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APPROVED STRUC CALCS BLD1:31byzey4Nto] F'� UND RECEIVED SAHL Aug 09 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT -------------------- KEEP THIS PACKET ON SITE FOR INSPECTIONS , ------------------- STRUCTURAL CALCULATIONS 21-124-01 SMC Edmonds CT Replacement Structural Calculations 21605 76th W Edmonds, WA for Ankrom Moisan Architects August 8, 2021 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com Page 1 N SUIAHIL TABLE OF CONTENTS Section Page General Index & Criteria........................................................ 1 Project Description ................................................. 2 Seismic Loading 3 ATC Output 4 Details for Power Supply & Console 6 GE Calcs with notes 8 COPYRIGHT: The calculations, sketches and notations contained herein are not a part of the Contract Documents and any seal upon these documents only represents that they were prepared under the supervision of Lund Opsahl LLC. These calculations, sketches and notations are only an instrument for the sole use of Lund Opsahl LLC and are not to be used by any other party. If copies are provided to Building Regulation Agencies they are for the purpose of showing general criteria used for design. Copyright © 2021 Lund Opsahl LLC, All Rights Reserved. 1201 First Avenue South, Suite 310 Seattle, Washington 98134 1 206-402-5156 1 www.lundopsahl.com Page 2 PROJECT DESCRIPTION Equipment is a replace in kind. We have reviewed the weight of equipment on the slab on ground and the anchorage of equipment, whos calculations by GE are attached. All are acceptable. The gantry and table has post -installed anchors supplied by GE. The anchors for the power unit and console are shown on the next pages. Note, the building is a B occupancy and is not an essential facility. Risk Category is II. LOCATION 21605 76th W Edmonds, WA Elevation: 368 ft Latitude: 47.8 ° Longitude: 122.25 ° CODES, REGULATIONS, AND STANDARDS • 2018 Washington State Building Code w/ Local Ammendments 1201 First Avenue South, Suite 310 Seattle, Washington 98134 1 206-402-5156 1 www.lundopsahl.com Page 3 UND SAHL LOADING Building Risk Category.• II Seismic Design Criteria Seismic Design Criteria Importance Factor ..................... Site Class ..................................... Short Period Site Coef.............. Long Period Site Coef............... Site Response Accelerations e= 1.00 ................................................ D ................................................ Fa= 1.20 ............................................... Fv= 1.00 Mapped Spectral Response Acceleration(Short).................. S5= 1.28g Mapped Spectral Response Acceleration(1 sec) .................. S,= 0.45g Design Spectral Response Acceleration(Short).................... SDS= 1.02g Design Spectral Response Acceleration(1 sec) ..................... Sp,= NA 1201 First Avenue South, Suite 310 Seattle, Washington 98134 1 206-402-5156 1 www.lundopsahl.com 8THazards by Location Page 4 Search Information f" Marysville 6 Address: 21605 76th Ave W, Edmonds, WA 98026, USA Whirlk ,r�•• rett Isl 368 ft 1 Coordinates: 47.8025448,-122.3332343 Elevation: 368 ft Timestamp: 2021-08-06T16:25:28.205Z R2 drnond Seattle ° Hazard Type: Seismic c Rcnton Reference ASCE7-16, C o Document: Risk Category: III Site Class: D-default Basic Parameters Name Value Description SS 1.282 MCER ground motion (period=0.2s) St 0.451 MCER ground motion (period=1.0s) SMS 1.538 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SDS 1.026 Numeric seismic design value at 0.2s SA SDt * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s F * null Site amplification factor at 1.0s CRS 0.909 Coefficient of risk (0.2s) CRt 0.895 Coefficient of risk (1.0s) PGA 0.546 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.655 Site modified peak ground acceleration CU Map data ©2021 Google TL 6 Long -period transition period (s) SsRT 1.282 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.41 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.321 Factored deterministic acceleration value (0.2s) S1 RT 0.451 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.504 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.951 Factored deterministic acceleration value (1.0s) PGAd 0.815 Factored deterministic acceleration value (PGA) * See Section 11.4.8 Page 5 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Power Distribution Unit Page 6 Pre -Installation 8.6 Seismic mounting Figure B-14 PDU Anti Seismic Bracket (2354563-2) I A (2) 3/8" DIA HILTI KB-TZ with 2" EMBED 1.5" I 2x11X14 4410 6 I 6„ ' 5" ry I - 1 48U 15 1' 7„ — 3" (2) 1/4" DIA A307 BOLTS TO CABINET 5366636-1EN Revision 22 Discovery RT, Discovery CT590RT and Optima CT580 73 CONSOLE ANCHORAGE 8.6 Seismic Mounting Page 7 Figure 8-15 TIO Console Seismic Bracket 5332954 (4) BRACKETS REQUIRED, ONE ATTACHED TO EACH FOOT 1 3/4" 1�x2D _ 75±0,2 (1) 3/8" DIA HILTI KB-TZ ` with 2" EMBED 3.5" I 2" cn 1/8" (OR 12 GA) STEEL BRACKET 2xR10 0 (2) #10 SMS TO CABINET FOOT X8. 74 Discovery RT, Discovery CT590RT and Optima CT580 5366636-1EN Revision 22 uo�ff EQUIPMENT ANCHORAGE & SEISMIC ENI Page 8 GEHC PIM 5366636 DES. a ROBERSON SHEET JOB NO. 12-13101 5E15MIG ANGHORACE STRUCTURAL ENC RECORD SHALL . FLOOR ADEQUAGY CT Gantry I°ATE 819113 ELEVATION ANCHORS Sos TYPE DIAM EFF EMBED QTY TSLAB 1.25 HILTI KB-TZ 5/8" 3.125" 4 5" 1.60 HILTI KB-TZ 5/8" 4" 4 6" F2.20 I HILTI HIT-HY 5/8" 7.5" 4 9" OF 4 SHEETS GONGRETE SLAB FAIL "A" _ HEIGHT GONGRETE )00 P51 MIN) 5/8" (P HILTI KB-TZ ,ION ANCHORS OR �44q) THREADED ROD w/ HIL I I HIT-HY EPDXY ANGHORS (MIN. EMBED. (he) = 5EE SGHED) NOTES; 1, FORCES ARE DETERMINED PER 2013 CALIFORNIA BUILDING CODE AND ASCE 7-10 STRENGTH DESIGN IS USED. 2, CENTER OF GRAVITY (C.G.) AND WEIGHT ARE THE GOVERNING PARAMETERS FOR DESIGN, THIS PREAPPROVAL ENCOMPASSES ALL WEIGHTS UP TO THE MAXIMUM WEIGHT SHOWN, 3. STRUCTURAL ENGINEER OF RECORD FOR THE BUILDING SHALL PROVIDE SUPPORT STRUCTURE DESIGNED TO SUPPORT WEIGHTS AND FORCES SHOWN, IN COMBINATION WITH ALL OTHER LOADS THAT MAY BE PRESENT, N0. 4197 z EXP, 6 30-2014 * ,r 8/14/13 C GEHC PIM 5366636 very 5E15MIG ANGHORAC7E c c Cr EQUIPMENT ANCHORAGE & SEISMIC EY Page 9 DES a ROBERSON SHEET ~ri r- ^ JOs NO. 12-13101 2 5m< 1.25 G.G. HT. = 4000 LB DATE 8114113 O (Y = �4M4") O N v O O 36.88" 36.88" z5E 4- 5/8" (P HILTI KB-TZ PLAN AT B A S E EXPAN51ON ANGHOR5 I-5/8" O.D. X II/I6" I.D. X I/4" (MIN. EMBED. (her) = 3.I25") 5TEEL HA5HER (BY 6E) Seismic Calcs for Edmonds Fp= .4 ap Sds Wp (1 +2(z/h)) I" O.D. X II/I6" X 2-1/2" - GYLINDRIGAL 5TEEL 5PAGER (Rp/lp) Sds = 1.02, ap=1.0, Rp=2.5, Ip=1.0, z/h=0 LEVELING 5GREH (BY GE) — I-3/8" O.D. X 2-1/2" Fp= 0.16 (note, CA calcs use horiz force of 5 times higher so these calcs are very conservative for our on -grade 2-I/2" O.D. FOOT BA5E installation) LOADS; PER 2013 CALIFORNIA BUILDING CODE AND ASCE 7-10, (STRENGTH DESIGN IS USED) FLOOR 5TRUGTURE (SDS = 1,25,ap = 1.0, Ip = 1.5, Rp = 1.5, Do=1,5,z/h=0) WEIGHT = 4000 LB HORIZONTAL FORCE (Eno) = 0.84 Wp = 3360 LB VERTICAL FORCE (Ev) = 0.25 Wp = 1000 LB BOLT FORCES; TENSION (T) SHEAR (V) T u MAx = C3360#(39,94111,88') x (0,3� + 1 BOLT (73,76")(24,8") ( HORIZ - SIDE TO SIDE ) OF 4 SHEETS GONGRETE SLAB 1A► RI : x � cn a o e.. <a . EQUIP BASE a DETAIL "A" 3360#09,941 (40000.9) - 1000011.88") = 2344 LB/BOLT (MAX) 2 BOLTS (24,81 2 BOLTS (24,81 (HORZ - FRONT TO BACK) ( WEIGHT (0,9) - E0 3360#02,921 = 875 LB/BOLT (MAX) V u MAx = 2 BOLTS (24.81 UNITY CHECK; BOLT SPECS; 5/8"0 HILTI KB-TZ; 4�_T) + \oV/ < 1.2 007) + (4940) — 1.11 < 1.2 e OK, �V= 0Vn = 4940 LB/BO T ( (TENSION) (SHEAR) A T Z E(IupmE IT ANCHORAGE & smt ffc ENGINEERING Page 10 GE HEALTHCARE DEa J. RONMN SHEET .lOB HO � � 1 CT -PATIENT TABLE (GT1700) DATE 61261V OF 4 sHE! 5EI5MIG ANGHORA6E GONGRETE SLAB G.6. WT. = 155a LB5 (INGLUDIN6 500 LB. PATIENT) (5EE NOTE 2) i 14.a" cm 5EE DETAIL "A" w m v' < m i V V 33.6" EN61NEER OF RECORD ___/ 5HALL VERIFY FLOOR ADEOUAGY T T ELEVATION ANCHORS Sys TYPE DIAM EFF EMBED QTY (TSLAB) 1.18 HILTI KB-TZ 5/8" 3.125" 4 5" 1.50 HILTI KB-TZ 5/8" 4" 4 6" 2.20 HILTI HIT HY-150 3/4' 1 8" 1 4 12" NOTES: I. FORGES ARE DETERMINED PER 2013 CALIFORNIA BUILDIN6 CODE AND A5GE 1-I0. 5TREN6TH DE516N 15 USED. HORIZONTAL FORGE (Eh) = 1 Aq W P (MAX) VERTICAL FORGE (Ev) = 0.44 Hp(MAX) 2. CENTER OF GRAVITY (G.6.) WEI6HT 15 A MAXIMUM. THI5 CALCULATION ENCOMPASSES ALL WE16HT5 UP TO THE MAXIMUM WEI6HT SHOWN. 3. STRUCTURAL EN61NEER OF RECORD SHALL PROVIDE SUPPORT STRUCTURE TO SUPPORT WE I6HT5 AND FORGES SHOWN. 5EE TABLE BELOW No. 4197 z EXP. 6-30-2014 \\Jr sl6/26/1 C A Q� ff Fx!LvMEw ANCHORAGE & SmpffC ENGwEERwG Page 11 GE HEALTHCARE DEa J° ROBOWN MEN JOB NO 12 M6 2 CT - PATIENT TABLE (GT1700) OATS 6126113 OF 4 BHEI 5E15MIG ANGHORA6E G.6. WT. = 155a LB5 (INGLUDIN6 500 LB. PATIENT) (Y = 33.2'; (MIN. EMBED. (hef)v= 3.125") 5/8" ANGHOR PLAN AT BA5E LEVELIN6 LE6 - I" I.P. BASE ---, FOOT a FLOOR a 5TRUGTURE d GONGRETE 5LAB LOADS; PER 2013 CALIFORNIA BUILDING CODE AND ASCE 7-10 DETAIL "A" (STRENGTH DESIGN IS USED) (SIDS = 1.18, dp = 1.0, Ip = 1.5, Rp = 1.5, Do = 1.5, z/h = 0) WEIGHT = 1559 LBS. HORIZONTAL FORCE N = 0.80Wp = 1242 LBS, BOLT SPECS; 5/8"o HILTI KB-TZ; VERTICAL FORCE (Ev) = 0.24Wp = 374 LBS. �Tn= 2289 LBS (TENSION) BOLT FORCES; �Vn= 4940 LBS (SHEAR) TENSION (T) T MAXIMUM —_ I 1242#(33.2") x (0.3� + 1242#(33.2")(48.5") (1559#(0.9) - 374#)(48,5") = 2278 LBS/BOLT (MAX) L 2 BOLTS (33,61 (16.5")(33.6") 2 BOLTS (33.6") ( HORZ - SIDE TO SIDE) ( HORZ - FRONT TO BACK) ( WEIGHT (09) - E ) SHEAR (V) V MAXIMUM = 1242#(48.5") = 896 LBS/BOLT (MAX) 2 BOLTS (33.6") UNITY CHECK; (iT I + 1(DV1 < 1,2 W89) + (4940) = 1,18 < 1.2 °°° O.K. Page 12 A 9� � EQUIPMENT' ANCHORAGE & Smwc ENGINEERING GE HEALTHCARE DES J° RONMN SHEET JOB HQ n W 6 1 CT - POWER DISTRIBUTION UNIT DATE 6126A3 OF 1 SHEET 5EI5MIG ANGHORA6E e 15.3" 15.311 G.6. HT. _ 816 LB 6.E. SEI5MIG BRACKET (II 6A6E - 50 k50 H/2- 1/4"(P A301 BOLTS TO CABINET FRAME (12 6A) AND H/2- 3/8"(P HILTI KB-TZ EXPAN51ON ANCHORS (MIN. EMBED. (hep) = 2") (2 PLAGE5) Tu Tu FRONT ELEVATION LOADS; PER 2013 CALIFORNIA BUILDING CODE AND ASCE 7-10. (STRENGTH DESIGN IS USED) (SIDS = 1.45, ap = 1.0, Ip = 1.5, Rp = 25, no = 2.5) WEIGHT = 816 LB HORIZONTAL FORCE (EO = 1.63Wp = 1331 LB VERTICAL FORCE (Ev) = 0,29Wp = 237 LB BOLT FORCES; TENSION (T) GONGRETE 5LAB 5.6" 8 6" Tu Tu 510E ELEVATION BOLT SPECS; 3/81'0 HILTI KB-TZ; �T=1107 LB/BOLT (TENSION) �V=1099 LB/BOLT (SHEAR) 1331#094)(8,6") 1331#09,4115,3") (816#(0.9) - 237#)(153)(8,6") _ Tu MAXIMUM = 30,6"(14.2") x (0,3) + 14,2"(30.6'9 30,6"(14.2") - 911 LB/BOLT (MAX) ( HORIZ - SIDE TO SIDE) ( HORIZ - FRONT TO BACK) ( WEIGHT (09) - E0 SHEAR (V) Vu = 13310,61 = 403 LB/BOLT (MAX) 2 BOLTS (14,2") UNITY CHECK; 413 (�LT / + oV/ < 1,2 (1107911 ) + (099 NOTE; ) = 1,19 < 1,2 ° O.K. I 1 / STRUCTURAL ENGINEER OF RECORD SHALL PROVIDE SLAB OR OTHER SUPPORT STRUCTURE TO SUPPORT WEIGHTS AND FORCES SHOWN IN COMBINATION WITH ALL OTHER LOADS THAT MAY BE PRESENT, No. 4197 EXP, 6-30-2014 c A�ffEwpmENT.4mHoRAGE & SF]SMIC ENGINEHtING Page 13 GE HEALTHCARE DES. J. ROBOWN JOB NO 121M CT SYSTEM CONSOLE MOB i DATE 8IM3 565MIG ANGHORA&E S.E. 5E15MIG BRACKET '12 6A6E - 50 k5i) 1I/2- 30 (P HILTI KB-TZ XPAN51ON ANGHOR5 'MIN. EMBED. (hep) = 2") '4 PLAGE5) Tu Tu FRONT ELEVATION LOADS; PER 2013 CALIFORNIA BUILDING CODE AND ASCE 7-10. (STRENGTH DESIGN IS USED) (SIDS = 2.20, ap = 1.0, Ip = 1.5, Rp = 2.5, 4" = 2.5) WEIGHT = 194 LB. HORIZONTAL FORCE (Erb = 2.45Wp = 475 LB. VERTICAL FORCE (Ev) = 0.44Wp = 85 LB. TENSION (T) SHEET 1 OF I SHEET GONGRETE SLAB PLAN VIEW BOLT SPEC; 3/8"b HILTI KB-TZ; T = 1075 LB/BOLT V = 1157 LB/BOLT 475#021(7") 475#02103.8") (194#(0.9) - 85#)(13.8")(7") _ Tu MAXIMUM = 1 BOLT (17.8")(13.5") x (0,3) + 1 BoLT 085)(17.8") 1 BOLT (18.5")(17.8") — 262 LB/BOLT (MAX) ( HORIZ - SIDE TO SIDE) ( HORIZ - FRONT To BACK) ( WEIGHT (09) - E, ) SHEAR (A 475#(13.8") _ 184 LB/BOLT (MAX) Vu MAXIMUM — 2BOLTS(17.8") UNITY CHECK; Vul262 184(i�T / + (o V / < 1,2 (1075) + (1157) = 0,40 < 1,2 ° ° ° O.K. oQ 90 / ` / No. 4197 z EXP.6-30-2014 NOTE; * s 8/2/13 STRUCTURAL ENGINEER OF RECORD SHALL PROVIDE SLAB OR OTHER SUPPORT ��9 /' o c T l STRUCTURE TO SUPPORT WEIGHTS AND FORCES SHOWN IN COMBINATION WITH ALL lF 4F CA��F�� OTHER LOADS THAT MAY BE PRESENT.