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REVIEWED BLD2024-0094+Structural_Analysis_or_Calculations+1.22.2024_4.57.44_PM+4013551Ccivil & structural ENGINEERING engineering &planning RECEIVED BLD2024-0094 Jan 24 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL CALCULATIONS REVIEWED BY CITY OF EDMONDS 250 WI` Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 Harbor Square Atriums C • =2 180 West Dayton Street Edmonds, WA 98020 CG Project No.: 22036.11 Project Description The existing glass atriums at Harbor Square Building 4 will be replaced with a wood framed roof and wood framed walls. The exisitng building is constructed with concrete tilt up walls. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Roof Dead 15 psf Live 25 psf (snow) Floor Dead 15 psf Live 40 psf Description By Date ERH 12/29/2022 Project Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 HARBOR SQUARE ATRIUMS - BUILDING 4 22036.10 Edmonds, WA 98020 1 Gravity Design Loads Roof DL Roofing Material 2.5 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x12 @ 24" OC 2.2 psf M/E 1.0 psf Misc 1.5 psf 13.3 psf USE 15.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof ILL (Snow) 25.0 psf � Description Gravity Design Loads By ERH Date 12/29/22 ^ Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project HARBOR SQUARE ATRIUMS - BUILDING 4 Job No. Edmonds, WA 98020 22036.10 Beam Span Table - Roof Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF #2 937 600 417 306 234 185 150 124 104 - - - - - - 3 1/2 x 5 1/2 LSL 1541 986 685 503 369 259 189 142 109 - - - - 4x8 HF #2 1461 1038 721 529 405 320 259 214 180 154 132 115 101 3 1/2 x 7 1/4 LSL 2616 1674 1163 854 654 517 419 321 247 195 156 127 104 6x8 DF #2 2162 1384 961 706 541 427 346 286 240 205 176 154 135 120 107 - - 2 11/16 x 9 1/4 PSL 2405 1924 1603 1374 1193 942 763 631 530 452 378 307 253 211 178 151 130 4x10 HF #2 1863 1490 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 - 4x12 HF #2 2266 1812 1469 1080 827 653 529 437 367 313 270 235 207 183 163 147 132 5 1/4 x 9 1/4 PSL 5399 1 4319 1 3600 3085 1 2677 2115 1 1713 1 1416 1183 931 745 606 499 416 351 298 256 2 11/16 x 9 1/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 3 1/2 x 9 1/2 LSL 3634 2907 2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139 3 1/2 x 9 1/2 PSL 3700 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 6x10 DF #2 3404 2219 1541 1132 867 685 555 458 385 328 283 247 217 192 171 154 139 5 1/4 x 9 1/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 9 1/2 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 2 11/16 x 11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 3 1/2 x 11 1/4 LSL 4301 3441 2867 2458 2001 1581 1281 1058 889 758 653 547 450 375 316 269 231 3 1/2 x 11 1/4 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 6x12 DF #2 4123 3253 2259 1660 1271 1004 813 672 565 481 415 361 318 281 251 225 203 5 1/4 x 11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 31/2 x11 718 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 31/2 x11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 51/4 x 11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x 11 7/8 PSL 6160 5280 4620 4107 3663 3027 2543 2167 1869 1628 1411 1176 991 842 722 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/180 Total Load) and (L/240 Snow Load) 4. This table is applicable for WI -/Wog <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (Co) C Ci —seep— Beam Span Table nY ERH .— 12/29/22 O Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite200 Project HARBOR SQUARE ATRIUMS - BUILDING 4 Job No. 22036.10 Edmonds, WA98020 KI HF Column & HF Sill Plate Capacity TABLE IBC 2018, NDS 2018 Date modified 10-2-14 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906 PsILL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PSILL 6,910 6,910 - - - - - - - - - (4) 2x4 HF Stud 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PsILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PsILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 PSILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 7,951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PSILL 7,518 - - - - - - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634 PsILL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891 PSILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - 4x6 HF #2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PsILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PSILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PsILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6xl0 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - Description By ERH Date 12/29/22 Wood Column Capacity Table Checked Date Scale Sheet No. ENGINEERING 250 .south Suite200 Suite project HARBOR SQUARE ATRIUMS - BUILDING Job No. 22036.10 3 4 2x12 HF#2 @ 24" OC 50 (D) + 80 (S) PLF PARTIAL UPPER ROOF KEY PLAN PARTIAL LOWER ROOF KEY PLAN 50 (D) + 80 (S) PLF ------------------------ 30 (D� + 55 (S) PLF 5 RPrFS w W D =1G PS P wuvovvvg-k-11 2x12lif"2Ll0(, 10 n ' `f%1� �. S4, i 4 1-Mon PLF () 50 VLF 5 S} wc S U� 12" Ot, , s 1- (C.'c-g6 rb, M UV ; ' 3, (a'5 r . (/ti Pwr ✓ C, H LOPE vw = 0(7PLf PUP UAW 1-6 t- Description By 7EV, Date' 2 MO/22. Checked Date ENGINEERING Scale N-y- Sheet No. 250 4th Ave. South Suite 200 Job No. Edmonds, WA98020 Project (� 0 u 1�V-5 B 1T ,@ vi NM 425.778.8500 t �l 6 www.cgengineering.com W F 1_D I N O q COMPANY CG Engineering PROJECT 2504th Ave S STE 200 Edmonds, WA 98020 WoodWorks Dec. 29, 2022 10:33 Building 4 Roof Raker SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load I Type Distribution Pat- Location tftl Magnitude Unit tern Start End Start End Loadl Deatl Full Area No psf Load2 Snow Full Area Yes 25.00 (24.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 5.271' 3.83' Unfactoto ; Dead Snow 60 105 98 163 Factored: Total Bearing: 165 261 Capacity Joist 2126 2354 Support 2658 2658 Des ratio Joist 0.08 0.11 Support 0.06 0.10 Load comb #3 #2 Length 3.50 3.50 .in re" d 0.50* 0.50* Cb 1.00 1.11 Cb mi. 1.00 1.75 Cb support - - Fcp sup 405 405 *Minimum bearing length setting used: 1/2" for interior supports Bearing for wall supports is perpendicular -to -grain bearing on top plate. No stud design included. Building 4 Roof Rafter Lumber -soft, Hem -Fir, No.2, 2x12 (1.1/2"x11.1/4") Supports: All - Lumber Stud Wall, Hem -Fir Stud Roofjoist spaced at 24.0" c/c; Total length: 5.25'; Clear span: 3.688', 1.0% Volume = 0.6 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NOS 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi Shear £v = 7 Fv' = 172 psi fv/Fv' = On04 Bending(+) fib = 49 Fb' = 1124 psi fb/Fb' = 0.04 Bending(-) £b = 21 Fb' = 980 psi fb/Fb' = 0.02 Deflection: negligible Interior Live Total 0.00 = < L/999 0.26 = L/180 in 0.01 Cantil. Live negligible Total -0.00 = < L/999 0.16 = L/90 in 0.01 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 650 1.15 1.00 1.00 1.000 1.000 - 1.15 1.00 1.00 3 Fb'- 850 1.15 1.00 1.00 0.872 1.000 - 1.15 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #3 = D + S (pattern: Ss) Bending(-): LC #2 = D + S Deflection: LC #3 = D + S (pattern: Ss) (live) LC #3 = D + S (pattern: Ss) (total) Bearing : Support 1 - LC #3 = D + S (pattern: Ss) Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _= o pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 167, V design = 63 lbs; M(+) = 128 lbs-ft; M(-) = 55 lbs-ft EIy = 231.37 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(-): Lu = 3.61' Le = 7.19' RB = 20.7; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 7 www.hilti.us Profis Anchor 2.6.5 Company: Page: 1 Specifier: Project: HIS Atriums Bldg. 4 Address: Sub -Project I Pos. No.: Phone I Fax: Date: 12/16/2022 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 5/8 (4) Effective embedment depth: he, = 4.000 in., hnnn, = 4.438 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 2/22/2016 1 5/1/2017 Proof: Design method ACI 318 / AC193 Stand-off installation: eb = 0.000 in. (no standoff); t = 1.500 in. Anchor plate: Ix x Iy x t = 12.000 in. x 24.000 in. x 1.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 2500, fc' = 2500 psi; h = 420.000 in. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or c No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.Ib] i 0 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 www.hilti.us Profis Anchor 2.6.5 Company: Page: 2 Specifier: Project: HIS Atriums Bldg. 4 Address: Sub -Project I Pos. No.: Phone I Fax: Date: 12/16/2022 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (-Tension, -Compression Anchor Tension force Shear force Shear force x Shear force y 1 0 2000 2000 0 max. concrete compressive strain: - [9( ] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension load Load No. [lb] Capacity pNn [lb] Utilization 9s = N,,,/gNn Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) Input data and results must be checked for agreement with the existing wndieons and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan M www.hilti.us Profis Anchor 2.6.5 Company: Page: 3 Specifier: Project: HS Atriums Bldg. 4 Address: Sub -Project I Pos. No.: Phone I Fax: Date: 12/16/2022 E-Mail: 4 Shear load Load Vpa [lb] Capacity }Va [lb] Utilization [3v = Vus/+Vs Status Steel Strength* 2000 5259 39 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 2000 7140 29 OK Concrete edge failure in direction x+** 2000 2246 90 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vas = ESR value refer to ICC-ES ESR-1917 0 Votes; t Vpa ACI 318-08 Eq. (D-2) Variables Ass, [in.2] fut. [psi] 0.16 106000 Calculations Vas [lb] 8091 Results Vas [lb] 0ama1 Vs. [lb] Vua [Ib] 8091 0.650 5259 2000 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: 4.3 Concrete edge failure in direction x+ V. - (AvAvc e) fpea.v Wc,v Wqv Wpamuel,v Vb ACI 318-08 Eq. (D-21) Vpb a Vua ACI 318-08 Eq. (D-2) Ave see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Aveg = 4.5 cat ACI 318-08 Eq. (D-23) 1 ,yeev = 2e75 1.0 1 +3csf ACI 318-08 Eq. (D-26) Wsn,v = 0.7 + 0.3(1 c-2 5 1.0 ACI 318-08 Eq. (D-28) / 1.5ca' Wh,v = a 1.0 ha ACI 318-08 Eq. (D-29) 1,2 Vb = 1 / 7 �de�d. ) �, catb ACI 318-08 Eq. (D-24) Variables cal [in.] cat [in] a, [in.] Wcv be [in.] 4.000 - 0.000 1.000 420.000 le [in.] 1 do [in.] f [psi] wowellal,v 4.000 1.000 0.625 2500 1.000 Profis Anchor 2.6.5 4 HS Atriums Bldg. 4 12/16/2022 Calculations 4.2 Pryout Strength Ave [in 2] Av. [in 2] Wec.v wegv Wh,v Vb [lb] Vep = kcu [(AN. Wed." WcN Ww." Nb] ACI 318-08 Eq. (D-30) 72.00 72.00 1.000 1.000 1.000 3209 Results 0 Vpp>_ V. ACI 318-08 Eq. (D-2) Vcb [lb] V. [lb] Vua [Ib] A"e see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) 3209 0.700 2246 2000 A"cO = 9 hef ACI 318-08 Eq. (D-6) 1 5 Warnings Way" = 1 + 2 e" At 1.0 ACI 318-08 Eq. (D-9) 3 hef • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be - - 0.7 + 0.3 (�'"'") s 1.0 ACI 318-08 Eq ( ) D-11 sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the Wpd•" L5hsf existing conditions and for plausibility! Wcp R = MAX 1.5hpf51.0 N, ) ACI 318-08 Eq. (D-13) Condition A applies when supplementary reinforcement is used. The m factor is increased for non -steel Design Strengths except Pullout ca. Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Nb = kc ?, Iff hais ACI 318-08 Eq. (D-7) Strength. Refer to your local standard. Variables Refer to the manufacturer's product literature for cleaning and installation instructions. kcp haf [in.] eet,R [in.] e.," [in] ca,n,;n [in] Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant 2 4.000 0.000 0.000 4.000 standard! Fastening meets the design criteria! Wp.R ca.[in.] kc X r [psi] 1.000 6.750 17 1 2500 Calculations AN, [in 2] A— [in.2] wac,." Wac2,R Wad." Wm." Nb [Ib] 120.00 144.00 1.000 1.000 0.900 1.000 6800 Results Vcp [Ib] �re"cam Vw [Ib] Vus [Ibl 10200 0.700 7140 2000 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 Input data and results must be checked for agreement with the existing wndieons and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan MI wwwAiltims Profis Anchor 2.6.5 Company: Page: 5 Specifier: Project: HIS Atriums Bldg. 4 Address: Sub -Project I Pos. No.: Phone I Fax: Date: 12/16/2022 E-Mail: 6 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS 5/8 (4) Profile: no profile Installation torque: 720.001 in.lb Hole diameter in the fixture: df = 0.688 in. Hole diameter in the base material: 0.625 in. Plate thickness (input): 1.500 in. Hole depth in the base material: 4.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench • Property sized drill bit Hammer Coordinates Anchor in. Anchor x y cs c, c, Cy 1 2.000 0.000 8.000 4.000 - - 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 Schaen Hilti is a registered Trademark of Hilti AG, Schaan wwwAiltims Profis Anchor 2.6.5 Company: Page: 6 Specifier: Project: HIS Atriums Bldg. 4 Address: Sub -Project I Pos. No.: Phone I Fax: Date: 12/16/2022 E-Mail: 7 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 Hilt! 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 Schaen Hilti is a registered Trademark of Hilti AG, Schaan 10