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Plans (97) Bufao J-] - o a D. c 8 1Y U-Cgtc \�! r Architecture Materials Testing �.l g 2 l e l Structural R M G Forensic e" ;; Geotechnical Civil/Planning EL1 t ROCKY MOUNTAIN GROUP EMPLOYEE OWNED Job No. 150912 City of Tigard Date: February 27, 2019 Approved Plans RPC Macro Storage,LLC B ---. Date 2101 Cedar Springs Rd, Ste 1600 Dallas, TX 75201 Attn: Mr. Tom Hochstatter/Mr.Tom Rogers,P.E. REVISION Re: City of Tigard Engineering Review of: Tigard Storage 11123 SW 68th Tigard,Oregon Dear Mr.Hoehstatter/Rogers: The contractor for this project has requested a substitution anchor bolt for the supported floors at the shear walls, RMG has reviewed the request,and found a suitable anchor.The Hi1ti Kwik Bolt 3/8"diameter x 1 leembed bolt appears to the only anchor that will satisfy the ESR-1917,Table SD concrete thickness for this site. I.have attached our calculations and an 11 x 17 alternate schedule using these smaller anchors. Please advise if this is sufficient, or if hard copies are required. in addition, the contractor is anxious to begin installing these next week,if there is anything I can do to help expedite this alternate,let me know. Cordially, RMG--Rocky Mountain Group '' , r,t t ab s 31340 t c 19Vi b ct lelefelfia/ 0%1 Mark D. Weidhaas,P.E., F.NSPE 'rt O4 Sr. Structural Project Manager Expires: ,lune 30,2010 Attachments Southern Of ee, Central Office: Northern Office: Fort Collins: 970-616-4364 Colorado Springs.CO 80918 Englewood,CO 80112 Evans,CO 80620 Monument: 719.488.2145 719.548.0600 303.688.9475 970.330.1071 Woodland Park: 719.687.6077 www.rmgengineers.com STRUCTURAL CALCULATIONS For Tigard Storage 11123 SW 68th Tigard, Oregon for RPC Macro Storage, LLC STRUCTURAL CALCULATIONS ALTERNATE ANCHORS -- REV 11 RING Project No. 150912 Date: February 27, 2019 ARCHITECTS ti - ?{fes ENIGI NJEERS 20/Q Southern Office: Central Office: Northern Office: 2910 Austin Bluffs Parkway,Ste 100 14 Inverness Dr.E.Ste E-136 1601 37th Street Colorado Springs,CO 80918 Englewood,CO 80112 Evans,CO 80620 719.548.0600 303.688.9475 303.688.9475 Monument Office Woodland Park Office Pueblo Office 19375 Beacon Lite Rd 321 W.Henrietta,Ste A 719.544.7750 Monument,CO 80132 Woodland Park,CO 80866 719.488.2145 719.687.6077 RG Project Name T'[&A R..O TTo r W.O.# Page 5_4.of 1 Description SMEAR.. LJAL pwCL O43 Comp by HiAi Date Z ' 7 �1 Rocky Mountain Group Check by Date laereg• 'To 5 0 F 1 CA LC At t.") 1 t� CO J Tt .4 L7'olt. h)IjtIE! "re v 1 E Shit x 1 '/z" ANAse. 50k.75 f 'ley of -1'VV PeR ese r-1917 f 14 1kE 5 0/ 2a/4.4 toac 1050:46- , ad6- }t +.- tt Tpu,rr �3'c . Co . P G R-ovt tae ' t . Zi1 ? f ./b : Z 2. e ) 2.74— Eon3G 7J4 C 1. ALL, Strit*/5,44,1" v 3 E.,5 501--r sexclAio— Att.. sweso— /1-47" Cs4-4/F-4– \- a" 6413 'VAL it to" 7z34/f .; RM G Project Name 71 &aPO straw-e' WC # Page56 of 7 Description 3 1EM2 wA44- ArteN4,41 Comp by MA) Date t1 V2/d� Rocky Mountain Group Check by Date 203 3/51 IL 172. £ S-c 1.> 7-0 3 sg e ‘'I) 4,\" 1 -00 3/6"4 1`12 a 2,1 4.14 40 t7 3/1 x\12"`C 2-1-lo 4 540 1/2,1 Vz'` G sta' <1> 1900 3/15" 4 x OW e 0-(44 // OD t!i x 2" c 216" 44. 1/2"11, At VC b le- ATsc,d►is-o,N - G-a/4 o -' Mechanical Anchoring Sys ems Mk Boit TZ Expansion Anchor 3.3.5 3.3.5..1 Product description 3.3.5.1 Product description The KVIIIK Bolt TZKB- 3.3.5.2 Material specifications ( TZ)is a torque Product features controlled expansion anchor which is • Product and length identification 3.3.5.3 Technical data especially suited to seismic and cracked marks facilitate quality control after 3.3.5.4 Installation instructions concrete applications.This anchor line installation. is available in carbon steel,type 304 • Through fixture installation and 33.5.5 ordering information andtype 316 stainless steel versions. variable thread lengths improve impact section productivity and accommodate The anchor diameters range from 3/8-, various base plate thicknesses. dog point 1/2-,5/8-and 3/4-inch in a variety of • Type 316 stainless steel wedges I v. lengths.Applicable base materials provide superior performance in include normal-weight concrete, Nut— g cracked concrete. structural lightweight concrete, • Ridges on expansion wedges Washer-- __ lightweight concrete over metal deck provide increased reliability. and grout-filled concrete masonry. • Mechanical expansion allows Red_ immediate load application. mark Guide specifications • Raised impact section(dog point) T orque controlled expansion anchors preuents thread damage during Anchor 333 5 shall be K Bolt - installation. thread KVUI 8 1 TZ(KB-TZ)supplied by Hilti meeting the description in • Bolt meets ductility requirements Federal Specification A-A 1923A,type 4. of ACI 318-14 Section 2.3. The anchor bears a length identification • ACl 349-01 Nuclear Design Guide Anchor is available.Call Hilti Technical mark embossed Into the impact section body , (dog point)of the anchor surrounded by Support. four embossed notches identifying the anchor as a Hilti KWIK Bolt TZ.Anchors are manufactured to meet one of the Stainless el following conditions: expansion— sleeve • The carbon steel anchor body, (wedges) nut,and washer have an electroplated zinc coating Expansion— conforming to ASTM B633 to a cane minimum thickness of 5 pm.The Listings/Approvals stainless steel expansion sleeve ICC-ES(International Code Council) conforms to type 316. ESR-1917,ESR-3785,ESL-1067 • Stainless steel anchor body,nut City of Los Angeles and washer conform to type 304. Research Report No.25701 Stainless steel expansion sleeve Research Report No.26057 conforms to type 316. FM(Factory Mutual) Pipe Hanger Components for Automatic • Stainless steel anchor body,nut, Sprinkler Systems for 3/8 through 3/4 washer,and expansion sleeve UL LLC conform to type 316 stainless steel. Pipe Hanger Equipment for Fire Protection Services for 3/8 through 3/4 Es la* caus 0. e ,a�ss ICC APPOOVEDusral Pntc Independent code evaluation IBCe/IRC'2015 IBCA'/IRC'2012 IBCg'/IRC'2009 (8C /IRCa'2006 National Building Code of Canada 2015 National Building Code of Canada 2010 Hilii,Inc.(US)1-800-879-8000 1 www.hilti.com 1 en esperiol 1-800-879.5000 I Hilii ge(2rp-1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 277 tvlechan:cai Anchcrinm Systems KWIK Bolt TZ Expansion Anchor 3.3.5 Table 1 -Hilti KWIK Bolt TZ carbon steel specifications Setting Nominal anchor diameter da information Symbol Units 3/8 1/2 5/8 3/4 Nominal bit diameter dor in. 3/8 1/2 5/8 3/4 Minimum nominalh in. 1-13/16 2-5/16 3-1/16 2-3/8 3-5/8 3-9/16 4-7/16 3-13/16 4-5/16 5-5/16 embedment (mm) (46) (59) (78) (60) (91) (91) (113) (97) (110) (135) Effective minimum h in. 1-1/2 2 2-3/4 2 3-1/4 3-1/8 4 3-1/4 3-3/4 4-3/4 embedment 61 (mm) (38) (51) (70) (51) (83) (79) (102) (83) (95) (121) in. 2 2-5/8 3-3/8 2-5/8 4 3-3/4 4-3/4 4 4-5/8 5-3/4 Min.hole depth ho (mm) (51) (67) (83) (67) (102) (95) (121) (102) (117) (146) Min.thickness in. 0 0 0 3/4 1/4 3/8 3/4 0 0 7/8 of fixture' La (mm) (0) (0) (0) (19) (6) _ (9) (19) (0) (0) (23) Max.thickness in. 2-13/16 2-5/16 1-9/16 4 2-3/4 5-5/8 4-3/4 5-9/16 4-15/16 3-15/16 of fixture (mm) (71) (59) - (40) (101) (70) (143) (121) (141) (125) (100) Installation torqueft-lb 25 40 60 110 (concrete) T'"' (Nm) (34) (54) (81) (149) Installation torque ft-lb 15 25 35 70 T„� (Nm) n/a (20) n/a (34) (47) . n/a ! (95) 3.3.5 (masonry) Fixture hole in. 7/16 9/16 11/16 13/16 diameter d^ (mm) (11.1) (14.3) (17.5) (20.6) Available anchor ! in. 3 3-3/4 5 3-3/4 4-1/2 5-1/2 7 4-3/4 6 8-1/2 10 5-1/2 7 8 10 lengths (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (178) (203)• (254) Threaded length In. 1-1/2 2-1/4 3-1/2 1-5/8 2-3/8 3-3/8 4-7/8 1-1/2 2-3/4 5-1/4 6-3/4 2-1/2 4 5 7 including dog point /'" ' (mm) (38) (57) (89) (41) (60) (86) (124) (38) (70) (133) (171) (63) (103) (128) (179) Unthreaded length 1� in. 1-1/2 2-1/8 3-1/4 3 (mm) (39) (54) (83) (77) 1 Minimum thickness of fixture is a concern only when the anchor is installed at the minimum nominal embedment. When KWIK Bolt 12 anchors are installed at this embedment,the anchor threading ends near the surface of the concrete. If the fixture is sufficiently thin,it could be possible to run the nut to the bottom of The threading during application of the installation torque. If fixtures are thin,it is recommended that embedment be increased accordingly. Figure 1 -Hilti KWIK Bolt TZ specifications M ethread MI If__ISI//fI t h Ij t .-f eanch I j hat eunthr I hnom �� ho �. IIIdbit HAI,Inc.(US)1-800.879-8000 I www.hilti.com I en espanol 1-800-S79.5000 I Hilti Paget4rp.1.800-353.4458 I www.hitti.com I Anchor Fastening Technical Guide Ed.17 279 Mechan,c:a,Anchoni ig Systems 3.3.5 KWIK Bolt TZ Expansion Anchor Table 2-Hilti KWIK Bolt TZ carbon steel design strength with concrete/pullout failure in untracked concrete'' +a Nominal Tension-ipN, Shear-ciiV, anchor Effective Nominal diameter embed: embed, f'F=2,500 psi,f'�=3,000 psi f' =4,000 psi f",=6,000 psi f'�=2,500 psi 1,=3,000 psi f',=4,000 psi f' -6,000 psi in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 1-1/2 1-13/16 1,185 1.300 1,500 1,835 1,545 1,690 1,950 2,390 (38) (46) (5.3) (5.8) (6.7) (8.2) (6.9) (7.5) (8,7) (10.6) 2 2-5/16 1,635 1,790 2,070 2,535 2,375 2,605 3,005 3.680 3/13 (51) (59) (7.3) (8.0) (9.2) (11.3) (10.6) (11.6) (13.4) (16.4) 2-3/4 3-1/16 2,670 2,925 3,380 4,140 7,660 8,395 9,690 11,870 (70) (78) (11.9) (13.0) (15.0) (18.4) (34.1) (37.3) (43.1) (52.8) 2 2-3/8 2,205 2,415 2.790 3,420 2,375 2,605 3,005 3,680 1 (51) (60) (9.8) (10.7) (12.4) (15.2) (10.6) (11.6) (13.4) (16.4) 3-1/4 3-5/8 3,585 3,925 4,535 5,555 9,845 10,785 12,450 15,250 (83) (91) (15.9) (17:5) (20.2) (24.7) (43,8) (48.0) (55.4) (67.8) 3-1/8 3-9/16 4,310 4,720 5,450 6,675 9,280 10,165 11,740 14,380 (79) (91) (19.2) (21.0) (24.2) (29.7) (41.3) (45.2) (52,2) (64.0) 5/8 4 4-7/16 5,945 6,510 7,520 9,210 13,440 14,725 17,000 20,820 (102) (113) (26.4) (29.0) (33.5) (41.0) (59.8) (65.5) (75.6) (92.6) ~ 3-1/4 3-13/16 4,570 5.005 5,780 7,080 9,845 10,785 12,450 15,250 (83) (97) (20.3) (22,3) (25.7) (31.5) (43.8) (48.0) (55.4) (67.8) 3/4 3-3/4 4-5/16 5,380 5,895 6,810 8,340 12,200 13,365 15,430 18,900 (95) (110) (23.9) (26.2) (30.3) (37.1) (54.3) (59.5) (68.6) (84.1) 4-3/4 5-9/16 6,940 7,605 8,780 10,755 17,390 19.050 22,000 26.945 (121) (142) (30.9) (33.8) (39.1) (47.8) (77.4) (84.7) (97.9) (119.9) - Table 3-Hitti KWIK Bolt TZ carbon steel design strength with concrete/pullout failure in cracked concrete' -3- Nominal Tension-q)N, Shear-rpV, anchor Effective Nominal diameter embed, embed. f' ---2,500 psi f'_-3,000 psi f'_,=4,000 psi f',=6,000 psi f'-_=2,500 psi f'c=3,000 psi f' 4,000 psi f'_-=6,000 psi in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(ION) 1-1/2 1-13/16 860 940 1,085 1,330 1.095 1,195 1,385 1,695 (38) (46) (3.8) (4.2) (4.8) (5.9) (4.9) (5.3) (6.2) (7.51 3/8 2 2-3/8 1,565 1,710 1,975 2,420 1,685 1,845 2.130 2,605 (51) (60) (7.0) (7.6) (8.8) (10.8) (7,5) (8,2) (9.5) (11.6) 2-3/4 3-1/8 2,050 2,245 2,595 3,175 5,425 5,945 6,865 8,405 (70) (79) (9.1) (10.0) (11.5) (14.1) (24.1) (26.4) (30.5) (37.4) 2 2-3/8 1,565 1,710 1,975 2,420 1,685 1,845 2,130 2,605 1/2 (51) (60) (7.0) (7,6) (8.8) (10.8) (7.5) (8.2) (9.5) (11.6) 3-1/4 3-5/8 3,195 3,500 4,040 4.950 6,970 7,640 8,820 10,800" (83) (91) (142) (15.6) (18.0) (22.0) (31.0) (34.0) (39.2) (48.0) 3-1/8 3-9/16 3,050 3,345 3.860 4,730 6,575 7,200 8,315 10,185 5/8 (79) (91) (13.6) (14.9) (17.2) (21.0) (29.2) (32.0) (37.0) (45.3) 4 4-7/16 4,420 4,840 5,590 6,845 9,520 10,430 12,040 14.750 (102) (113) (19.7) (21.5) (24.9) _ (30.4) (42.3) (46,4) (53.6) (65.6) 3-1/4 3-13/16 3,235 3,545 4,095 5,015 6,970 7,640 8,820 10,800 (83) (97) (14.4) (15.8) (18.2) (22.3) (31.0) (34.0) (39.2) (48.0) 3/4 3-3/4 4-5/16 4,010 4,395 5,075 6,215 8.640 9,465 10,930 13,390 (95) (110) (17.8) (19.5) (22.6) (27.6) (38,4) (42.1) (48.6) (59.6) 4-3/4 5-9/16 5,720 6,265 7,235 8,860 12,320 13,495 15,585 19,085 (121) (142) (25.4) (27.9) (32.2) (39.4) (54.8) (60.0) (69,3) (84.9) 1 See section 3.1.8.6 to convert design strength value to ASO value. 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 3 Apply spacing,edge distance,and concrete thickness factors in tables 6 to 13 as necessary. Compare to the steel values in table 4. The lesser of the values is to be used for the design. 4 Tabular values are for normal weight concrete only.For lightweight concrete multiply design strength by A,,as follows: for sand-lightweight,A,=0.68;for all-lightweight,A, =0.60 5 Tabular values are for static loads only.Seismic design is not permitted for untracked concrete.For seismic tension loads,multiply cracked concrete tabular values in tension only by a„,,,..,,,=0.75, No reduction needed for seismic shear.See section 3.1.8.7 for additional information on seismic applications. 280 Hihi,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1.800-879-5000 I Hitt(GanacPage1 x300-363-4458 I wwW,hiiti,com I Anchor Fastening Technical Guide Ed,17 Mecnarticai Anchoring Systems 3.3.5 KWIK Bolt TZ Expansion Anchor Table 6-Load adjustment factors for 3/8-in.diameter carbon steel Hilti KWIK Bolt TZ in uncracked concrete''2 Edge distance in shear 318-In.K8-12 CS untracked Spacing factor Edge distance factor Spacing factor II To and away Conc.thickness factor concrete In tension in tension in shear' 1 Toward edge from edge tri shear' fav IRa fav fey fs,+ ftw Effective in. 1-1/2 2 2-3/4 1-1/2 2 2-3/4 1-1/2 2 2-3/4 1-1/2 2 2.3/4 1-1/2 2 2-3/4 1-1/2 2 2-3/4 embed.ha (mm) (38) (51) (70) (38) (51) (70) (38) (51) (70) (38) (51) (70) (38) (51) (70) (39) (51) (70) Nominal in. 113/16 2-5/16 3-1/8 1-13/16 2-5/16 3-1/8 113/16 2-5/16 3.1/8 1-13/16 2-5/16 31/8 1-13/16 2.5/16 3-1/8 1-13/16 2-5/16 3-1/8 ambed.h, „ (mm) (46) (59) (73) (46) (59) (79) (46) (59) (79) (45) (59) (79) (46) (59) (79) (46) (59) (79) 2-1/2 (64) n/a 0.71 0.65 n/a 0.60 0.71 n/a 0.60 0.55 n/a 0.49 0.16 n/a 0.60 0.32 n/a n/a nja 3 (76) n/a 0,75 0,68 n/a 0.69 0.79 n/a 0.62 0.56 n/a 0.64 0.21 n/a 0.69 0.42 n/a n/a n/a 3-1/2 (89) n/a 0,79 0.71 n/a 0.80 0.88 n/a 0.64 0.57 n/a 0.81 0,27 n/a - 0.81 0.53 0.62 n/a n/a a 3-5/8 (92) a/ n/a 0.83 0.91 / / a 0.80 0.72 n/a 0.65 0.57 n a 0.85 0.29 n a 0.85 0.56 0.63 n/a ' n/a g 4 (102) n/a 0.83 0.74 n/a 0.91 0,98 n/a 0.67 0.58 n/a 0.99 0.33 n/a 0.99 0.65 0.67 0,81 n/a E 4-1/2 (114) n/a 0,88 0.77 n/a 1.00 1,00 n/a 0.69 0.59 n/a 1.00 0.39 n/a 1.00 0.79 0.71 0.86 n/a • E Q• c 5 (127) n/a 0.92 0.80 n/a n/a 0.71 0.60 n/a 0.46 n/a 0.91 0.75 0.91 0.63 5• 5-1/2 (140) n/a 0.96 0.83 n/a n/a 0.73 0.61 n/a 0.53 n/a 1.00 078 0.95 0,66 4 ., s 6 (152) n/a 1.00 0.86 n/a nja 0.75 0.62 n/a 0.60 n/a 0.82 1.00 0.69 0, .0 2 5 7 (178) n/a 0.92 n/a n/a 0.79 0.64 n/a 0.76 n/a 0.88 0.74 ---..9 , rif r 8 (203) 1.00 0.98 1.00 0.72 0.83 0,66 1.00 0.92 1,00 0.94 0.80 c 9 (229) 1.00 T., 1.00 0.75 0.87 0.68 1.00 1.00 0.84 0 rn 10 (254) 1.00 0.78 0.91 0.70 1.00 0.89 ' 11 (279) 1.00 0.81 0.95 0.72 0.93 - 12 (305) 1.00 0.83 1.00 0.74 0.97 13 (330) 1.00 0.86 1.00 0.76 1,00 Table 7-Load adjustment factors for 3/8-in.diameter carbon steel Hilti KWIK Bolt TZ in cracked concrete= Edge distance in shear 3/8-in.K3-T2 CS cracked Spacing factor Edge distance factor Spacing factor II To and away Conc.thickness factor concrete in tension in tension in shear' 1 Toward edge from edge in shear' fa fn. L., IRr fir, /Fay Effective in. ` 1-1/2 2 23/4 1-1/2 2 2-3/4 1-1/2 2 ° 2-3/4 1-1/2 2 2.3/4 1-1/2 2 2-3/4 1-172 2 2-3/4 embed.h., (mm) (38) (51) (70) (38) (51) (70) (38) (51) (70) (38) (51) (70) (38) (51) (70) (38) (51) (70) Nominal in. 1-13/16 2-5/16 3-1/8 1-13/16 2-5/16 31/8 1-13/16 2-5/16 3.1/8 1-13/1. 2-5/16 3-1/8 1-13/16 2-5/16 3-1/8 113/16 2-5/16 3-1/8 embed-h, , (ruin) (46) (59) (79) (46) (59) (79) (46) (59) (79) (46) (59) (79) (46) (59) (79) (46) (59) (79) 2-1/2 (64) n/a 0.71 0.65 n/a 0.87 0.71 n/a 0.60 0.55 n/a 0.49 0.16 n/a 0.87 0.33 n/a n/a n/a 3 (76) n/a 0.75 0.68 n/a 1.00 0.79 n/a 0.62 0.56 n/a 0.65 0.21 n/a 1.00 0.43 n/a n/a n/a 3.1/2 (89) n/a 0.79 0.71 n/a 1.00 0.88 n/a 0.65 0.57 n/a 0.82 0,27 n/a 1.00 0.54 0.62 n/a n/a m 3-5/8 (92) n/a 0.80 0.72 n/a 1.00 031 n/a 0.65 0.57 n/a 0.86` 0.28 n/a 1,00 0.57 0.63 n/a n/a g.• 4 (102) n/a 0.83 0.74 n/a 0.98 n/a 0.67 0.58 n/a 1.00 0.33 n/a 0.66 0.67 0.82 n/a 0 E 4-1/2 (114) n/a 0.88 0.77 n/a 1.00 n/a 0.69 0.59 n/a 0.39 n/a 0.79 0.71 0.87 n/a :v E . P = 5 (127) n/a 0.92 0.80 n/a n/a 0.71 0.60 n/a 0.46 n/a 0.92 0.75 0.91 0.63 • 5-1/2 (140). n/a 0,96 0.83 n/a n/a 0.73 0.61 n/a 0.53 n/8 1.00 0,78 0.96 0.66 ai re 6 (152) n/a 1.00 0.86 n/a n/a 0.75 0.62 n/a 0.61 n/a 0.82 1.00 0.69 -$ Y 7 (178) n/a 0.92 n/a n/a 0.79 0.64 n/a 0.76 n/a 0.88 0.75 U V r 8 (203) 1.000 0.98 1.00 0.72 0.83 0.66 1.00 0.93 1.00 0.94 0.80 O 9 (229) 1.000 1.00 0.75 0.87 0.68 1.00 1,00 0.85 co 10 (254) 1.000 0.78 0.92 0.70 - 0,899 11 (279) 1.000 0,81 0.96 0.72 0.94 12 (305) 1.000 0.83 1.00 0.74 0.98 13 (330) 1.000 I 0-86 0.76 1,00 r 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors(e.g.for a 4 anchor pattern in a corner with thin concrete member)the design can become very conservative.To optimize the design,use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from AC)318-14 Chapter 17. 3 Spacing factor reduction in shear,f A4,assumes an influence of a nearby edge.If no edge exists,then f A,,=f A,,. 4 Concrete thickness reduction factor in shear,fn,„assumes an influence of a nearby edge.If no edge exists,then Isv=1.0. I t If a reduction factor value is in a shaded cell,this indicates that this specific edge distance may not be permitted with a certain spacing (or vice versa).Check with table 5 and figure 2 of this section to calculate permissable edge distance,spacing and concrete thickness combinations. 282 Hilti,Inc.(US)1-800-879-8000 I www.hittl.eom I en espanol 1-800-879-5000 I Hilti(Cant, 1ZDO-363-4458 1 www.hiitl.com I Anchor Fastening Technical Guide Ed.17 SCCEsEVALUATION Most Widely Accepted and Trusted SERVICE A Innovation Ff SE:.RCH F ICC-ES Evaluation Report ESR-1917 ICC-ES I (800) 423-6587 I (562) 699-0543 I www.icc-es.org Reissued 05/2017 This report is subject to renewal 05/2019. DIVISION:03 00 00—CONCRETE SECTION:03 16 00—CONCRETE ANCHORS DIVISION:0500 00--METALS SECTION:05 05 19—POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY,SUITE 1000 PLANO,TEXAS 75024 EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE ICC ICC ICC pmc LISTED "2014 Recipient of Prestigious Western States Seismic Policy Council Ras WSSPC Award in Excellence" CODEmisciINTERMIA` (WSSPC) A Subsidiary of cooeco��c�e ICC ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to he construed as an endorsement of the subject of the report or a recommendation for its use. ANSI There is no warranty by ICC Evaluation Service, LLC, express or implied. as to any finding or other matter in this actnforren report,or as to any product covered by the report. ISO IEG 17UG5 Product Gen:Uea_m a;cy 01000 Copyright°2018 ICC Evaluation Service, LLC. All rights reserved. ESR-1917 I Most Widely Accepted and Trusted Page 2 of 17 3.3 Steel Deck Panels: For carbon steel KB-TZ anchors installed in the soffit of Steel deck panels must be in accordance with the sand-lightweight or normal-weight concrete on steel deck configuration in Figures 5A, 5B, 5C and 513 and have a floor and roof assemblies, as shown in Figures 5A,5B and minimum base steel thickness of 0.035 inch (0.899 mm). 5C, calculation of the concrete breakout strength is not Steel must comply with ASTM A653/A653M SS Grade required. 33 and have a minimum yield strength of 33,000 psi 4.1,4 Requirements for Static Pullout Strength in (228 MPa). Tension:The nominal pullout strength of a single anchor 4.0 DESIGN AND INSTALLATION in accordance with ACI 318-14 17.4.3.1 and 17.4.3.2 or ACI 318-11 0.5.3.1 and 0.5.32, respectively, as 4.1 Strength Design: applicable, in cracked and uncracked concrete, Np,cr and 4.1.1 General:Design strength of anchors complying with Np.wer, respectively, is given in Tables 3 and 4. For all the 2015 IBC,as well as Section R301.1.3 of the 2015 IRC design cases w.e= 1.0. In accordance with ACI 318-14 must be determined in accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, the nominal Chapter 17 and this report. pullout strength in cracked concrete may be calculated in accordance with the following equation: Design strength of anchors complying with the 2012 IBC as well as Section 8301.1.3 of the 2012 IRC, must beN _N fc determined in accordance with ACI 318-11 Appendix D p•/=_ p'CT 2.aaa (Ib,psi) (Eq-1) and this report. Design strength of anchors complying with the 2009 IBC NP,/7 =Np.,Y 7z (N, MPa) and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix 0 and this report. In regions where analysis indicates no cracking in accordance with ACi 318-14 17.4.3.6 or ACI 318-11 Design strength of anchors complying with the 2006 0.5.3.6, as applicable, the nominal pullout strength in IBC and Section 8301.1.3 of the 2006 IRC must be in tension may be calculated in accordance with the following accordance with ACI 318-05 Appendix 0 and this report. equation: Design parameters provided in Tables 3, 4, 5 and 6 of , this report are based on the 2015 IBC (ACt 318-14) and Np,�r =Np,u„rr -s-n (lb,psi)2 (Eq-2) the 2012 IBC (ACI 318-11) Unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors must comply with Adi 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACi Ni,„!, =Np,,,�G, �z�2 (N,MPa) 318-1417.2.3 or ACI 318-11 0.3.3,as applicable. Strength reduction factors, 4 as given in ACI 318-14 Where values for Np,,or Np,ucr are not provided in Table 17.3.3 or AC1 318-11 D.4.3, as applicable, and noted in 3 or Table 4, the pullout strength in tension need not be Tables 3 and 4 of this report, must be used for load evaluated. combinations calculated in accordance with Section 1605.2 The nominal pullout strength in cracked concrete of of the IBC and Section 5.3 of AC1 318-14 or Section 92 of the carbon steel KB-TZ installed in the soffit of ACI 318-11,as applicable.Strength reduction factors,4 as sand-lightweight or normal-weight concrete on steel deck given in AGI 318-11 D.4.4 must be used for load floor and roof assemblies,as shown in Figures 5A,5B and combinations calculated in accordance with ACI 318-11 5C, is given in Table 5. In accordance with ACI 318-14 Appendix C. An example calculation in accordance with 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the nominal the 2015 and 2012 IBC is provided in Figure 8.The value of f' used in the calculations must be limited to a maximum pullout strength in cracked concrete must be calculated in of 8,000 psi (55.2 MPa), in accordance with ACt 318-14 accordanceust with uteEq-d whereby the value of alio deck f must be substituted for Np,�, and the value of 172.7 or ACI 318-11 0.3.7,as applicable. 3,000 psi (203 MPa)must be substituted for the value of 4.1.2 Requirements for Static Steel Strength in 2,500 psi (17.2 MPa)in the denominator.In regions where Tension:The nominal static steel strength,N, ,of a single analysis indicates no cracking in accordance with ACI anchor in tension must be calculated in accordance with 318-14 17.4.3.6 or ACI 318-11 0.5.3,6,as applicable, the ACt 318-14 17.4.1.2 or ACI 318-11 0.5.1.2, as applicable. nominal strength in uncracked concrete must be calculated The resulting Nsa values are provided in Tables 3 and 4 of according to Eq-2, whereby the value of Na.deckurier must be this report. Strength reduction factors 0 corresponding to substituted for Np,u„r.rand the value of 3,000 psi(20.7 MPa) ductile steel elements may be used. must be substituted for the value of 2,500 psi(17.2 MPa)in the denominator.The use of stainless steel KB-12 anchors 4.1.3 Requirements for Static Concrete Breakout installed in the soffit of concrete on steel deck assemblies Strength in Tension: The nominal concrete breakout is beyond the scope of this report. strength of a single anchor or group of anchors in tension, Nom,or kb9, respectively,must be calculated in accordance 4.1.5 Requirements for Static Steel Strength in Shear: with AC1318-14 17.4.2 or ACI 318-11 0.5.2,as applicable, The nominal steel strength in shear, VSB,of a single anchor with modifications as described in this section. The basic in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 concrete breakout strength in tension, Nb, must be D.6.1.2, as applicable, is given in Table 3 and Table 4 of calculated in accordance with ACt 318-14 17.4.2.2 or ACt this report and must be used in lieu of the values derived 318-11 0.5.2.2, as applicable, using the values of hat and by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI kir as given in Tables 3, 4 and 6. The nominal concrete 318-11 Eq.0-29,as applicable.The shear strength Vsa.daec breakout strength in tension in regions where analysis of the carbon-steel KB-TZ as governed by steel failure of indicates no cracking in accordance with AC1 318-14 the KB TZ installed in the soffit of sand-lightweight or 17.4.2.6 or ACI 318-11 0.5.2.6, as applicable, must be normal-weight concrete on steel deck floor and roof calculated with kmer as given in Tables 3 and 4 and with assemblies, as shown in Figures 5A, 5B and 5C, is given IPG,N=-1.0. in Table 5. ESR-1917 I Most Widely Accepted ted and Trusted Page 3 of 17 4.1.6 Requirements for Static Concrete Breakout 4.1.8.3 Seismic Shear: The nominal concrete breakout Strength in Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in strength of a single anchor or group of anchors in shear, accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI V ,or Vag,respectively, must be calculated in accordance 318-11 0.6.2 and D.6.3, respectively, as applicable, as with AC1318-14 17.5.2 or ACI 318-11 D.6.2,as applicable, described in Sections 4.1.6 and 4.1.7 of this report. in with modifications as described in this section. The basic accordance with ACI 318-14 17.5:1.2 or ACI 318-11 concrete breakout strength, Vb, must be calculated in 0,6.1.2, as applicable, the appropriate value for nominal accordance with ACI 318-14 17.5.2.2 or AC1 318-11 steel strength for seismic loads, Vsa,gq described in Table 3 0.6.22, as applicable, based on the values provided in and Table 4 or Vsg,veck described in Table 5 must be used Tables 3 and 4. The value of tq used in ACI 318-14 Eq. in lieu of Vsa,as applicable. 17.5.2.2a or ACI 318-11 Eq. D-33 must be taken as no 4.1.9 Requirements for Interaction of Tensile and greater than the lesser of het or$cls. Shear Forces: For anchors or groups of anchors that are For carbon steel KB-TZ anchors installed in the soffit of subject to the effects of combined tension and shear sand-lightweight or normal-weight concrete on steel deck forces, the design must be performed in accordance with floor and roof assemblies,as shown in Figures 5A,5B and ACI 318-14 17.6 or AC1318-11 D.7,as applicable. 5C, calculation of the concrete breakout strength in shear q is not required, 4.1.10 Re uirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge 41.7 Requirements for Static Concrete Pryout Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or AC1 Strength in Shear:The nominal concrete pryout strength 318-11 0.8.1 and 0.8.3,respectively,as applicable,values of a single anchor or group of anchors, Vcp or Vim, of smh, and cg,;,,as given in Tables 3 and 4 of this report respectively, must be calculated in accordance with ACI must be used. in lieu of AC1318-14 17.7.5 or ACI 318-11 318-14 17.5.3 or AC1318-11 D.6.3,as applicable,modified 0.8.5,as applicable,minimum member thicknesses h,,,k,as by using the value of kcp provided in Tables 3 and 4 of this given in Tables 3 and 4 of this report must be used. report and the value of No,or Nag as calculated in Section Additional combinations for minimum edge distance, c,,,y,,, 4.1.3 of this report and spacing, sr;,;,,, may be derived by linear interpolation For carbon steel KB-TZ anchors installed in the soffit of between the given boundary values as described in sand-lightweight or normal-weight concrete over profile Figure 4. steel deck floor and roof assemblies,as shown in Figures For carbon steel KB-TZ anchors installed on the top of 5A, 59, and 5C, calculation of the concrete pry-out normal-weight or sand-lightweight concrete over profile strength in accordance with ACI 318-14 17.5.3 or AC1 steel deck floor and roof assemblies, the anchor must be 318-11 0.6.3 is not required, Installed in accordance with Table 6 and Figure 50. 4.1.8 Requirements for Seismic Design: For carbon steel KB-TZ anchors installed in the soffit of 4.1.8.1 General:For load combinations including seismic, sand-lightweight or normal-weight concrete over profile the design must be performed in accordance with ACI steel deck floor and roof assemblies, the anchors must be 318-14 17.2.3 or ACt 318-11 D.3.3, as applicable. installed in accordance with Figure 5A, 5B and 5C and Modifications to ACt 318-14 17.2.3 shall be applied under shall have an axial spacing along the flute equal to the Section 1905.1.8 of the 2015 IBC. For the 2012 IBC, greater of 3het or 1.5 times the flute width. Section 1905.1.9 shall be omitted.Modifications to ACI 318 4.1.11 Requirements for Critical Edge Distance: In (-06, -05)0.3.3 shall be applied under Section 1908.1.9 of applications where c<cac and supplemental reinforcement the 2009 IBC, or Section 1908,1.16 of the 2006 IBC, as to control splitting of the concrete is not present, the applicable, concrete breakout strength in tension for uncracked The anchors comply with ACI 318-14 2.3 or ACt 318-11 concrete,calculated in accordance with ACI 318-14 17.42 D.1, as applicable, as ductile steel elements and must be or AC1 318-11 D.5.2, as applicable, must be further designed in accordance with ACI 318-14 17.2:3.4, multiplied by the factor ,,N as given by Eq-1 17.2.3.5, 17.2.3.6 or 17.2.3.7; or ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6 or 0.3.3.7;ACI 318-08 0.3.3.4, 0.3.3.5 or y'cp.N=roc (Eq-3) D.3.3.6; or ACI 318-05 D.3.3.4 or 0.3.3,5, as applicable. Strength reduction factors, are given in Tables 3 and 4 whereby the factor rf"cp,u need not be taken as less of this report. The anchors may be installed in Seismic than 1. h, . For all other cases, tPCp,N = 1.0, in lieu of Design Categories A through F of the IBC. using ACi 318-14 17.7.6 or ACi 318-11 D.8.6, as 4.1.8.2 Seismic Tension: The nominal steel strength applicable, valuesof coo must comply with Table 3 or Table and nominal concrete breakout strength for anchors in 4 and values of cac.aeck must comply with Table 6. tension must be calculated in accordance with ACI 318-14 17.4.1 and 17.4.2 or AC1 318-11 D.5.1 and 0.5.2, as 4.1.12 Lightweight Concrete: For the use of anchors in applicable,as described in Sections 4.1.2 and 4.1.3 of this lightweight concrete, the modification factor A, equal to report. In accordance with ACI 318-14 17.4.3.2 or AC1 0.8A is applied to all values offir affecting Nr,and V,. 318-11 0.5.3.2, as applicable, the appropriate pullout strength in tension for seismic loads, Np.eq, described in For ACI 318-14 (2015 IBC), ACI 318-11 (2012 IBC) Table 4 or Np,ar,ck,cr described in Table 5 must be used in and ACI 318-08 (2009 IBC), A shall be determined in lieu of Np, as applicable.The value of Np,eq or Np,dacx,cr may accordance with the corresponding version of ACI 318, be adjusted by calculation for concrete strength in accordance with Eq-1 and Section 4.1.4 whereby the value For ACA 318-05 (2006 IBC),A shall be taken as 0.75 for of Np,deck.ar must be substituted for Np,cr and the value of all lightweight concrete and 0.85 for sand-lightweight 3,000 psi (20.7 MPa) must be substituted for the value of concrete. Linear interpolation shall be permitted if partial 2,500 psi (17.2 MPa) in the denominator. If no values for sand replacement is used.In addition,the pullout strengths Np,,,q are given in Table 3 or Table 4, the static design Np,uncr,Np,cr and Np,eq shall be multiplied by the modification strength values govern. factor,). ,as applicable. ESR-1917 I Most Widely Accepted and Trusted Page 4 of 17 For anchors installed in the soffit of sand-lightweight approved by the code official. The Hilti KB-TZ must be concrete-filled steel deck and floor and roof assemblies, installed in accordance with manufacturer's published further reduction of the pullout values provided in this instructions and this report. In case of conflict, this report report is not required. governs.Anchors must be installed in holes drilled into the 4.2 Ailowable Stress Design(ASD): concrete using carbide-tipped masonry drill bits complying with ANSI B212.15-1994 or using the Hilti SafeSet 42.1 General: Design values for use with allowable Systernrm with Hilo TE-YD or TE-CD Hollow Drill Bits stress design (working stress design) load combinations complying with ANSI B212.15-1994 with a Hilti vacuum calculated in accordance with Section 1605.3 of the IBC, with a minimum value for the maximum volumetric flow must be established as follows: rate of 129 CFM (61 t/s). The Hollow Drill Bits are not Taxaw�nr�.msp permitted for use with the 3IEt and 3/a' diameter KB-TZ -" anchors. The minimum drilled hole depth, ho, is given in a Tables 1A and 18.When drilling dust is not removed after 91Vhole drilling, make sure to drill deep enough to achieve n Vallowabi,ASD = hna,,, taking into account the depth of debris remaining in a the hole. If dust and debris is removed from the drilled hole where: with the Hilti TE-YD or TE-CD Hollow Drill Bits or is achieved at the TattawraBte,ASD = Allowable tension toad(lbf or kN), compressed air or a manual pump,Nom specified value of hp noted in Tables 1A and 1B. The 1iattawobra.Aso = Allowable shear load Of or kN). anchor must be hammered into the predrilled hole until ON = Lowest design strength of an anchor hada,is achieved. The nut must be hand-tightened against the washer until the torque values specified in Tables 1A or anchor group in tension as and 1B. are achieved. For installation in the soffit of determined in accordance with ACI concrete on steel deck assemblies, the hole diameter in 318-14 Chapter 17 and 2015 IBC the steel deck not exceed the diameter of the hole in the Section 1905.1.8, ACI 318-11 concrete by more than lt} inch (3.2 mm). For member Appendix 0, ACI 318-08 Appendix 0 thickness and edge distance restrictions for installations and 2009 IBC Section 1908.1.9, ACI into the soffit of concrete on steel deck assemblies, see 318-05 Appendix D and 2006 IBC Figures 5A,5B and 5C.The 3/8'`, 1/f,and 5f8"anchors may Section 1908.1.16, and Section 4.1 of be installed using the Hilti Safe-SetTM System consisting of this report,as applicable(lbf or N). the Hilti SIW-6AT A22 Impact Wrench used together with OV,, = Lowest design strength of an anchor the Nitti Sl-AT-A22 Adaptive Torque Module in accordance or anchor group in shear as with the manufacturer's published installation instructions determined in accordance with ACI - as shown in Figure 7A. 318-14. Chapter 17 and 2015 IBC 4.4 Special Inspection: Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D Periodic special inspection is required in accordance with and 2009 IBC Section 1908.19, ACI Section 1705.1.1 and Table 1705.3 of the 2015 IBC and 318-05 Appendix D and 2006 IBC 2012 IBC; Section 1704.15 and Table 1704.4 of the 2009 Section 1908.1.16,and Section 4.1 of IBC; or Section 1704.13 of the 2006 IBC, as applicable. this report,as applicable(lbf or N). The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor u< -- Conversion factor calculated as a dimensions;concrete type,concrete compressive strength, weighted average of the load factors anchor spacing, edge distances, concrete member for the controlling load combination. In thickness, tightening torque, hole dimensions, anchor addition, of must include all applicable embedment and adherence to the manufacturer's printed factors to account for nonductile installation instructions. The special inspector must be failure modes and required over- present as often as required in accordance with the strength. "statement of special inspection.'Under the IBC,additional The requirements for member thickness, edge distance requirements as set forth in Sections 1705, 1706 and 1707 and spacing, described in this report, must apply. An must be observed,where applicable. example of allowable stress design values for illustrative 5.0 CONDITIONS OF USE purposes in shown in Table 7. The Hilti KB-TZ anchors described in this report comply 4.2.2 interaction of Tensile and Shear Forces: The with the codes listed in Section 1.0 of this report,subject to interaction must be calculated and consistent with ACI the following conditions: 318-1417.6 or ACI 318-11 0.7,as applicable,as follows: 5.1 Anchor sizes, dimensions, minimum embedment For shear loads Vie Vapphed s 0.241ameabie.AM the full allowable depths and other installation parameters are as set load in tension must be permitted. forth in this report. For tension loads Tolled s 0.2 TaiiowabteASD,the full allowable 5.2 The anchors must be installed in accordance with the load in shear must be permitted. manufacturer's published instructions and this report, For all other cases: In case of conflict,this report governs. rt,ppited. + Vappttvd <1.2 (Eq-4) 5,3 Anchors must be limited to use in cracked and ratiawabte.Ast3 Vattowabte,Asn uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f'e, 4.3 Installation: of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) Installation parameters are provided in Tables 1A, 1B and [minimum of 24 MPa is required under ADIBC 6 and Figures 2, 5A, 5B, SC, and 5D. Anchor locations Appendix L, Section 5.1.11, and cracked and must comply with this report and plans and specifications uncracked normal-weight or sand-lightweight concrete ESR-1917 I Most Widely Accepted and Trusted Page 5 of 17 over metal deck having a minimum specified • Anchors that support a fire-resistance-rated compressive strength, f. of 3,000 psi (20.7 MPa) envelope or a fire-resistance-rated membrane (minimum of 24 MPa is required under AMC are protected by approved fire-resistance-rated Appendix L,Section 5.1.11 materials, or have been evaluated for resistance to 5.4 The values of f`G used for calculation purposes must fire exposure in accordance with recognized not exceed 8,000 psi(55.1 MPa). standards. 5.5 The concrete shall have attained its minmum design • Anchors are used to support nonstructural strength prior to installation of the anchors. elements. 5.6 Strength design values must be established in 5.14 Use of zinc-coated carbon steel anchors is limited to accordance with Section 4.1 of this report. dry,interior locations. 5.7 Allowable design values are established in 5.15 Use of anchors made of stainless steel as specified in accordance with Section 4.2, this report are permitted for exterior exposure and 5.8 Anchor spacing and edge distance as well as damp environments. minimum member thickness must comply with Tables 5,16 Use of anchors made of stainless steel as specified in 3,4,and 6,and Figures 4,5A,5B,5C and 5D, this report are permitted for contact with preservative- 5.9 Prior to installation, calculations and details treated and fire-retardant-treated wood. demonstrating compliance with this report must be 5.17 Anchors are manufactured by Hilti AG under an submitted to the code official. The calculations and approved quality-control program with inspections by details must be prepared by a registered design ICC-ES: professional where required by the statutes of the 5.18 Special inspection must be provided in accordance jurisdiction in which the project is to be constructed. with Section 4.4. 5.10 Since an ICC-ES acceptance criteria for evaluating 6.0 EVIDENCE SUBMITTED data to determine the performance of expansion anchors subjected to fatigue or shock loading is 6.1 Data in accordance with the ICC-ES Acceptance unavailable at this time, the use of these anchors Criteria for Mechanical Anchors in Concrete Elements under such conditions is beyond the scope of this (AC193), dated October 2015, which incorporates report. requirements in ACI 355.2-07 /ACI 255.2-04 for use 5.11 Anchors may be installed in regions of concrete in cracked and untracked concrete. where cracking has occurred or where analysis 6.2 Quality-control documentation, indicates cracking may occur (f > f,), subject to the 7.0 IDENTIFICATION conditions of this report. 5.12 Anchors may be used to resist short-term loading due The anchors are identified by packaging labeled with the toto wind or forces in locations designated as manufacturer's name (KW, Inc.) and contact Information, wind Design seismic forces i A through F of thea113 as anchor name, anchor size, and evaluation report number (ESR-1917). The anchors have the letters KB-TZ subject to the conditions of this report. embossed on the anchor stud and four notches 5.13 Where not otherwise prohibited in the code, KB-TZ embossed ihto the anchor head,and these are visible after anchors are permitted for use with fire-resistance- installation for verification. rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. ESR-1917 I Most Widely Accepted and Trusted Page 6 of 17 TABLE 1A—SETTING INFORMATION(CARBON STEEL ANCHORS) SETTING Nominal anchor diameter(in.) INFORMATION Symbol Units ,/r '/2 3/4 'L de In. 0.375 0.5 0.625 0.75 Anchor Q.D. (da2 (mm) (9.5) (12.7) (15,9) (19.1) Nominal bit diameter de, In. 3/3 1/2 5/3 34 Effective min. ,. In. 1'/2 2 2'/s 2 31/4 31/3 4 3'4 33/4 43/4 er embedmentmm 38 51 fl 51 1 ( ) ( ) i ) 83 79 102 83 95' 21 1 13 Nominal in. 1'346 256 l, 31,6 2319 35 4 31916 417,6 311/46 41516 55/16 embedment Na (mm) (46) (59) (78) (60) (91) (91) (113) (97) (110) (136) Min,hole depth ho In. 2 25/3 3'/8 2919 4 33/4 4% 4 41/2 53/4 (mm) (51) (67) (86) (67) (102) (95) (121) (102) (114) (146) Min.thickness In. 0 0 0 3/4 114 3/6 3/4 0 0 7/3 of fastened part' f,,;, (mm) (0) (0) (0) ' (19) (6) (9) (19) (0) (0) (23) Required ft-Ib 25 40 60 110 Installation T,,,, torque (Nm) (34) (54) (81) (149) Min,die.of hole In. 1l,6 9/39 114 9 13/16 In fastened part do (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor f.nrh In. 3 33/4 5 3'4 41/2 51/2 7 4314 6 = 8112 10 51/2 7 8 10 lengths (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (178) (203) (254) Threaded length n In, 1'14 21/3 3'/3 1519 2319 3316 41/e 1'/2 2314 51(4 63/4 21/2 4 5 7 (ind.dogpoint) (mm) ° (38) (57) (93) (41) (60) (86) (124) (38) (70) (133) (171) (63) (103) (128) (179) Unthreaded In. 1'12 2118 31/4 3 length °"'" (mm) (39) (54) (83) (77) 'The minimum thickness of the fastened paths based on use of the anchor at minimum embedment and is controlled by the length of thread.If a thinner fastening thickness is required,Increase the anchor embedment to suit. 2The notation in parenthesis is for the 2006 IBC. 'See section 4.3 for alternate installation with HIM SafeSet' System consisting of the Hilti SIW-6AT-A22 Impact Wrench used together with the Hilti SI-AT-A22 Adaptive Torque Module. TABLE 1B--SETTING INFORMATION(STAINLESS STEEL ANCHORS) SETTING Symbol Units Nominal anchor diameter(in.) INFORMATION 3/3 '!t % 3/4 d, In. 0.375 0.5 0.625 0.75 Anchor 0.D. 002 (mm) (9,5) (12.7) (15.9) (19.1) Nominal bit du in. 34 '/2 5 314 diameter Effective min, In. 2 2 31/4 3'/6 4 334 43/4 embedment her (mm) (51) (51) (63) (79) (102) (95) (121) Nominal in. 25/16 2'/e 33/6 391,6 47/is 4546 53/15 embedment h"°in (mm) (59) (60) (91) (91) {113) (110) (136) In. 25/6 25/6 4 33/4 41 41/2 534 Min.hole depth ho (mm) (67) (67) (102) (95) (121) (114) (146) Min.thickness of In. '/4 3/4 '4 3/6 314 1/3 1513 fastened part' 1,,,,, (mm) (6) (19) (6) (9) (19) (3) (41) Required T„ ft-lb 25 40 60 110 Installation torque (Nm) (34) (54) (81) (149) Mln.dia.of hole d3 In. 1/16 °/16 11/16 73/16 in fastened part (mm) (11.1) (14.3) (17.5) (20.6) V Standard anchor t In. 3 31 5 3% 41/2 51/2 7 43/4 6 8112 10 51/3 8 10 lengths (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (203) (254) Threaded length 4 s In. 1/8 13/6 21/3 15! 231 33/6 41/4 11/3 23/4 51/4 63/4 11/2 4 6 (incl.dog point) f"""a° (mm) (22) (41) (73) (41) (60) (86) (124) (38) (70) (133) (171) (38) (102) (152) Unthreaded In. 2'16 21/6 31/4 4 length 1"'e (mm) (54) (54) (83) (102) 1The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread.If a thinner fastening thickness is required,increase the anchor embedment to suit. 2The notation in parenthesis is for the 2006 IBC. 'See section 4.3 for alternate installation with(-lull Safe-SeV'System consisting of the Hilti SIW-6AT-A22 Impact Wrench used together with the Hilti SI-AT-A22 Adaptive Torque Module. ESR-1917 ( Most Widely Accepted and Trusted Page 7 of 17 UNC thread mandrel `" dog point expansion collar hex nut washer element bolt FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ(KB-TZ) i 'thread Mei 516111 tanch tunthr da 112 her hnom ho • FIGURE 2--KS-TZ INSTALLED TABLE 2—LENGTH IDENTIFICATION SYSTEM(CARBON STEEL AND STAINLESS STEEL ANCHORS) Length!D marking ABCDEF GH I JKLMNOPQR S T U VW on Stolt head Length of From -1 4 2 2% 3 3'/ 4 4Y= 5 5'/ 6 6 4 7 7% 8 8Y: 9 9"% 10 11 12 13 14 15 anchor, Up to but (inches) not 2 2 Y 3 3% 4 4'! 5 5 4 6 6'/ 7 7 Y: 8 8,4 9 9 4 10 11 12 13 14 15 16 including FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT ESR-1917 I Most Widely Accepted and Trusted Page 8 of 17 TABLE 3-DESIGN INFORMATION,CARBON STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units 34 112 '4 314 Anchor Q.Q. d4(dd in. 0.375 0,5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) in. 11/8 2 23/4 2 3'/4 31/e 4 31/4 334 4314 Effective min.embedment' h4, (mm) (38) (51) (70) (51) (83) (79) (102) _ (83) (95) (121) In. 3'/4 4 5 54 6 6 8 5 6 8 5'/3 6 8 8 Min.member thickness' h,,,4, (mm) (83) (102) (127) (127) (102) (152) (152) (203) (127) (152) (203) (140) (152) (203) (203) Critical edge distance CSC in. 6 43/e 4 4'/a 51/3 41/2 7112 6 6'/2 8914 63/4 12 10 8 9 (mm) (152) (111) (102) (105) (140) (114) (191) (152) (165) (222) (171) (305) (254) (203) (229) In. 8 2'/2 2'/z 23/4 23/4 33/4 33/4 912 43/4 4'/a CM.", (mm) (203) (64) (64) (70) (60) (92) (83) (241) (121) (105) Min.edge distance , , , , 7 fors? in. 8 5 5 5/4 54 Gla 5/8 5 10/3 84 (mm) (203) (127) (127) (146) (146) (156) (149) (127) (267) (225) in. 8 2'/3 2112 234 2'/a 3'12 3 5 5 4 Sm" (mm) (203) (64) (64) (70) (60) (89) (76) (127) (127) (102) Min,anchor spacing 5 sr r , a force In. 8 3/° 3/° 41/8 3/2 4'/8 4 4 913 9/2 7 4 (mm) (203) (92) (92) (105) (89) (121) (108) (241) (241) (197) Min.hole depth in concrete h, in. 2 25/a 33/8 2'/a 4 33/4 434 4 41/2 53/4 (mm) (51) (67) (86) (67) (102) (98) (121) (102) (117) (146) Min.specified yield strength Ir lb/in2 100,000 84,800 84,800 84,800 (N/mm3) (690) (585) (585) (585) Ibhn2 125,000 106,000 106,000 106,000 Min.specified ult.strength foe (N/mm2) (862) (731) (731) (731) Int 0.052 0.101 0.162 0.237 Effective tensile stress area A,,N (mm2) (33.6) (65.0) (104.6) (152.8) Steel strength in tension 111,. ib 6,500 10.705 17,170 25,120 (kN) (28.9) (47.6) (76.4) (111,5) lb 2.180 3,595 5,495 8,090 13,675 Steel strength in shear V„ (kN) (9.7) (16.0) (24,4) (36.0) (60.8) Steel strength in shear, In 2,180 2,255 5,495 7,600 11,745 seismic' lb 2,180 (9.7) (10.0) (24.4) (33.8) (52.2) Pullout strength untracked lb 2,160 2,515 4,110 NA 5,515 NA 9,145 8,280 10,680 NA concrete Nn. (kN) (9.6) (112) (18.3) (24.5) (40.7) (36.8) (47.5) Pullout strength cracked lb 2,270 3,160 4,915 concrete' N°'" (kN) NA (10.1) (14.1) NA (21.9) NA . . NA Anchor category' 2 1 Effectiveness factor k„.,uncracked concrete 24 Effectiveness factor kG cracked concrete' 11 gjc,tv=ki„Jkar7 1.0 Coefficient for pryout strength,k, 1.0 2.0 1.0 2.0 Strength reduction factor¢for tension,steel failure 0.75 modes° Strength reduction factor 0 for shear,steel failure 0,65 modes° Strength reduction 0 factor for tension,concrete 0.55 0.65 failure modes or pullout,Condition B9 J Strength reduction 0 factor for shear,concrete failure 0.70 modes,Condition H9 Axial stiffness in service load /1 lb/in. 600,000 range7° fa lb/in. 135,000 For SI:1 inch=25.4 mm,1 lbf=4.45 N,1 psi=0.006895 MPa. For pound-inch units:1 mm=0.03937 inches. 'See Fig.2. 2For sand-lightweight or normal-weight concrete over metal deck,see Figures 5A,5B,5C and 5D and Tables 5 and 6. 'See Section 4.1.8 of this report. 'For all design cases 4r,,P=1.0.NA(not applicable)denotes that this value does not control for design.See Section 4.1.4 of this report. 'See ACI 318-14 17.3.3 or ACI 318-11 0.4.3,as applicable, 'See ACI 318-14 17.4.2.2 or AC1315-11 D.5.2;2,as applicable. 7For all design cases'P =1.0.The appropriate effectiveness factor for cracked concrete(k,,)or uncracked concrete(k,,,,)must be used. °The KB-TZ is a ductile steel element as defined by ACI 318-14 2.3 or AC1318-11 0.1,as applicable. 'For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2,as applicable.Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3,3(c)or ACI 318-11 0.4.3(c),as applicable,Is not provided,or where pullout or pryout strength governs.For cases where the presence of supplementary reinforcement can be verified,the strength reduction factors associated with Condition A may be used. 1°Mean values shown,actual stiffness may vary considerably depending on concrete strength,loading and geometry of application. ESR-1917 I Most Widely Accepted and Trusted Page 9 at 17 TABLE 4-DESIGN INFORMATION,STAINLESS STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units "s 3 " Js /2 1s /4 Anchor 0.D. d,(d.) in. 0,375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15,9) (19,1) in. 2 2 31/4 31/4 4 33/4 43/4 Effective mm.embedment he (mm) (51) (51) (83) (79) (102) {95) (121) Min.member thickness h„,� in. 4 5 4 6 6 8 5 6 8 6 8 8 (mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) Critical edge distance c,, in, 43/4 3"/4 51/2 41/2 71/a 6 7 8'/4 6 10 7 9 (mm) {111) (98) (140) (114) (191) (152) (178) (225) (152) (254) (178) (229) in. 2512 2'/4 2114 3114 23/4 41/4 4 " (mm) (64) (73) (54) (83) (60) (108) (102) Min.edge distance 1 1 , in. 5 53/4 5/4 51/2 5/z 10 8% fors a (mm) (127) (146) (133) (140) (140) (254) (216) in. 21/4 27/4 2 23/4 23/4 5 4 Min anchor (mm) {57) (73) (51) (70) (60) (127) (102) forca in. 31/2 45/ 31/4 41/4 41/4 91/2 7 (mm) (89) (114) _ (83) (105) (108) (241) (178) Min.hole depth in concrete ho in. 2s/4 2314 4 33/4 43/4 41/2 53/4 (mm) (67) (67) (102) (98) (121) (117) (146) Min.s ecified yield strength f lb/int 92,000 92,000 92,000 76,125 p9 ' (N/mm2) (634) {634) (634) (525) _ lb/in' 115,000 115,000 115,000 101,500 Min.specified ult.Strength 1,4a 2 (N/mm) (793) (193) (793) (700) in2 0.052 0.101 0.162 0.237 Effective tensile stress area A„,,4 (mm2) (33.6) (65;0) {104.6) (152.8) Steel strength in tension N,,,, Ib 5,968 11,554 17.880 24,055 (kN) (26.6) (51.7) (82.9) (107.0) Sheat strength in shear 1/„„, i lb 4,720 6,880 9.870 15.711 {kN) , (21.0) (30.6) (43.9) (69.9) Pullout strength in tension, lb 2,340 2,735 1 5,840 8,110 seismic' N„,,,,, (kN) (10.4) (122) NA NA (26.0) (36.1) NA lb 2,825 6,880 9,350 12,890 Steel strength in shear,seismic' 444,7 (kN) (12.6) (30.6) (41,6) (57.3) Pullout strength uncracked lb 2,630 5,760 12,040 concrete' N°"0 (kN) {11.7) NA (25,6) NA NA (53.6) Pullout strength crackedNati lb 2,340 3,180 NA NA 5,840 8,110 NA concrete (kN) (10.4) (14.1) (26.0) (36.1) Anchor category' 1 2 1 Effectiveness factor k,„,,uncracked concrete 24 Effectiveness factor kr cracked concrete' 17 24 17 17 17 24 1 17 Watt=kune+Jkab 1,0 Strength reduction factor#for tension,steel failure 0,?5 mod Strength reduction factor gifor shear,steel failure modes" 0.65 Strength reduction a factor for tension,concrete failure 0_65 0.55 065 modes,Condition 9 _ Coefficient for pryout strength,k,, 1.0 2.0 Strength reduction 0 factor for shear,concrete failure modes,Condition B4 0.70 Axial stiffness in service load P+. * Ib/in. 120,000 range' fl Ib/n. 90,000 For SI:1 inch=25.4 mm,1 ibf=4.45 N.1 psi=0.006895 MPa For pound-inch units;1 mm=0.03937 inches. 'See Fig.2. 'See Section 4.1.8 alibis report.NA(not applicable)denotes that this value does not control for design. 'For all design cases(6,p=1.0.NA(not applicable)denotes that this value does not control for design.See Section 4.1.4 of this report. 'See ACi 318-14 17.3.3 or AC1318-11 0.4.3,as applicable. 'See ACI 318-14 17.4.2.2 or AC1318-11 0.5.2.2,as applicable. EFor all design cases(Po; The appropriate effectiveness factor for cracked concrete K.)or uncracked concrete(k0,0 must be used. 'The KB-TZ is a ductile steel element as defined by ACi 318 0,1. 'For use with the load combinations of ACl 318-14 Section 5,3 or AC1318-11 Section 9.2,as applicable.Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c)or ACI 318-11 0,4,3(0),as applicable,is not provided,or where pullout or pryout strength governs.For cases where the presence of supplementary reinforcement can be verified,the strength reduction factors associated with Condition A may be used. 'Mean values shown,actual stiffness may vary considerably depending on concrete strength,loading and geometry of application. ESR-1917 I Most Widely Accepted and Trusted Page 10 of 17 I ► [ ii. ca Sdgdy„ Cdesign c? hrnin a CminatsZ re liii Sr1I II N u Sdesign Smin at C I1 !il IIN i3,f 11,fMn Cdesign edge distance c FIGURE 4-INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5-HILTI KWIK BOLT TZ(KB-TZ)CARSON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIESt.6T,8 Anchor Diameter DESIGN INFORMATION Symbol Units s 3 4, l2 1° 14 Effective Embedment , her in. 11/2 2 234 2 314 3'/° 4 31 331, Depth Minimum Hole Depth h„ in. 2 254 334 2$4 4 33/4 4 4 4112 Loads According to Figure 5A Pullout Resistance.s NF, c„ lb 1,365 2,060 3,070 2,060 3,695 2,825 6,555 4,230 4,255 uncracked concrete , Pullout Resistance, cracked concrete$ Nedra 1,145 1,460 2,360 1,460 2,620 2,000 4,645 3,000 3,170 Steel Strength in Shear' V...„ lb 1,745 Z130 2,715 3,000 4,945 4,600 6,040 4,840 6,190 Steel Strength in Shear, V., Al lb 1,340 1,340 1,710 ' 3,000 4,945 4,320 5,675 3.870 5,315 Seismic , _ Loads According to Figure 58 Pullout Resistance,° N„,,,rr,,un� lb 1,365 2,010 3,070 2,010 3,695 2,825 5.210 4,230 4,255 uneracked concrete .a_ Pullout Resistance, cracked concrete° Nv. ,„ lb 1,145 1,425 2,360 1,425 2,620 2,000 3,875 3,000 3,170 Steel Strength in Shear' Vss,dec, lb 1,745 2,130 2,715 2,600 4,065 4,600 5,615 4,840 6,190 Steel Strength in Shear, Vsa Seismic de,i,.eq lb 1,340 1,340 1.710 2.600 4,065 4,320 5,275 3,870 5,315 Loads According to Figure 5C Pullout Resistance,$ Npd rx lb 1.285 1.845 1,865 3,375 4,065 uncracked concrete Pullout Resistance, N7,eet,,,, lb 1,080 1,660 1,325 3,005 2.885 cracked concrete Steel Strength in Shear' Vs,,.d, lb 1,845 2,845 2585 3.945 4,705 Steel Strength in Shear, V.,..,„ lb 1,790 1.790 2,585 3,945 4,420 Seismic 'Installations must comply with Sections 4.1.10 and 4.3 and Figures 5A,58 and 5C of this report. 2The values for$4 in tension and t)s„in shear can be found In Table 3 of this report. 3Charactertistic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value In the table by (f',/3000)112 for psi or(f't/20.7)7!2 for MPa(minimum of 24 MPa is required under AMC Appendix L,Section 5.1.11. `Evaluation of concrete breakout capacity in accordance with ACI 318-14 17.4.2,17.5.2 and 17.5.3 or ACI 318-11 D.5.2,0.6.2,and 0.6.3,as applicable, is not required for anchors installed in the deck soffit. 5The values listed must be used in accordance with Section 4.1.4 of this report. "The values listed must be used in accordance with Sections 4.1.4 and 4.1.8.2 of this report. 7The values listed must be used in accordance with Section 4.1.5 of this report. "The values listed must be used in accordance with Section 4.1.8.3 of this report.Values are applicable to both static and seismic load combinations, ESR-1917 1 Most Widely Accepted and Trusted Page 11 of 17 TABLE 6—HILTI KWIK BOLT TZ{KB-TZ)CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5131.2,34 Nominal anchor diameter DESIGN INFORMATION Symbol Unitsa/8 ?1z Effective Embedment her in. 9112 2 2 Depth Nominal Embedment Depth h,ix„ ' in. 97311; 25116 23/$ Minimum Hole Depth ho in. 2 25/e 25/8 Minimum concrete li , in. 2114 31/4 3'12 thickness Critical edge distance ce-,,, k5, in. 8 4'/2 6 ' Minimum edge distance cnin,der.rop in. 16 3 41/2 Minimum spacing s, ,,,d,0,,p in. 8 4 6'/2 Required Installation T sp ft lb 25 25 40 Torque 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 50 of this report. 2For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of hm;,.c„4„,and smi„. 'Design capacity shall be based on calculations according to values in Table 3 of this report. 4Applicable for 3'4-in s Itmm, <4-in.For hmuiat a 4-inch use setting information in Table 3 of this report. 5Minlmmurn concrete thickness refers to concrete thickness above upper flute.See Figure 50. Minimum 5/8”Typical i Min.3,000 psi Normal-Weight or Lightweight Concrete I Zo ► ITT 4 Upper ri rj . Flute \ Minimum to – (Valley) \- 20 Gauge Min.4-1/2" 1 Min.4-112° Steel W-Deck I Lower Min.12"Typical ( Flute • (Ridge) -{ I--.--- Max. 1”Offset Typical FIGURE SA--INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES–W DECK' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Minimum 5t/8"Typical i Min.2-1,2"for 3/11,1/2, 5/8x3-1/8 and 3/4x3.1/4 M Min.3,000 psi Normal-Weight Min.3-1/4for 5!8x4 or Lightweight Concrete and 3/4x3-3/4 P U) Upper Max.3" 1 ' Flute * Minimum (Valley) �- 20 Gauge 1 Min. �! 91 j Min. Steel W-heck 3-718" f 3-7/8" I' Min.12"TypicalLower Flute Min.1" 1•------ (Ridge) FIGURE 58—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES–W DECK' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. ESR-1917 I Most Widely Accepted and Trusted Page 12 of 17 Minimum `5/8"Typical i Min.2-1/4"Typ, 1 Min.3,000 psi Normal-Weight or Lightweight Concrete i 1—j Upper `S = Flute Minimum (Valley) 20 Gauge Min. I ' Steel B-Deck 1 /4„� .111-11.- Min.3-112" Lower Flute Min.2-1/2" 3/4"Min. _...J Min.6"Typical (Ridge) FIGURE 5C—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES-B DECK'' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hale clearance is satisfied.Anchors in the lower flute may be installed with a maximum'11-inch offset in either direction from the center of the flute.The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 2Anchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 5B provided the concrete thickness above the upper flute is minimum 2114-inch and the minimum hole clearance of 518-inch is „Ca. if I Min,2-1/4'for 3/8'x1-1/2" Min.3,000 psi Normal-Weight Min.3-1/4"for 3/8"x2" P or Lightweight Concrete and 1/2" Upper t. Minimum 2 i Flute (Valley) \- 20 Gauge 4 Steel B-Deck I Min. I 1-3/4' Min,3-1/2" 1, Lower Flute Min.2-1/2" Min.6"Typical (Ridge) FIGURE 5D—INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES-B DECK" 'Refer to Table 6 for setting information for anchors in to the top of concrete over metal deck. 2Applicable for 2114-in a h",;"<4-in for 311"x 1112-anchors and 3114-in 5 h,,,,,,<4-in for 311"x 2"and'I2 anchors.For ii,„i„a 4-inch use setting information in Table 3 of this report. FOR OFFICE USE ONLY-SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT III : ' Transmittal Letter etter T l G A R[) 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • ww.tigard-or.gov TO: 6)4i(,, P ATE RECEIVED: DEPT: BUILDING DIVISION ,, FROM: S FEB 2 8 2019 Ca y C'' .TIGARD COMPANY: P-z-•r lm) C HS IVuvC tom BU LDI G DIVISION PHONE: °i1 i " 1 (3 -soil- By: RE: 1l123 Std 4b41' 90-va.'''j 80 01,0i-1 -0026D (Site Address) I (Permit Number) -i ti U,ra S'{0-, ‘ 9 li (Project name or subdivision '. 10, 1 'Mk, eer) NO ' \ ATTACHED ARE THE FOLLOW 4 ITEM : Copies: Description: Copies: Description: Additional set(s) of plans 02) V Revisions: Cross section(s) and det,,ils. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. (7) u7-- Engineer's calculations. Other(explain): REMARKS: 1=a.& MEI At. Srup SQL A,\. (,)Au. ANG34046 FOR OFFICE USE ONLY Ro to Permit e. I ician: Date: - )I Initials: Fees Due: % s ❑No Fee_Descri tion: Amount u & Hr p1 �h Ycv: