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REVIEWED BLD2024-0452+Structural_Calculations+4.5.2024_11.29.08_AM+4179215BLD2024-0452 RECEIVED �,oaoza C � ENGINEERING 250 4th Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning REVIEWED BY CITY OF EDMONDS STRUCTURAL CALCULATIONS Johnston Residence 17134 Talbot Rd Edmonds, WA 98026 0311812024 CG Project No.: 23306.10 Project Description A small landslide occurred near the top of a steep slope overlooking the Puget Sound in the backyard of an existing single-family residence. An existing concrete wall, approximately 4' tall, is located at the top of the slope. Pipe piles and helical tiebacks anchors will be used to stabilize the existing retaining wall. Nelson Geotechnical provided recommendations and soil design parameters for the stabilization of the slope. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Soil Criteria (Per geotech report by Nelson Geotechnical Associates, Inc. Report #10279624 Dated 2/23/24 Foundation Repair: Allowable Capacity 2" Pipe Pile 6 k Retaining Wall: Active Pressure 60 pcf Seismic Surcharge 8 H psf ANCHOR PER PLAN ZF u, x z a 60. 8H PSF SEISMIC SURCHARGE 60 PCF ACTIVE PRESSURE Description By Date MRD 3/13/2024 Project Summary checked Date ENGINEERING scale NTS sheet No. 250 4th Ave South Project Job No. Suite 200 Johnston Residence 23306.10 Edmonds, WA 98020 / CE/WA DOWEL AND EPDXY �' b„ 9 p IOATEO REINF INTO EXISTQJ. / CONCRETE WALL& / FOOTING WITH HILT, HIT HY 200 AND 4" MIN EMBED \ �C PI PE PILES PER / O. SCHEDULE, TYP PIPE PILES PER SCHEDULE,TYP 1.2 / o �\ 3, HELICAL TIEBACK / PER SCHEDULE, TYP / 0.8' \ \ WALLNEWCONCRETE J � / P�Go�y \ SITEAREA 11,934 SF 27040700104300\` ,\HOUSE #17134 \ \ ROOF PEAK=104.40' \t FINISH FLOOR=83.76' Description Slope Stabilization Key Plan By MRD Date03/08/2024 Checked Date ENGINEERING 2504th Ave. South Scale NTS Sheet No. Suite 200 Edmonds, WA98020 Project Johnston Residence Job No. 2 425.778.8500 www.cgengineering.com 23306.10 JOHNSTON RESIDENCE SLOPE STABILIZATION i DESIGN CRITERIA ACTIVE PRESSURE = 60 pcf SEISMIC SURCHARGE = 8H psf WALL LOADING HORIZONTAL FORCE: ACTIVE = (1/2)(60pcf)(5')(5') = 750#/ft SEISMIC = (8(5')psf)(5') = 200#/ft VERTICAL FORCE: ACTIVE = (750#/ft)(SIN(15°)) = 194#/ft SEISMIC = (200#/ft)(SIN(150)) = 52#/ft AXIAL FORCE ON ANCHOR: ACTIVE = (750#/ft)/(COS(15°)) = 777#/ft SEISMIC = (200#/ft)/(COS(15°)) = 208#/ft VERTICAL FORCE OF WALL DL: DL =(150pcf)[(1.5')(1')+(4')(0.66')] = 625#/ft HQRIZONTAL 15' G m NOTE: ALL UNITS ARE PER LENGTH OF WALL AND ARE UNFACTORED 4 Description Slope Stabilization Key Plan sY MRD Date03/08/2024 Checked Date ENGINEERING 2504th Ave. South Scale NTS Sheet No. Suite 200 Edmonds, WA98020 Project Johnston Residence Job No. 3 425.778.8500 www.cgengineering.com 23306.10 JOHNSTON RESIDENCE SLOPE STABILIZATION ANCHORAGE DESIGN PMAX DESIGN, ASD _[(777#/ft)+0.7(208#/ft)](47')/(5 ANCHORS) = 8.67k TRY RS2875.203 SHAFT PER CUTSHEET PALLOW = 30k > 8.67k REQUIRED TORQUE/=(8.67k)x200%/9 = 1927ft-# < 5500ft-#✓ THREADED BAR DESIGN PMAX DESIGN, -RFD =[1.6(777#/ft)+(208#/ft)1(47')/(5 ANCHORS) = 13.65k TRY 1"0 WILLIAMS 150KSI-ALL-THREAD ED BAR PER CUTSHEET PALLOW, 0.6FPU = 76.5 k > 13.65 kV PALLOW, 0.8FPU = 102k > (200%)(13.65k) = 27.3kv/ CONCRETE BETWEEN HELICAL TIES CHECK (ONE WAY SLAB) WMAX DESIGN, LRFD = [1.6(750#/ft)+(200#/ft)]/5' = 280#/ft' L = (47')/(5 ANCHORS) = 9.4' BEAM DEPTH (b) = 8" BEAM WIDTH (d) = 12" REINFORCEMENT MINIMUM AS = 0.0018(8")(12") _ #4 BARS @ 12" OC = 0.2in' fc = 2.5ksi CONCRETE BEAM FBD W L R R SHEAR = WL/2 = (280#/ft2)(1')(9.4')/2 = 1.32k < 2.32kV MOM = WL2/8 = (280#/ft2)(1')(9.4')Z/8 = 2.94k-ft < 3.38k-ftv/ PER ENERCALC, RETAINING WALL IS ADEQUATE WITH ANCHORS @ 9' OC Description Slope Stabilization Key Plan 'y MRD Date03/08/2024 Checked Date ENGINEERING Scale NTS Sheet No. 2504th Ave. South Suite 200 Edmonds, WA98020 4 Project Johnston Residence Job No. 425.778.8500 www.cgengineering.com 23306.10 Project Title: Engineer: Project ID: Project Descr: Concrete Beam LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING DESCRIPTION: ONE WAY SLAB CHECK CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 General Information fc = 2.50 ksi Phi Values Flexure : 0.90 fr = fc �2 "7.50 = 375.0 psi Shear: 0.750 W Density = 145.0 pcf p 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 2,850.0 ksi Fy - Stirrups 40.0 ksi fy -Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Seismic Design Category = A 1 9.0 n 12"wx8"h Cross Section & Reinforcing Details Rectanqular Section, Width = 12.0 in, Heiqht = 8.0 in Span #1 Reinforcinq.... 144 at 4.0 in from Bottom, from 0.0 to 9.0 ft in this span Load for Span Number 1 Uniform Load : E = 0.050, H = 0.150 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.867 : 1 Section used for this span Typical Section Mu: Applied 2.936 k-ft Mn * Phi: Allowable 3.388 k-ft Location of maximum on span 4.508 ft Span # where maximum occurs Span # 1 • Project File: 2.ec6 (c) ENERCALC INC 1983-2023 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio = 21357 —360.0 E Only Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 E Only Max Downward Total Deflection 0.019 in Ratio = 5772 —180.0 Span: 1 : +0.70E+H Max Upward Total Deflection 0.000 in Ratio = 0 <180.0 Span: 1 : +0.70E+H Shear Stirrup Requirements Entire Beam Span Length : Vu — Phi*lambda*sgrt(fc)*bw*d, Req'd Vs = Not Reqd per 9.3.6.1, Stirrups are not required. Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope 5 Span # 1 1 9.000 2.94 3.39 0.87 +1.60H Span # 1 1 9.000 2.43 3.39 0.72 +E+1.60H Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: 2.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: ONE WAY SLAB CHECK Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio Span # 1 1 9.000 2.94 3.39 0.87 +0.90H Span # 1 1 9.000 1.37 3.39 0.40 +E+0.90H Span # 1 1 9.000 1.87 3.39 0.55 Overall Maximum Deflections Load Combination Span Max. "" DO (in) .ocation in Span (ft Load Combination Max. "+" Defl (invocation in Span (ft +0.70E+H 1 0.0187 4.500 0.0000 0.000 6 JOHNSTON RESIDENCE SLOPE STABILIZATION PIN PILE DESIGN DESIGN MAX SPACING BASED ON PIN PILE CAPACITY (6k): MAXIMUM AXIAL FORCE: DL = 625#/ft, H = 194#/ft, EQ = 52#/ft ASD FACTORED = DL + 0.7EQ + H = 856#/ft PILE SPACING = (6k)/(856#/ft) = 7ft UNREINFORCED BEAM CHECK CONCRETE BEAM FBD W 12" L 16" R R ONEWAY SHEAR CAPACITY: 04/3X(f j`bWh = (0.6)4/3(1)(2500psi)1/'( 16")(12") = 7680# MOMENT CAPACITY = 0min(5X(f J1/ZSm,0.85f cSm) = (0.6)min(5(1)(2500)1/2((16")(12")2/6), 0.85(2500)((16")(12")2/6) = 0.6min(96000#-in,816000) = 57600#-in = 4800#-ft W: DL = 625#/ft, H = 194#/ft, EQ = 52#/ft WLRFI = 1.2DL+1.6H+EQ = 1113#/ft SHEAR = WL/2 = (1113#/ft)(L')/2 = 7680# -> LMAX = 13.8' MOM = WLZ/8 = (1113#/ft)(L')Z/8 = 4800#-ft -> LMAX = 5.87' <-CONTROLS Description ENGINEERING 2504th Ave. South Suite 200 Edmonds, WA 98020 Project 425.778.8500 www.cgengineering.com Slone Stabilization Johnston Residence Plan PILE SPACING IS UNREINFORCED CONCRETE CAPACITY CONTROLLED USE 5'-10" PIN PILE SPACING MAX ' M R D "° `CO3/08/: hecked Date :ale NTS Sheet No. >b No. 7 23306.10 ICC C E� Approved for Seismic Design Categories A thru F CHANCE* Type RS2875.203 Helical Piles 63 kip Ultimate - 31.5 kip Allowable Capacity Installation Torque Rating - 7,000 ft-lb Multi -Purpose 2-7/8" Diameter, 0.203" Wall, Round HSS Shaft with integrally formed upset sockets Description: Hubbell Power Systems, Inc., CHANCE Type RS2875.2O3 Helical Piles have 63 kip ultimate capacity and 31.5 kip working or allowable capacity in compression or tension. This capacity is based on well documented correlations with installation torque, which is recognized as one method to determine capacity per IBC Section 1810.3.3.1.9. Lead sections and extensions couple together to extend the helix bearing plates to the required load bearing stratum. Round shaft helical piles offer increased lateral and buckling resistance compared to solid square shafts with similar torque strength. Strength calculations are based on a design corrosion level of 50 years for most soil conditions. CHANCE Type IRS Helical Piles can be coupled with square shaft lead sections (Combo Piles) to provide greater penetration into bearing soils. CHANCE Type IRS Helical Piles and Anchors feature sharpened leading edge helix plates that are circular in plan to provide uniform load bearing in most soil conditions. Helix plates can be equipped with "sea -shell" cuts on the leading edge to enhance penetration through dense soils with occasional cobbles and debris. Custom lengths and helix configurations are available upon request. See below for additional information and other sections of this Technical Manual for specifications and design details. Hole accepts 2-7/8"Dia. 3/4" Dia. Pipe Shaft Coupling Bolt 3" Spacing Up to True 3 Dia. 10'- 0 Long Helix Spacing Form Typical 3/4" Dia. 3" Pitch Structural Sharp Grade Bolt Leading Edge 6-1/4„ 45� Pilot Point Single Helix Twin Helix Triple Helix Helical Extension Plain Exension Coupling Lead Section Lead Section Lead Section Section Section Detail $ HUBBELL ©Hubbell Incorporated I www.chancefoundationsolutions.com TDO4343E Rev. A - 03/2022 c�E- RS2875.203 Helical Pile Specifications & Available Configurations Shaft - HSS 2-7/8 inch OD x 0.203 inch (schedule 40) wall steel shaft produced exclusively for CHANCE products. Coupling - forged as an integral part of the plain and helical extension material as round deep sockets connected with multiple structural bolts. Helix - 3/8 inch Thick: ASTM A572, or A1018, or A656 with minimum yield strength of 50 ksi. 3 inch Helix Pitch - a standard established by Hubbell Power Systems, Inc. for Helical Piles and Anchors. Available Helix Diameters: 8, 10, 12, or 14 inches. All helix plates are spaced 3 times the diameter of the preceding (lower) helix unless otherwise specified. The standard helix plate has straight sharpened leading edges or can be ordered with a "sea shell" cut. The "sea shell" cut is best suited when it is necessary to penetrate soils with fill debris, cobbles, or fractured rock. Configurations: Single, double, and triple helix Lead Sections, 5, 7, and 10 feet long Plain Extensions, 3, 5, 7, and 10 feet long Extensions with Helix Plates, 5 and 7 feet long Helical products are Hot Dip Galvanized per ASTM A153 Class B-1. NOTE.- Helical piles shall be installed to appropriate depth in suitable bearing stratum as determined by the geotechnical engineer or local jurisdictional authority. Torque correlated capacities are based on installing the pile to its torque rating, using consistent rate of advance and RPM. A minimum factor of safety of 2 is recommended for determining allowable capacity from correlations. Deflections of 0.25 to 0.50 inches are typical at allowable capacity. ICC Approved for Seismic Design Categories A thru F CHANCE Type RS2875.203 Helical Pile Shaft Cross -Section Figure 7-15 Nominal, LRFD Design and ASD Allowable Strengths of RS2875.203 Helix Plates for Shaft Axial Tension and Compression' Helix Diameter in (mm) Thickness in (mm) Nominal Strength kip (kN) LRFD Design Strength kip (kN) ASD Allowable Strength kip (kN) 8 (200) 0.375 (9.5) 85.8 (381.7) 64.4 (286.3) 42.9 (190.8) 10 (250) 0.375 (9.5) 73.6 (327.4) 55.2 (245.6) 36.8 (163.7) 12 (300) 0.375 (9.5) 75.6 (336.3) 56.7 (252.2) 37.8 (168.1) 14 (350) 0.375 (9.5) 61.0 (271.3) 45.8 (203.5) 30.5 (135.7) For SI: 1 kip = 4.448 kN. 1Capacities based on a design corrosion level of 50-years. Nominal and LRFD Design Compression Strengths of CHANCE" Type RS2875.203 Helical Pile Lead & Extension Sections1,2 Nominal & LRFD Design Compression Strengths kips (kN) Section Type & Firm Soil Soft Soil Helix Count Fixed Pinned Fixed Pinned Nominal Design Nominal Design Nominal Design Nominal Design 69.0 62.1 (276.2) 64.3 57.9 (306.9) (286.0) (257.6) Lead, 55.5 49.9 42.0 37.8 For Single For Single For Single For Single Single Helix (246.9) (222.0) (186.8) (168.1) 14"- 61 14"- 54.9 14"- 61.0 14"- 57.9 (271.3) (244.2) (271.3) (257.6) Lead, Multi -Helix 69.0 306.9 62.1 (276.2) 64.3 286.0 57.9 (257.6) 55.5 (246.9) 49.9 (222.0) 42.0 (186.8) 37.8 (168.1) Extension 69.0 62.1 64.3 57.9 306.9 276.2 286.0 257.E For SI: 1 kip = 4.448 kN. 1 Refer to Section 4.1.3 of ESR-2794 for descriptions of fixed condition, pinned condition, soft soil and firm soil. 2 Strength ratings are based on a design corrosion level of 50-years and presume the supported structure is braced in accordance with IBC Section 1808.2.5, and the lead section with which the extension is used will provide sufficient helix capacity to develop the full shaft capacity. 9 ©Hubbell Incorporated I www.chancefoundationsolutions.com TD04343E Rev. A - 03/2022 RS2875.203 HELICAL PILE AND ANCHOR PRODUCT SPECIFICATIONS SHAFT Hot Rolled HSS 2-1/2 inch Nominal Schedule 40 (0.203 inch nominal wall) per ASTM A500 Grade B/C with 65 ksi minimum yield strength Shaft Size, OD 2.875 in 73 mm Corroded 2.862 in 1 72.7 mm Shaft Size, ID* 2.497 in 63.4 mm Corroded 2.510 in 1 63.75 mm Moment of Inertia (I)* 1.44 in4 59.9 cm4 Corroded 1.344 in4 1 55.9 cm4 Shaft Area (A)* 1.59 in2 10.3 cm2 Corroded 1.48 in2 1 9.57 cm2 Section Modulus (Sx-x)* 1.0 in3 16.4 cm3 Corroded 0.939 in3 1 15.4 cm3 Perimeter 9.0 in 22.8 cm Corroded 8.99 in 1 22.8 cm Coupling Integral Forged Round Deep Socket Sleeve Coupling Bolts Two 3/4 in Diameter SAE J429 Grade 5 Hex Head Bolts with Threads Excluded from Shear Planes Helix Plates 0.375 inch Thick, Formed on Matching Metal Dies, ASTM A572 Grade 50 or better Coatings Hot Dip Galvanized per ASTM A153 Class B-1, 3.1 mil minimum thickness or Bare Steel TORQUE PROPERTIES Torque Correlation Factor g ft 30 m Torque Rating 7,000 ft-lb 9,491 N-m STRUCTURAL CAPACITY Tension Strength Nominal LRFD Design 60 kip 267 kN 45 kip 1 200 kN Allowable Tension Strength 133 kN TORQUE CORRELATED CAPACITY Capacity Limit Based on Torque Correlation, Tension/Compression Ultimate Allowable 63 kip 280 kN 31.5 kip 140 kN * computed with 93% of wall thickness per AISC 360-10, B4.2 ICC� Approved for Seismic Design Categories A thru F Assembly of RS2875.203 Figure 7-16 ASD Allowable Compression Strengths of CHANCE* Type RS2875.203 Helical Pile Lead & Extension Sections1,2 ASD Allowable Axial Compression Strength kips (kN) Section Type &Helix Count Firm Soil Soft Soil Fixed Pinned Fixed Pinned For Single 8" - 41.3 (183.7) For Single 8" - 38.5 (171.3) 33.2 (147.7) Lead, Single Helix See Helix Strength Table Above for 10", 12" & 14" See Helix Strength Table Above for 10", 12" & 14" For Single 14" - 30.5 (135.7) 25.1 (111.7) Lead, 2-Helix 8"-10" 41.3 (183.7) 38.5 (171.3) 33.2 (147.7) 25.1 (111.7) Lead, 2-Helix 10"-12" Lead, 2-Helix 12"-14" Lead, 2-Helix 14"-14" Lead, Multi -Helix 41.3 (183.7) 38.5 (171.3) 33.2 (147.7) 25.1 (111.7) Extension 41.3 (183.7) 38.5 (171.3) 33.2 (147.7) 25.1 (111.7) For SI: 1 kip = 4.448 kN. 1 Refer to Section 4.1.3 of ESR-2794 for descriptions of fixed condition, pinned condition, soft soil and firm soil. 2 Strength ratings are based on a design corrosion level of 50-years and presume the supported structure is braced in accordance with IBC Section 1808.2.5, and the lead section with which the extension is used will provide sufficient helix capacity to develop the full shaft capacity. HUBBELL 10 ©Hubbell Incorporated I www.chancefoundationsolutions.com TD04343E Rev. A - 03/2022 3/11/24, 10:46AM 150 KSI All -Thread -Bar — Williams Form Engineering Corp. FORM ENGINEERING CORP. 150 KSI ALL -THREAD -BAR CONTACT US 150 KSI-ALL-THREAD BAR NOMINAL MINIMUM MINIMUM PRESTRESSING FORCE APPROX. BAR NET AREA NOMINAL THREAD DIAMETER THRU ULTIMATE WEIGHT MAJOR STRENGTH & PITCH THREADS 0.85 in2 128 kips154 7kN)(397 76.5 kips 3.09 Ibs/ft DIA. 1" - 4 1-1/8" (26 mm) (549 mm2) 1.25 in2 (567 kN) 188 kips 150 kips 131 kips (340 kN) 113 kips (4.6 kg/m) 4.51 Ibs/ft (29 mm) 1-1/4" - 4 1-7/16" (32 mm) (807 mm2) (834 kN) (667 kN) (584 kN) (500 kN) (6.7 kg/m) (37 mm) 1-3/8" - 4 1.58 in2 237 kips 190 kips 166 kips 142 kips 5.71 Ibs/ft 1-9/16" (36 mm) (1019 mm2) (1054 kN) (843 kN) (738 kN) (633 kN) (8.5 kg/m) (40 mm) 1-3/4" - 3-1/2 2.60 in2 390 kips 312 kips 273 kips 234 kips 9.06 Ibs/ft 2" (46 mm) (1664 mm2) (1734 kN) (1388 kN) (1214 kN) (1041 kN) (13.5 kg/m) (51 mm) 2-1/4" - 3-1/2 4.08 in2 613 kips 490 kips 429 kips 368 kips 14.1 Ibs/ft 2-1/2" (57 mm) * (2632 mm2) (2727 kN) (2181 kN) (1909 kN) (1636 kN) (20.8 kg/m) (64 mm) 2-1/2" - 3 5.19 in2 778 kips 622 kips 545 kips 467 kips 18.2 Ibs/ft 2-3/4" (65 mm) (3350 mm2) (3457 kN) (2766 kN) (2422 kN) (2074 kN) (27.1 kg/m) (70 mm) 3" - 3 6.85 in2 1027 kips 822 kips 719 kips 616 kips 24.1 Ibs/ft (35.8 3-1/8" (75 mm) (4419 mm2) (4568 kN) (3656 kN) (3198 kN) (2740 kN) (80 mm) kg/m) PART NUMBER R71-08 R71-14 R71-18 R71-20 R71-24 • The 2-1/4" diameter bar is not covered under ASTM A722. • ACI 318-14, Section 17.5.1.2 indicates that the nominal shear strength of an anchor not exceed 0.60 x area of steel x the ultimate stress of the steel. Designers should utilize appropriate resistance factors for shear based on the condition of use. • Per PTI recommendations for anchoring, anchors should be designed so that: 1wdesign load is not more than 60% of the specified minimum tensile stressing st • The lock -off load should not exceed 70%of the specified minimum tensile strength of the prestressing steel. • The maximum test load should not exceed 80% of the specified minimum tensile strength of the prestressing steel • Maximum test load and maximum factored design load must not exceed the yield strength of ANY steel element. Structural Properties YIELD ULTIMATE L,ONGATION IN REDUCTION STRESS STRESS 20 BAR DIAMETERS OF AREA 120 KSI 150 KSI (827 MPa) (1034 MPa) 4/ zo/min. Sizes Williams 150 KSI bars are manufactured in 7 diameters from 1" (26 mm) through 3" (75 mm). All diameters are available in continuous 11 lengths up to 50' (15.2 m) https://www.williamsform.com/threaded-bar/l 50-ksi-all-thread-bar/ 1 /6 www.hilti.us L�IIIIIIII,llllllli I WE Q1 Profis Anchor 2.6.5 Company: Page: 1 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 3/13/2024 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - SS 304 5/8 (4) }�f Effective embedment depth: hef,act = 4.000 in., hnom = 4.438 in. Material: AISI 304 Evaluation Service Report: ESR-1917 Issued I Valid: 2/22/2016 1 5/1/2017 Proof: Design method ACI 318-14 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix x ly x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Round bars (AISC); (L x W x T) = 1.000 in. x 1.000 in. x 0.000 in. Base material: cracked concrete, 2500, f,' = 2500 psi; h = 8.000 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, it lb] 12 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 www.hilti.us L�i I EL-0 Q1 Profis Anchor 2.6.5 Company: Page: 2 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 3/13/2024 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity j3N / Pv [%] Status Tension Concrete Breakout Strength 13185 13536 98 / - OK Shear Steel Strength 883 6417 - / 14 OK Loading ON Rv Utilization ON,V [%] Status Combined tension and shear loads 0.974 0.140 1.0 93 OK 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. 13 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