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REVIEWED BLD2023-1220+Structural_Analysis_or_Calculations+9.29.2023_12.24.25_PM+3812742DAVID SANSOTTA Registered Professional Engineer In Partners with STRUCTURAL EDGE ENGINEERING, PLLC A$Astructural Fq L-a1661LJL-i E N G I N E E R I N G STRUCTURAL EDGE ENGINEERING, PLLC RECEIVED BLD2023-1220 Oct 02 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT WINCO FOODS STORE #136 - CASE ANCHORAGE EDMONDS, CA SE PROJECT NO: SE23-335 REVIEWED BY CITY OF EDMONDS PREPARED FOR: CODE: DATE: 'Fd �� 541W R�GIS�� '4E 08 1612023 B.HILLS ARCHITECTURE 2021 IBC AUGUST 16, 2023 5509 N. Glenwood St. Boise, ID 83714 1 o: 208.501.2289 1 www.structuraledge.com structure F%rr1MF% 16-AUL-j16-d E N G I N E E R I N G CASE ANCHORAGE (STANDALONE) CASE PROPERTIES LENGTH = 96.0 in WIDTH = 32.0 in HEIGHT = 87.0 in CAPACITY = 50 FT^3 PRODUCT = 45 PCF CASE WT = 1000 Ib TOTAL WT = 3250 Ib overall base rails overall worst case (conservative as each shelf is rated for 150#) SEISMIC DEMAND 0.4*ap*Sds*Wp Fp= (1+2 * z h) (Rp / Ip) ap= 1.0 Sds = 1.06 Fp = 551.2 Ib (ULTIMATE) Wp = 3250 Ib Fpmax = 5512.0 Ib (ULTIMATE) RP = 2.5 Fpmin = 1033.5 Ib (ULTIMATE) I = 1.0 Fp = 11033.5 Ib (ULTIMATE) z/h = 0.0 Fv = 689.0 Ib (ULTIMATE) ANCHORAGE _ MOT = 44957 Ib-in MRES = 35776 Ib-in includes Fv T/C = 287 Ib # Anchors = 1 2 total VMAX = 517 Ib per anchor TMAX = 287 Ib per anchor Omega= 2.5 VMAX = 292 Ib per anchor TMAX = Ib per anchor USE (2) L3x3x1/4x0'-3" CLIPS AT OPP CORNERS OF CASE WITH (3) #10 SCREWS TO CASE AND (1) 3/8" DIA x2-3/4" EMBED HILTI KWIK BOLT TZ EXPANSION ANCHOR (3-1116" NOMINAL ANCHOR EMBED) 5509 N. Glenwood St. Boise, ID 83714 1 o: 208.501.2289 1 www.structuraIedge.com structure F%rr1MF% 16-AUL-j16-d E N G I N E E R I N G CASE ANCHORAGE (STANDALONE) CASE PROPERTIES LENGTH = 96.0 in WIDTH = 33.0 in HEIGHT = 83.0 in CAPACITY = 40 FT^3 PRODUCT = 45 PCF CASE WT = 1000 Ib TOTAL WT = 2800 Ib overall base rails overall worst case (conservative as each shelf is rated for 150#) SEISMIC DEMAND 0.4*ap*Sds*Wp Fp= (1+2 * z h) (Rp / Ip) ap= 1.0 Sds = 1.06 Fp = 474.9 Ib (ULTIMATE) Wp = 2800 Ib Fpmax = 4748.8 Ib (ULTIMATE) RP = 2.5 Fpmin = 890.4 Ib (ULTIMATE) Ip = 1.0 Fp = 890.4 Ib (ULTIMATE) z/h = 0.0 Fv = 593.6 Ib (ULTIMATE) ANCHORAGE _ MOT = 36952 Ib-in MRES = 31786 Ib-in includes Fv T/C = 157 Ib # Anchors = 1 2 total VMAX = 445 Ib per anchor TMAX = 157 Ib per anchor Omega= 2.5 VMAX = 113 Ib per anchor TMAX = Ib per anchor USE (2) L3x3x1/4x0'-3" CLIPS AT OPP CORNERS OF CASE WITH (3) #10 SCREWS TO CASE AND (1) 3/8" DIA x2-3/4" EMBED HILTI KWIK BOLT TZ EXPANSION ANCHOR (3-1116" NOMINAL ANCHOR EMBED) 5509 N. Glenwood St. Boise, ID 83714 1 o: 208.501.2289 1 www.structuraIedge.com SCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: 21900 Highway 99 Edmonds, Washington 98026 ASCE 7 Hazards Report Standard: ASCE/SE17-22 Latitude: 47.800751 Risk Category: 11 Longitude:-122.333394 Soil Class: Default Elevation: 359.0632225661382 ft (NAVD 88) a 2121h S[ 5,1; ..wd�ah Fdmo�d� Ho�pih�l 1Ultt Foods _ I G _ t P 21-1, [: ... ¢ $ ro� Aid H.�.. LruIE I nd6—h 2211 wnicli a m I I I�iV II- nl� .0 +II �rE L If Lr I https://asce7hazardtool.onIine/ Page 1 of 4 Wed Aug 16 2023 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Default Site Soil Class: Results: PGA M : 0.56 SMs 1.59 SM, 1.11 SDS 1.06 Sp1 0.74 Seismic Design Category: D 0 Multi -Period MCER Spectrum a Sa(g)vs T(s) TL 6 SS 1.44 S, 0.53 VS30 260 113 Multi -Period Design Spectrum 10 • 0.S 0.8 - 0.4 0.2 10 0 - Sa(g) vs T(s) = 1� 1 B Two -Period MICE RSpectrum 1.2 Two -Period Design Spectrum 1.4 * 1.0 12 • 0.8 1.0 0_8 0.S 0_6 0.4 0_� 0.2 0.2 0- 0 1 2 3 7 0 1 2 3 S.(g) vs T(s) Sa(g) vs T(s) MCER Vertical Response Spectrum Design Vertical Response Spectrum Vertical ground motion data has not yet been made Vertical ground motion data has not yet been made available by USGS. available by USGS. https://asce7hazardtool.online/ Page 2 of 4 Wed Aug 16 2023 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Data Accessed: Wed Aug 16 2023 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS. https://asce7hazardtool.onIine/ Page 3 of 4 Wed Aug 16 2023 -ASCE® ZERICAN SOCIETY OF CIVIL ENGINEERS The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -parry content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 4 of 4 Wed Aug 16 2023 T-------------T- Iq1 I III; I , II' I I I ,I ------- - - - - ------ - - - - ---- lI I I , �------_'�------ --------- -- 1- - - - I I I ' I, ------------- L__________ I - -1- -1 I I I I I 1 ==5„�--- — ----- — -' _______=====r ___________________________=IM I _____________j-t_________________--____= ____________________________1 IIII IF--_l ; 1I II — IIII '-----------I- --------------= - - =====____====`T---===____ _1===1—__________ III I IIII I III II IIn I III , , III }{ _------- �rf H __ ____-=== ---------- - un n;'i NI If n IIIII II' " lul n� �I IIn uI ----- - fi- - - - - - - - - - --'------------ zzzzzzzzzzzz- '=====------------= 'r= ----z (()) I 10 I 2 A13 N===== I I I I ----------- rI II II II II II I II II II '-. - - -LII I' II II II II II II ' !� - I' II II II II II -------------------------------- 11 .I II II II II II II I I_ - - - I II I ------------------------------------------------------------------------------ ---------------------------------------- - - - - -- ------------------------------------------------------------------- T T L _»_ r III � ;II -�-__________----- II CLSR2 it I " ' op -T-------- I I III , i I I I , I ,I I III _0 _tnrF____R ___ tip- F____R ___fin rF____6 ___�rn=_ ------ - - - - -- U - - -- �f �f f-'- - - -- �;' 1-------- _ _____n_____ _____n__________n__________n_____ 4_____n_____�"',J-'�_=� =_ _ iT,�__ 14 --- '�---�IIfII ---I --- -----.---- -----U----- ---- UI ------ ' f----- U ---- � ` ==� _ - _�_===u III - ---n---- n---- - n---- - n----- — n----- ' II I' II II I II I II. 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I I li; I I I � I I II I I ____________________________ ________------------_ __=====R=====_ _=====fl===== f -I III IIIII I�--------------------------- +i' IIIII " I - ----------------------------------------- I II I I II ' 'i II ;ail II I I I III II `` I II,I II 'III II,I II II;, II I II I LL___--------------- ___________________________LII � III I I LL 11 C � ---------------------------- --- --- --- - - -� _T------------- - ----'----------------------T-�-------------------------------------------------------------------- __—____—____—___—____—____—____—____—____—____—____—____T—____r _—-6______ ______ Tyr- f , II II II . , II I II II L--J II II II II II II II II II II 9 10 11 BC4 ""'^"^^ ^"SES, RE: DETAILS -iEET ANCHOR CASES, RE: DETAILS 3 & 4 THIS SHEET xTnrrr c . - BOLLARDS SHALL BE PAINTED PRIMER GRAY - VERIFY ALL UNDERGROUND UTILITY LOCATION! BEFORE EXCAVATION. - GRIND SMOOTH ALL EXPOSED EDGES 1"xV SELF LEVELING SEALANT TO MATCH CONCRETE HOLD NON -SHRINK GROUT DOWN 1" I 6" CORE DRILL PIPE BOLLARD 1 3/4" = 1'-0" L3x3x1/4"x3" 7/ 16" O HOLE �'-O" PLASTIC COVER ►VER BOLLARD, ROVIDED BY ►WNER INSTALLED ;Y CONTRACTOR 'ONC. SHALL BE EVEL & FLUSH W/ 'OP OF BOLLARD. 'ONC. SHALL HAVE A MOOTH FINISH ,DIA. SCHEDULE 40 TEEL PIPE FILLED J/ CONC., RE: Al 7) CONC. SLAB FACE OF CASE (3) #12 SELF -TAPPING SCREWS (1) 3/8" HILTI -1 KWIK BOLT TZ EXPANSION BOLT W/ 3 1/16" MIN. EMBED CASE ANCHORAGE 3" — 1'-0" PARTIAL MISC . FIXTURING PLAN 3/16" = F-O" CASE END OF FRAMR BE FLU END OF END PA WOOD SHEATI ON CA' FLUSH FINISH PT AN PARTITION WALL 1 if = 1'-0" CLOSURE PANEL, RE: A13.7-10 FRP OVER 1/2" WOOD SHEATHING LINE OF REFRIGERATED CASE 600S 162 FRAMED WALL. T.O. FRAMING SHALL MATCH (E) WALL HEIGHT LINE OF (E) WALL > BACK OF CASE (2) ANCHOR LOCATIONS AS SHOWN, RE: A13-3 CASE ANCHORAGE PLAN 1/2" = 1'-Ott REVISIONS ARCH. PROJECT NO. 23043 DRAWN CHECKED BTH SUBMITTAL DATES OTB DATE �lo 0 zw� F¢ W� E yyyy �Oaa U60.Q© 0 2 a�r�aiXX�o�zo w 3wQ ci V d C rnF ¢�GU� 0 fXr�a�� e b.hills architecture, PC 3156 south bown way boise I idaho I 83706 p.208.2586150 ww w.bhillsarc h.c om r� N 0 C� 0C O � � O r 11 O O O u N W SHEET TITLE PARTIAL MISC. FIXTURING PLAN & DETAILS SHEET A13 05DM-NRG Multi -Deck Merchandiser with Synerg-ETM 4', 6', 8' & 12' (Beverage / Dairy / Deli / Produce) NOTES: OPTIONAL W IRING TO THE TOP 39 5/8" [100.6 cm] 12 in X 10 in X 4 in U O LU = LOAD LIMIT J 24in� LU U = LU _ I O 2 O ~ LU O 24 in I z d LU LU I _N F = Q U z 24 in 0 w w LU E U fO E LU U LU R U ro 24 in N U .0 I LL7 n r co C6 ri Cl) 7 32" [81.3 cm] COIL pLENU 00 W LJ O L�6 6 3/8" [16.2 cm] E rn o 31 3/4" [80.6 cm] m M r 38 7/8" [98.7 cm] N M 43 1/4" [109.9 cm] 00 WIRING TO THE 12" [30.4 cm] TOP PIPING TO TOP REAR REFRIGERATION (OPTIONAL) — — — 2" MINIMUM AIR GAP — (OPTIONAL) — LOCATED 12 1/4" ABOVE FINISH FLOOR U U r 04 U n M � 00 N 11 M \_ DEFAULT REFRIGEonTinni ELECTRICAL _j L_ 1 1/2" [3.8 cm] {END} JUNCTION BOX 1 1/2" PVC DRAIN (WIRING PER CONNECTION LOCAL CODES) 8 3/4" [22.2 cm] 48" [121.9 cm] 72" [182.9 cm] 96" [243.8 cm] 144" [365.8 cm] o6 U V ❑ U cli p�j � M E - V M (V _ N STUB -UP AREA RECOMMENDED STUP-UP CENTERLINE FOR ELECTRICAL AND DRAINS :AVAILABLE SHELF SIZES: 10", 12", 14", 16", 18", 20", 22" & 24" • Ends add approximately 1" to case height, 1/2" to the back of the case and 1" to the front of the case. • Back panels add approximately 1" to the rear of the case. 2❑17 00E HST c �L us COMPLIANT COMPONENT ALL MEASUREMENTS ARE TAKEN PER ASHRAE-72- 2005 SPECIFICATIONS. HILLPHOENIX REFRIGERATED DISPLAY CASES FOR SALE IN THE UNITED STATES MEET OR EXCEED DEPARTMENT OF ENERGY 2017 REQUIREMENTS. 05DM-NRG Rev Date: Rev # Revision Description: 5-23-18 2 NEW STANDARDS 10-13-17 1 DOE 2017 HIa♦���7Q@171�IC . � oanll •� mrnr..r QTM-35-SC Self -Service Open Multi -Deck Top -Mount Merchandiser 36, 47, 68, 72, 95, 120 & 143 (Beverage/Dairy/Deli/Produce) POWER SUPPLY 0oE QTP c Eta . COMPLIANT Intertek Intertek ENGINEERED FOR STORES WITH AMBIENT CONDITIONS NOT TO EXCEED 75° AND 55% RELATIVE HUMIDITY. DUE TO ENGINEERING IMPROVEMENTS SPECIFICATIONS MAY CHANGE WITHOUT NOTICE. ALL MEASUREMENTS ARE TAKEN PER ASHRAE-72-2005 SPECIFICATIONS. HILLPHOENIX REFRIGERATED DISPLAY CASES FOR SALE IN THE UNITED STATES MEET OR EXCEED DEPARTMENT OF ENERGY 2017 REQUIREMENTS. NUMBERS ARE BASED ON STANDARD CASE SIZES. CONSULT ENGINEERING. Ez U O) a o W � J U N Z ELECTRICAL BOX 32" [81.3 cm] I� �w- . PENSION, IMM1 33 15/16" [86.2 cm] 34 11/16" [88.1 cm] COMPRESSOR COMPARTMENT ELECTRICAL BOX 1Z LOAD LIMIT J _ E E U (O cD M U N ii ? � E 0 J U d N_ W to Q � � W �U_ Lo v u) 34" [86.4 cm] {36 case} 45' [114.3 cm] {47 case} 66" [167.6 cm] {68 case} 70" [179.1 cm] {72 case} a 1" [2.5 cm] 93" [236.2 cm] {95 case} 118 1/2" [301.0 cm] {120 case} 140" [355.6 cm] {143 case} QTM-35-SC Rev. Date Rev. # Rev. Title 02-02-22 5 DATA UPDATE 12-03-21 4 ENDVIEW UPDATE Clearv,^yant Hi//p/`soe�ix a I= company Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete - Jul 13, 2021 Date: 8/16/2023 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Kwik Bolt TZ2 - CS 3/8 (2) hnom2 2210237 KB-TZ2 3/8x3 1 /2 hef,act = 2.000 in., hn= = 2.500 in. Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 12/17/2021 1 12/1/2023 Proof: Design Method ACI 318-14 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate : Ix x ly x t = 3.000 in. x 3.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 4000, f� = 4,000 psi; h = 5.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.Ib] Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 0 Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete - Jul 13, 2021 Date: 8/16/2023 Fastening point: 1.1 Design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] Combination 1 N = 717; V. = 1,292; Vy = 0; yes 63 Mx = 0; My = 0; MZ = 0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Address: Phone I Fax: Design: Concrete - Jul 13, 2021 Fastening point: Page: Specifier: E-Mail: Date: 3 8/16/2023 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity PN / Pv N Status Tension Concrete Breakout Failure 717 1,831 40 / - OK Shear Steel Strength 1,292 2,201 459 59 OK Loading PN Pv Utilization PN,y N Status Combined tension and shear loads 0.392 0.587 5/3 63 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete - Jul 13, 2021 Date: 8/16/2023 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan