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Specifications . OFFICE COPY CITY OP TIGARD,,, REVIEWED FOR CODE COMPLIANCE. Approved:--[J l RECEIVED OTC: E I R Permit #: Bu p,.9 04n n 1 c.< ,$ JUL l b 2020 Address: ! n 1 7 t� S v1 N1 to }'v S CITY OF TIGAR D Suite#: 1 r J.1..J BUILDING DIVISIONBr 1 Tk Date: -7- a0 .1.0 SW NIMBUS AVE BUILDING 'H' WALL REPAIR 10170 SW Nimbus Ave Tigard, Oregon 97223 STRUCTURAL CALCULATIONS AND DETAILS VLMK Project Number:20200393 VALIDITY OF PERMIT THE ISSUANCE OF A PERMIT BASED ON CONSTRUCTION DOCUMENTS AND OTHER KGIP Property Managers DATA SHALL NOT PREVENT Attn:Melanie Cole THE CODE OFFICIAL FROM 10300 SW REQUIRING THE CORRECTION CI4i III': 'r ar�ya tip- OF ERRORS. OSSC 105.4 Portland, I eget: • •t Oregor, ,tru-t x J Concrete and Ren; orci, `tear' It Bolts Installed In Cor•-cr:;;=;:; ❑ Special Momaa ' -i ❑ Reinforcing ./ ❑ Structural V.';::•r.,, ❑ Hgh btrerrr:. �c��p PROFFss 7/1 412020 ❑ Structu,r M,. �`' ,G t Nt , /p � er d❑ Reinforces ::, ,t,a 55�- .. ❑ Insulating s l - ll� . ❑ Spray Apc_i; > p � N13, ❑ Pilings 0-,&, L ��T C.. N P G'� ❑ Shotcre: ;:: 0 EXPIRES: 12/31/2020 Speo14 -i-. _ Prepared By: Sean Hinchcliffe,PE cU t, Oil ., Ii :` ENGINEERING + bF'S1GN " .�.-�_ July 14, 1020 3933 5 Kelly Avenue Portland,OR 97239 tel:503.222.4453 VIMK.COM Structural Cal€ul€thons SW Nimbus Ave Buiiiiug'F 'dr`all Repair DC- Project: SW Nimbus Ave Building 'H' Wall Project Number: 20200393 Repair Project Address: 10170 SW Nimbus Ave Document: Structural Calculations for Tigard, Oregon 97223 Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-3 Project Notes and Special Inspections DC-4 Vicinity Map S-1 Structural Details S-2 thru S-7 Structural Calculations C-1 thru C-6 PROJECT DESCRIPTION This 'SW Nimbus Ave Building 'H' Wall Repair' project consists of the repair of a tilt-up wall panel damaged from impact by a truck at the site located at 10170 SW Nimbus Ave , Tigard, Oregon 97223. The repair consists of the installation of (2) strongback columns, cutting out of the damaged wall region, and pour-back of new concrete wall. ***LIMITATIONS*** VLMK Engineering + Design was retained in a limited capacity for this project. 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. G cad2020s20200393\Calculations\20200393 DC.docx Structural Caiculofiens SW N mDus AVE Building €'W'nli Bepni; CODES 2019 Oregon Structural Specialty Code (Based on the 2018 International Building Code) DESIGN LOADS Live Loads Roof Snow Load Flat Roof Snow Load, Pf 25 psf Snow Exposure Factor, C. 1 .0 Snow Load Importance Factor, Is 1 .0 Thermal Factor, Ct 1 .0 Snow Drift As Required Dead Loads Roof(Existing,Assumed) Roofing (new and future) 4.0 psf Insulation 1 .5 psf Sheathing (5/8" plywood) 1 .8 psf Sub-purlins (max 3x6 at 24" o.c.) 1 .2 psf Purlins 3.0 psf Beams 1 .0 psf Mechanical and Electrical 1 .0 psf Miscellaneous 1 .5 psf Total Roof Load 15.0 psf Wall Weights 5 1/2" Concrete Tilt Panel 69 psf Wind Basic Design Wind Speed, V (3-sec gust) 96 mph Nominal Design Wind Speed, Vasd 74 mph Risk Category U Wind Exposure C Internal Pressure Coefficient GC,i = +/- 0.1 8 Seismic Location Latitude 45.447121 Longitude -122.787096 Seismic Importance Factor, le 1 .0 Risk Category II Mapped Spectral Response Accelerations Ss = 0.862 S, = 0.397 Site Class D Spectral Response Coefficients Sds = 0.689 Sd1 = 0.503 Seismic Design Category D G::fcod2020\20200393\Calculations\202O0393 DC.docx 1Iructxo Calculations SW=Nir us Ave Building'h v olt Repois MATERIALS Concrete (E) Tilt Panels f '< = 3,000 psi (N) Walls f = 3,500 psi Reinforcing Steel ASTM A615 Gr. 60 Fy = 60 ksi Structural Steel Plates and Shapes ASTM A36 Fy = 36 ksi Structural Tubes ASTM A500 Gr. C (Rectangular) Fy = 50 ksi Bolts and Anchors Anchor Rods F1554 Gr. 36 (typical U.O.N.) F,, = 36 ksi (foundation) Threaded Rods ASTM A36 (typical U.O.N.) F,, = 36 ksi Drilled Anchors Concrete Adhesive Anchors Simpson SET-XP Epoxy Adhesive Anchor ICC ESR-2508 Simpson AT-XP Adhesive Anchor IAPMO ER-263 Hilti HIT-HY 200 Adhesive Anchor ICC ESR-3187 G::1cod2020\20200393\Calculations\20200393 DC.docx r• - PROJECTNOTES AND SPECIAL INSPECTIONS SPECIAL INSPECTION Comments Duration Inspection Agency Concrete Placement of Reinforcing for Reinforced Wall Testing Lab / Engineer Panels • Placement of Concrete for Reinforced Walls Testing Lab (Including Compressive Cylinders) Post-Installed Adhesive Anchors, Rods and per ICC report Testing Lab dowels in Concrete Structural Welding Single Pass Fillet Welds 5/16" and Smaller P Testing Lab Approved Fabricators Certificate of Compliance must be submitted to the Engineer of Record for all off site fabrication such as structural steel, open-web P Testing Lab steel joists and girders, glu-lams, precast concrete, etc. SPECIAL INSPECTION NOTES Duration refers to time and frequency of inspection for the portions of work indicated above. C = Continuous inspection in which the special inspector is on site at all times observing the work requiring special inspection. P = Periodic inspection in which the special inspector in on site at time intervals necessary to confirm that the work requiring special inspection is in conformance with approved permit drawings and specifications. The inspection agencies are as follows: Engineer: VLMK Engineering + Design Testing Lab: To Be Determined Owner shall hire Special Inspector at owner's expense. The contractor shall notify the special inspector when work is ready for inspection and maintain accessibility of work until it is reported to be in conformance and approved by the Building Official. 3933 S Kelly Avenue Pnrt!nnd,OR 97239 teL 533,222.4453 'VLIAK.COM axT ¢ ' !� m . q .Cu.t ? s: , ot �� R /MAX -," ..„ .M t Gr u 4 } . 4. 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Mk t kn"a ,N w i»':SR, '�': AREA OF WORK BUILDING H A VICINITY MAP r S-1 N.T.S. r WALL PANEL REPAIR 20200393 07,2020 Raro. 10170 SW NIMBUS AVE Sari TCN V L M K TIGIARD,OR 97223 °"" "�° ENGINEERING + DESIGN VICINITY MAP S-1 Y933 SW Key Avenue Poland,Oregon 97239 I lel:503 222 4453 I fax:503248.9263 I wwwMnrk.com s,ye.x° 00 0 0 0 00 8 - - 0 0 - I AM LOCATION OF WALL PANEL REPAIR �i/��\ (A) OVERALL BUILDING PLAN ,;//,, - 1/32"= 1'-0" 200393 07/2020 VVil WALL PANEL REPAIR 20MC,,� EWE 10170 SW NIMBUS AVE SAH TCN MK TIGARD,OR 97223ENGINEERING + DESIGN BUILDING PLANS-2 SW Kelly Avenue Portland,Oregon 97239 I tel:503.222.4453 I lax 503248.9263 I mvvv.vMkeom a,EE„o NOTES: 1. STRONGBACKS TO BE PLACED AND ANCHORED PRIOR TO CUTTING OUT CONCRETE PANEL. PROVIDE ALL OTHER TEMPORARY SHELTER/PROTECTION AS NEEDED DURING REPAIR. 2. VERIFY SLAB BELOW COLUMN LOCATIONS APPEARS INTACT AND NOT DAMAGED PRIOR TO STRONGBACK INSTALLATION. 3. COORDINATE CONCRETE PLACEMENT SUCH THAT FULL CONSOLIDATION OCCURS AT THE TOP OF THE INFILL AGAINST THE EXISTING WALL ABOVE. 4. EXAMINE EXISTING ADJACENT DOOR FRAME TO DETERMINE IF SALVAGEABLE OR NEEDS REPLACEMENT. 5. COORDINATE WATERSTOP AS REQUIRED AT BASE OF POURBACK. 6. PATCH/SEAL PANEL JOINT CAULKING AFTER REPAIR.REPAINT PANEL AND JOINT TO MATCH BUILDING. 5 1/2"CONCRETE WALL INFILL WITH#4 BARS AT 12"O.C. EACH WAY AT CENTER AND(2) #4 TRIM BARS AROUND PERIMETER, EPDXY EXISTING DOWEL#4 x 24"LONG (5"MIN EMBED)TO PANEL JOINT MATCH BAR SPACING TOP AND BOTTOM +12'_8, Auk / B.O.ROOF �) (VERIFY) (2)PAIRS OF , , 1 \ CLIPS AT TOP OF \— COLUMN,TYPICAL . E Eo OE —�C 7 E, E 'I • 16 I I I I . I +10'-0" Ankh I-- Ib• l'i • . 111 . • 1+ - --- T.O. INFILL I ' _ • I o r I ' I I r' 4111. r • Ir•-' II •. . I 11 11 11- (VERIFY) . ITS—_I I ' I .. ... 1 MAINTAIN �� — j--�— +I--- 'I`' �Il ORIGINAL 3/4" ' 11 ' :II 1 II• . II II EXISTING ROOF PANEL JOINT 1' I' 1 I 1- FRAMING I. •- I I 1 • 1 I e El •I • I.-Z I I . • 1 1 I •• .IC ]• I. TYP 1 -• ' L. _f 1- —1 I. I : I . - . ' I ... ) • I- I I 1 : I' I. - EXISTING DOOR I 1 I I I OPENING I I.. I I I I I' 1 I. I - I' I . • I I .. : I J' r I I - CHAMFER EDGE OF -1- ~ 7717 - -+ INFILLTOMATCH -I. E El I ' I IE E . I EXISTING PANEL HSS4x4x 1/4 I 1 1 • . • I . 1 STRONGBACKt COLUMN,TYPICAL I' )' I' I - .1 'I _ II II • 1 II .. .. . . II II- 1 ' el .....Jr:I ,I—— — 1 1 • 41;ir e I 1 • Ii • TYP 4f-14-N -=• I1_• 1- =1-—_lfm1Y-I+ +0'_0„ I I I I _ I I I T.O.SLAB ALIGN WITH PARTITION WALL 11'-0" (1'-0"MIN) (VERIFY) A STRONGBACK/WALL ELEVATION S-3 3/8"= 1'-0" r WALL PANEL REPAIR 20200393 07/2020 P"oJ.in DATE 10170 SW NIMBUS AVE SAH TCN Vlf L M K TIGARD,OR 97223ENGINEERING + DESIGN STRONGBACK ELEVATION S-3 SW Kelly Avenue Portland,Oregon 97239 I tel:503.2224453 I fax:533.248.9263 I mew.vlmk.corn O W y COLUMN PER ELEVATION NOTE: FIELD LOCATED ANGLE CLIPS TO } BE TIGHT AGAINST CONCRETE p p � L3x3x1/4 x 0'-3"WITH WALL, SHOP WELD OPTIONAL FOR 5/8"DIA x 4"EMBED CLIPS ANCHORING TO EXISTING EQ EPDXY ANCHOR,TYPICAL WALL PANEL ABOVE rrr —J 0 U >- o un nd n nu CV O COLUMN NEW OR EXISTING PER PLAN CONCRETE WALL po Qo (3)SIDES TYPICAL 3/16 O 1 STRONGBACK DETAIL S-4 = 1,-0„ NEW CONCRETE WALL COLUMN PER ELEVATION S co 4,-EA BASE PL 1/2x6xREQ'D WITH (2)1/2"DIA x 2"EMBED EXPANSION ANCHORS 3/16 I 2" 1 1/2" AS REQUIRED 2 STRONGBACK DETAIL S-4 1". t_o" NOTES: 1. EPDXY ANCHORS TO BE SIMPSON'SET-XP'(ICC ESR-2508)OR HILTI 'HIT-HY 200'(ICC ESR-3187). 2. PROVIDE SPECIAL INSPECTION IN ACCORDANCE WITH APPLICABLE ICC REPORT. r 200393 07/2020 WALL PANEL REPAIR 20200393 UNR 10170 SW NIMBUS AVE SAH TCN V L M KTIGARD, OR BUS SAH TCN ENGINEERING + DESIGN STRONG BACK DETAILS S-4 3933 SW Katy Avenue Portland,Oregon 97239 I le1:503222.4453 I fax 503248.9263 I www Hmkmm ,"EE,,,) INTERIOR FACE TYPICAL HORIZONTAL REINFORCING EXISTING WALL PANEL TYPICAL VERTICAL 3/4' ik TO REMAIN REINFORCING \ 4 • BACK UP ROD DIA TO BE EXTERIOR FACE U.O.N. 1 1/2 TIMES JOINT WIDTH 3/4"CHAMFER AT ALL CAULK JOINT EXPOSED PANEL EDGES (VERIFY TO MATCH EXISTING) E1 PANEL JOINT DETAIL S-5 1 1/2"= 1'-0„ WALL PANEL REPAIR 20200393 07//2020 PROJ NM MATE 10170 SW NIMBUS AVE CGA TCN 1110r1/ L M K TIGARD, OR 97223 ENGINEERING + DESIGN PANEL DETAILS S-5 3933 SW Kelly Avenue Portland,Oregon 97239 I te1:503.222.4453 I fax:503.248.9263 I wvov.vlmk.com STRONGBACK BEYOND PER S-4. EPDXY DOWELS V'" PANEL POURBACK PER PER ELEVATIONS ELEVATIONS WATERSTOP TYPICAL INFILL REINFORCING PER ELEVATION EXISTING EXTERIOR PAVING TO REMAIN • EXISTING SLAB ON GRADE EXISTING PANEL BELOW TO - REMAIN,CUT BACK FLUSH WITH INTERIOR FINISH FLOOR EXISTING FOOTING AND SLAB TURN-DOWN (FIELD VERIFY) 7-1 1 PANEL FOOTING DETAIL S_6 j 1 1/2"= r WALL PANEL REPAIR 20200393 0712020 10170 SW NIMBUS AVE CGA TCN V L M IC ENGINEERING OR 97223 "" ENGINEERING + DESIGN PANEL DETAILS S-6 3933 SW Kelly Avenue Portland,Oregon 97239 I te1:503222.4453 I lac 503.248.9263 I www.vlmk2m NOTE: COORDINATE CONCRETE PLACEMENT SUCH THAT FULL ,. CONSOLIDATION OCCURS UP TIGHT TO EXISTING WALL PANEL EXISTING PANEL ABOVE 3 , , L F- a 3 w \W _ CUT ELEVATION jok (FIELD VERIFY) ` • FORM REVEAL TO MATCH TYPICAL INFILL REINFORCING EXISTING,CONTINUE PER ELEVATION(HORIZONTAL HORIZONTALLY ACROSS INFILL AND VERTICAL) REBAR EPDXY DOWELS - PER ELEVATION �1 PANEL JOINT DETAIL C+-7 1 1/2"= 1'-0" 200393 07/2020 VVI. WALL PANEL REPAIR 20PRa� °.lE 10170 SW NIMBUS AVE CGA TCN ENGINEERING + DESIGN M K TIGARD,OR 97223 °" ""° PANEL DETAILS S-7 SW Kely Avenue Portland Oregon 97239 I te1:503.222.4453 I fax:503248.9263 I gem vimkmm CALCULATIONS V L NI K Project SW Nimbus Ave lob# 20200393 By: SAN Date: 07/2020 Sheel, C-1 v4.00-Software Copyright 2020 VLMK Consulting Engineers, All Rights Reserved. Wind Loads - Components and Cladding Based on the 2018 International Building Code and ASCE 7-16, 30.4 (Part 2: Low-Rise Buildings - Simplified) Vult = 95 mph Basic Wind Speed 3-Second Gust (USD) [Figure 26.5-1A, B, C, & D] C Exposure Category [Section 26.7.3] II Risk Category (I), (II), (III), or (IV) [IBC Table 1604.5] = 1.00 Topographic Factor [Figure 26.8-1] Flat Roof Type Roof Slope = 0 to 7 Degrees Eff. Area = 50 sf Span Length x Eff. Width (not less than Span Length/3) Load Factor = 1.0 USD = 1.0W, ASD = 0.6W Design Wind Pressure: pnet = AxnPnet30 [Equation 30.4-1] Wall Loads: ( 1.0W USD LEVEL ) Height Factor Int. Zone 4 End Zone 5 (ft) A (psf) (psf) 15 1.21 17.5 -19.2 17.5 -22.1 20 1.29 18.7 -20.5 18.7 -23.6 25 1.35 19.6 ' -21.5 19.6 -24.7 30 I 1.40 20.3 -22.3 20.3 -25.6 35 3 1.45 21.0 -23.1 21.0 -26.5 40 1.49 21.6 -23.7 21.6 -27.3 45 1.53 22.2 -24.3 22.2 -28.0 50 1.56 22.6 -24.8 22.6 -28.5 55 1.59 23.1 -25.3 23.1 -29.1 60 1.62 23.5 -25.8 23.5 -29.6 Roof Loads: ( 1.0W USD LEVEL) Height Factor Int. Zone 1 Int. Zone 1' End Zone 2 Corner Zone 3 (ft) A (psf) (Psf) (psf) (Psf) 15 1.21 16 -26 16 -18 16 -35 16 -44 20 1.29 16 -28 16 -19 16 -37 16 -47 25 1.35 16 -30 16 -20 16 -39 16 -49 30 € 1.40 16 -31 16 -21 16 -41 16 -51 35 1.45 16 -32 16 -22 16 -42 16 -53 40 1.49 16 -33 16 -22 16 -43 16 -54 45 1.53 16 -34 16 -23 16 -44 16 -56 50 1.56 16 -34 16 -23 16 -45 16 -57 55 1.59 16 -35 : 16 -24 16 -46 16 -58 60 1.62 16 -35 16 -24 16 -47 16 -59 Notes: 1.) Loads shown may be governed by Minimum Wind Design Loads per Section 30.2.2. 2.) Presures shown are applied normal to their respective surfaces. 3.) Plus and minus signs signify pressures acting toward (+) and away (-) from the surfaces. Hazards by Location C-2 Search InformationPd Address: 10170 SW Nimbus Ave,Tigard,OR 97223,USA (1t fail oha Coordinates: 45.4471214,-122.787096 Bea','rtta i Elevation: 176 ft 176 ft Timestamp: 2020-07-06T22:07:07.686Z 7rne rr 10 i WOLikae Hazard Type: Seismic YP Reference ASCE7-16 �o Map data 72020 Gogle Document: Risk Category: 11 Site Class: D-default Basic Parameters Name Value Description Wall seismic load: Ss 0.862 MCER ground motion (period=0.2s) 0.4(0.689)(5.5" / 12)(150 pcf) = 19 psf Si 0.397 MCER ground motion (period=1.0s) SMS 1.034 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.689 Numeric seismic design value at 0.2s SA SDI *null Numeric seismic design value at 1.0s SA See Section 11.4.8 vAdditional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CRs 0.885 Coefficient of risk(0.2s) CR1 0.867 Coefficient of risk(1.0s) PGA 0.393 MCEG peak ground acceleration FPGA 1.207 Site amplification factor at PGA PGAM 0.474 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 0.862 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.973 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) _l VV L M K Project j,01.TO NivrBNS Job 20200393 By CGA Dore: 07/2020 Sheettt C-3 ENGINEERING♦ DESIGN Fxah.N' Walt Pr440.44, f LofkCb �y` 0ko =(15g. + 2- PsFsL)((o-c mR 8� (tom: Sww Pao P(�c4.+ 250 P4 20 f SFu Red (IL'004.6 lAks 1 , TO 5c5JwNZ 4- = 3 A. �`t - 5._ S° per= w(5 a) = 3.5a + 1.42 <.°- sEe FhtoctuhaD }1�S 4 A)R%, xeoNU z Gic (E)ok,.t•cr- —� w r -to RB'wq 3933 SW Kelly Avenue Portland,OP,97239 tel: 503.222.4453 fax: 503.248.9263 ww„w.vh mk.co m C-4 Steel Column Fie=CIL erslcolbyalDesktop110170SWNirbusec6 Software copynght ENERCALC,INC.1983-2019,Build:12,191231 . I `. (.',.?3,- VLMK CONSULTING ENGINEERS DESCRIPTION: Strongback Column Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information Steel Section Name: HSS4x4x114 Overall Column Height 12 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade , A500, Grade C, Fy=50 ksi, Carbon Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=12 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=12 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:146.170 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 12.0 ft,Yecc=5.750 in,D=3.580,S=1.420 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2525 :1 Maximum Load Reactions.. Load Combination +D+S+H Top along X-X 0.0 k Location of max.above base 11.919 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.1997 k Pa:Axial 5.146 k Bottom along Y-Y 0.1997 k Pn/Omega:Allowable 52.346 k Ma-x:Applied -2.380 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 11.702 k-ft Along Y-Y -0.1705 in at 7.007ft above base Ma-y:Applied 0.0 k-ft for load combination:+D+S+H Mn-y I Omega:Allowable 11.702 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.007225 : 1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.1997 k Vn I Omega:Allowable 27.634 k Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 3.726 -0.143 0.143 +D+L+H 3.726 -0.143 0.143 +D+Lr+H 3.726 -0.143 0.143 +D+S+H 5.146 -0.200 0.200 +D+0.750Lr+0.750L+H 3.726 -0.143 0.143 +D+0.750L+0.750S+H 4.791 -0.185 0.185 +D+0.60W+H 3.726 -0.143 0.143 +D+0.750Lr+0.750L+0.450W+H 3.726 -0.143 0.143 +D+0.750L+0.750S+0.450W+H 4.791 -0.185 0.185 +0.600+0.60W+0.60H 2.236 -0.086 0.086 +D+0.70E+0.60H 3.726 -0.143 0.143 +D+0.750L+0.750S+0.5250E+H 4.791 -0.185 0.185 +0.600+0.70E+H 2.236 -0.086 0.086 D Only 3.726 -0.143 0.143 Lr Only L Only S Only 1.420 -0.057 0.057 W Only E Only www.hilti.us Profis Anchor 2.7.6 Company: VLMK Page: 1 Specifier: CGA Project: Panel Damage Address: Sub-Project I Pos.No.: 20200393 Phone I Fax: Date: 7/14/2020 E-Mail: Specifier's comments: Nimbus Bldg H 1 Input data Anchor type and diameter: HIT-HY 200+HAS-E B7 5/8 Effective embedment depth: h 4.000 in. (h in.) P het = etlimit= Material: ASTM A 193 Grade B7 Evaluation Service Report: ESR-3187 Issued I Valid: 11/1/2016 1 3/1/2018 Proof: Design method ACI 318-14/Chem Stand-off installation: e,=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=11.000 in.x 10.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f,=3,000 psi;h=5.500 in.,Temp.short/long:32/32°F 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 o ....-...--y.,,.... . 4 leo 4.i 1.2D+1.6S 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 Hill is a registered Trademark of Hitti AG,Schaan Ni`Tm www.hiltlus Profis Anchor 2.7.6 Company: VLMK Page: 2 Specifier: CGA Project: Panel Damage Address: Sub-Project I Pos.No.: 20200393 Phone I Fax: I Date: 7/14/2020 E-Mail: 2 Proof I Utilization (Governing Cases) - Design values[lb] Utilization Loading Proof Load Capacity De/ v[%.] Status Tension - - - -/- - Shear Concrete edge failure in direction x+ 6,570 6,675 -/99 OK Loading 1 { Utilization S,,,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. 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 Schwan Hilti is a registered Trademark of Hilti AG,Schaan