0.338 +D+S+H 0.338 +D+0.750Lr+0.750L+H 0.338 +D+0.750L+0.750S+H 0.338 +D+0.60W+H 0.338 0.182 -0.678 +D+0.750Lr+0.450W+H 0.338 0.136 -0.508 +D+0.750S+0.450W+H 0.338 0.136 -0.508 +0.60D+0.60W+0.60H 0.203 0.182 -0.678 +D+0.70E+0.60H 0.338 +D+0.750L+0.750S+0.5250E+H 0.338 +0.60D+0.70E+H 0.203 D Only 0.338 Lr Only L Only S Only W Only 0.303 -1.130 E Only H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top " Minimum Reaction, X-X Axis Base Maximum 0.338 " Minimum 0.338 Reaction, Y-Y Axis Base Maximum " Minimum 0.338 Reaction, X-X Axis Top Maximum 0.338 " Minimum 0.338 Reaction, Y-Y Axis Top Maximum 0.338 " Minimum 0.338 Moment, X-X Axis Base Maximum 0.338 " Minimum Moment, Y-Y Axis Base Maximum 0.338 " Minimum 0.338 Moment, X-X Axis Top Maximum 0.338 " Minimum 0.338 Moment, Y-Y Axis Top Maximum 0.338 " Minimum 0.338 Maximum Deflections for Load Combinations -1.130 0.303 -1.130 0.303 -1.130 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.102 in 5.000 ft +D+0.750Lr+0.450W+H 0.0000 in 0.000 ft 0.076 in 5.000 ft +D+0.750S+0.450W+H 0.0000 in 0.000 ft 0.076 in 5.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.102 in 5.000 ft +D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft TAEC 2667 Camino Del Rio South Suite 205 San Diego, CA 92108 Project Title: Stevens Hospital Engineer: EV Project ID: SE01631C Project Descr:Telecommunication Site Printed: 11 JUN 2020, 2:55PM Steel Column File=C:\Users\EMILIO-1.VAL1Desktop\WORKIN-11FJune1SE01631C1SE01631C_Enercalc_2020-06-12.ec6. Software copyright ENERCALC, INC. 1983-2018, BuiId:10.18.12.13 . r.r . .. Description : H-frame post Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.169 in 5.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : Pipe3STD Depth = 3.500 in I xx = 2.85 in^4 J = 5.690 in^4 S xx = 1.63 in"3 Diameter = 3.500 in R xx = 1.170 in Wall Thick = 0.216 in Zx = 2.190 inA3 Area = 2.070 in^2 Iyy = 2.850 in"4 Weight = 7.580 plf S yy = 1.630 inA3 R yy = 1.170 in Ycg = 0.000 in Sketches +Y +X k -5k 0.01kM Connection Calculator https://www.awc.org/calculators/connectioncalc. 160106/ccstyle.asp?des... Design Method Load & Resistance Factor Design (LRFD) Connection Type Lateral loading Fastener Type Lag Screw Loading Scenario `Single Shear Main Member Type Douglas Fir -Larch Main Member Thickness 5.5 in. Main Member: Angle of Load to Grain 0 Side Member Type Steel Side Member Thickness 1/4 in. Side Member: Angle of Load to Grain 0 Washer Thickness 0 in. Nominal Diameter 1/2 in. Length�ll 3 in. Time Effect Factor = 1.0 Wet Service Factor C M = 1.0 End Grain Factor C_eg = 1.0 Temperature Factor C_t = 1.0 Connectio �Id Modes F Im 12735lbs. 43571bs. 1324 lbs. 15331bs. IIIs 1111171bs. IV 111167lbs. Adjusted LRFD Capacity 111117lbs. • Lag Screw bending yield strength of 45000 psi is assumed. • The Adjusted LRFD Capacity is only applicable for lag screws with adequate end distance, edge distance and spacing per NDS chapter 11. • ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 1 of 1 5/21/2019, 5:27 PM Connection Calculator https://www.awc.org/calculators/connectioncalc. 160106/ccstyle.asp?des... Design Method Load & Resistance Factor Design (LRFD) Connection Type Withdrawal loading Fastener Type Lag Screw Loading Scenario ` N/A Main Member Type Douglas Fir -Larch Main Member Thickness 5.5 in. Side Member Type Steel Side Member Thickness 1/4 in. Washer Thickness 0 in. Nominal Diameter 11 1/2 in. Length 3 in. Time Effect Factor = 1.0 Wet Service Factor C M = 1.0 ION End Grain Factor C_eg = 1.0 Temperature Factor C_t = 1.0 <.<l Adjusted LRFD Capacity 1379 • The Adjusted LRFD Capacity pp es to withdrawal of the fastener from the main member. It does not a d pull -through capacity of the fastener in the side member. While every effort has be e insure the accuracy of the information presented, and special effort has been sure that the information reflects the state-of-the-art, neither the America44Voo ouncil nor its members assume any responsibility for any particular design pQqAW from this on-line Connection Calculator. Those using this on-line Connection Cin assume all liability from its use. The Con t' ?ice culator was designed and created by Cameron Knudson, Michael Dodson an avid Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 1 of 1 5/21/2019, 5:29 PM Connection Calculator https://www.awc.org/calculators/connectioncalc. 160106/ccstyle.asp?des... Design Method Allowable Stress Design (ASD) Connection Type Lateral loading Fastener Type Bolt Loading Scenario Single Shear - Wood Main Member Main Member Type Hem -Fir Main Member Thickness 7.5 in. Main Member: Angle o �Fo_ Load to Grain Side Member Type Hem -Fir Side Member Thickness 3.5 in. Side Member: Angle of Load to Grain 0 Fastener Diameter 3/4 in. Load Duration Factor C D = 1.6 Wet Service Factor cm = 1.0 Temperature Factor C_t = 1.0 Connection YieI%Ik9des Im F47O9 Is IIIm IIIs 2530lbs. 'P""V 112386lbs. 42-Y --- juste ASD Capacity 23861bs. VBo � yield strength of 45,000 psi is assumed. T djusted ASD Capacity is only applicable for bolts with adequate end distance, edge stance and spacing per NDS chapter 11. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 1 of 1 5/22/2019, 11:36 AM Connection Calculator https://www.awc.org/calculators/connectioncalc. 160106/ccstyle.asp?des... Design Method�ll Allowable Stress Design (ASD) Connection Type FLateral loading Fastener Typel Lag Screw Loading Scenario ` Single Shear Main Member Type Hem -Fir Main Member Thickness 15.5 in. Main Member: Angle of Load to Grain ; 0 Side Member Type Steel Side Member Thickness 1/4 in. Side Member: Angle o Load to Grain 0 Washer Thickness 10 in. Nominal Diameter 11/2 in. Length) 14 in. Load Duration Factor C D = 1.6 Wet Service Factor I C_M = 1.0 End Grain Factor I C_eg = 1.0 Temperature Factor i C_t = 1.0 Connectio �Id Modes Im 112449lbs. 3228 lbs. 1150 lbs. 13241bs. Ills 117751bs. IV 118041bs. Adjusted ASD Capacity 775 lbs. • Lag Screw bending yield strength of 45000 psi is assumed. • The Adjusted ASD Capacity is only applicable for lag screws with adequate end distance, edge distance and spacing per NDS chapter 11. • ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 1 of 1 6/11/2020, 3:07 PM Connection Calculator https://www.awc.org/calculators/connectioncalc. 160106/ccstyle.asp?des... Design Method Allowable Stress Design (ASD) Connection Type Withdrawal loading Fastener Typel Lag Screw Loading Scenario ` N/A Main Member Type 11 Hem -Fir Main Member Thickness 15.5 in. Side Member Type I Steel Side Member Thickness 11/4 in. Washer Thickness I 0 in. Nominal Diameter � 1/2 in. Length r4 in. Load Duration Factor CD = 1.6 Wet Service Factor I C_M = 1.0 End Grain Factor I C_eg = 1.0 Temperature Factor C_t = 1.0 Adjusted ASD Capacity 1036 'IF; lh* • The Adjusted ASD Capacity p s to withdrawal of the fastener from the o main member. It does not a d pull -through capacity of the fastener in the side member. While every effort has be e insure the accuracy of the information presented, and special effort has been sure that the information reflects the state-of--the-art, neither the America oo ouncil nor its members assume any responsibility for any particular design pC19AW from this on-line Connection Calculator. Those using this on-line Connection C4e"kik assume all liability from its use. The Con t ?ice culator was designed and created by Cameron Knudson, Michael Dodson an avid Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 1 of 1 6/11/2020, 3:05 PM UNISTRUT ,. P1000® WGR HG PG PL 9.5T141.3 22 7- 9.5 71 23.2 41.3 + 1 18.0 2 Wt/100 Ft:189 Lbs (281 kg/100 m) Allowable Moment 5,070 In-Lbs (570 N•m) 12 Gauge Nominal Thickness .105" (2.7mm) P1001 GR HG PG PL P1000 DS Slots are 2 3/4" (69.9) x 7/a" (22.2) 31IT (88.9) on Center 3/4" (19.1) Pipe Clamps can be Mounted on Both Sides H'—h — —I i O 4 2 <� G P1000 H3 4SPdUG PG PL Nor 9/ 4 ia. Holes 7A" .6) on Center Wt1100 Ft: 378 Lbs (562 kg/100 m) Allowable Moment 14,360 In-Lbs (1,620 N•m) 12 Gauge Nominal Thickness .105" (2.7mm) P1000 HS GR HG PG PL s/6" (14.3) Dia. Holes 1 7W (47.6) on Center Wt/100 Ft: 173 Lbs (257 kg/100 m) Wt1100 Ft: 175 Lbs (260 kg/100 m) Wt/100 Ft: 185 Lbs (275 kg1100 m) P1000 KO P1000 SL GR HG PG PL P1000 T GR HG PG PL Slots are 7W (22.2) Knockouts 3" (76.2) x 13/if (10.3) Slots are 6" (152.4) on Center 4" (101.6) on Center 11%" (28.6) x /16" (14.3) 2" (50.8) on Center %i 1„ 1 3/16" J (25.4) 7 �� (30.2) (22.2) (12.7) WU100 Ft: 190 Lbs (283 kg/100 m) Wt/100 Ft: 185 Lbs (275 kg/100 m) Wt/100 Ft: 185 Lbs (275 kg1100 m) CHANNEL NUTS (REFER TO PAGES 73,74 FOR DETAILS) SEE PAGE 73, 74 P1006-0832 P1006-1024 P1006-1420 17 IT P1007 P1008 P1009 P1010 10 P1008T P1024 P1006T1420 P101212S P1010T P1023S P1012 WITt P102323 P1024S IftP3006-0832 P3006-1024 P3006-1420 P3007 P3008 P3009 P3010 P3016-0632 P3016-0832 P3016-1024 P3016-1420 Channel Finishes: PL, GR, HG, PG, ZD; Standard Lengths: 10' & 20' CORE PRODUCTS - TYPICALLY AVAILABLE FROM STOCK UNISTRUT' P1000 - BEAM LOADING Max. Allowable Defl. at Uniform Uniform Loading at Deflection Span Uniform Load Load Span1180 Span/240 Span1360 In Lbs In Lbs Lbs Lbs 24 1,690 0.06 1,690 1,690 1,690 36 1,130 0.13 1,130 1,130 900 48 850 0.22 850 760 500 60 680 0.35 650 480 320 72 560 0.50 450 340 220 84 480 0.68 330 250 160 96 420 0.89 250 190 130 108 380 1.14 200 150 100 120 340 1.40 160 120 80 144 280 2.00 110 80 60 168 240 2.72 80 60 40 192 210 3.55 60 50 NR 216 190 4.58 50 40 NR 240 170 5.62 40 NR NR P1000 - COLUMN LOADING Unbraced Max. Allowable Load at Maximum Column Load Applied at C.G. 00, Height Slot Face K = 0.65 K = 0.80 K =1.0 K 14 In Lbs Lbs Lbs Lbs 24 3,550 10,740 9,890 8,770 7 0 36 3,190 8,910 7,740 6,390 48 2,770 7,260 6,010 4, 3, 00 60 2,380 5,910 4,690 6 2,960 72 2,080 4,840 3,800 2,400 84 1,860 4,040 3,200 1,980 96 1,670 3,480 N2,110 1,660 108 1,510 3,050 1,810 ** 120 1,380 2,700 ** ** 144 1,150 2 60 ** ** 0 P10001P1001 -ELEMENTS OF SECTION Parameter P1000 P1001 Area of Section 0.555 Inz 1.111 Inz Axis 1-1 Moment of Inertia (1) 0.185 In4 0.928 In' Section Modulus (S) 0.202 Ina 0.571 Ina Radius of Gyration (r) 0.577 In 0.914 In Axis 2-2 Moment of Inertia (1) 0.236 In4 0.471 In4 Section Modulus (S) 0.290 Ina 0.580 Ina Radius of Gyration (r) 0.651 In 0.651 In P1001 - BEAM LOADING Defl. at Uniform Loading at Deflection Max. Allowable Uniform Span Uniform Load Load Span1180 Span/240 Span1360 In Lbs In Lbs Lbs Lbs 24 3,500* 0.02 3,500* 3,50W 3,500* 36 3,190 0.07 3,190 3,190 3,190 48 2,390 0.13 2,390 2,390 2,390 60 1,910 0.20 1,910 1,910 1,620 72 1,600 0.28 1,600 1,600 1,130 84 1,370 0.39 1,370 1,240 830 96 1,200 0.51 1,200 950 630 108 1,060 0.64 1,000 750 500 120 960 0.79 810 610 410 144 800 1.14 560 420 280 168 680 1. 410 310 210 192 600 02 320 240 160 216 530 250 190 130 240 480 3.16 200 150 100 'Okoo P1 LUMN LOADING NUraced Max. Allowable Maximum Column Load Applied at C.G. Load Height at Slot Face K = 0.65 K = 0.80 K =1.0 K =1.2 In Lbs Lbs Lbs Lbs Lbs 24 6,430 24,280 23,610 22,700 21,820 36 6,290 22,810 21,820 20,650 19,670 48 6,160 21,410 20,300 18,670 16,160 60 6,000 20,210 18,670 15,520 12,390 72 5,620 18,970 16,160 12,390 8,950 84 5,170 16,950 13,630 9,470 6,580 96 4,690 14,890 11,190 7,250 5,040 108 4,170 12,850 8,950 5,730 3,980 120 3,690 10,900 7,250 4,640 ** 144 2,930 7,630 5,040 ** ** Notes: * Load limited by spot weld shear. ** KL/r > 200 NR = Not Recommended. 1. Beam loads are given in total uniform load (W Lbs) not uniform load (w Ibs/ft or w Ibs/in). 2. Beam loads are based on a simple span and assumed to be adequately laterally braced. Unbraced spans can reduce beam load carrying capacity. Refer to Page 62 for reduction factors for unbraced lengths. 3. For pierced channel, multiply beam loads by the following factor: "KO" Series ....... 95% "T" Series ..........85% "HIS" Series ....... 90% "SL" Series ........ 85% "H3" Series ........ 90% "IDS" Series ........ 70% 4. Deduct channel weight from the beam loads. 5. For concentrated midspan point loads, multiply beam loads by 50% and the corresponding deflection by 80%. For other load conditions refer to page 18. 6. All beam loads are for bending about Axis 1-1.