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Specifications I i / L5 o SG,., ate/Mer-- -e-9 . NOVRECEIVED 6 2017 CITY OF M $AI) (JUNG DIVISION PATTERSON RESIDENCE BEARING WALL REMOVAL 11290 SW Fairhaven Court Tigard, OR 97223 STRUCTURAL CALCULATIONS VIMK Project Number:20170445 Tim Kirkham 11290 SW Fairhaven Court Tigard, OR 97223 10/26/17 `,,oRUCTUR.4 ; F k ri P 4, ' FS • rc` J, fiei 8 `' % d ORE“ON 0 'f 1''� 2 3 I 20 P`* No- EXPIRES: 6-30-2019 IN_ v L iv! K Prepared By: Stephen Mark Stenberg,P.E. October 26,2017 ENGINEERING + DESIGN Structural Calculations:Patterson Residence—Bearing Wall Removal DC-1 Project: Patterson Residence Project Number: 20170445 Project Address: 11290 SW Fairhaven Court Document: Structural Calculations for Tigard, OR 97223 Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-3 Structural Details S-1 thru S-5 Structural Calculations C-1 thru C-10 DESCRIPTION OF STRUCTURAL SCOPE The 'Patterson Residence- Bearing Wall Removal' project consists of the removal of a bearing wall at the site located at 11290 SW Fairhaven Court, Tigard, OR 97223. This package includes structural calculations that verify the adequacy of the new framing to support the existing floor framing. ***LIMITATIONS*** VLMK Engineering + Design was retained in a limited capacity for this project. The design is based upon information provided by the client, who is solely responsible for the accuracy of the information. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that shown in this Structural Calculation Package. GNIcad2017\20170445\02 Calculations\20170445-DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com Structural Calculations:Patterson Residence—Bearing Wall Removal DC-2 CODES 2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code) DESIGN LOADS Live Loads Roof Snow Load Flat Roof Snow Load, Pf 25 psf Floor Loads Residential 40 psf Dead Loads Roof(existing) Asphalt Shingles 5.0 psf Sheathing (5/8" plywood) 1 .8 psf Insulation 1 .0 psf Pre-Manufactured Trusses at 24" o.c. 2.5 psf Mechanical and Electrical 1 .0 psf 5/8" Gypsum Board Ceiling 2.8 psf Miscellaneous 0.9 psf Total Roof Load 15.0 psf Floor(Residential Wood) Sheathing (3/4" plywood) 2.3 psf 2x8 Joists at 16" o.c. 2.0 psf Beams 1 .0 psf Mechanical and Electrical 1 .0 psf 1/2" Gypsum Board Ceiling 2.3 psf Miscellaneous 1 .4 psf Total Floor Load 10.0 psf Wind Ultimate Design Wind Speed, Vo 120 mph Nominal Design Wind Speed, Vasd 93 mph Risk Category II Wind Exposure B Internal Pressure Coefficient GC0 = +/- 0.18 G 4cad2017\20170445\02 Calculations\20170445-DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com Structural Calculations:Patterson Residence—Bearing Wall Removal DC-3 MATERIALS Concrete Footings f 'c = 2,500 psi Slab-on-Grade (interior) f 'c = 2,500 psi Reinforcing Steel ASTM A615 Gr. 60 Fy = 60 ksi Structural Steel Wide Flange Beams ASTM A992 Fy = 50 ksi Plates and Shapes ASTM A36 F,, = 36 ksi Bolts and Anchors Anchor Bolts ASTM A307 (typical U.O.N.) F1 = 20 ksi Drilled Anchors Concrete Drilled Anchors Simpson Strong-Bolt 2 Wedge Anchor ICC ESR-3037 Hilti Kwik Bolt TZ Anchor ICC ESR-1917 Powers Power-Stud+ SD2 Anchor ICC ESR-2502 Hilti Kwik HUS-EZ Screw Anchor ICC ESR-3056 Wood Framing Posts 2x4 Douglas Fir #2 G Icad2017\20170445\02 Calculations\20170445-DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com ,F" ` t -EXISTING BEARING ;° 1 WALL TO REMAIN, I s TYPICAL U w ' 0 , 5 I EXISTING CONCRETE ' I �> , BASEMENT WALL AND I i C., FOOTING I I 10l I • I EXISTING SLAB , I ON GRADE---...4 I 1 , . , , , ,, , , ,h . ! 1 3'-3"x 3'-3"x 10"DEEP INTERIOR NON FOOTING WITH (4)#4 BARS BEARING WALLS BY Limimmoim®mi EACH WAY AT BOTTOM OTHERS, TYPICAL I iLI A FOUNDATION PLAN S_1 1/4"= 1'-0" 00_BASEMENT 2 NOTES: Lo 1- o CONTRACTOR TO VERIFY EXISTING FRAMING WITH CONDITIONS SHOWN OR NOTED PRIOR TO BEGINNING WORK. NOTIFY ENGINEER o IF DISCREPANCIES OCCUR. N N ,- 84r1 PATTERSON RESIDENCE 217445 10/17 11290 SW FAIRHAVEN COURT SMS KMK V L MK TIGARD,OR 97223 CECNEO ENGINEERING + DESIGN FOUNDATION PLAN S-1 3933 SW Kelly Avenue Portland,Oregon 97231 tel 503.222.44531 fax 503.248.9263 1 www.vlmk.00rr n II - I I = I I II I1 � � (E)2x8 FLOOR JOIST AT 1'-4"O.C. I I = I I II = I I I u I I = II I I I I = —— ——— I — I 1 I 1 I 1 = �� W 12X26 = n OS 411) = I____ TYP LU r (E)2x8 FLOOR JOIST AT 1'-4" O.C. _ CSA) MAIN FLOOR PLAN - 1/4"= 1'-0" 01_MAIN FLOOR NOTES: NI- o CONTRACTOR TO VERIFY EXISTING FRAMING WITH CONDITIONS SHOWN OR NOTED PRIOR TO BEGINNING WORK. NOTIFY ENGINEER I` E IF DISCREPANCIES OCCUR. N N PATTERSON RESIDENCE 217445 10/17 11290 SW FAIRHAVEN COURT SMS KMK SqV L lvi K T1290 OR 97223 °R^w" °�� ° ENGINEERING + DESIGN MAIN FLOOR PLAN S-2 3933 SW Kelly Avenue Portland,Oregon 97231 tel:503.222.44531 fax 503.248.9263 I www.vlmk.corr NEW POST PER PLAN, SECURE BASE TO EXISTING OR NEW BOTTOM PLATE WITH 10d TOENAILS EXISTING FRAMING AS ►, OCCURS TO REMAIN 1 CONCRETE PATCH WITH #3 x REQ'D DOWELS AT EXISTING CONCRETE SLAB 1 EACH CORNER, EPDXY ON GRADE TO REMAIN, SAW EMBED 4" MINIMUM CUT AS REQ'D TO INSTALL 1 AS REQ'D NEW FOOTING ! / jr . , \ / __ . .. a . ,C e a.. J = n _ "a "FOOTING AND 11.- . ° " b Q REINFORCING - � a PER PLAN ` 1e .. t - e EXISTING CONCRETE SLAB ON GRADE TO REMAIN, SAW CUT AS REQ'D TO w 3"CLR INSTALL NEW FOOTING U Zo 2 Q (4- o o FOOTING DETAIL 1"= 1'-0" FOOTING SECTION 0 N N PATTERSON RESIDENCE 217445 10/17 11290 SW FAIRHAVEN COURT SMS KMK TIGARD,OR 97223 DRAWN °'EcKE° VV L M K ENGINEERING + DESIGN FOOTING DETAIL S-3 3 SW Kelly Avenue Portland,Oregon 97231 tel:503.222.44531 fax 503.248.9263 1 www.vimk.corr -40 BEARING WALL ABOVE AS OCCURS EXISTING FRAMING, TYPICAL SECURE TO EXISTING FLOOR NAILER WITH 10d SHEATHING TO REMAIN TOENAILS � _-, /i/ i Jr 2x BLOCKING WITH #14 x 2"LONG SCREWS AT (2) 10d NAILS EACH EACH JOIST, PRE-DRILL BEAM END FLANGE AS REQ'D BEAM PER PLAN ►, CI FLOOR FRAMING DETAIL S-4 1"= 1'-0" FLR_STEEL BEAM BLOCKING PER EXISTING FLOOR DETAIL 0 © SHEATHING TO REMAIN ,i 1/2"DIA x REQ'D LAG SCREW INTO WOOD POST, (2)TOTAL 1 Ilia BEAM PER PLAN ill POST PER PLAN111111 a co 0 N 2 FLOOR FRAMING DETAIL o 1 4 1"= 1'-0" FLR_STEEL BEAM_WOOD POST y393 PATTERSON RESIDENCE 217445 10/17 11290 SW FAIRHAVEN COURT SMS KMK TIGARD,OR 97223 °"""" CHECKED V L IVI K ENGINEERING + DESIGN FRAMING DETAIL S-4 3 SW KellyAvenue Portland,Oregon 9723 tel:503.222.44531 fax 503.248.92631 wovw.vimk.con EXTERIOR WALL AS OCCURS EXISTING FLOOR O SHEATHING TO REMAIN (2) 1/2"DIA I THROUGH BOLTS y 1/4"MAX 1 1/4" BEAM PER PLAN T I • O L7x4x3/8 x BEAM WIDTH (LLV) =, WITH (4) 5/8" DIA x 4 1/2" } O O EMBEDMENT CONCRETE EXPANSION ANCHORS 4" 11 1/4" EXISTING CONCRETE WALL -� O 6" (VERIFY) 2 FLOOR FRAMING DETAIL 1"= 1'-0" FLR_STEEL BEAM_CONC WALL 0 N N O via PATTERSON RESIDENCE 217445 10/17 11290 SW FAIRHAVEN COURT SMS KMK TIGARD, OR 97223 DRAWN CIECKED V L lvi IC ENGINEERING + DESIGN FRAMING DETAIL S-5 3933 SW Kelly Avenue Portland,Oregon 97231 tel:50322244531 fax 503,248.92631 www.vImk,corr 1 VV L M K Project:Patterson job#:20170445 BY:SMS Date:10/17 sheet#:C - 1 ENGINEERING+DESIGN Residence FLOOR FRAMING DESIGN FLOOR SUPPORT — STL w LOADS wDL= 10 psf (floor) WLL=40 psf ♦ FLOOR RL IRR TRIB = 14.0ft 25'-0" +/- wp�= 15 psf (floor) wsL=25 psf ROOF RXNS TRIB = 14.0 ft DL = 5.45 k wWALL= 7.5 psf x 8 ft= 60 plf (wall) LL = 7.0k (5) 2x4 DF#2 SL=4.4 k RESULTS USE W12x26 (see printout) WF BEAM SUPPORT LOADS Poi= 5.5 kips (2) 1/2" DIA THROUGH BOLTS PLL= 7.0 kips —T� PSL=4.4 kips 1 1/4" • O ;r RESULTS O Co L7x4x3/8 x BEAM WIDTH (LLV)WITH 4" 111 1/4" )5/8" DIA x 4 1/2" EMBEDMENT C4ONCRETE EXPANSION ANCHORS O ff (see printout) r -P 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax: 503.248.9263 www.vlmk.com C -2 Steel Beam File=G:vicad2017420t7044 luPFOW-NTI, R .€ei€ ENERCALC,INC.1983-2017,By#d:10.17, 25,Ver:1f 17.8.25 Lic.#: KW-06002728 Licensee :VLMK CONSULTING ENGINEERS Description: Floor Support_STL_Existing CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending a D((0.06)) a D(0.21)aS(0.35) a a a ° D((0.147 L(0.56) o a a a W12x26 Span=25.0ft II• Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=14.0 ft,(Floor Loads) Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=14.0 ft,(Roof Loads) Uniform Load: D=0.060 k/ft, Tributary Width=1.0 ft,(Wall Loading) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.941 : 1 Maximum Shear Stress Ratio= 0.249 : 1 Section used for this span W12x26 Section used for this span W12x26 Ma:Applied 87.383 k-ft Va:Applied 13.981 k Mn/Omega:Allowable 92.814 k-ft Vn/Omega:Allowable 56.120 k Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span 12.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.836 in Ratio= 358>=358. Max Upward Transient Deflection 0.000 in Ratio= 0 <358.0 Max Downward Total Deflection 1.669 in Ratio= 180>=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+L Dsgn.L= 25.00 ft 1 0.838 0.222 77.81 77.81 155.00 92.81 1.00 1.00 12.45 84.18 56.12 +D+S Dsgn.L= 25.00 ft 1 0.662 0.175 61.41 61.41 155.00 92.81 1.00 1.00 9.83 84.18 56.12 +D+0.750L+0.750S Dsgn.L= 25.00 ft 1 0.941 0.249 87.38 87.38 155.00 92.81 1.00 1.00 13.98 84.18 56.12 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505 1 1.6693 12.571 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.981 13.981 Overall MINimum 4.375 4.375 +O+L 12.450 12.450 +D+S 9.825 9.825 +D+0.750L+0.750S 13.981 13.981 D Only 5.450 5.450 L Only 7.000 7.000 S Only 4.375 4.375 C -3 Wood Column Fe G:V3cad2017t2017p44`5OOUPFOW-7\PTLURO-8.EC6 ENERCALC,INC,1983-201T Build 10.17.825,Ver.10.17.8,25 Lic.#: KW-06002728 Licensee :VLMK CONSULTING ENGINEERS Description: Lower Post Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General information Analysis Method: Allowable Stress Design Wood Section Name 5-2x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 7.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 26.250 inA2 Cf or Cv for Compression 1.150 Fb+ 900.0 psi Fv 180.0 psi Ix 26.797 in^4 Cf or Cv for Tension 1.50 Fb- 900.0 psi Ft 575.0 psi lY 123.047 inA4 Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:45.50 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 8.0 ft,D=5.450, L=7.0,S=4.40 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9252:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750L+0.750S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Goveming NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 14.046 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 578.30 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.400 0.3744 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L 1.000 0.366 0.8379 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S 1.150 0.324 0.6519 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L 1.250 0.301 0.7015 PASS 0.0ft 0.0 PASS 8.Oft +D+0,750L+0.750S 1.150 0.324 0.9252 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D 1.600 0.240 0.2107 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 5.496 C -5 WOO � Column File-G,Wcad2017120t7044550UPFOW-71PTLURO.8.EC6 ENERCALC,INC 1983-2017,Buid:10.17 B 25,Ver:1017.8.25 Lica#: KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Lower Post Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 12.496 +D+S 9.896 +D+0.750L 10.746 +D+0.750L+0.750S 14.046 +0.60D 3.297 L Only 7.000 S Only 4.400 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 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 Sketches , s _o 1 3k: 1� Ids a£8 4 , `v- 7.50 in k C -6 G@!1@CAa c... In fw =G:WCad201712017044510UPFOW-7\PTcul a-aEc6 9 ENERCALC,INC.1983-2017,Bult10.17.825,Ver10.17A5 Lica#: KW-06002728 Licensee :VLMK CONSULTING ENGINEERS Description: New Post Footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General,Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 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 = 0.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 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 = 0.0 ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than 0.0 ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.250 ft Length parallel to Z-Z Axis = 3.250 ft 2 Footing Thickness = 10.0 in I 1- 1 ; I Pedestal dimensions... X M I " 4 4i X px:parallel to X-X Axis = 0.0 in i pz:parallel to Z-Z Axis = 0.0 in4.- , Height 0.0 in .; ,, i i Rebar Centerline to Edge of Concrete... ; • ;, 4 at Bottom of footing = 3.0 in r 2 Reinforcing 373• Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4 ,, Reinforcing Bar Size = # 4 r .. ,- e Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 5.450 0.0 7.0 4.50 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k C -7 General Footing Ple=G:wcad2O17\2Q17Q445 wpFOw-7tpTLURD s.Ec6 ENEt2GAL ,INC.1983 2Q17,Build:10.17, 25,1iet`.ltl, 7. 2 Lic.#: KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: New Post Footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9687 Soil Bearing 1.453 ksf 1.50 ksf +D+0.750L+0.750S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning 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 n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3338 Z Flexure(+X) 2.499 k-ftlft 7.487 k-ft/ft +1.20D+1.60L+0.50S PASS 0.3338 Z Flexure(-X) 2.499 k-ft/ft 7.487 k-ft/ft +1.200+1.60L+0.50S PASS 0.3338 X Flexure(+Z) 2.499 k-ft/ft 7.487 k-ft/ft +1.20D+1.60L+0.50S PASS 0.3338 X Flexure(-Z) 2.499 k-ft/ft 7.487 k-ft/ft +1.200+1.60L+0.50S PASS 0.2822 1-way Shear(+X) 23.187 psi 82.158 psi +1.20D+1.60L+0.505 PASS 0.2822 1-way Shear(-X) 23.187 psi 82.158 psi +1.200+1.60L+0.50S PASS 0.2822 1-way Shear(+Z) 23.187 psi 82.158 psi +1.200+1.60L+0.50S PASS 0.2822 1-way Shear(-Z) 23.187 psi 82.158 psi +1.200+1.60L+0.50S PASS 0.6034 2-way Punching 99.157 psi 164.317 psi +1.20D+1.60L+0.50S 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 Only 1.50 n/a 0.0 0.6368 0.6368 n/a n/a 0.425 X-X,+0+1.. 1.50 n/a 0.0 1.30 1.30 n/a n/a 0.867 X-X.+D+S 1.50 n/a 0.0 1.063 1.063 n/a n/a 0.709 X-X,+D+0.750L+0.7505 1.50 n/a 0.0 1.453 1.453 n/a n/a 0.969 Z-Z,D Only 1.50 0.0 n/a n/a n/a 0.6368 0.6368 0.425 Z-Z,+D+L 1.50 0.0 n/a n/a n/a 1.30 1.30 0.867 Z-Z,+D+S 1.50 0.0 n/a n/a n/a 1.063 1.063 0.709 Z-Z,+D+0.750L+0.750S 1.50 0.0 n/a n/a n/a 1.453 1.453 0.969 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Slitting Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Reqd' Gym.As Actual As Phi*Mn Status k-ft Surface inA2 in^2 inA2 k-ft X-X,+1.40D 0.9538 +Z Bottom 0.216 Min Temp% 0.2462 7.487 OK X-X,+1.40D 0.9538 -Z Bottom 0.216 Min Temp% 0.2462 7.487 OK X-X,+1.200+1.60L+0.505 2.499 +Z Bottom 0.216 Min Temp% 0.2462 7.487 OK X-X,+1.200+1.60L+0.50S 2.499 -Z Bottom 0.216 Min Temp% 0.2462 7.487 OK X-X,+1.20D+0.50L+1.605 2.155 +Z Bottom 0.216 Min Temp% 0.2462 7.487 OK X-X,+1.20D+0.50L+1.60S 2.155 -Z Bottom 0.216 Min Temp% 0.2462 7.487 OK Z-Z,+1.400 0.9538 -X Bottom 0.216 Min Temp% 0.2462 7.487 OK Z-Z,+1.40D 0.9538 +X Bottom 0.216 Min Temp% 0.2462 7.487 OK Z-Z,+1.200+1.60L+0.505 2.499 -X Bottom 0.216 Min Temp% 0.2462 7.487 OK Z-Z,+1.20D+1.60L+0.50S 2.499 +X Bottom 0.216 Min Temp% 0.2462 7.487 OK Z-Z,+1.200+0.50L+1.60S 2.155 -X Bottom 0.216 Min Temp% 0.2462 7.487 OK Z-Z,+1.20D+0.50L+1.60S 2.155 +X Bottom 0.216 Min Temp% 0.2462 7.487 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.400 8.85 psi 8.85 psi 8.85 psi 8.85 psi 8.85 psi 82.16 psi 0.11 0.00 C -8 General Footing File=G:Wcad201742017044450URFOW-AFTLuR ..9• EEC6 ENERCALC,INC.1983-2017,8 1:10.17.8.25,Ver:10.17.8.25 Lic.#: KW-06002728 Licensee :VLMK CONSULTING ENGINEERS Description: New Post Footing One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.20D+1.60L+0.50S 23.19 Dsi 23.19 psi 23.19 osi 23.19 osi 23.19 psi 82.16 osi 0.28 0.00 +1.20D+0.50L+1.60S 20.00 psi 20.00 Dsi 20.00 osi 20.00 psi 20.00 Dsi 82.16 DSi 0.24 0.00 Two Way"Punching"Shear" All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 37.85 psi 164.32 osi 0.2303 OK +1.20D+1.60L+0.50S 99.16 psi 164.32 psi 0.6034 OK +1.20D+0.50L+1.60S 85.52 psi 164.32osi 0.5204 OK 1011111111.1-11C 9 www.nilti.us Profis Anchor 2.7.5 Company: VLMK Page: 1 Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: Date: 10/24/2017 E-Mail: At Specifiers comments:WF Support 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 5/8(4) ""� 't'rytl�' 11. I �I' Y Effective embedment depth: het act=4.000 in.,hnom=4.438 in. Material: Carbon Steel Evaluation Service Report: ESR 1917 SAFE-` T Issued I Valid: 5/1/2017 15/1/2019 Proof: Design method ACI 318-11 /Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: IX x ly x t=7.000 in.x 6.500 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,2500,f�=2500 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B.shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Geometry(in.]&Loading[Ib,in.lb] Z of 0 CO 4 y-- eo010,,.. kf �.r � t X 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 MI,Lill c_10 www.hilti.us Profis Anchor 2.7.5 Company: VLMK Page: 2 Specifier: Project: Beam Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 10/24/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity 1+N/Dv['Al Status Tension Shear Pryout Strength 14000 15986 -/88 OK Loading Dv Utilization DN,v[%] Status Combined tension and shear loads - - - - - 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 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. 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