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Specifications o- 03.Z4 Z I,lotpc3 su)Q,G-n4 Nee BROWN AND Project Number: 154061 Date: September 9, 2020 CA L D W E L L Engineer of Record: jon Harper, S.E. RECEIVED CLEAN WATER SERVICES SEP 21 2020 DURHAM ADVANCED WASTEWATER TREATMENT FACILITYc;rY OF'IGARD FOG TANK RETROFIT BUILDING DIVISION STRUCTURAL CALCULATIONS DESIGN CRITERIA: Codes/Standards, Loads, Materials, Forces DC1 - DC8 CMU WALL: Calculations CW1 - CW4 PEMP FOUNDATION: Static Calculations PS1 - PS7 Lateral Calculations PL1 - PL6 Anchor Bolt Calculations PA1 - PA8 3 PRoc' ��{� G I N ep Q� f / 073 • Q TjyAN F. Y051- EXPIRES:EV30/ 02 .**- ','';€"..0 s.:y W.411L-7 kt,5 §:�:.r .Z °` -: R,.'r`x 7F #writ v b $:o- '�YY''.iA t% Gi`IK ,D� +' "yt=^ .E`•� f iZ.` Page 1of1 DC 1 Design Criteria NOTE: PEMB Design and FOG Tank & Platforms are Deferred Submittals • DC 2 DRAFT TECHNICAL MEMORANDUM 4-GEOTECHNICAL 5.0 General Recommendations 5.1 Structure Foundations The proposed Brown Grease Receiving Facility can be founded on a shallow foundation. The proposed Cogeneration Facility can be founded on either a shallow slab foundation or on a pile-supported foundation. Use of a shallow foundation would require that it be designed to accommodate between 2 and 4 inches of seismically induced liquefaction settlement per the life safety requirements of IBC. The facility should also include base isolation beneath generators to minimize equipment vibration that could otherwise lead to consolidation of subsurface materials. The use of a pile-supported foundation system would minimize the risk of facility damage due to seismically induced settlement and would also minimize the potential of settlement due to equipment vibrations. Additional geotechnical analyses,and potentially an additional soil boring may be necessary for design of a pile-supported structure, depending on dead and live loads. Selection of shallow or pile-supported foundation system for the Cogeneration Facility should be made by Clean Water Services. Preliminary foundation design recommendations for shallow foundations,which will be confirmed or revised during design, are outlined in Table 4-2. TABLE 4-2 Preliminary Foundation Design Recommendations Description Recommendations Bearing Material Minimum 8 inches of imported granular fill over native loose to medium dense silt sand. Remove deleterious a -ri. a I r-.la e ith me.rt . granular fill. New Allowable Bearing Pressure* 2,000 pounds per square foot v inimum Dimensions o umn oo mg wig h: 4 inc es Wall footing width: 16 inches Minimum Embedment Depth Below Finished Grade Frost depth 'Equals bearing pressure in excess of overburden pressure. 5.2 Onsite Borrow Most of the material excavated from the site may be used as general earthfill and can be used for general site grading. Soil used as earthf ill material should generally consist of sand and silty sand with less than 40 percent silt and should be nonplastic. From existing geotech report titled, "TM_4_Geotechnical_Durham_Cogen_SDR11112011 " Dated Nov 16th, 2011 by CH2M Hill 6 TM_GEOTECHNICAL 11112011 UPDATED DLT DC 3 WORST CASE FRAME LOADS (KIPS) - PRELIMINARY Project it: 300604 Project Name: Brown and Caldwell Building Date:05/19/2020 O COAIN IJNE 1 2 W ON Lim 77 UP* KM -3.0 HORIZ. H p , J IV w *Uplift is a net fo e. These are preliminary factored loads. To be conservative these were factored by an additional 1 .6 and used in foundation design for the building. These were combined as live loads DC 4 I mm mXoo o Nmm d Ixll 1, 1 o oo snn� Itoa x mu) oca -umm t =a' Y='a s L;oo SZ dry I 000 I I i i4 A I D 2I V LOO OO {{{111I dd I Ix er. L CC m 5M3 tAmm Preliminary uncombined loads from the PEMB mfr, not used 1/15/2020 ATC Hazards by Location .CITC Hazards by Location DC 5 Search Information Coordinates: 45.401596, -122.7649931 , = 180 ft Elevation: 180 ft Timestamp: 2020-01-15T19:08:11.435Z Hazard Type: Seismic i4t,;., .,,, t anti Piyk Reference ASCE7-16 tEP Document: Durham Go Risk Category: Ill Map i Report a map error Site Class: D-default Basic Parameters Name Value Description SS 0.849 MCER ground motion(period=0.2s) S1 0.391 MCER ground motion(period=1.0s) SMs 1.019 Site-modified spectral acceleration value S„ * n II Si e- odi ied sp-ctr. a cel-ration val.e SDS 0.679 Numeric seismic design value at 0.2s SA See next page SDI *null Numeric seismic design value at 1.0s SA -e " e I• .•.: "Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s F, *null Site amplification factor at 1.0s CRS 0.885 Coefficient of risk(0.2s) CR1 0.866 Coefficient of risk(1.0s) PGA 0.386 MCEG peak ground acceleration _ FpGA 1.214 Site amplification factor at PGA PGAM 0.469 Site modified peak ground acceleration TL 16 Long-period transition period (s) https://hazards.atcouncil.org/#/seismic?lot=45.401596&Ing=-122.7649931&address= 1/2 1/15/2020 ATC Hazards by Location SsRT, 0.849 Probabilistic risk-targeted ground motion (0.2s) SsUH 0.959 Factored uniform-hazard spectral acceleration(2%probability of DC 6 exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.391 Probabilistic risk-targeted ground motion (1.0s) S1 UH 0.451 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) * See Section 11.4.8 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 provided by the U.S. Geological Survey Seismic Design Web Services. 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. https://hazards.atcouncil.org/#/seismic?lat=45.401596&Ing=-122.7649931&address= 2/2 Company JOB TITLE Address DC 7 • City,State JOB NO. SHEET NO. Phone CALCULATED BY DATE 7/14/20 CHECKED BY DATE Seismic Loads: ASCE 7- 16 Strength Level Forces Risk Category: III Importance Factor(I) : 1.25 Site Class :)-code defaul • Ss(0.2 sec)= 84.90%g S1 (1.O sec)= 39.10%g Fa= 1.200 Sms= 1.019 SDs= 0.679 Design Category= D Fv= 1.909 Sm1 = 0.746 SD1 = 0.498 Design Category= D Seismic Design Category= D Redundancy Coefficient p= 1.30 Number of Stories: 5 Structure Type:All other building system: Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: No Building System: Structural steel systems not specifically detailed for seismic resistance Seismic resisting system: Structural steel systems not specifically detailed for seismic resistance System Structural Height Limit:System not permitted for this seismic design category Actual Structural Height(hn)=38.3 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient(R)= 3 Over-Strength Factor(Oo)= 3 Deflection Amplification Factor(Cd) 3 SDs= 0.679 SD1 = 0.498 Seismic Load Effect(E)= Eh+/-Ev = p CE+/_0.2SDs D = 1.3Qe+/_ 0.136D QE=horizontal seismic fora Special Seismic Load Effect(Ern) Emh+/_Ev= Oo CE+/-0.2SDs D =3Qe+/- 0.136D D=dead loac PERMITTED ANALYTICAL PROCEDURES Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permittec Building period coef. (CT)= 0.020 Cu= 1.40 Approx fundamental period(Ta) CTho= 0.308 sec x=0.75 Tmax=CuTa= 0.431 User calculated fundamental period(T)= sec Use T= 0.308 Long Period Transition Period(TL)= ASCE7 map= error Seismic response coef. (Cs)= SDsI/R= 0.283 need not exceed Cs= Sd1 I TL/RT^2= 0.000 but not less than Cs= 0.044Sdsl= 0.037 USE Cs= 0.037 Design Base Shear V=error,you need to enter TL(see link to right Model&Seismic Response Analysis - Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Aa= 0.015hsx where hsx is the story height below level x Company JOB TITLE Address • City, State JOB NO. SHEET NO.- DC 8 Phone CALCULATED BY DATE ., , ,,__ CHECKED BY DATE Wind Loads - Other Structures: ASCE 7- 16 Ultimate Wind Pressures Wind Factor= 1.00 Gust Effect Factor (G)= 0.85 Ultimate Wind Speed= 120 mph Kzt= 1.00 Exposure= C A. Solid Freestanding Walls &Solid Signs (&open signs with .•ss than 30%open) s/h= 1.00 Case A&B Dist to sign top(h) 10.0 ft B/s= 2.80 Cf = 1.38 Height (s) 10.0 ft Lr/s= 0.00 F=qz G Cf As = 31.2 As Width (B) 28.0 ft Kz = 0.849 As= 280.0 sf Wall Return(Lr)= qz= 26.6 p- F = 8736 lbs Directionality (Kd) 0.85 Percent of open area Open reduction CaseC to gross area 0.0% factor= 1.00 Horiz dist from windward edge Cf F=caGCfAs(psf) Case C reduction factors 0 to s 2.02 45.8 As Factor if s/h>0.8= 0.80 s to 2s 1.33 30.0 As Wall return factor 2s to 3s 0.92 20.8 As forCfatOtos= 1.00 B. Open Signs&Single-Plane Open Frames(openings 30%or more of gross area) Height to centroid of Af(z) 15.0 ft Kz = 0.849 Base pressure(qz)= 26.6 psf Width(zero if round) 0.0 ft Diameter(zero if rect) 2.0 ft D(qz)^.5= 10.31 F=q,G Cf Af = 24.9 Af Percent of open area 1 = 0.65 Solid Area:Af = 10.0 sf to gross area 35.0% Cf = 1.1 F = 249 lbs Directionality (Kd) 0.85 C.Chimneys, Tanks, &Similar Structures Height to centroid of Af(z) 15.0 ft Kz = 0.849 Cross-Section Square Base pressure(qz)= 28.2 psf Directionality (Kd) 0.90 h/D = 15.00 Height (h) 15.0 ft Width (D) 1.0 ft Type of Surface N/A Square(wind along diagonal) Square(wind normal to face) Cf = 1.28 Cf = 1.67 F=qz G Cf Af = 30.6 Af F=qz G Cf Af = 39.9 Af Af = sf Ar = 10.0 sf F= 0 lbs F = 399 lbs D. Trussed Towers Height to centroid of Af(z) 15.0 ft Kz = 0.849 e = 0.27 Base pressure(qz)= 29.7 psf Tower Cross Section triangle Member Shape flat Diagonal wind factor= 1 Directionality (Kd) 0.95 Round member factor= 1.000 Triangular Cross Section Cr = 2.38 F=g2GCfAf = 60.1 Af 48,6 Solid Area:Af = 10.0 sf F = 601 lbs owl C U all Title Block Line 1 Project Title: , You can change this area Engineer: • using the"Settings"menu item Project ID: C W 2 and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:14 JUL 2020, 1.34PM Masonry Slender Wall File:PEMI3.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.31 Lic.#:KW-06001884 BROWN&CALDWELL DESCRIPTION: CMU Wall Code References Calculations per ACI 530-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2018 - General Information Calculations per ACI 530-11,IBC 2012,CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry F'm = 2.0 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Dell Ratio 0.0 Fr-Rupture = 61.0 psi Rebar"d"distance 3.750 in Em=fm* = 900.0 o-er.-v •e•er. . •iinimum Vertical Steel% = 0.0020 Max%of p bal. = 0.009813 Bar Size # 6 Grout Density = 140 pcf Bar Spacing 24 in Block Weight Medium Weight Wall Weight = 78.0 psf Wall is Solid Grouted #6 @ 24" EW One-Story Wall Dimensions A Clear Height = 10.0 ft B Parapet height = ft- B Wall Support Condition Top Free, Bottom Fix Blot Attachment A Floor Attachment Vertical Loads Vertical Uniform Loads.. (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 4.0 in 0.90 klft Concentric Load kfft Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 45.80 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 S DS I = 0.850 Fp Wall WI' 0.340 = .. 2i ps 0.68 * 1.25 = 0.85 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID:Project Descr: Ct V V n l and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:14 JUL 2020. 1:34PM Masonry Slender Wall File:PEMB.ec6 Lie.#:KW-06001884 Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.31 BROWN CALDWELL DESCRIPTION: CMU Wall . DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values. .. Allowable Values... PASS . Iment Capacity Check Maximum Bending Stress Ratio = 0.7333 +1.20D+W Max Mu -2.694 k-ft Phi^Mn 3.674 k-ft PASS S:rvice Deflection Check Actual Deft.Ratio L/ 205 Allowable Defl.Ratio 150.0 W Only Max.Deflection 1.169 in /2 for Cantilever PASS ',ial Load Check Max Pu/Ag 22.101 psi Max.Allow.Defl. 1.60 in +1.20D+W Location 0.1667 ft 0.2*fm 400.0 psi PASS R inforcing Limit Check Actual As/bd 0.004731 Max Allow As/bd 0.01036 Maximum Reactions... for Load Combination.... Top Horizontal I 0 reactions, Base Horizontal W Only 0.4580 k Vertical Reaction +D+0.60W 1.680 k see found. Design Maximum Combinations-Moments CaiCs Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6" Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal --......... k -.-- k k-ft ...._-_- k-ft k-ft in^2 +1.40D at 0.00 to 0.33 2.352 36.480 0.59 0.42 0.90 3.75 0.220 0.0047 0.0104 +1.20D at 0.00 to 0.33 2.016 36.480 0.59 0.36 0.90 3.67 0.220 0.0047 0.0102 +1.20D+0.50W at 0.00 to 0.33 2.016 36.480 0.59 1.53 0.90 3.67 0.220 0.0047 0.0102 +1.20D+W at 0.00 to 0.33 2.016 36.480 0.59 2.69 0.90 3.67 0.220 0.0047 0.0102 +1.200+E at 0.00 to 0.33 2.016 36.480 0.59 1.71 0.90 3.67 0.220 0.0047 0.0102 +0.90D+W at 0.00 to 0.33 1.512 36.480 0.59 2.59 0.90 3.56 0.220 0.0047 0.0101 +0.900+E at 0.00 to 0.33 1.512 36.480 0.59 1.61 0.90 3.56 0.220 0.0047 0.0101 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in^4 in^4 in^4 in D Only at 9.67 to 10.00 0.926 0.59 0.30 443.30 33.93 443.300 0.031 7,637.0 +D+0.60W at 9.67 to 10.00 0.911 0.59 0.30 443.30 33.90 443.300 0.786 305.4 +D+0,70E at 9.67 to 10.00 0.921 0.59 0.30 443.30 33.92 443.300 0.448 535.7 +0+0.450W at 9.67 to 10.00 0.919 0.59 0.30 443.30 33.92 443.300 0.526 456.6 +D+0.5250E at 9.67 to 10.00 0.924 0.59 0.30 443.30 33.93 443.300 0.274 876.4 +0.600+0.60W at 9.67 to 10.00 0.550 0.59 0.18 443.30 33.25 443.300 0.655 366.7 +0.600+0.70E at 9.67 to 10.00 0.554 0.59 0.18 443.30 33.26 443.300 0.322 744.7 W Only at 9.67 to 10.00 0.004 0.59 0.00 443.30 32.24 443.300 1.169 205.3 E Only at 9.67 to 10.00 0.001 0.59 0.00 443.30 32.24 443.300 0.436 550.0 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 1.680 k +D+0.60W 0.3 k 0.00 k 1.680 k +D+0.70E 0.2 k 0.00 k 1.680 k - +0+0.450W 0.2 k 0.00 k 1.680 k +D+0.5250E 0.1 k 0.00 k 1.680 k +0.60D+0.60W 0.3 k 0.00 k 1.008 k +0.60D+0.70E 0.2 k 0.00 k 1.008 k W Only 0.5 k 0.00 k 0.000 k Title Block Line 1 Project Title: You,can change this area Engineer: • using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: C W 4 Title Block"selection. Title Block Line 6 Printed:14 JUL 2020, 1 34PM Masonry Slender Wall File:PEMB.ec6 Software copyright ENERCALC INC.1983-2020,Build:12 20 5 31 Lie.#:KW-06001884. r c 'BROWN&CALDWELL. DESCRIPTION: CMU Wall E Only 0.3 k 0.00 k 0.000 = 0.265 k Ps1 PEMP Foundation PS2 tatic Title Block Line 1 Project Title: , You,can change this area Engineer: • using the"Settings"menu item Project ID: PS 3 and then using the"Printing& Project Descr: PS Block"selection. Title Block Line 6 _ Printed'14 JUL 2020, 1 44PM General Footing File:PEMB.ec6 Lic.#:KW-08007884 Software copyright ENERCALC,INC.1983-2020,Build:12.20-5.31 - " BROWN&CALDWELL DESCRIPTION: PEMB Footing-Static • Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-16 • General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 4.50 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,865.20 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than Use Pedestal wt for stability,mom&shear No = ft Footing is 3'-0",however with taper say ok- Dimensions Width parallel to X-X Axis = 3.50 ft 10'wide section=trib between pemb legs. • Length parallel to Z-Z Axis = 10.0 ft Footing Thickness = 24.0 in Load location offset from footing center... ex:PdI to X-X Axis = 7.2 in in Pedestal dimensions... o px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... ,, at Bottom of footing = 3.0 in - m Calculate center of static dead/live load: Reinforcing i 32""9k+15"*6k =7.2" = ' ; Bars parallel to X-X Axis 15k Number of Bars = 11.0 #7 @ 12 EW,with 10'-0"trib Reinforcing Bar Size = # 7 Bars parallel to Z-Z Axis Number of Bars = 4.0 . Reinforcing Bar Size - # 7 ;. Bandwidth Distribution Check (ACI 15.4.4.2) r • 3 %f s =s: Direction Requiring Closer Separation p . Bars along X-X Axis r #Bars required within zone 51.9% #Bars required on each side of zone 48.1 % Applied Loads Anima Ilk._ D Lr MI& S W E H P:Column Load = 16.80 12.640 k OB:Overburden = ksf M-xx M-zz = k-ft - — k-ft V-x = k V-z = 3.040 0.0 0.0 k 7.9k* 1.6=12.64k 1.68 k*10'(See previous) 1.9k*1.6=3.04k (See max vertical load from PEMB MFR,conservative) Title Block Line 1 Project Title: You,can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: PS 4 Title Block"selection. Title Block Line 6 Printed:14 JUL 2020, 144PM General Footing File:PEMB.ecfi Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.31 Lic.#:KW-06001884 BROWN&CALDWELL DESCRIPTION: PEMB Footing-Static . DESIGN SUMMARY . Min.Ratio Item Applied Capacity vernin Load Combination PASS 0.9990 Soil Bearing 1.998 ksf 2.0 ksf +D+L+H about Z-Z axis - PASS 32.845 Overturning-X-X 6.080 k-ft 199.70 k-ft +D+L+H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS 4.517 Sliding-Z-Z 3.040 k 13.732 k +D+L+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02252 Z Flexure(+X) 1.376 k-ft/ft 61.089 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.02252 Z Flexure(-X) 1.376 k-ft/ft 61.089 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2493 X Flexure(+Z) 15.812 k-ft/ft 63.417 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2055 X Flexure(-Z) 13.033 k-ft/ft 63.417 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS n/a 1-way Shear(+X) 0.0 psi 100.623 psi n/a PASS 0.003961 1-way Shear(-X) 0.3985 psi 100.623 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1647 1-way Shear(+Z) 16.573 psi 100.623 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1356 1-way Shear(-Z) 13.646 psi 100.623 psi +1.20D+0.5OLr+1.60L+1.60H PASS 0.1035 2-way Punching 20.833 psi 201.246 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results - Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio • X-X,+D+H 2.0 n/a 0.0 0.780 0.780 n/a n/a 0.390 X-X,+D+L+H 2.0 n/a 1.827 1.038 1.244 n/a n/a 0.622 X-X,+D+Lr+H 2.0 n/a 0.0 0.780 0.780 Ma n/a 0.390 X-X,+D+S+H 2.0 nla 0.0 0.780 0.780 n/a n/a 0.390 X-X,+D+0,750Lr+0.750L+H 2.0 n/a 1.488 0.9735 1.128 n/a n/a 0.564 X-X,+D+0.750L+0.750S+H 2.0 n/a 1.488 0.9735 1.128 n/a n/a 0.564 X-X,+D+0.60W+H 2.0 n/a 0.0 0.780 0.780 n/a n/a 0.390 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 1.488 0.9735 1.128 n/a n/a 0.564 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 1.488 0.9735 1.128 n/a n/a 0.564 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.4680 0.4680 n/a n/a 0.234 X-X,+D+0.70E+0.60H 2.0 n/a 0.0 0.780 0.780 n/a n/a 0.390 X-X.+D+0.750L+0.750S+0.5250E+H 2.0 n/a 1.488 0.9735 1.128 n/a n/a 0.564 X-X,+0.60D+0.70E+H 2.0 n/a 0.0 0.4680 0.4680 n/a n/a 0.234 Z-Z,+D+H 2.0 4.431 n/a n/a n/a 0.2912 1.269 0.635 Z-Z,+D+L+H 2.0 5.307 n/a n/a n/a 0.2846 1.998 0.999 Z-Z,+D+Lr+H 2.0 4.431 n/a n/a n/a 0.2912 1.269 0.635 Z-Z,+D+S+H 2.0 4.431 n/a n/a n/a 0.2912 1.269 0.635 Z-Z,+D+0.750Lr+0.750L+H 2.0 5.145 Ma n/a n/a 0.2863 1.815 0.908 Z-Z,+D+0.750L+0.750S+H 2.0 5.145 n/a n/a n/a 0.2863 1.815 0.908 Z-Z,+D+0.60W+H 2.0 4.431 n/a n/a n/a 0.2912 1.269 0.635 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 5.145 n/a n/a n/a 0.2863 1.815 0.908 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 5.145 n/a n/a n/a 0.2863 1.815 0.908 Z-Z,+0.60D+0.60W+0.60H 2.0 4.431 n/a n/a n/a 0.1747 0.7613 0.381 Z-Z,+D+0.70E+0.60H 2.0 4.431 n/a n/a n/a 0.2912 1.269 0.635 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 5.145 n/a n/a n/a 0.2863 1.815 0.908 Z-Z,+0.60D+0.70E+H 2.0 4.431 n/a n/a n/a 0.1747 0.7613 0.381 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H 6.080 k-ft 199.70 k-ft 32.845 OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H 4.560 k-ft 183.90 k-ft 40.329 OK - X-X,+D+0.750L+0.750S+H 4.560 k-ft 183.90 k-ft 40.329 OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H 4.560 k-ft 183.90 k-ft 40.329 OK X-X,+D+0,750L+0.750S+0.450W+H 4.560 k-ft 183.90 k-ft 40.329 OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: , You can change this area Engineer: • using the"Settings.'menu item Project ID: PS and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:14 JUL 2020, 1:44PM General Footing File:PEMB.ec6 Lie.#is KW-060018$4 Software copyrght ENERCALC,INC.1983-2020,Build:12.20.5.31 BROWN 8,CALDWELL DESCRIPTION: PEMB Footing-Static " Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status • X-X,+D+0.70E+0.60H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.5250E+H 4.560 k-ft 183.90 k-ft 40.329 OK X-X,+0.60D+0.70E+H None 0.0 k-ft nfinity OK Z-Z,+D+H None 57.855 k-ft nfinity OK Z-Z,+D+L+H None 87.559 k-ft nfinity OK Z-Z,+D+Lr+H None 57.855 k-ft nfinitv OK Z-Z,+D+S+H None 57.855 k-ft nfinitv OK Z-Z,+D+0.750Lr+0.750L+H None 80.133 k-ft nfinity OK Z-Z,+0+0.750L+0.750S+H None 80.133 k-ft nfinity OK Z-Z,+D+0.60W+H None 57.855 k-ft nfinity OK Z-Z,+D+0.750Lr+0.750L+0.450W+H None 80.133 k-ft nfinitv OK Z-Z,+D+0.750L+0.7505+0.450W+H None 80.133 k-ft nfinitv OK Z-Z,+0.60D+0.60W+0.60H None 34.713 k-ft nfinity OK Z-Z,+D+0.70E+0.60H None 57.855 k-ft nfinity OK Z-Z,+D+0.750L+0.7505+0.5250E+H None 80.133 k-ft nfinitv OK Z-Z,+0.60D+0.70E+H None 34.713 k-ft nfinitv OK Sliding Stability All units k Force Application Axis - Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X,+D+H 0.0 k 13.190 k No Sliding OK X-X,+D+L+H 0.0 k 16.982 k No Sliding OK • X-X,+D+Lr+H 0.0 k 13.190 k No Sliding OK X-X,+D+S+H 0.0 k 13.190 k No Sliding OK X-X,+D+0.750Lr+0.750L+H 0.0 k 16.034 k No Sliding OK X-X,+D+0.750L+0.750S+H 0.0 k 16.034 k No Sliding OK X-X,+D+0.60W+H 0.0 k 13.190 k No Sliding OK X-X,+D+0.750Lr+0.750L+0.450W+H 0.0 k 16.034 k No Sliding OK X-X,+D+0.750L+0.750S+0.450W+H 0.0 k 16.034 k No Sliding OK X-X,+0.60D+0.60W+0.60H 0.0 k 9.914 k No Sliding OK X-X,+D+0.70E+0.60H 0.0 k 13.190 k No Sliding OK X-X,+D+0.750L+0.7505+0.5250E+H 0.0 k 16.034 k No Sliding OK X-X,+0.60D+0.70E+H 0.0 k 9.914 k No Sliding OK Z-Z,+D+H 0.0 k 9.940 k No Sliding OK Z-Z,+D+L+H 3.040 k 13.732 k 4.517 OK Z-Z,+D+Lr+H 0.0 k 9.940 k No Sliding OK Z-Z,+D+S+H 0.0 k 9.940 k No Sliding OK Z-Z,+D+0.750Lr+0,750L+H 2.280 k 12.784 k 5.607 OK Z-Z,+D+0.750L+0.750S+H 2.280 k 12.784 k 5.607 OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 6.664 k No Sliding OK Z-Z,+D+0.70E+0.60H 0.0 k 9.940 k No Sliding OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2.280 k 12.784 k 5.607 OK Z-Z,+0.60D+0.70E+H 0.0 k 6.664 k No Sliding OK Z-Z,+D+0.60W+H 0.0 k 9.940 k No Sliding OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.280 k 12.784 k 5.607 OK Z-Z,+D+0.750L+0.7505+0.450W+H 2.280 k 12.784 k 5.607 OK Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in"2 in"2 in^2 k-ft X-X,+1.40D+1.60H 8.40 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.40D+1.60H 8.40 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 15.812 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 13.033 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK - X-X,+1.20D+1.60L+0.50S+1.60H 15.812 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+1.60L+0.505+1.60H 13.033 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+1.60Lr+L+1.60H 12.583 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+1.60Lr+L+1.60H 10.846 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK - X-X,+1.20D+1.60Lr+0.50W+1.60H 7.20 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 7.20 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+L+1.60S+1.60H 12.583 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+L+1.60S+1.60H 10.846 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK f Title Block Line 1 Project Title: , You can change this area Engineer: using the"Settings"menu item Project ID:and then using the"Printing& Project Descr: P S 6 Title Block"selection. Title Block Line 6 Printed:14 JUL 2020. 1:44PM General Footing File:PEMB.ec6 g Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.31 Lic.#:KW-06001884 BROWN&CALDWELL DESCRIPTION: PEMB Footing-Static Footing Flexure Mu Side Tension As Re 'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Surface in^2Q n^2 n^2 k-ft Status . X-X,+1.20D+1.60S+0.50W+1.60H 7.20 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+1.60S+0.50W+1.60H 7.20 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+0.50Lr+L+W+1.60H 12.583 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+0.50Lr+L+W+1.60H 10.846 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+L+0.50S+W+1.60H 12.583 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X.+1.20D+L+0.50S+W+1.60H 10.846 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+0.90D+W+1.60H 5.40 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X.+0.90D+W+1.60H 5.40 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+L+0,20S+E+1.60H 12.583 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X.+1.20D+L+0.20S+E+1.60H 10.846 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+0.90D+E+0.90H 5.40 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+0.90D+E+0.90H 5.40 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK Z-Z,+1.40D+1.60H 0.8014 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.40D+1.60H 0.8012 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.376 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.376 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.376 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+120D+1.60L+0.505+1.60H 1.376 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+1.60Lr+L+1.60H 1.118 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK _Z-Z,+1.20D+1.60Lr+L+1.60H 1.117 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.6869 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.6868 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+L+1.60S+1.60H 1.118 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK -Z-Z,+1.20D+L+1.605+1.60H 1.117 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+1.605+0.50W+1.60H 0.6869 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+120D+1.605+0.50W+1.60H 0.6868 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+0.50Lr+L+W+1.60H 1.118 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+0.50Lr+L+W+1.60H 1.117 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+120D+L+0.50S+W+1.60H 1.118 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+120D+L+0.50S+W+1.60H 1.117 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+0.90D+W+1.60H 0.5152 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+0.90D+W+1.60H 0.5151 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+120D+L+0.20S+E+1.60H 1.118 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+L+0.20S+E+1.60H 1.117 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+0.90D+E+0.90H 0.5152 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+0.90D+E+0.90H 0.5151 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 0.23 psi 0.00 psi 8.80 psi 8.80 psi 8.80 psi 100.62 psi 0.09 OK +1.20D+0.50Lr+1.60L+1.60H 0.40 psi 0.00 psi 13.65 psi 16.57 psi 16.57 psi 100.62 psi 0.16 OK +1.20D+1.60L+0.50S+1.60H 0.40 psi 0.00 psi 13.65 psi 16.57 psi 16.57 psi 100.62 psi 0.16 OK +1.20D+1.60Lr+L+1.60H 0.32 psi 0.00 psi 11.36 psi 13.19 psi 13.19 psi 100.62 psi 0.13 OK +1.20D+1.60Lr+0.50W+1.60H 0.20 psi 0.00 psi 7.54 psi 7.54 psi 7.54 psi 100.62 psi 0.07 OK +1.20D+L+1.60S+1.60H 0.32 psi 0.00 psi 11.36 psi 13.19 psi 13.19 psi 100.62 psi 0.13 OK +1.20D+1.60S+0.50W+1.60H 0.20 psi 0.00 psi 7.54 psi 7.54 psi 7.54 psi 100.62 psi 0.07 OK +1.20D+0.50Lr+L+W+1.60H 0.32 psi 0.00 psi 11.36 psi 13.19 psi 13.19 psi 100.62 psi 0.13 OK +1.20D+L+0.50S+W+1.60H 0.32 psi 0.00 psi 11.36 psi 13.19 psi 13.19 psi 100.62 psi 0.13 OK +0.90D+W+1.60H 0.15 psi 0.00 psi 5.66 psi 5.66 psi 5.66 psi 100.62 psi 0.06 OK +1.20D+L+0.20S+E+1.60H 0.32 psi 0.00 psi 11.36 psi 13.19 psi 13.19 psi 100.62 psi 0.13 OK +0.90D+E+0.90H 0.15 psi 0.00 psi 5.66 psi 5.66 psi 5.66 psi 100.62 psi 0.06 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status - +1.40D+1.60H 12.13 psi 201.25psi 0.06029 OK +1.20D+0.50Lr+1.60L+1.60H 20.83 psi 201.25psi 0.1035 OK +1.20D+1.60L+0.50S+1.60H 20.83 psi 201.25psi 0.1035 OK +1.20D+1.60Lr+L+1.60H 16.92 psi 201.25psi 0.08408 OK - +1.20D+1.60Lr+0.50W+1.60H 10.40 psi 201.25psi 0.05168 OK +1.20D+L+1.60S+1.60H 16.92 psi 201.25psi 0.08408 OK +1.20D+1.605+0.50W+1.60H 10.40 psi 201.25psi 0.05168 OK +1.20D+0.50Lr+L+W+1.60H 16.92 psi 201.25psi 0.08408 OK Title Block Line 1 Project Title: . You can change this area Engineer: • using the"Settings"menu item Project ID: S 7 and then using the"Printing& Project Descr: r Title Block"selection. Title Block Line 6 Printed:14 JUL 2020, 1:44PM General Footing File:PEMB.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.31 Lic.#":KW-06001884 BROWN&CALDWELL DESCRIPTION: PEMB Footing-Static Two-Way"Punching"Shear All units k Load Combination... Vu Phi"Vn Vu!Phi*Vn Status +1.20D+L+0.50S+W+1.60H 16.92 psi 201.25psi 0.08408 OK . +0.90D+W+1.60H 7.80 psi 201.25psi 0.03876 OK +1.20D+L+0.205+E+1.60H 16.92 psi 201.25psi 0.08408 OK +0.90D+E+0.90H 7.80 psi 201.25psi 0.03876 OK PL 1 Lateral Title Block Line 1 Project Title: You can change this area Engineer: • using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: P L 2 Title Block"selection. Title Block Line 6 Printed:15 JUL 2a20, 4:32PM General Footing File:PEMB.ec6 Software.copyright ENERCALC,INC.1983-2020,euild:12.20.5.31 Lie.#:.KW-06001884 BROWN&CALDWELL> DESCRIPTION: PEMB Footing-Seismic Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-16 • General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 4.50 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,865.20 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Footing is 3'-D",however with taper say ok. Dimensions parallel _ - between pemb legs. Width to X-X Axis 3.50 fl 10'wide section-trib - Length parallel to Z-Z Axis = 10.0 ft Footing Thickness = 24.0 in 10,0111 Load location offset from footing center... ex:Prll to X-X Axis = .276 in = in Pedestal dimensions... x 7?: x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in ; Height - in ". Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Calculate center of loads for seismic LC. Reinforcing 32"*9k+15"`20k =2.28" Z. 29k Bars parallel to X-X Axis -Number of Bars 11.0 #7 @ 12 EW,with 10"-0"trib Reinforcing Bar Size = # 7 Bars parallel to Z-Z Axis " Number of Bars = 4.0 '°' ; ,,_ rr .* Reinforcing Bar Size = # 7 Bandwidth Distribution Check (ACI 15.4.4.2) "'" Direction Requiring Closer Separation Bars along X-X Axis 0.2'0.68" 16.8k=2.29k #Bars required within zone 51.9% 4.58 k=0.458 k* 10'(trib)see CMU calcs #Bars required on each side of zone 48.1 % 22.9 k-ft=0.458 k*10'(trib)' 10'/2(height) Applied Loads JainD 1r S ��+ E H P:Column Load = 16.80 12.640 2.290 k OB:Overburden = ksf . M-xx = k-ft M-zz = 22.90 15.90 k-ft V-x � k V-z 3.040 4.580 2.650 k (See static calcs) 2.65k=0.265 k" 10'(trib)see CMU cabs 15.9 k-ft=0.265 k*10'(trib)*10'*60%(height) Title Block Line 1 Project Title: , You,can change this area Engineer: • using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: ®IL 3 Title Block"selection. Title Block Line 6 Printed:15 JUL 2020, 4:32PM General Footing Fiie:PEMB.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.31 Lic,#:KW-06001884 BROWN&CALDWELL DESCRIPTION: PEMB Footing-Seismic DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity o erning Load Combination PASS 0.8960 Soil Bearing 1.792 ksf 2.0 ksf +D+0.751+0.750 +0450W+H about Z-; • PASS 14.902 Overturning-X-X 5.496 k-ft 81.90 k-ft +0,60D+0.60W+0.60H PASS 1.947 Overturning-Z-Z 13.740 k-ft 26.753 k-ft +0.60D+0.60W+0.60H PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS 2.425 Sliding-Z-Z 2.748 k 6.664 k +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03872 Z Flexure(+X) 2.365 k-ft/ft 61.089 k-ft/ft +1.20D+0.50Lr+L+W+1.60H PASS 0.02825 Z Flexure(-X) 1.725 k-fUft 61.089 k-ft/ft +1.20D+0.5OLr+1.60L+1.60H PASS 0.2493 X Flexure(+Z) 15.812 k-ft/ft 63.417 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2055 X Flexure(-Z) 13.033 k-ft/ft 63.417 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS n/a 1-way Shear(+X) 0.0 psi 100.623 psi n/a PASS 0.005503 1-way Shear(-X) 0.5538 psi 100.623 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1647 1-way Shear(+Z) 16.573 psi 100.623 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1356 1-way Shear(-Z) 13.646 psi 100.623 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1035 2-way Punching 20.833 psi 201.246 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results - Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 0.780 0.780 n/a n/a 0.390 X-X,+D+L+H 2.0 n/a 1.827 1.038 1.244 n/a n/a 0.622 X-X,+D+Lr+H 2.0 n/a 0.0 0.780 0.780 n/a n/a 0.390 X-X,+D+S+H 2.0 n/a 0.0 0.780 0.780 n/a n/a 0.390 X-X,+D+0.750Lr+0,750L+H 2.0 n/a 1.488 0.9735 1.128 n/a n/a 0.564 X-X,+D+0.750L+0,750S+H 2.0 n/a 1.488 0.9735 1.128 n/a n/a 0.564 X-X,+D+0.60W+H 2.0 n/a 2.416 0.6867 0.8733 n/a n/a 0.437 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 2.833 0.9035 1.198 n/a n/a 0.599 X-X,+D+0.750L+0.7505+0.450W+H 2.0 n/a 2.833 0.9035 1.198 n/a n/a 0.599 X-X,+0.60D+0.60W+0.60H 2.0 n/a 4.026 0.3747 0.5613 n/a n/a 0.281 X-X,+D+0,70E+0.60H 2.0 n/a 1.540 0.7628 0.8888 n/a n/a 0.444 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 2.320 0.9606 1.210 n/a n/a 0.605 X-X,+0.60D+0.70E+H 2.0 n/a 2.476 0.4508 0.5768 n/a n/a 0.288 Z-Z.+D+H 2.0 1.401 n/a n/a n/a 0.6255 0.9345 0.467 Z-Z,+D+L+H 2.0 1.678 n/a n/a n/a 0.8704 1.412 0.706 Z-Z, +D+Lr+H 2.0 1.401 n/a n/a n/a 0.6255 0.9345 0.467 Z-Z,+D+S+H 2.0 1.401 n/a n/a n/a 0.6255 0.9345 0.467 Z-Z,+D+0.750Lr+0.750L+H 2.0 1.626 n/a n/a n/a 0.8092 1.293 0.647 Z-Z,+D+0.750L+0,750S+H 2.0 1.626 Ma n/a n/a 0.8092 1.293 0.647 Z-Z,+D+0.60W+H 2.0 7.440 n/a n/a n/a 0.0 1.602 0.801 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 4.988 n/a n/a n/a 0.3095 1.792 0.896 Z-Z,+D+0.750L+0.7505+0.450W+H 2.0 4.988 n/a n/a n/a 0.3095 1.792 0.896 Z-Z,+0.60D+0.60W+0.60H 2.0 11.467 n/a n/a n/a 0.0 1.364 0.682 Z-Z,+D+0.70E+0.60H 2.0 6.070 n/a n/a n/a 0.1169 1.535 0.768 Z-Z,+D+0.750L+0.7505+0.5250E+H 2.0 4.284 n/a n/a n/a 0.4277 1.743 0.872 Z-Z,+0.60D+0.70E+H 2.0 8.906 n/a n/a n/a 0.0 1.183 0.592 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio _ Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H 6.080 k-ft 199.70 k-ft 32.845 OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H 4.560 k-ft 183.90 k-ft 40.329 OK - X-X,+D+0.750L+0.750S+H 4.560 k-ft 183.90 k-ft 40.329 OK X-X,+D+O.6OW+H 5.496 k-ft 136.50 k-ft 24.836 OK X-X,+D+0.750Lr+0.750L+0.450W+H 8.682 k-ft 183.90 k-ft 21.182 OK X-X,+D+0.750L+0.750S+0.450W+H 8.682 k-ft 183.90 k-ft 21.182 OK X-X,+0.60D+0.60W+0.60H 5.496 k-ft 81.90 k-ft 14.902 OK Title Block Line 1 Project Title: , You can change this area Engineer: • using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: P 4 Title Block'selection. Title Block Line 6 Printed:15 JUL 2020, 4:32PM File:PEMB.ec6 General Footing Software copyright ENERCALC,INC.1983-2020.Build:12.20.5.31 Lic.#:KW-06001884 - BROWN&'CALDWELL'i. DESCRIPTION: PEMB Footing-Seismic - Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status - X-X,+D+0.70E+0.60H 3.710 k-ft 144.515 k-ft 38.953 OK X-X,+D+0.750L+0.7505+0.5250E+H 7.343 k-ft 189.911 k-ft 25.865 OK X-X,+0.60D+0.70E+H 3.710 k-ft 89.915 k-ft 24.236 OK Z-Z,+D+H None 50.961 k-ft nfinity OK Z-Z,+D+L+H None 75.479 k-ft nfinity OK Z-Z,+D+Lr+H None 50.961 k-ft nfinity OK Z-Z,+D+S+H None 50.961 k-ft nfinity OK Z-Z,+D+0.750Lr+0.750L+H None 69.349 k-ft nfinitv OK Z-Z,+D+0.750L+0.750S+H None 69.349 k-ft nfinity OK Z-Z,+D+0.60W+H 13.740 k-ft 44.589 k-ft 3.245 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 10.305 k-ft 59.381 k-ft 5.762 OK Z-Z,+D+0.750L+0.7505+0.450W+H 10.305 k-ft 59.381 k-ft 5.762 OK Z-Z,+0.60D+0.60W+0.60H 13.740 k-ft 26.753 k-ft 1.947 OK Z-Z,+D+0.70E+0.60H 11.130 k-ft 47.090 k-ft 4.231 OK Z-Z,+D+0.750L+0.7505+0.5250E+H 8.348 k-ft 61.256 k-ft 7.338 OK Z-Z,+0.60D+0.70E+H 11.130 k-ft 29.254 k-ft 2.628 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status _ - X-X,+D+H 0.0 k 13.190 k No Sliding OK X-X,+D+L+H 0.0 k 16.982 k No Sliding OK - X-X,+D+Lr+H 0.0 k 13.190 k No Sliding OK X-X,+D+S+H 0.0 k 13.190 k No Sliding OK X-X,+D+0.750Lr+0.750L+H 0.0 k 16.034 k No Sliding OK X-X,+D+0.750L+0.750S+H 0.0 k 16.034 k No Sliding OK X-X,+D+0.60W+H 0.0 k 13.190 k No Sliding OK X-X,+D+0.750Lr+0.750L+0.450W+H 0.0 k 16.034 k No Sliding OK X-X,+D+0,750L+0.750S+0.450W+H 0.0 k 16.034 k No Sliding OK X-X,+0.60D+0.60W+0.60H 0.0 k 9.914 k No Sliding OK X-X,+D+0.70E+0.60H 0.0 k 13.671 k No Sliding OK X-X,+D+0,750L+0.7505+0.5250E+H 0.0 k 16.395 k No Sliding OK X-X.+0.60D+0.70E+H 0.0 k 10.395 k No Sliding OK Z-Z,+D+H 0.0 k 9.940 k No Sliding OK Z-Z,+D+L+H 3.040 k 13.732 k 4.517 OK Z-Z,+D+Lr+H 0.0 k 9.940 k No Sliding OK Z-Z,+D+S+H 0.0 k 9.940 k No Sliding OK Z-Z,+D+0.750Lr+0.750L+H 2.280 k 12.784 k 5.607 OK Z-Z.+D+0.750L+0.750S+H 2.280 k 12.784 k 5.607 OK Z-Z,+O.60D+0.60W+0.60H 2.748 k 6.664 k 2.425 OK Z-Z,+D+0.70E+0.60H 1.855 k 10.421 k 5.618 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 3.671 k 13.145 k 3.580 OK Z-Z,+0.60D+0.70E+H 1.855 k 7.145 k 3.852 OK Z-Z,+D+0.60W+H 2.748 k 9.940 k 3.617 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 4.341 k 12.784 k 2.945 OK Z-Z,+D+0.750L+0.750S+0.450W+H 4.341 k 12.784 k 2.945 OK Footing Flexure Flexure Axis&Load Combination Mu Side ension As Req'd Gym.As Actual As Phi'Mn Status k-ft urface in"2 in^2 in"2 k-ft X-X,+1.40D+1.60H 8.40 +Z ottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.40D+1.60H 8.40 -Z ottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 15.812 +Z ottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 13.033 -Z ottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+1.60L+0.50S+1.60H 15.812 +Z ottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+1.60L+0.505+1.60H 13.033 -Z ottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+1.60Lr+L+1.60H 12.583 +Z ottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+1.60Lr+L+1.60H 10.846 -Z ottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 7.854 +Z ottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 6.546 -Z ottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+L+1.60S+1.60H 12.583 +Z ottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+L+1.60S+1.60H 10.846 -Z ottom 0.5184 Min Temp% 0.6857 63.417 OK Title Block Line 1 Project Title: You.can change this area Engineer: • using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: P L 5 Title Block"selection. Title Block Line 6 Printed:15 JUL 2C20, 4:32PM File: General FootingPEMB.ec6 Software copyright ENERCALC,INC.1983-2020,Builda2 20. 35.31 Lic.#:KW-06001884 BROWN&CALDWELL DESCRIPTION: PEMB Footing-Seismic Footing Flexure - Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in42 in^2 k-ft X-X,+1.20D+1.608+0.50W+1.60H 7.854 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+1.60S+0.50W+1.60H 6.546 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+0.50Lr+L+W+1.60H 13.891 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+0.50Lr+L+W+1.60H 9.537 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+L+0.50S+W+1.60H 13.891 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+L+0.50S+W+1.60H 9.537 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+0.90D+W+1.60H 6.708 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+0.90D+W+1.60H 4.092 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+L+0.20S+E+1.60H 14.158 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+1.20D+L+0.20S+E+1.60H 10.907 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+0.90D+E+0.90H 6.975 +Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK X-X,+0.90D+E+0.90H 5.461 -Z Bottom 0.5184 Min Temp% 0.6857 63.417 OK Z-Z,+1.40D+1.60H 1.005 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.40D+1.60H 1.005 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.725 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.725 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.725 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.725 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+1.60Lr+L+1.60H 1.401 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+1.60Lr+L+1.60H 1.401 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1962 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK - Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.341 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+L+1.60S+1.60H 1.401 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK - Z-Z,+1.200+L+1.60S+1.60H 1.401 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.1962 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.200+1.60S+0.50W+1.60H 1.341 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+0.50Lr+L+W+1.60H 0.07560 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1,20D+0.50Lr+L+W+1.60H 2.365 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+L+0.50S+W+1.60H 0.07560 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+L+0.50S+W+1.60H 2.365 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+0.90D+W+1.60H 0.4782 -X Top 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+0.90D+W+1.60H 1.812 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+L+0.20S+E+1.60H 0.5756 -X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+1.20D+L+0.20S+E+1.60H 2.165 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+0.90D+E+0.90H 0.1655 -X Top 0.5184 Min Temp% 0.660 61.089 OK Z-Z,+0.90D+E+0.90H 1.424 +X Bottom 0.5184 Min Temp% 0.660 61.089 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi`Vn Status +1.40D+1.60H 0.32 psi 0.00 psi 8.80 psi 8.80 psi 8.80 psi 100.62 psi 0.09 OK +1.20D+0.50Lr+1.60L+1.60H 0.55 psi 0.00 psi 13.65 psi 16.57 psi 16.57 psi 100.62 psi 0.16 OK +1.20D+1.60L+0.50S+1.60H 0.55 psi 0.00 psi 13.65 psi 16.57 psi 16.57 psi 100.62 psi 0.16 OK +1.20D+1.60Lr+L+1.60H 0.45 psi 0.00 psi 11.36 psi 13.19 psi 13.19 psi 100.62 psi 0.13 OK +1.20D+1.60Lr+0.50W+1.60H 0.09 psi 0.00 psi 6.85 psi 8.23 psi 8.23 psi 100.62 psi 0.08 OK +1.20D+L+1.60S+1.60H 0.45 psi 0.00 psi 11.36 psi 13.19 psi 13.19 psi 100.62 psi 0.13 OK +1.20D+1.60S+0.50W+1.60H 0.09 psi 0.00 psi 6.85 psi 8.23 psi 8.23 psi 100.62 psi 0.08 OK +1.20D+0.50Lr+L+W+1.60H 0.25 psi 0.00 psi 9.98 psi 14.56 psi 14.56 psi 100.62 psi 0.14 OK +1.20D+L+0.50S+W+1.60H 0.25 psi 0.00 psi 9.98 psi 14.56 psi 14.56 psi 100.62 psi 0.14 OK +0.90D+W+1.60H 0.19 psi 0.00 psi 4.28 psi 7.04 psi 7.04 psi 100.62 psi 0.07 OK +1.20D+L+0.20S+E+1.60H 0.03 psi 0.00 psi 11.42 psi 14.84 psi 14.84 psi 100.62 psi 0.15 OK +0.90D+E+0.90H 0.19 psi 0.00 psi 5.72 psi 7.31 psi 7.31 psi 100.62 psi 0.07 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi`Vn Vu I Phi*Vn Status - +1.40D+1.60H 12.13 psi 201.25psi 0.06029 OK +1.20D+0,50Lr+1.60L+1.60H 20.83 psi 201.25psi 0.1035 OK +1.20D+1.60L+0.50S+1.60H 20.83 psi 201.25psi 0.1035 OK +1.20D+1.60Lr+L+1.60H 16.92 psi 201.25psi 0.08408 OK +1.20D+1.60Lr+0.50W+1.60H 10.40 psi 201.25psi 0.05168 OK +1.20D+L+1.60S+1.60H 16.92 psi 201.25psi 0.08408 OK +1.20D+1.60S+0.50W+1.60H 10.40 psi 201.25psi 0.05168 OK +1.20D+0.50Lr+L+W+1.60H 16.93 psi 201.25psi 0.08411 OK Title Block Line 1 Project Title: , You can change this area Engineer: using the"Settings"menu item Project ID: n and then using the"Printing& Project Descr: rL 6 Title Block"selection. Title Block Line 6 Printed.15 JUL 2020, 4:32PM General Footing File:PEMB eos Software copyright ENERCALC.INC.1983-2020,Build 12 20 5.31 Lic.#:KW-06001884 - BROWN&CALDWELL DESCRIPTION: PEMB Footing-Seismic Two-Way"Punching"Shear All units k _ Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.20D+L+0.50S+W+1.60H 16.93 psi 201.25psi 0.08411 OK +0.90D+W+1.60H 8.35 psi 201.25psi 0.0415 OK +1.20D+L+0.205+E+1.60H 18.10 psi 201.25psi 0.08995 OK +0.90D+E+0.90H 9.00 psi 201.25psi 0.04474 OK PA 1 ' Preliminary Anchor Bolt Calcs Prelim Anchor Bolt Calcs Miler! www.hilti.us _ Profis Anchor 2.7.1 Company: Page: 1 Specifier: Project: FOG PA 2 Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 7/23/2020 E-Mail: Specifier's comments:Prelim Anchor Bolts 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 1/2 111111110 Effective embedment depth: her=8.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-08/CIP Stand-off installation: eb=0.000 in. (no stand-off);t=0.500 in. Anchor plate: Ix x ly x t= 14.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: HP shape(AISC);(L x W x T x FT)=8.020 in.x 8.150 in.x 0.445 in.x 0.445 in. Base material: cracked concrete, ,fc'=4500 psi;h=24.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement: none or<No.4 bar Seismic loads(cat.C,D,E,or F) no - Geometry[in.]&Loading[Ib,in.lb] 3.4 * 1 .6 = 5.5 k 1.9 * 1 .6 = 3.04k 6 Q r3 9.., p. ,"• I 32 R • a 1.9 * 1 .6 = 3.04 k Input data and results must he checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Hilt is a registered Trademark of Hilt AG,Schoen • www.hilti.us Profis Anchor 2.7.1 Company: Page: 2 Specifier: Project: FOG p /e 3 Address: Sub-Project I Pos.No.: r Phone I Fax: Date: 7/23/2020 E-Mail: 2 Load case/Resulting anchor forces A Load case: Design loads • Anchor reactions[lb] Tension force:(+Tension,-Compression) 03 04 Anchor Tension force Shear force Shear force x Shear force y 1 1375 1075 760 760 2 1375 1075 760 760 Tension Dx on 3 1375 1075 760 760 4 1375 1075 760 760 max.concrete compressive strain: -[%o] 01 02 max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 5500[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 3 Tension load Load N.[Ib] Capacity 4,Nn[Ib] Utilization(3N=Nual4,Nn Status - Steel Strength* 1375 6177 23 OK Pullout Strength* 1375 7333 19 OK Concrete Breakout Strength** 5500 27998 20 OK Concrete Side-Face Blowout,direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nee =Ase,N futa ACI 318-08 Eq.(D-3) Nsa>Nua ACI 318-08 Eq.(D-1) Variables Asa,N[in 2] fora[psi] 0.14 58000 Calculations Nsa[Ib] 8236 Results Nsa[Ib] 4,steel 4, Nsa[Ib] Nua[Ib] 8236 0.750 6177 1375 Input data and results must be checked for agreement with the existing conditions and for plausibiliryl PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schwan F■11`TI www.hilti.us Profis Anchor 2.7.1 Company: Page: 3 Specifier: Project: FOG PA 4 Address: Sub-Project I Pos.No.: Phone I Fax: Date: 7/23/2020 E-Mail: 3.2 Pullout Strength - NpN =V qp Np ACI 318-08 Eq.(D-14) Np =8 Ahrg fc ACI 318-08 Eq.(D-15) NpN 2 N. ACI 318-08 Eq.(D-1) Variables V c,p Abrg[in.2] tc[Psi] 1.000 0.29 4500 Calculations Np[Ib] 10476 Results Npn[Ib] 4 concrete 4, Np,[Ib] Nua[Ib] 10476 0.700 7333 1375 3.3 Concrete Breakout Strength Ntbg = (A)V ec,N V ed,N V c,N V cp,N Nb ACI 318-08 Eq. (D-5) Ncb9>_Nue ACI 318-08 Eq. (D-1) AN, see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANN] =9 h ACI 318-08 Eq.(D-6) 1 • V ec,N = (1 +2 eN 51.0 ACI 318-08 Eq.(D-9) 3 het V ed,N =0.7+0.3 (oa,anef)<1.0 ACI 318-08 Eq.(D-11) 1.5h V cp.N =MAX(ca—min, l.5het)c 1.0 ACI 318-08 Eq.(D-13) Oac Cac Nb =kc 7„ 17c het$ ACI 318-08 Eq.(D-7) Variables hat[in.] eo1,N[in.] ec2,N[in.] ca,min[in.] V c,N 8.000 0.000 0.000 6.000 1.000 cac[in] kc )v to[Psi] 0.000 24 1 4500 Calculations ANc[in.2] ANco[in.2] V ec1,N V ec2,N V ed,N V cp,N Nb[Ib] 744.00 576.00 1.000 1.000 0.850 1.000 36429 Results Ncbg[Ib] rb concrete 4, Ncbg[Ib] Nua[lb] 39996 0.700 27998 5500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1•111IT1 www.hilti.us Profis Anchor 2.7.1 Company: Page: 4 Specifier: Project: FOG PA Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 7/23/2020 E-Mail: 4 Shear load Load V„a[Ib] Capacity b Vn[Ib] Utilization 13%,=V„a/4)Vn Status Steel Strength* 1075 3212 34 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 4299 55995 8 OK Concrete edge failure in direction x+** 4299 7046 62 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength ♦Vsa =0.6 A�v futa ACI 318-08 Eq.(D-20) W Vsteel 2 Vua ACI 318-08 Eq.(D-2) Variables Asa,v[in.2] futa[psi] 0.14 58000 Calculations Vsa[lb] 4942 Results Vsa[Ib] 4)steel 4, Vsa[Ib] Vua[Ib] 4942 0.650 3212 1075 4.2 Pryout Strength l V°P9 kcp L\ANco/ ac,N W ed,N W c,N 41cp,N Nyi ACI 318-08 Eq.(D-31) 4 Vn„g>_Vua ACI 318-08 Eq.(D-2) AN0 see ACI 318-08, Part D.5.2.1,Fig.RD.5.2.1(b) AN =9 he, ACI 318-08 Eq.(D-6) 1 W ea,N = (1 +2 eN 51.0 ACI 318-08 Eq.(D-9) 3 her W„dN =0.7+0.3r 1.5hca•ml"ef)<1.0 ACI 318-08 Eq.(D-11) ` W N =MAX/ca,min 1.5haf`c 1.0 ACI 318-08 Eq.(D-13) `` Cac Cac f Nb =ks X 4F.hail ACI 318-08 Eq.(D-7) Variables kcp her[in.] ec,,N[in.] ec2,N[in.] ca.min[in.] 2 8.000 0.000 0.000 6.000 W c,N Cac[in.] Its 7r fc[psi] 1.000 - 24 1 4500 Calculations ANc[in.2] ANco[in.2] t1 ec1,N V ec2,N V ed N 41 cp,N Nb[Ib] 744.00 576.00 1.000 1.000 0.850 1.000 36429 Results Vcpg[Ib] 41 concrete 4, Vcpg[Ib] Vua[lb] ' 79993 0.700 55995 4299 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schoen Hilti is a registered Trademark of Hilti AG,Schaan 11111111 www.hilti.us Profis Anchor 2.7.1 Company: Page: 5 Specifier: Project: FOG PA 6 Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 7/23/2020 E-Mail: 4.3 Concrete edge failure in direction x+ Avc Vcbg = (A c0)W ec,v W ed,v W c,V W h,v W paranel,v Vb ACI 318-08 Eq. (D-22) Vnhg 2 Voe ACI 318-08 Eq. (D-2) Avc see ACI 318-08,Part D.6.2.1, Fig.RD.6.2.1(b) Avw =4.5 cat ACI 318-08 Eq. (D-23) 1 1 W ee,v = (1 2e 1 5 1.0 ACI 318-08 Eq. (D-26) 3cat ed,v =0.7+0.3(1 Scat)5 1.0 ACI 318-08 Eq.(D-28) W h.V = ...\1.5cat 1.0 ACI 318-08 Eq.(D-29) he 0.2 Vb = (7 ( ) )% 1rfc cep ACI 318-08 Eq.(D-24) Variables cal [in.] cat[in.] ecv[in.] W c.v he[in.] 9.000 6.000 0.000 1.000 24.000 le[in.] de[in.] fc[psi] W parallety • 4.000 1.000 0.500 4500 1.000 Calculations Avc[in.2] Avco[in.2] W ec,v W ed,v W h,v Vb[lb] 324.00 364.50 1.000 0.833 1.000 13588 Results Vchg[lb] concrete 4) Vcbg[lb] Vua[1b] 10066 0.700 7046 4299 5 Combined tension and shear loads ON pv d tilization pN v[% Status 0.223 0.610 5/3 53 OK RNv=ps+Rv`= 1 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The 1 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Huh AG,FL-9494 Schaan Hiltl is a registered Trademark of Hilti AG,Schaan -uuu -r Irc www.hilti.us Profis Anchor 2.7.1 Company: Page: 6 Specifier: Project: FOG PA Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 7/23/2020 E-Mail: 7 Installation data ▪ Anchor plate,steel:- Anchor type and diameter:Hex Head ASTM F 1554 GR.36 1/2 • Profile: HP shape(AISC);8.020 x 8.150 x 0.445 x 0.445 in. Installation torque:- • Hole diameter in the fixture:di=0.563 in. Hole diameter in the base material:-in. Plate thickness(input):0.500 in. Hole depth in the base material:8.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:8.844 in. Drilling method:- Cleaning:No cleaning of the drilled hole is required y 7.000 7.000 0 0 0 c+i O 0 • o 3 4 cod 0 • I► m x 0 1 0 2 o 0 • m { --- 0 0 0 ci • 2.000 10.000 2.000 Coordinates Anchor in. Anchor x y c-, c,x c-y c,y 1 -5.000 -3.000 12.000 19.000 12.000 12.000 2 5.000 -3.000 22.000 9.000 12.000 12.000 3 -5.000 3.000 12.000 19.000 18.000 6.000 4 5.000 3.000 22.000 9.000 18.000 6.000 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schoen 1■■11`TI www.hlltt.us Profis Anchor 2.7.1 Company: Page: 7 Specifier: Project: FOG Address: Sub-Project I Pos.No.: PA 8 Phone I Fax: Date: 7/23/2020 E-Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. • • Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan