The URL can be used to link to this page

Home My WebLink AboutX2021-1881 - CalcsxgozI-I gni LMD Muco vto v STRUCTURAL CALCULATIONS For 10TH FLOOR UPS SUPPORT AND ANCHORAGE At 4000 MACARTHUR BOULEVARD IRVINE, CA July 16, 2021 MBC PROJECT NO. 221-078 pit vd 1�9�k 'ijo- jvj 0H SEP 0 2 Ml av-' EK B5 SECOND STREET' SUITE 5131 • SAN FRANCISCO, CA 941 05 • TEL: 41 5.546.0431 • FAX: 41 5.862.7257 STRUCTURAL CALCULATIONS SUBJECT: 4000 MACARTHUR BLVD., IRVINE, CA JOB NO: 221-078 BY: ZCK DATE: JULY 1G, 2021 The following calculations are for the anchorage design of new UPS equipment that will be mounted to the existing 10' floor slab at 4000 MacArthur Boulevard in Irvine, CA. Contents Anchorage Design page 2-10 The structural calculations have been carried out in accordance with the California Building Code, 2019 Edition. B5 SECOND STREET • SHITE 501 • SAN FRANCISCO, CA 941135 • TEL: 41 5.546.0431 • FAX: 41 5.862.7257 6 0 L MURPHY BURR CURRY, INC. CONSULTING STRUCTURAL ENGINEERS 85 SECOND STREET, SUITE 501 - SAN FRANCISCO, CA 94105 PHONE: (415) 546-0431 - FAX: (415) 882-7257 4,100 Mlk rf e,r/,t Wvv ��✓//�� GA /OLW2 TI G art A✓JeW—ZAe4— SvPPo(Uf air iia\ GJf %'33ce"' CeA fQ' _ 0.1A f-sys- �I+ Z hr J 057)(1 El)�wP 0 Page No.: Project: Project No.: Date: tJf�S fe.itC�.n�-rb� Of: By: - L -5300 = �e = Z•S(�� = 9�ZS'y �. V Ep.' t1 2+ o 7.(uM7�]I6�;Sbob (0•9-0.2�y�D-�. = Co•9-0.2�.v52�]�b50-5tq('I'`_- �r�� fIi s o A-r,,S /0 A oc t4av� (- ) srr l ZSR _ +13 �'-7 y OSH PD CAUFORNIA 4000 MacArthur Blvd, Newport Beach, CA 92660, USA Latitude, Longitude: 33.6603444, -117.8617749 Redstone v �a One Uptown Newport® `ee ,00 Pacific Communities Builder® Taco Bell Equinox Newport BeachQ ®Google Irvine Building 1 Go ' -'g12 Map data 02021 Google Date 7/8/2021, 10:51:49 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description Ss 1.291 MCER ground motion. (for 0.2 second period) S1 0.461 MCER ground motion. (for 1.Os period) SMs 1.549 Site -modified spectral acceleration value SM1 null -See Section 11.4.8 Site -modified spectral acceleration value SDS 1.032 Numeric seismic design value at 0.2 second SA SW null -See Section 11 Aa Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11 A.8 Site amplification factor at 1.0 second PGA 0.552 MCEr, peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.662 Site modified peak ground acceleration TL 8 Long -period transition period in seconds SsRT 1.291 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.395 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SSD 2.481 Factored detenninisfic acceleration value. (0.2 second) S1RT 0.461 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.496 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 0.82 Factored deterministic acceleration value. (1.0 second) PGAd 1.014 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.925 Mapped value of the risk coefficient at shod periods '.. CR1 0.928 Mapped value of the risk coefficient at a period of 1 s.. Hilti PROMS Engineering 3.0.70 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E -Mail: Design: Concrete - Jul 8, 2021 Date: 7/8/2021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, it lb] HIT-HY 200 + HAS -V-36 (ASTM F1664 Gr.36) 1/2 2198021 HAS-V-361/2'x4-1/2"(element)/2022793 HIT-HY 200-R (adhesive) hecopr = 2.750 in. (haf,iimi, = 2.750 in.) ASTM A 1554 Grade 36 ESR -3187 4/1/2020 13/112022 Design Method ACI 318-14 / Chem cracked lightweight concrete, 3000, fc' = 3,000 psi; h = 4.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) i Design loads 4 cl Sustained loads Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering( c)2003-2021 H!Iti AG, FL -9494 Schaan Hilt! is a registered Trademark of Hill AG Schaan v 0 N 1 Hilti PROMS Engineering 3.0.70 w .hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E -Mail: Design: Concrete - Jul 8, 2021 Date: 7/8/2021 Fastening point: 1.1 Design results Case Combination 1 Forces [lb] /Moments [in.lb] N = 900; Vx = 450; Vy = 0; Mx = 0; My = 0; Me = 0; Nsus ` 0; M, = 0; My.sus = 0; Input data and results must be checked for conformity with the existing conditions and for plausibility! P ROFIS Engineering ( c ) 2003-2021 Hilti AG, FL -9494 Schean HIII is a registered Trademark of Hilti AG, Schaan Seismic Max. Util. Anchor yes 83 NE1, W1 Hilti PRIORS Engineering 3.0.70 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E -Mail: Design: Concrete - Jul 8, 2021 Date: 7/8/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity PN / Pv [°/a] Status Tension Bond Strength 900 1,084 83/- OK Shear Steel Strength 450 1,927 -/24 OK Loading Pru OV It Utilization YN,V [%] Status Combined tension and shear loads 0.830 0.234 5/3 83 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] PROFIS Engineering(c)2003-2021 Hilt! AG, FL -9494 Schaan Hill is a registered Trademark of Hilti AG, Schaan K Hilti PROFIS Engineering 3.0.70 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E -Mail: Design: Concrete - Jul 8, 2021 Date: 7/8/2021 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 exist!ng conditions and for plausibility! PROFIS Engineering (c) 2003-2021 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan MURPHY BURR CURRY, INC. CONSULTING STRUCTURAL ENGINEERS •85 SECOND STREET, SUITE 501 • SAN FRANCISCO, CA 94105 PHONE: (415) 546-0431 • FAX: (415) 882-7257 pp-oVIP� [00901 •.,ATS �,q yn✓>- ,/ /iGLI/h�iN;i rT BS�s 0 Page No.: Project: Project No.: Date; (Z V-fi Emat T>) P-8tidi��LnTS> Of.. By: 14qC) = S30b'/so'- s- �sF - ---- --- --- _ `atfiB G,QOAejTy pw- siv4t4 !►n) /7SI > /S�f PsF Prself • —D_L. _ _SGA-_. ----- 4'� Y� - —_ __ -._ . _ - PA1077ra4*4j cf4tiMS—. sr�G �oL --- M - - - I -- to K rHiiG --IS a s I I 70 psf ,I M s'Or70 �11-25'J�33,foi>� . 191.3 '8 WG��, Fl�G9a Xrwiasa � o.� gd�.M v. / I N0% P&svvu�t , w ati L•aL o+�S 0 MURPHY BURR CURRY, INC. CONSULTING STRUCTURAL ENGINEERS •85 SECOND STREET, SUITE 501 • SAN FRANCISCO, CA 94105 PHONE: (415) 546-0431 • FAX: (415) 882-7257 • 0 0 Page No.: Project: Project No.: Date: Of. By: 61/4 in. TOTAL SLAB DEPTH Light Weight Concrete e 2 Hour Fire Rating Maximum Unshored Clear Span (ft -in.) Deck Number of Deck Spans Gage 1 2 3 22 101-0" 10'-7" 10'-7" 21 10'-10" 11'-8" 12'-1" 20 11'-7" 12'-4" 12'-9" 19 12'-1" 13'-8" 14'-1" 18 12'-5" 14'_10" 14'-7" 16 13'-1" 16'-4" 15'-4" Shoring is required for spans greater than those shown above. See Footnote 1 on page 69 for required bearing. Allowable Superimposed Loads (psf) Concrete Properties Density Uniform Weight Uniform Volume Compressive (pcf) (psf) (yd3/100 ft2) Strength, f'c (psi) 110 43.5 1.466 3000 Notes: 1. Volumes and weights do not include allowance for deflection. 2. Weights are for concrete only and do not include weight of steel deck. 3. Total slab depth is nominal depth from top of concrete to bottom of steel deck. Deck Number of Span (ft -in.) Gage Deck Spans 8'.0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'4" 12'.0" 12'-6" 13-0" 13'-6" 14'-0" 15'-0" 16'4" 22 1 317 287 261 238 219 160 145 132 120 109 100 91 83 70 58� 22 2 317 287 261 238 219 202 145 132 120 109 100 91 83 70 58 20 3 317 287 261 238 - 219 202 145 132 120 109 100 91 83 70 58 36/3 1 342 309 281 257 236 218 160 145 133. 121 111 101 93 78 66 21 2 342 309 281 257 236 218 201 187 133 121 111 101 93 78 66 18 3 342 309 281 257 236 218 201 187 174 121 111 101 93 78 66 16 1 366 330 300 275 252 232 215 200 144 132 121 111 102 86 73 20 2 366 330 300 275 252 232 215 200 186 132 121 111 102 86 73 21 3 366 330 300 275 252 232 215 200 186 174 121 111 102 86 73 20 1 400 373 339 310 285 263 243 226 210 1 154 142 131 120 103 88 19 2 400 373 339 310 285 263 243 226 210 196 184173 120 103 88 19 3 400 373 339 310 285 263 243 226 210 196 184 173 163 103 88 18 1 400 400 375 343 315 290 269 250 232 1 175 161 149 137 118 102 18 2 400 400 375 343 315 290 269 250 232 217 203 191180 1722 118 102 See footnotes on page 69. 3 400 400 375 343 315 290 269 250 232 217 203 191 180 118 102 1 400 400 400 400 375 346 320 297 277 259 242 1 185 171 148 128 16 2 400 400 400 400 375 346 320 297 277 259 242 228 214 186 153 3 400 400 400 400 375 346 320 297 277 259 242 228 214 186 128 See footnotes on page 69. Shoring required m shaded areas to right of heavy line. Allowable Diaphragm Shear Strengths, q (plf) and Flexibility Factors, F (in./lb. x 106) Attachment Deck Span (ft -in.) Pattern Gage 8'.0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'.0" 12'-6" 13-0" 13'-6" 14'-0" 15'-0" 16'-0" 22 q 1676 1664 1653 1644 1635 1628 1621 1614 1608 1603 1598 1593 1589 1581 1574 21 q 1676 1663 1651 1640 1631 1622 1614 1607 1601 1595 1589 1584 1579 1571 1563 20 q 1678 1664 1651 1639 1629 1620 1611 1604 1597 1590 1584 1578 1573 1564 1556 36/3 19 q 1689 1672 1657 1644 1632 1621 1611 1602 1594 1586 1579 1572 1566 1555 1546 18 q 1705 1686 1669 1653 1640 1627 1616 1606 1596 1588 1580 1572 1565 1553 1542 16 q 1749 1725 1704 1685 1668 1652 1638 1625 1613 1603 1593 1583 1575 1559 1546 22 q 1778 1756 1737 1719 1703 1689 1676 1664 1653 1643 1634 1625 1617 1603 1590 21 q 1799 1775 1753 1734 1716 1700 1686 1673 1661 1650 1640 1630 1621 1606 1592 20 q 1821 1794 1771 1750 1731 1713 1698 1684 1670 1658 1647 1637 1627 1610 1595 36/4 19 q 1872 1841 1813 1788 1766 1746 1728 1711 1696 1682 1669 1657 1645 1625 1608 18 q 1925 1889 1858 1830 1805 1782 1761 1742 1724 1708 1694 1680 1667 1644 1624 16 q 2044 2000 1960 1925 1894 1865 1839 1815 1793 1773 1755 1738 1722 1693 1668 See footnotes on page 69. www.vercodeck.com VERCQ DECKING, INC. VF5 n 77 STRUCTURAL CALCULATIONS For 10T13 FLOOR UPS SUPPORT AND ANCHORAGE At m4,;,OR 4000 MACARTHUR BOULEVARD I SEP 0 '), 2021 IRVINE, CA July 96, 2029 MBC PROJECT NO. 221-078 85 SECOND STREET • SUITE 501 • SAN FRANCISCO, CA 941 05 • TEL: 41 5.545.0431 • FAX: 41 5.882.7257 STRUCTURAL CALCULATIONS SUBJECT: 4000 MACART14UR BLVD., IRVINE, CA JOB NO: 221-078 BY: ZCK DATE: JULY 16,2021 The following calculations are for the anchorage design of new UPS equipment that will be mounted to the existing 10' floor slab at 4000 MacArthur Boulevard in Irvine, CA. Contents page Anchorage Design 2-10 The structural calculations have been carried out in accordance with the California Building Code, 2019 Edition. 85 SECOND STREET • SUITE 501 • SAN FRANCISCO, CA 941 05 • TEL: 41 5.546.0431 • FAx: 41 5.992.7257 0 MURPHY BURR CURRY, INC. CONSULTING STRUCTURAL ENGINEERS 85 SECOND STREET, SUITE 501 - SAN FRANCISCO, CA 94105 PHONE: (415) 546-0431 - FAX: (415) 882-7257 41,00 mqc .ger l/D , ��✓�. c q /O r4av" TI �13AoV6 Ca4Y�e✓. TAr� s�131 = 53" --fQ°-�•4qf-SaS 1+Zit/_. �� t4 - �� = 0 5 We � 4eJterdS F�.,�a: 0,3 ►,Je 0 Page No.: Project: Project No.: Date: -79" Of Bv: I 39" C.2+0,ZS��D_k- _= jl.Z+o.i(1z��165a_t5bob = 7g2jis --- L (�•�'0.%4fl)� �(� = CO•�i-0.2GASL�]1b5� -SbUI` = —1 }U�Llb _0 5 A gR2,1a� 9N7 -- Ohl S� vPll� 3 Tu- /0g,400'4� j- )ST 4/3�' 4SD i0 OSH PD 4000 MacArthur Blvd, Newport Beach, CA 92660, USA Latitude, Longitude: 33.6603444, -117.8617749 Redstone v �a ®One Uptown Newport`oe 10 aF Pacific Communities Builder Taco Bell Equinox Newport Beach Q Google Irvine Building 1 GO('gle Map data 02021 Google Date 7/8/2021, 10:51:49 AM - Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description Ss 1.291 MCER ground motion. (for 0.2 second period) S1 0.461 NICER ground motion. (for 1.0s period) SMS 1.649 Site -modified spectral acceleration value Sul null -See Section 11.4.8 Site -modified spectral acceleration value SIDS 1.032 Numeric seismic design value at 0.2 second SA SW null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.552 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.662 Site modified peak ground acceleration TL 8 Long -period transition period in seconds SsRT 1.291 Probabilistic risk -targeted ground motion. (0.2 second) - SsUH 1.395 Factored uniform -hazard (2% probability of exceedence in 50 years) spectral acceleration I, SsD 2.481 Factored deterministic acceleration value. (0.2 second) !, S1RT 0.461 Probabilistic risk -targeted ground motion. (1.0 second)'i S1UH 0.496 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. SlD 0.82 Factored deterministic acceleration value. (1.0 second) PGAd 1.014 Factored deterministic acceleration value. (Peak Ground Acceleration) CRs 0.925 Mapped value of the risk coefficient at short periods CR1 0.928 Mapped value of the risk coefficient at a period of 1 s Hilti PROFIS Engineering 3.0.70 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E -Mail: Design: Concrete - Jul 8, 2021 Date: 7/8/2021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200 + HAS -V-36 (ASTM F1554 Gr.36) 1/2 -- Item number: 2190021 HAS -V-36 1/2"x4-1/2" (element) 12022793 HIT-HY 200-R (adhesive) Effective embedment depth: haf,ep, = 2.750 in. (h,i mit = 2.750 in.) Material: ASTM A 1554 Grade 36 Evaluation Service Report: ESR -3187 Issued I Valid: 4/1/2020 13/112022 Proof: Design Method ACI 318-14 / Chem Stand-off installation: Profile: Base material: cracked lightweight concrete, 3000, fo = 3,000 psi; It = 4.000 in., Temp. short/long: 32/32 "F 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)) Geometry [in.] & Loading [lb, in.lb] U Design loads 4 C ? Sustained loads Y y x Input data and results must be checked for conform!ty with the existing conditions and for plausibility! PROFIS Engineering( c)2003-2021 HilF AG, FL -9494 Schell Hilti is a registered Trademark of Hllg AG, Schaan 1 Hilt! PROFIS Engineering 3.0.70 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E -Mail: Design: Concrete - Jul 8, 2021 Date: 7/8/2021 Fastening point: 1.1 Design results Case Combination 1 Forces [Ib] / Moments [iri N = 900; Vx = 450; VY = 0; Mx=0;My=0;M�=O; Nix. = 0; Mx..u. = 0; M".u. = 0; Input data and results must be checked for conformity with the existing conditions and for plausibilityl PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Seismic Max. Util. Anchor [%] yes 83 Hilt! PROMS Engineering 3.0.70 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: E -Mail: Design: Concrete - Jul 8, 2021 Date: Fastening point: OK 2 Proof I Utilization (Governing Cases) 3 7/8/2021 Loading Proof Design values [lb] Load Capacity Utilization pre / pv [%] Status Tension Bond Strength 900 1,084 83/- OK Shear Steel Strength 450 1,927 -124 OK Loading pH pv S Utilization P,,v [%] Status Combined tension and shear loads 0.830 0.234 5/3 83 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! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Hilti PROFIS Engineering 3.0.70 www.hilti.com Company: Page: q Address: Specifier: Phone I Fax: E -Mail: Design: Concrete - Jul 8, 2021 Date: 7/8/2021 Fastening point: 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hill products and are based on the principles, formulas and security regulations in accordance with Hill technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilt! product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilt! 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 Hill Website. Hilt! 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! PROFIS Engineering( c)2003-2021 Hilt! AG, FL -9494 Schaan Hill is a registered Trademark of Hilti AG, Schaan 0 MURPHY BURR CURRY, INC. Page No.: Of: CONSULTING STRUCTURAL ENGINEERS Project: •85 SECOND STREET, SUITE 501 • SAN FRANCISCO, CA 94105 Project No.: PHONE: (415) 546-0431 • FAX: (415) 882-7257 Date: By: t . P!>aV�P'c z"4 Eox 7 ANu,+o� �z r izOAA Ll �CODQOi.�AT� a.4 yatll- ,,/ iEGsJ�t�w�f..,r 8yyc, RE6tli1'S, SLAPS �G _ I LAgp -- - — • —__-DL_: SGA-- `F>-f� -- pvP77-I-,4 la /4 -- -- —L 17 On Tr�13= I13" T - M� LO+ --70)(H ?S' (33,1-7> _ 191.3 i I I INGeEdssi iZLDa' �1� � o.� g�6a,M �. i Notf;1' GIJ�UL CNSC1� A6S�.w�f?/. L L ant Ftla N1 ��aj .. gP/kM IS Ap�c6U A� ' • WAPHY BURR CURRY, INC. CONSULTING STRUCTURAL ENGINEERS •85 SECOND STREET, SUITE 501 • SAN FRANCISCO, CA 94105 PHONE: (415) 546-0431 • FAX: (415) 882-7257 0 Page No.: Project: Project No.: Date: Or: By: ` P P F/ 3 ;ISA r fs'/ 3 �� O R f &i f L EI4TNI ia 61/4 in. TOTAL SLAB DEPTH w Light Weight Concrete IL 2 Hour Fire Rating Maximum Unshored Clear Span (ft -in.) Deck Number of Deck Spans Gage 1 2 3 22 10'-0" 10'-7" 10'_7' 21 10'-10" 11'-8" 12'-1" 20 11'-7" 12'-4" 12'-9" 19 12'-1" 13'-8" 14'_1" 18 12'-5" 14'-10" 14'_7, 16 13'-1" 164" 15 -4 - Shoring is required for spans greater than those shown above. See Footnote 1 on page 69 for required bearing. Allowable Superimposed Loads (psf) Concrete Properties Density Uniform Weight Uniform Volume Compressive (pcf) (psf) (yd3/100 ft2) Strength, f', (psi) 110 43.5 1.466 3000 Notes: 1. Volumes and weights do not include allowance for deflec�'an� 2. Weights are for concrete only and do DDt-irYc-ru-de-VjgJghrcf steel deck. 3. Total slab depth is nominal depth top of concrete to botto771 Ste L\0�\�Orloe/c Deck Number of Span (ft -in.) Gage Deck Spans 8'.0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13-0" 13'-6" 14'-0" 15'-0" 16'-0" I all [8/ ZoI Zia Z'I `J I IOU 145 13Z l2U iuu 1uu 91 53 70 55 22 2 317 287 261 238 219 202 1 145 132 120 109 100 91 83 70 58 3 317 287 261 238 219 202 1 145 132 120 109 100 91 83 70 58 1 1 342 309 281 257 236 218 160 145 133 121 111 101 93 78 66 21 2 342 309 281 257 236 218 201 187 133 121 111 101 93 78 66 373 3 342 309 281 257 236 218 201 187 174 121 111 101 93 78 66 375 1 366 330 300 275 252 232 215 200 144 132 121 111 102 86 73 20 2 366 330 300 275 252 232 215 200 186 132 121 111 102 86 73 315 3 366 330 300 275 252 232 215 200 186 174 121 111 102 86 73 1 400 373 339 310 285 263 243 226. 210 1 154 142 131 120 103 88 19 2 400 373 339 310 285 263 243 226 210 196 184 173 LL20 103 88 3 400 373 339 310 285 263 243 226 210 196 184 173 163 1 103 88 1 400 400 375 343 315 290 269 250 232 1 175 161 149 137 118 102 18 2 400 400 375 343 315 290 269 250 232 217 203 191 180 118 102 3 400 400 375 343 315 290 269 250 232 217 203 191 180 118 102 1 400 400 400 400 375 346 320 297 277 259 242 1 185 171 148 128 16 2 400 400 400 400 375 346 320 297 277 259 242 228 214 186 153 3 400 400 400 400 375 346 320 297 277 259 242 228 214 186 128 See footnotes on page 69. 1603 1593 1583 1575 1559 1546 22 1 Shoring required in shaded areas to right of heavv line. Allowable Diaphragm Shear Strengths, q (plf) and Flexibility Factors, F (in./Ib. x 106) Attachment Deck Span (ft -in.) Pattern Gage 8'.0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13.0" 13'-6" 14'-0" 15'-0" 16'4" 22 q 1676 1664 1653 1644 1635 1628 1621 1614 1608 1603 1598 1593 1589 1581 1574 21 q 1676 1663 1651 1640 1631 1622 1614 1607 1601 1595 1589 1584 1579 1571 1563 20 q 1678 1664 1651 1639 1629 1620 1611 1604 1597 1590 1584 1578 1573 1564 1556 36/3 19 q 1689 1672 1657 1644 1632 1621 1611 1602 1594 1586 1579 1572 1566 1555 1546 18 q 1705 1686 1669 1653 1640 1627 1616 1606 1596 1588 1580 1572 1565 1553 1542 16 q 1749 1725 1704 1685 1668 1652 1638 1625 1613 1603 1593 1583 1575 1559 1546 22 q 1778 1756 1737 1719 1703 1689 1676 1664 1653 1643 1634 1625 1617 1603 1590 21 q- 1799 1775 1753 1734 1716 1700 1686 1673 1661 1650 1640 1630 1621 1606 1592 20 q 1821 1794 1771 1750 1731 1713 1698 1684 1670 1658 1647 1637 1627 1610 1595 36/4 19 q 1872 1841 1813 1788 1766 1746 1728 1711 1696 1682 1669 1657 1645 1625 1608 18 q 1925 1889 1858 1830 1805 1782 1761 1742 1724 1708 1694 1680 1667 1644 1624 16 q 2044 2000 1960 1925 1894 1865 1839 1815 1793 1773 1755 1738 1722 1693 1668 See footnotes on page 69. www.vercodeck.com VERGO DECKING, INC. VF5 77 STRUCTURAL CALCULATIONS For 1 OTH FLOOR UPS SUPPORT AND ANCHORA . llYri At OCT 13 2029 4000 MACARTHUR BOULEVARD NF1° IRVINE, CA Se tember2l 2029 APLAN CHECK RESPONSE MBC PROJECT NO. 221-078 B5 SECOND STREET • SUITE 501 • SAN FRANDI900, CA 94105 • TEL: 41 5.546.0431 • FAX: 41 5.882.7257 STRUCTURAL CALCULATIONS SUBJECT: 4000 MACARTHUR BLVD., IRVINE, CA JOB NO: 221-078 BY: ZCK DATE: SEPTEMBER 21, 2021 The following calculations are for the anchorage design of new UPS equipment that will be mounted to the existing 10' floor slab at 4000 MacArthur Boulevard in Irvine, CA. Contents page Anchorage Design 2-10 The structural calculations have been carried out in accordance with the California Building Code, 2019 Edition. B5 SECOND STREET • SHITE 501 • SAN FRANCISCO, CA 94105 • TEL: 41 5.546.0431 • FAX: 41 5.ee2.7257 r3 MU"HY BURR CURRY, INC. CONSULTING STRUCTURAL ENGINEERS 85 SECOND STREET, SUITE 501 • SAN FRANCISCO; CA 94f 05 PHONE: (415) 546-04-;l • RAV. �A l n o00 �n , Page No.: Project Project No.: n_w. OI: 0 4000 MacArthur Blvd, Newport Beach, CA 92660, USA Latitude, Longitude: 33.6603444,-117.8617749 Design Code Reference Document Risk Category Site Class 7/8/2021, 10:51:49 AM ASCE7-16 II D - Default (See Section 11.4.3) Type Value Description SS 1.291 MCER ground motion. (for 0.2 second period) SI 0.461 MCER ground motion. (for 1.0s period) S,s 1.549 Site -modified spectral acceleration value S,1 null See Section 11.4.8 Site -modified spectral acceleration value SDS 1.032 Numeric seismic design value at 0.2 second SA SDI null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fe 1.2 Site amplification factor at 0.2 second F„ null See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.552 MCEG peak ground acceleration FPGA 12 Site amplification factor at PGA PGA, 0.662 Site modified peak ground acceleration TL 8 Long -period transition period in seconds SsRT 1.291 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.395 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.481 Factored deterministic acceleration value. (0.2 second) S1RT 0.461 Probabilistic nsk-targeted ground motion. (1.0 second) S1UH 0.496 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 0.82 Factored deterministic acceleration value. (1.0 second) PGAd 1.014 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.925 Mapped value of the risk coefficient at short periods CRI 0.928 Mapped value of the risk coefficient at a period of 1 s Map data 02021 Google a Hilt[ PROMS Engineering 3.0.72 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E -Mail: Design: Metal deck - Sep 2, 2021 Date: 9/2/2021 Fastening point: Specifier's comments: 1 Input data n Metal deck: Verco W3 Formlok 3"+;,, Metal deck type: Wt Anchor installation: On top of concrete -filled metal deck Anchor type and diameter: Kwik Bolt TZ2 - CS 112 (2) hnom2 Item number: 2210254 KB-TZ2 1/2x3 3/4 Effective embedment depth: harea = 2.000 in., threat = 2.500 in. Material: Carbon Steel Evaluation Service Report: ESR -4266 Issued I Valid: 3/1/2021 1 12/1/2021 Proof: Design Method ACI 318-14 / Mach in concrete over metal deck installation Stand-off installation: Profile: Base material: cracked lightweight concrete, , f,' = 3,500 psi; h = 3.250 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or c No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Geometry [in.] & Loading [lb, in.lb] �a Input data and results must be checked for conformity with the existing conditions and far Plausibility! PROFIS Engineenng ( c ) 200&2021 HIM AG, FL -9494 Schaan Hilti is a registered Trademark of Hill AG, Schaan 1 Hilti PROMS Engineering 3.0.72 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E -Mail: Design: Metal deck - Sep 2, 2021 Date: 9/2/2021 Fastening point: 1.1 Design results Case Description Forces [Ib] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 900; V, = 450; VY = 0; yes 94 M, = 0; My = 0; M, = 0; Input data and results must be checked for conformity with the existing wndilions and for plausibilityl PROMS Engineering ( c 120032021 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hill AG, Schaan Hilt! PROMS Engineering 3.0.72 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E -Mail: Design: Metal deck - Sep 2, 2021 Date: 9/2/2021 Fastening point: 2 Proof I Utilization (Governing Cases) 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 cond0ons and for plausibility! PROMS Engineering ( c ) 200&2021 HIM AG, FL -9494 Screen Hilti is a registered Trtlemark of HiN AG, Schaan 3 Design values [Ib] Utilization Loading Proof Load Capacity 9e / Pv [%i Status Tension Concrete Breakout Failure 900 1,028 881- OK Shear Pryout Strength 450 1,476 431 31 OK Loading Ok gv S Utilization 9N,v r/Ol Status Combined tension and shear loads 0.876 0.305 5/3 94 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 cond0ons and for plausibility! PROMS Engineering ( c ) 200&2021 HIM AG, FL -9494 Screen Hilti is a registered Trtlemark of HiN AG, Schaan 3 L11111111111111117 —1 Hilti PROFIS Engineering 3.0.72 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E -Mail: Design: Metal deck - Sep 2, 2021 Date: 9/2/2021 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 Hilt! product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hlltl 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] PROFIS Engineering ( c) 200&2021 Hild AG, FL -9494 Srhaan Hild is a registered Trademark of Hilt! AG, screen 0 MURPHY BURR CURRY, INC. CONSULTING STRUCTURAL ENGINEERS •85 SECOND STREET, SUITE 501 • SAN FRANCISCO, CA 94105 PHONE: (415) 546-0431 • FAX: (415) 882-7257 • Li 0 Page No.: Project: Project No.: Dare: Of. By: PUM311 or W3 FORMLOK TM 6'/4 in. TOTAL SLAB DEPTH Light Weight Concrete 2 Hour Fire Rating Maximum Unshored Clear Span (ft -in.) Deck Number of Deck Spans Gage 1 2 3 22 10'-0" 10'-7" 10'-7" 21 10"-10 11:'.-8' 12'-1' 20 ll' -7" 12'-4 12'-9 19 12'-1„ 13'-8" 14;-1„ 18 12'-5" 14'-10" 14'-7" Shoring is required for spans greater than those shown above. See Footnote 1 on page 69 for required bearing. Allowable Superimposed Loads (psf) Concrete Properties Density Uniform Weight Uniform Volume Compressive (pcf) (psf) (yd31100 ft2) Strength, r, (psi) 110 43.5 1.466 3000 Notes: 1. Volumes and weights do not include allowance for deflection. 2. Weights are for concrete only and do not include weight of steel deck. 3. Total slab depth is nominal depth from top of concrete to bottom of steel deck. Deck Number of S ) Pattern Gage Gage Deck Spans 8'-0" 8'-6" 97-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 2'-0" 12'-6" 13-0" 13'-6" 14'-0" 15'-0" 16'-0" 1676 1 317 287 261 238 219 :160 145 ':132 120 109 100 91 "83 70 s: 58 22 2 317 287 261 238 219 202 145 132 120 - 109 100 91 83 70 fl 58 1678 3 317 287 261 238 219 202 145 132 120 : 109 100 91 '-83 70 '. 58 ;.. 1 342 309 281 257 236 218 160 ':145 133 121 1'.11 101 '.93 78 ''< 66 21 2 342 309 281 257 236 218 201 187 133 :'. 121 117 101 93 78 i 66 1705 3 342 309 281 257 236 218 201 187 174 121 111 101 93 78 i 66 1749 1 366 330 300 275 252 232 215 200 144 I' 132 121 111 102 86 ' 73 20 2 366 330 300 275 252 232 215 200 186 132 121 111 :102 86 - 73 1799 3 366 330 300 275 252 232 215 200 186 174 121 111 :102 86 73 1821 1 400 373 339 310 285 263 243 226 210 154 142 131 0120 103 ': 88 19 2 400 373 339 310 285 263 243 226 210 196 184 173 x120 103 § 88 1872 1 400 400 375 343 315 290 2696"x: 1682 232 175 :161 149 °137 118 102 I' 18 2 400 400 375 343 315 290 269 r 232 217 203 191 180 .118.. i'-.102.1:'. 2044 3 400 400 375 343 315 290 269 1773 232 217 203 191 180 118 102 If 16 2 400 400 400 400 375 346 320 297 277 259 242 www.vercodeck.com 228 214 186 153 WC. 3 400 400 400 400 375 346 320 297 277 259 242 228 214 186 128:: See footnotes on page 69. : Shoring required in shaded areas to right of heavy line. Allowable Diaphragm Shear Strengths, q (plf) and Flexibility Factors, F (in./Ib. x 106) Attachment Deck Span (ft -in.) Pattern Gage 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13-0" 13'-6'—'T4 '-0" 15'-0" 76'-0" 22 q 1676 1664 1653 1644 1635 1628 1621 1614 1608 1603 1598 1593 1589 1581 1574 21 q 1676 1663 1651 1640'1 1631 1622 1614 1607 1601 1595 1589 1584 1579 1571 1563P 20 q 1678 1664 1651 1639 1629 1620 1611 1604 1597 1590 1584 1578 1573 1564 1556 3613 19 q 1689 1672 1657 1644 1632 1621 1611 1602 1594 1586 1579 1572 1566 1555 1546 18 q 1705 1686 1669 1653 1640 1627 1616 1606 1596 1588 1580 1572 1565 1553 1542 16 q 1749 1725 1704 1685=-. 1668 1652 1638 .1625 1613 rl 1603 .1593 1583 .1575 1559 1546'i 22 q 1778 1756 1737 1719 1703 1689 1676 1664 1653 1643 1634 1625 1617 1603 1590 21 q 1799 1775 :1753 1734 1716 1700 1686 1673 1661--. 1650 1640 1630 :1621 1606 ::1592=' 20 q 1821 1794 1771 1750 1731 1713 1698 1684 1670 1658 1647 1637 1627 1610 1595 3614 19 q 1872 1841 -1813 1788:' 1766 1746 1728 '1711 1696': 1682 1669 1657 1645 1625 1608' 18 q 1925 1889 1858 1830 1805 1782 1761 1742 1724 1708 1694 1680 1667 1644 1624 16 q 2044 2000 1960 1925 '; 1894 1865 1839 :1815 1793 >I 1773 1755 1738 4722 1693 >. 16681 See footnotes on page 69. www.vercodeck.com `c1ERCO DECKING, WC. VFS a 77