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HomeMy WebLinkAboutX2021-2262 - Alternative Material & MethodsCITY OF NEWPORT BEACH < J COMMUNITY DEVELOPMENT DEPARTMENT E > BUILDING DIVISION pq��p0.Nvp 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915 GO<� www.newoortbeachca.cov 1 (949) 644-3200 A A CASE NO.: _i Cp i ❑ REQUEST FOR MODIFICATION TO PROVISIONS OF TITLE 9 (FIRE CODE) OR TITLE 15 (BUILDING CODE) OF THE NEWPORT BEACH MUNICIPAL CODE (See Reverse for Basis for Approval) (Fee $304) REQUEST FOR ALTERNATE MATERIAL OR METHOD OF CONSTRUCTION -KLf,'f (See Reverse for Basis for Approval) (Fee $B84) ❑ REQUEST FOR EXEMPTION FROM DISABLED ACCESS DUE TO PHYSICAL OR LEGAL CONSTRAINT (Fee $1,692) (Ratification by the Board of Appeals will be required.) For above requests, complete Sections 1, 2 & 3 below by printing in ink or typing. JOB ADDRESS: SITE ADDRESS' 501 Tustin Ave, Newport Beach, CA 92663 Owner STEVE & CAMMY MOHR Address 501 TUSTIN AVE, NEWPORT BEACH, CA Zip 92663 Daytime Phone ( ) _. IF FOR STAFF USE ONLY II Plan Check # g6VZf--(3t� of Stories �+ Occupancy Classifcation &3 U Use of Building Ift # of Units Project Status CQA litTIdC44 ' Construction Type_ ✓$ I Sp Verified by f+! No. of Items Fee due %110 DISTRIBUTION: Owner Plan Check65 Petitioner Inspector ❑ Fire ❑ Other Petitioner THOMAS BURKE (Petitioner to be architect or engineer) Address 151 Kalmus Drive, Bldg., E-140, Costa Mesa Zip 92626 Daytime Phone ( 657 ) 289-0460 12 (REQUEST: Submit plans if necessary to illustrate request. Additional sheets or data may be attached. 11 are the strenoth and CODE yo \ L� Petitioner's ./�/'/��/Q- Position Engineer of Record 1 Signature ", � 9z: CA Professional Lic. # 55088 Date 8/30/2021 FOR STAFF USE ONLY IEl PARTMENT ACTION: In accordance with: [I CBC 104.11/CFC 104.9 El CBC 104.10/CFC 104.8 (Alternate materials & methods) (CBC Modification) Concurrence from Fire Code Official is required. ❑ Approved ❑ Disapproved El Written Comments Attached By: Date Request (DOES) (DOES NOT) lessen any fire protection requirementsRequest (DOES) (DOES NOT) lessen the structural integrity e Request is Granted IK ElDenied (See reverse for ❑ Granted (Ratification required) appeal information) Signature Print Nam Position CHIEF 19111111 01W AFFICIAtte APPEAL OF DIVISION ACTION TO THE BUILDING BOARD OF APPEALS (See Reverse) (Signature, statement of owner or applicant, statement of reasons for appeal and filing fees are required.) CASHIER RECEIPT NUMBER: !Fee . Formslmodif 12/17/19 BURKE STRUCTURAL ENGINEERS PC 151 KALMUS DRIVE, BLDG. E-140, COSTA MESA, CA 92626 (657) 289-0460 STRUCTURAL CALCULATIONS FOR MOHR RESIDENCE JOB ADDRESS: 501 TUSTIN AVENUE, NEWPORT BEACH, CA., 92663 JOB #: 18047 PROJECT ENGINEER: TJB CLIENT, STEVE AND CAMMY MOHR THOMAS BURKE, S.E. INTERIOR GUARDRAIL DESIGN INTERIOR GUARDRAIL DESIGN I� o° pQp°QG© ©p©©©pQa©©© QpQ ©p©©®pQ©©a QQ Q©Q© QQ©p©© ©oQ ©pQ©©p ©QQ Q pQ©©©© ©©©Q©p°© ©Apv <i© D�pp©©© Q Q Q © Q QQQQ©©Q©©©©©© Q°©©©© ©© Q©©oQ©Q©©©©©©©© at©©© Q© p pQ Q©°©©©© o©©°aQQQQ©©©©©©©©©©©© ©6oQ pQ ©p pQ ©Q pQ pQ O ©ppQ©©©Q©QQQ©©Q6©©©©©© p pQ p Q© © p © © ©© p© pQ Q© Q Q© © Q© © pp pQ ©©©©©©©©p°©©©p°p©©p©©p°p©©p©©©`p©©p©©©p©©©©QQQQQ©QQ©Q©©©QQ �°©©�o©QQ©pQ °Q© pQ©©Q© Q©©° Q© 0©° MUM- ©©©©©©©©©©©©©©©©© ©©© God©cow ®Q0©©Q©©Q©p�©pp°p©p°pQ©©°Q©°Q°©©°Q©Q©°Qp°QQQ°pp°Q°©96©© ©© ©©© ©©©0000000 ©©© ©© ©©©©be © ©©©©cocoa ©p©pppPa©©Q�°per°©°pQ©©p°pQ°°°©oo a 0°p0©©p°Q©p© ©©© ©©© ©©©© ©©©©©© ©©©©©poQ©©ppQ©©©p©©o©©©°°Q©°Q©©©°°Q©°Q©°©Q©©©©©p©©©©©©©©©©©©©09�©© cc pQQQ°Q©©°aQ°©Q©© 006000 ©Qp0Q ©©p©PpQ©Q©°Q©°QQ©©QQ©Q©©Q©°p ©©©©© ©©©© coca ©©©© cc ©©©©©©POVanWWOWo©©p°Q©p°©o©©©Q°°©°©©°©°©©°©©°°Q©©°@©©°01MO© °COWW ©©©°e© ©©©©©©©©°6600©°cgas °©©©©oo�©o°o ©°pow o°©©p°p°©©©o�oQ©©°©Q©°o°p°Q°°©a°e°Q°o ©°v©°v©©©°a°u® ©©©©©©©©©©pQQ©©©pQ©©ppQ©©OpQ©©pQp©pQ©©Q©©QQ©OQ©©pQ©©p p 0 ©0©©©0©©6©© ©©©©©a Q ©06q ©©p©©p°p©©00v©Q °Q©Q©©Q©©pQ©© ow p ©Qw-- 0Qww WOW- ©pp©Q°p© ©Qp°Q©©p Q©©pQ©©p°Q �°C!©©°pQ 0°p°©©©Q©©©©Q©©©©°°Q©0©©po cocoapQ pQ pQ Q ©© ©Qp er ©©©p0 F:� ©WOOD.©©©©©p©©®°p©p°Q©©�©Q.©' MPWW©© ©p©©©p©©© ©P©pp ©©®©0� ©fan © °QQ ocQ© Q pQ pt+ QQ © Q ©©©©QQ ap©���p°Q©pQ©©pQ©©p©®©p Coco a©©°po©baQ° D Y A Loads: LC 2, Guardrail Point Live 2 Burke Structural Engineers, PC GLASS PANEL Residential, Deflection Analysis TJB 200 lb SK-3 Nov 15, 2021 GLASS PANEL FEA Deflection Y Z-A X Loads: LC 4, Guardrail Point Live 3 Burke Structural Engineers, PC GLASS PANEL Residential, Deflection Analysis TJB SK-4 Nov 15, 2021 GLASS PANEL FEA Deflection Re... Y Plate Von Mises Top z x ksi (LC 1) 3.19 2.87 2.55 223 1.91 1.59 1.27 0.95 0.63 0.31 -0.01 xR• •i of • �•z R,• ii.Rri ��• R R`5R fu- Loads: LC 1, Guardrail Point Live 1 Results for LC 1, Guardrail Point Live 1 Burke Structural Engineers, PC GLASS PANEL Residential, Deflection Analysis SK-5 TJB Nov 15, 2021 GLASS PANEL FEA Deflection Re... Y Plate Von Mises Top Z X ksi (LC 2) 5.6 5.04 4.48 3.92 3.36 2.8 lb 2.24 1.68 1.12 0.56 0 e♦ Loads: LC 2, Guardrail Point Live 2 Results for LC 2, Guardrail Point Live 2 Burke Structural Engineers, PC GLASS PANEL Residential, Deflection Analysis SK-6 TdB Nov 15, 2021 GLASS PANEL FEA Deflection Re... Company Burke Structural Engineers, PC 11/15/2021 pCC Designer : TJB 1:56:15PM DJG Job Number : Checked By: Model Name : GLASS PANEL Residential, Deflectio... Basic Load Cases BLC Description catannry ni �i 1 live point 1 None 1 2 live point 2 None 1 3 live point 3 None 1 41 live line load None RISA-3D Version 19 [ GLASS PANEL FEA Deflection Residenti... Page 1 Company : Burke Structural Engineers, PC 5/8" Thick glass 11/16/2021 BSEDesigner TJB 1:52:53 PM Job Number Checked By: Model Name : GLASS PANEL Residential, Deflectio... Label A Node B Node C Node D Node Material ickness FinI 1 P2 N1762 N1763 N1764 N1765 FT GLASS 0.625 2 P3 N1766 N1767 N1768 N1769 FT GLASS 0.625 3 P4 N1770 N1771 N1772 N1773 FT GLASS 0.625 4 P5 N1774 N1775 N1776 N1777 FT GLASS 0.625 5 P6 N1778 N1779 N1780 N1781 FT GLASS 0.625 6 P7 N1782 N1783 N1784 N1785 FT GLASS 0.625 7 P8 N1786 N1787 N1788 N1789 FT GLASS 0.625 8 19 N1790 N1791 N1792 N1793 FT GLASS 0.625 9 P10 N1794 N1795 N1796 N1797 FT GLASS 0.625 10 P11 N1798 N1799 N1800 N1801 FT GLASS 0.625 11 P12 N1802 N1803 N1804 N1805 FT GLASS 0.625 12 P13 N1806 N1762 N1765 N1807 FT GLASS 0.625 13 P14 N1808 N1763 N1809 N1810 FT GLASS 0.625 14 P15 N1811 N1802 N1805 N1812 FT GLASS 0.625 15 P16 N1813 N1803 N1764 N1814 FT GLASS 0.625 16 P17 N1815 N1816 N1817 N1818 FT GLASS 0.625 17 P18 N1813 N1798 N1801 N1819 FT GLASS 0.625 18 P19 N1820 N1799 N1817 N1821 FT GLASS 0.625 19 P20 N1808 N1815 N1818 N1814 FT GLASS 0.625 20 P21 N1822 N1816 N1823 N1824 FT GLASS 0.625 21 P22 N1825 N1826 N1827 N1828 FT GLASS 0.625 22 P23 N188 9 N1830 N1831 N1832 FT GLASS 0.625 23 P24 N1833 N1834 N1829 N1832 FT GLASS 0.625 24 P25 N1835 N1795 N1834 N1823 FT GLASS 0.625 25 P26 N1836 N1794 N1797 N1837 FT GLASS 0.625 26 P27 N1838 N1796 N1810 N1809 FT GLASS 0.625 27 P28 N1839 N1840 N1841 N1842 FT GLASS 0.625 28 P29 N1843 N1826 N1844 N1845 FT GLASS 0.625 29 030 N1838 N1840 N1844 N1846 FT GLASS 0.625 30 P31 N1847 N1797 N1846 N1825 FT GLASS 0.625 31 P32 N1792 N1848 N1849 N1793 FT GLASS 0.625 32 P33 N1850 N1851 N1852 N1853 FT GLASS 0.625 33 P34 N1854 N1852 N1855 N1856 FFT GLASS 0.625 34 P35 N1857 N1858 N1859 N1860 FT GLASS 0.625 35 P36 N1861 N1791 N1858 N1862 FT GLASS 0.625 36 P37 N1839 N1855 N1852 N1845 FT GLASS 0.625 37 P38 N1863 N1856 N1855 N1864 FT GLASS 0.625 38 P39 N1850 N1865 N1866 N1867 FT GLASS 0.625 39 P40 N1843 N1851. N1868 N1869 FT GLASS 0.625 40 P41 N1870 N1865 N1857 N1860 FT GLASS 0.625 41 P42 N1871 N1872 N1873 N1874 FT GLASS 0.625 42 P43 N1875 N1876 N1877 N1878 FT GLASS 0.625 43 P44 N1879 N1880 N1881 N1863 FT GLASS 0.625 44 P45 N1877 N1848 N1880 N1878 FT GLASS 0.625 45 P46 N1871 N1875 N1878 N1882 FT GLASS 0.625 46 P47 N1883 N1876 N1884 N1885 FT GLASS 0.625 47 P48 N1886 N1887 N1806 N1807 FT GLASS 0.625 48 P49 N1811 N1872 N1886 N1807 FT GLASS 0.625 49 P50 N1864 N1887 N1879 N1863 FT GLASS 0.625 50 P51 N1888 N1889 N1890 N1891 FT GLASS 0.625 51 P52 N1892 N1893 N1894 N1895 FT GLASS 0.625 52 P53 N1896 N1897 N1883 149885 FT GLASS 0.625 53 P54 N1898 N1899 N1900 N1901 FT GLASS 0.625 54 P55 N1902 N1787 N1900 N1899 FT GLASS 0.625 55 P56 N1894 N1901 N1900 N1895 FT GLASS 0.625 56 P57 N1903 N1899 N1904 N1905 FT GLASS 0.625 57 P58 N1906 N1897 N1903 N1905 FT GLASS 0.625 58 P59 N1907 N1903 N1908 I N1909 FT GLASS 0.625 RISA-31D Version 19 [ GLASS PANEL FEA Deflection Residenti... Page 1 Company : Burke Structural Engineers, PC I maximum deflection less than 11/15/2021 BSEDesigner : TJB allowable of 1" 2:28:55 PM D G Job Number Checked By: Model Name : GLASS PANEL Residential, Deflectio... Envelope Node Displacements Node Label X finl LC Y rinl LC z fin I C x RnfaBnn rrnril I C v Rntnen� o-.,Il 1 r 7 Rnfafinn rrnri i t 1 N789 I max 0 4 1 0 4 0. 2 1.882e-2 2 5.312e-3 1 0 4 2 min 0 1 0 1 0.057 1 3.123e-3 1 -1.176e-3 2 0 1 3 N3724 max 0 4 0 4 0.601 2 1.881e-2 2 5.312e-3 1 0 4 4 min 0 1 0 1 0.06 1 3.123e-3 1 -1.177e-3 2 0 1 5 N3723 max 0 4 0 4 0.591 2 1.88le-2 2 5.314e-3 1 0 4 6 min 0 1 0 1 0.064 1 3.127e-3 1 -1.182e-3 2 0 1 7 N4528 max 0 4 0. 4 0.591 2 1.889e-2 2 5.306e-3 1 0 4 8 min 0 1 0 1 0.054 1 3.09e-3 1 -1.164e-3 2 0 1 9 N3722 max 0 4 0 1 4 0.59 2 1.888e-2 2 5.301e-3 1 0 4 10 min 0 1 0 1 0.057 1 3.093e-3 1 -1.154e-3 2 0 1 11 N3708 max 0 4 0 4 0.582 2 1.879e-2 2 5.318e-3 1 0 4 12 min 0 1 0 1 0.067 1 3.135e-3 1 -1.189e-3 2 0 1 13 N3720 max 0 4 0 4 0.574 2 1.893e-2 2 5.281e-3 1 0 4 14 min 0 1 0 1 0.057 1 3.067e-3 1 -1.114e-3 2 0 1 15 N3711 max 0 4 0 4 0.572 2 1.876e-2 2 5.324e-3 1 0 4 16 min 0 1 0 1 0.07 1 3.147e-3 1 -1.198e-3 2 0 1 17 N3721 max 0 4 0 4 0.572 2 1.899e-2 2 5.281e-3 1 0 4 18 min 0 1 0 1 0.051 1 3.036e-3 1 1.108e-3 2 0 1 19 N3709 max 0 4 0 4 0.563 2 1.889e-2 2 5.279e-3 1 0 4 20 min 0 1 0 1 0.062 1 3.083e-3 1 -1.116e-3 2 0 1 21 N3732 max 0 4 0- 4 0.563 2 1.872e-2 2 5.333e-3 1 0 4 22 min 0 1 0 1 0.074 1 3.163e-3 1 -1.208e-3 2 0 1 23 N3710 max 0 4 0 4 0.556 2 1.884e-2 2 5.284e-3 1 0 4 24 min 0 1 0 1 0.066 1 3.102e-3 1 -1.126e-3 2 0 1 25 N3733 max 0 4 0 4 0.554 2 1.867e-2 2 5.343e-3 1 0 4 26 min 0 1 0 1 0.077 1 3.184e-3 1 -1.219e-3 2 0 1 27 N3679' max 0 4 0 4 0.553 2 1.908e-2 2 5.253e-3 1 0 4 28 min 0 1 0 1 0.048 1 2.981e-3 1 1.051e-3 2 0 1 29 N3678 max 1 0 1 4 1 0 1 4 0.549 2 1.903e-2 2 5.243e-3 1 0 4 30 min 0 1 0 1 0.053 1 3.003e-3 1 -1.036e-3 2 0 1 31 N3731 max 0 4 0 4 0.548 2 1.88e-2 2 5.288e-3 1 0 4 32 min 0 1 0 1 0.069 1 3.118e-3 1 -1.129e-3 2 0 1 33 N3719 max 0 4 0 4 0.545 2 1.896e-2 2 5.24e-3 -1 -0 4 34 min 0 1 0 1 0.058 1 3.033e-3 1 -1.036e-3 2 0 1 35 N3704 max 0 4 0 4 0.544 2 1.86le-2 2 5.357e-3 1 0 4 36 min 0 1 0 1 0.08 1 3.208e-3 1 -1.23le-3 2 0 1 37 N3718 max 0 4 0 4 0.539 2 1.89e-2 2 5.246e-3 1 0 4 38 min 0 1 0 1 0.062 1 3.062e-3 1 1.048e-3 2 0 1 39 N3730 max 0 4 1 0 4 0.538 2 1.875e-2 2 5.292e-3 1 0 4 40 min 1 0 1 1 0 1 1 0.072 1 3.138e-3 1 -1.127e-3 2 0 1 41 N3729 max 11 4 0 4 0.537 2 1.885e-2 2 5.257e-3 1 0 4 42 min 0 1 0 1 0.066 1 3.085e-3 1 -1.067e-3 2 0 1 43 N3707 max 0 4 0 4 0.535 2 1.854e-2 2 5.372e-3 1 0 4 44 min 0 1 0 1 0.084 1 3.237e-3 1 -1.244e-3 2 0 1 45 N3676 max 0 4 0 4 0.533 2 1.915e-2 2 5.217e-3 1 0 1 4 46 min 0 1 0 1 0.045 1 2.927e-3 1 -9.774e-4 2 0 1 47 N3677 max 0 4 0 4 0.529 2 1.909e-2 2 5.203e-3 1 0 4 48 min 0 1 0 1 0.05 1 2.949e-3 1 -9.583e-4 2 0 1 49 N3705 max 0 4 0 4 0.527 2 1.869e-2 2 5.297e-3 1 0 4 50 min 0 1 0 1 0.075 1 3.162e-3 1 -1.127e-3 2 0 1 51 N3640 max 0 4 0 4 0.525 2 1.847e-2 2 5.39e-3 1 0 4 52 min 0 1 0 1 0.087 1 3.269e-3 1 -1.258e-3 2 0 1 53 N3716 max 0 4 0 4 0.525 2 1.902e-2 2 5.199e-3 1 1 0 4 54 min 0 1 0 1 0.054 1 2.985e-3 1 -9.561e-4 2 0 1 55 N3717 max 0 4 0 4 0.521. 2 1.894e-2 2 5.203e-3 1 0 4 56 min 0 1 0 1 0.059 1 3.021e-3 1 -9.665e-4 2 0 1 57 N3728 max 0 4 0 4 6521 2 1884e-2 2 5.229e-3 1 0 1 4 58 min 0 1 0 1 0.065 1 3.076e-3 1 -1.012e-3 2 0 1 RISA-31D Version 19 [ GLASS PANEL FEA Deflection Resident!... Page 1 Company : Burke Structural Engineers, PC Controlling stress is less than 11/15/2021 r C Designer : TJB allowable stress of 10.6ksi 2:03:16 PM G 9 HJob Number Checked By: 1 Model Name : GLASS PANEL Residential, Deflectio... Plate Surface Si mat ksi LC Si maall Tau axrksil LC An le rad LC Vo\Vjsesrksil LC 1 IP1275 max I T -1.078 1 1 -2.634 1 1 1 2.132 2 0.554 1 1 .281 2 2 min -2.948 1 2 -7.213 1 2 1 0.778 1 2 2.294 1 3 max B 7.213 2 2.948 2 2.132 2 1 6.281 2 4 min 2.634 1 1.078 1 0.778 1 2 2.294 1 5 P1269 max T -0.554 1 -1.977 1 1.995 2 1 5.832 2 6 min -2.703 2 -6.693 2 0.712 1 H2.082 2 1.767 1 7 max B 6.693 2 2.703 2 1.995 2 1 5.832 2 8 min 1.977 1 0.554 1 0.712 1 2 1.767 1 9 P2572 max T 0.598 1 -0.595 1 2.244 2 1 5.829 2 10 min -2.101 2 -6.589 2 0596 1 2 1,033 1 11 max B 6.589 2 2.101 2 2.244 2 1.95 1 5.829 2 12 min 0.595 1 -0.598 1 0.596 1 1.521 2 1.033 1 13 P2571 max T -0.18 1 -1.483 1 2.422 2 0.316 1 5.751 2 14 min -1.511 2 -6.356 2 0.652 1 0.088 2 1.402 1 15 max B 6:356 2 1.511 2 2.422 2 1 1.887 1 5.751 2 16 min 1.483 1 0.18 1 0.652 1 1.659 2 1.402 1 17 P1266 max T -0.047 1 -0.987 1 2.416 2 0.354 1 5.476 2 18 min -1.114 2 -5.947 2 0.47 1 0.015 2 0.964 1 19 max B 5.947 2 1.114 2 2.416 2 1.925 1 5.476 2 20 min 0.987 1 1 0.047 1 0.47 1 1.586 1 2 0.964 1 21 P2574 max T -IA27 1 -2.643 1 1.639 2 0.693 1 1 5.37 2 22 min -2.92 2 -6.197 2 0.608 1 0.355 2 2.291 1 23 max B 6.197 2 2.92 2 1.639 2 2.264 1 5.37 2 24 min 2.643 1 1.427 1 0.608 1 1.926 2 2.291 1 25 P2570 max T -0.089 1 -1.453 1 1.999 2 0.538 1 5.017 2 26 min -1.633 2 -5.63 2 0.682 1 0.155 2 1.411 1 27 max B 5.63 2 1.633 2 1.999 2 2.109 1 5.017 2 28 min 1.453 1 0.089 1 0.682 1 1.726 2 1.411 1 29 P1351 max T 1.025 1 -0.105 1 2.231 2 0.176 1 4.977 2 30 min -0.905 2 -5.367 2 0.565 1 -0.105 2 1 1.081 1 31 max B 5.367 2 0.905 2 2.231 2 1.747 1 4.977 2 32 min 0.105 1 -1.025 1 0.565 1 1.466 2 1,081 1 33 P2567 max T 0.169 1 -1.172 1 1.951 2 0.484 1 4.911 2 34 min -1.613 2 -5.515 2 0.67 1 0.026 2 1.265 1 35 max B 5.515 2 1.613 2 1.951 2 2.055 1 4.911 2 36 min 1.172 1 -0.169 1 0.67 1 1.5 66 2 1.265 1 37 P1271 max T -0.873 1 -2.591 1 1.951 2 0.728 1 4.86 2 38 min -1.54 2 -5.443 2 0.859 1 0.542 2 2.283 1 39 max B 5.443 2 1.54 2 1.951 2 2.299 1 4.86 2 40 min 2.591 1 0.873 1 0.859 1 2.113 2 2.283 1 41 P1299 max T -0.42 1 -1.8 1 1.273 2 0.724 1 4.371 2 42 min -2.501 2 -5.047 2 0.69 1 0.24 2 1.631 1 43 max B 5.047 2 2.501 2 1.273 2 2.294 1 4.371 2 44 min 1.8 1 0.42 1 0.69 1 1.811 2 1.631 1 45 P1291 max T -0.047 1 -1.508 1 1.492 2 0.633 1 4.337 2 46 min -1.992 2 -4.975 2 0.731 1 0.17 2 1.485 1 47 max B 4.975 2 1.992 2 1.492 2 2204 1 4.337 2 48 min 1.508 1 0.047 1 0.731 1 1.741 2 1.485 1 49 P1270 max T 0.51 1 -0.885 1 1.608 2 0.429 1 4.234 2 50 min -1.582 2 -4.797 2 0.698 1 -0.001 2 1.223 1 51 max B 4.797 2 1.582 2 L608 2 F 2-1 1 4.234 2 52 min 0.885 1 -0.51 1 0.698 1 1.57 2 1.223 1 53 P2610 max T -0.686 1 -1.814 1 1.094 2 0.822 1 4.136 2 54 min -2.583 2 -4.771 2 0.564 1 0.174 2 1.586 1 55. max B 4.771 2 2.583 2 1.094 2 2.03 4 4.136 2 56 min 1.814 1 0.686 1 0.564 1 -0.749 1 1.586 1 57 P1305 .max T -0.985 1 -1.692 1 1.226 2 0.719 1 4.09 2 58 min -2.269 2 -4.721 2 0.354 1 0.098 2 1.472 1 RISA-31D Version 19 [ GLASS PANEL FEA Deflection Residenti... Page 1 BURKE STRUCTURAL Project Page i ENGINEERS, PC 1 151 KALMUS DRIVE, BLDG. Address Job No. BSE i i E-140 COSTA MESA, CA 92626 657-289-0460 By S Date 11/5120 Guardrail Design G9 Cantilever Glass Guardrail — Face Mounted to Wood Codes and References Codes and Reference; CBC 2019 ASCE 7-16 AISC 11" Edition AISC Design Guide 27 - Structural Stainless Steel ASTM E1300 -12 NDS NDS Supplement Location - California Risk Category II Rigid Building Steel Subtrate, A36 Steel Angle Fy = 36 ksi; AISC Table 2-4 Fa = 58 ksi; AISC Table 2-4 Anchor Bolt, A36 Fuab = 58 ksi; AISC Table 2-6 Fntab = 0.75*Fuab = 43.50 ksi; AISC Table J3.2 Favab = 0.45*Fuab = 26.10 ksi; AISC Table J3.2 Wood — Douglas Fir Larch No. 1, Parallam, Glulam G = 0.50; Fcperp = 625 psi; Bearing perpendicular to grain NDS Sup. Table 4A Cow = 1.6; Wind load duration factor CD1 = 1.25; Live load, short term — 7 day, duration factor Glazing Tempered glass Modr = 24000 psi; SF=4; F9 = Modr / SF = 6000.0 psi; Fgw = 9600 psi; E9 = 10400 ksi; h = 46 in; Bmax = 6 ft; Modulus of Rupture Factor of Safety CBC 2407.1 Working Stress for Live Load Glass Wind Stress (3-sec gust) E1300 Table X7.1 E1300 X7.1 recommends 10,600 psi, use 9,600 psi, conservative Modulus of Elasticty E1300 Guardrail glass height; Maximum glass width; BURKE STRUCTURAL Project Page ENGINEERS, PC 2 151 KALM DRIVE, BLDG.Address Job No. B E-140 E- COSTA MESA, CA 92626 By Date 657-289-0460 S 11/5/20 Loads Loads Guardrail live loads need not be assumed to act concurrently with transient loads such as wind loads. Wind, seismic and live loads may be considered separately and independently. Dead loads are to be considered when acting cumulatively with transient load conditions. Base Shoe weight Glass weight; Dead Load Pi = 200 Ibs; Point load applied to top rail P2 = 50 plf; Pmfa, = 50 Ibs; applied over 12"x12" area, intermediate rails and infill panels. Surface Roughness D Wind Exposure Category D Top of guardrail at 40ft max above grade K. = 1.22; 40ft K:t = 1.0; Kd = 0.85; V = 110; q. = 0.00256*K�*K t*Kd*V2 * 1 psf = 32.122 psf; qh = q: = 32.12 psf; G = 0.85; h = getsectionvar(6,"h") = 46.0 in; s=h=46.0in; s/h = 1.00; Bmax = getsectionvar(6,"Bmax') = 6.0 ft; y = Bmax/s =1.57; Case A & B; Crab = 1.45; for "B/s = 1" is conservative As = Bmax*s = 23.00 ft2; Wind area Fab = qh * G * Cfab * As = 910.58 Ibs; Fpsfa = Fab/As = 39.59 psf; Fpsfb = Fab/As= 39.59 psf; Case C; Worst case loading is for maximum width, Bmax = 6ft; guardrail height maximum glass width; CBC 1607.8.1 CBC 1607.8.1 CBC 1607.8.1.1 ASCE Table 29.3-1 ASCE Table 26.6-1 ASCE Figure 26.5-1A ASCE (29.3-1) ASCE 26.9 ASCE Figure 29.4-1 ASCE (29.4-1) Case A; Case B, top rail and glass will bridge eccentric load over full glass width; BURKE STRUCTURAL Project Page ENGINEERS, PC 3 151 KALMUS DRIVE, BLDG.Address Job No. B J E-140 COSTA MESA, CA 92626 657-289-0460 By S Date 11/5/20 y" = Bmax/s = 1.57; Since "Bmax/s < 2", case C does not need to be considered per ASCE Figure 29.4.1. P = 50 plf HORIZONTAL P = 200 Ibs CAP RAIL W, F z: y 1/2", 5/8" OR 3/4" THK. _ ❑ TEMPERED —� o x MONOLITHIC GLASS Z Jq_ F lC v ¢ /— CRL SURFACE -- / MOUNT BASE SHOE L ANCHOR TYPE WILL DEPEND ON MOUNTING SUBSTRATE P = 200 Ibs \ GLASS "PANEL � 1 r b L BURKE STRUCTURAL Project Page ENGINEERS, PC 4 151 KALMUS DRIVE, BLDG. Address Job No. B'S E i E-140 { � COSTA MESA, CA 92626 By Date 657-289-0460 S 11/5/20 BURKE STRUCTURAL Project Page ENGINEERS, PC 5 151 KALMUS DRIVE, BLDG. Address Job No. BS,E ESA, COSTA MESA, CA 92626 By Date 657-289-0460 S 11/5/20 GLASS LITE STRENGTH 518" Fully Tempered Glass Glass lite is the baluster to support the top rail h = getsectionvar(6,"h") = 46.0 in; t = 0.625 in; b=24in; bmax = getsectionvar(6,"Bmax") = 72.0 in; Pi = getsectionvar(7,"Pi") = 200.00 Ibs; P2 = getsectionvar(7,"P2") = 50.0 plf; Fpsfa = getsectionvar(7, "Fpsfa") = 39.59 psf; Fpsfb = getsectionvar(7, "Fero') = 39.59 psf; s=h=46.0in; b/s = 0.52; Cn = 1.45; Cm.5 = 1.55; Crab = (Cm.5 - Cfi)/0.5*(1-b/s)+Cn = 1.55; W. = Fpsfa * (Cfab/Cn) = 42.20 psf; wb = Fpsm *(Cfab/Cff) = 42.20 psf; w0.75 = max(wa, wb) = 42.20 psf; F9 = getsectionvar(6,"F9') = 6.00 ksi; Fgw = getsectionvar(6, "Fgw') = 9.60 ksi; E = getsectionvar(6, "E9') = 10400.00 ksi; Moment Guardrail height; Glass lite minimum thickness; E1300 Table 4 Glass lite minimum width; Glass lite maximum width; Live Load point load Live Load linear load Scale wind load for minimum glass lite width —worst case forA & B; Wind Load Case A Wind Load Case B Wind Load A Wind Load B; Controlling wind load; Mu = Pi*h = 766.67 Ibs_ft; Live Load Moment ML2 = P2*h*lft = 191.67 Ibs_ft; Live Load Moment per ft of width Mw = W0.75*(lft)*h*0.55*h = 341.08 Ibs_ft; Wind Load Moment per ft of width Centroid of wind load at 0.55h per ASCE Figure 29.4-1 Load Combinations CBC 1605.3 1.OL CBC (16-9) ASD MUL1 = 1.0*MLf = 766.67 Ibs_ft; Fb = Fg = 6000.00 psi; Sx = b*t2/6 = 2.068 in3; Mn = Fb*Sx = 1033.92 Ibs—ft; U = MULL / Mn = 0.74; u = if(U<=1.0, "OK", "NG") _ "OK"; MuL2 = 1.0*ML2 = 191.67 Ibs_ft; Sx = 12in*t2/6 = 1.034 in'; Mn = Fb*Sx = 516.96 Ibs_ft; U = MuL2 / Mn = 0.37; u = if(U<=1.0, "OK", "NG") _ "OK"; BURKE STRUCTURAL Project Page ENGINEERS, PC 6 151 KALMUS DRIVE, BLDG. Address Job No. BSI� E-140 COSTA MESA, CA 92626 657-289-0460 By S Date 11/5/20 0.6W M.. = 0.6*Mw = 204.65 Ibs ft Fbw = Few = 9600.00 psi; S. = 12in*t2/6 = 1.034 in3; Mn = Fbw * S. = 827.14 Ibs_ft; U = Muw / Mn = 0.25; u = if(U<=1.0, "OK", "NG") _ "OK"; Deflection CBC does not define deflection limits. Deflection is maintained less than 1 inch. See FEA Analysis report. Pi = 200.0 Ibs; I. = b*t3/12 = 0.743 in4; AL = Pi*h3/(2*E*I.) = 1.26 in; Live Load Deflection U = AL/A. = 0.33; u = if(U<=1.0, "OK", "NG") _ "OK"; CBC (16-12) ASD BURKE STRUCTURAL Project Page ENGINEERS, PC 10 KALM 151 US DRIVE, BLDG. Address Job No. BSE!E-140 COSTA MESA, CA 92626 657-289-0460 By S Date 11/5/20 CONNECTIONS Steel Plate PL = getsectionvar(7,"Pi") = 200.0 Ibs; w = getsectionvar(1, "WL") = 39.59 psf; h = 48in; Fy = 36 ksi; Check Minimum steel plate Load Combinations CBC 1605.2 %'k8" plate b=8in; d = 0.5 in; Z: = b*dz/4 = 0.5000 in'; Live Load, Pi governs per support Wind Load A36 Live Load 1.6L Mw = 1.6*PL* h = 1280.00 Ibs_ft; Mn = Fy"Z. = 1500.00 Ibs_ft; U = Mw / Mn = 0.85; u = if(U<=1.0, "OK", "NG") = "OK"; Vw = 1.6*PL = 320.0 Ibs; Vn =0.9* 0.6*b*d*Fy = 77.76 kips; U = Vw / Vn = 0.00; U = if(U<=1.0, "OK", "NG") = "OK"; CBC (16-2) -RFD EXTERIOR GUARDRAIL DESIGN BURKE STRUCTURAL Project Page ENGINEERS, PC Mohr's Residence 1 151 KALMUS DRIVE, BLDG. E-140 Address Job No. HE COSTA MESA, CA 92626 657.289-0460 w .BurkeSE.com 501 Tustin Ave, Newport Beach, CA By SK Date 11/11/2021 CODES AND REFERENCES Codes and Reference CBC 2019 ASCE 7-16 AISC 15th Edition AISC Design Guide 27 - Structural Stainless Steel ASTM E1300 -12 NDS 2015 Location - California Risk Category II Rigid Building Steel Subtrate, A36 Fy = 36 ksi Fa = 58 ksi Bolt, 304 Stainless Steel Fib = 75 ksi Fat = 0.75*Fub = 56.25 ksi Fn� = 0.45*Fub = 33.75 ksi Glazing Tempered glass Modr = 24000 psi SF=4 Fg = Modr / SF = 6000.0 psi Fgw = 9600 psi Eg = 10400 ksi AISC DG27 Table 2-7 AISC Table J3.2 AISC Table J3.2 Modulus of Rupture Factor of Safety CBC 2407.1 Working Stress for Live Load Glass Wind Stress (3-sec gust) E1300 Table X7.1 E1300 X7.1 recommends 10,600 psi, use 9,600 psi, conservative Modulus of Elasticty E1300 Wood — Douglas Fir Larch No. 1, Parallam, Glulam G = 0.50 Fcperp = 625 psi Bearing perpendicular to grain Co. = 1.6 Wind load duration factor CDI = 1.25 Live load, short term — 7 day, duration factor h=42in Bmax = 6 ft Guardrail height Maximum glass width BURKE STRUCTURAL Project Page ENGINEERS, PC Mohr's Residence 2 151 KALMUS DRIVE, BLDG. E-140 Address Job No B COSTA MESA, CA 92626 657-289-0460 w .BurkeSE.com 501 Tustin Ave, Newport Beach, CA By SK Date 11/11/2021 LOADS Loads Guardrail live loads need not be assumed to act concurrently with transient loads such as wind loads. Wind, seismic and live loads may be considered separately and independently. Dead loads are to be considered when acting cumulatively with transient load conditions. For these calculations, dead load effects are negligible and ignored. Live Load Pi = 200 Ibs Point load applied to top rail P2 = 50 plf Pintar = 50 Ibs applied over 12"x12" area, intermediate rails and infill panels. Wind Load Surface Roughness D Wind Exposure Category D Top of guardrail at 40ft max above grade K. = 1.22 40ft K:f = 1.0 Kd = 0.85 V = 110 q. = 0.00256*Kz*Kzt*Kd*V2 * 1 psf = 32.122 psf qh=q:=32.12psf G = 0.85 h = getsectionvar(6,"h") = 42.0 in s=h=42.0in s/h =1.00 Bmax = getsectionvar(6;'Bmax') = 6.0 It y = Bmax/S = 1.71 Case A & B Cfab = 1.45 for "B/s = 1"is conservative A. = Bmax*s = 21.00 ft2 Wind area Fab = qh * G * Cfab * Aa = 831.40 Ibs Fpafa = Fab/A. = 39.59 psf Fpafb = Fab/Aa= 39.59 psf guardrail height maximum glass width CBC 1607.8.1 CBC 1607.8.1 CBC 1607.8.1.1 ASCE Table 29.3-1 ASCE Table 26.6-1 ASCE Figure 26.5-1A ASCE (29.3-1) ASCE 26.9 ASCE Figure 29.4-1 ASCE (29.4-1) Case A Case B, top rail and glass will bridge eccentric load over full glass width Case C Worst case loading is for maximum width, Bmax = 6ft yc = Bmax/s =1.71 Since "Bmax/s < 2", case C does not need to be considered per ASCE Figure 29.4.1. BURKE STRUCTURAL Project Page ENGINEERS, PC Mohr's Residence 3 151 KALMUS DRIVE, BLDG. E-140 Address Job No. B, SoE COSTA MESA, CA 92626 657-289-0460 w co.BurkeSE.m 501 Tustin Ave, Newport Beach, CA By SK Date 11/11/2021 P = 50 plf HORIZONTAL P = 200 Ibs CAP RAIL W -- yTuJ�c 1/2", 5/8" OR 3/4" THK. TEMPERED MONOLITHIC GLASS � o v ¢ CRL SURFACE 0 j� MOUNT BASE SHOE y � ANCHOR TYPE WILL DEPEND ON MOUNTING SUBSTRATE P = 200 Ibs GLASS 1 PANEL 1 r L b BURKE STRUCTURAL Project Page ENGINEERS, PC Mohr's Residence 4 151 KALMUS DRIVE, BLDG. E-140 Address Job No. B,$E COSTA MESA, CA92626 a 657-289-0460 501 Tustin Ave, Newport Beach, CA By Date -.BwkeSE.com SK 11/11/2021 GLASS LITE STRENGTH 518" Fully Tempered Glass Glass lite is the baluster to support the top rail h = getsectionvar(6,"h") = 42.0 in t = 0.625 in b=24in bma. = getsectionvar(6,"Bmas') = 72.0 in Pi = getsectionvar(7,"Pi") = 200.00 Ibs P2 = getsectionvar(7,"P2") = 50.0 plf FPafa = getsectionvar(7, "FPafa") = 39.59 psf Foam = getsectionvar(7, Tpfc") = 39.59 psf s=h=42.0in b/s = 0.57 Cn = 1.45 Cfo.5 = 1.55 Crab = (Cfo.5- Cff)/0.5*(1-b/s)+Cff =1.54 Guardrail height Glass lite minimum thickness El300 Table 4 Glass lite minimum width Glass lite maximum width Live Load point load Livg Load linear load Scale wind load for minimum glass lite width -worst case for & B Wind Load Case A Wind Load Case B wa = FPafa * (Cfab/Cn) = 41.93 psf Wind Load A wb = Fpsfb *(Cfab/Cn) = 41.93 psf Wind Load B wo.75 = max(wa, wb) = 41.93 psf Controlling wind load Fa = getsectionvar(6," Fg") = 6.00 ksi Fgw = getsectionvar(6, "Fgw') = 9.60 ksi E = getsectionvar(6, "Eg") = 10400.00 ksi Moment MLf = Pf*h = 700.00 Ibs_ft Live Load Moment ML2 = P2*h*lft=175.00 Ibs_ft Live Load Moment per ft of width Mw = wo.75*(1 ft)*h*0.55*h = 282.51 Ibs_ft Wind Load Moment per ft of width Centroid of wind load at 0.55h per ASCE Figure 29.4-1 Load Combinations CBC 1605.3 1.0L MUu = 1.0*Mu = 700.00 Ibs_ft Fb = Fg = 6000.00 psi S. = b*t2/6 = 1.562 in3 Mn = Fb*S. = 781.25 Ibs ft U = MULE / Mn = 0.90 u = if(U<=1.0, "OK", "NG") = "OK" MUL2 = 1.0*ML2=175.00 Ibs_ft S. = 12in*t2/6 = 0.781 in' Mn = Fb*S. = 390.62 Ibs_ft U = MUL2 / Mn = 0.45 "OK" CBC (16-9) ASD BURKE STRUCTURAL Project Page ENGINEERS, PC Mohrs Residence 5 751 KAUAUS DRIVE, BLDG. E-14u Address Job No. B S E COSTA MESA, CA 92626 jwww.BurkeSE.com 652.289-0460 501 Tustin Ave, Newport Beach, CA By SK Date 11/11/2021 0.6W Mew = 0.6*Mw = 169.51 Ibs_ft Fbw = Fgw = 9600.00 psi Sx = 12in*t2/6 = 0.781 in3 Mn = Fbw * Sx = 625.00 Ibs_ft U=Mew/Mn=0.27 "OK" CBC (16-12) ASD Deflection CBC does not define deflection limits. ASTM E2358 limits glass guardrail deflection to h/12 A. = h/12 = 3.50 in ASTM E2358 Allowable Deflection Pi = 200.0 Ibs Ix = b*t3/12 = 0.488 in4 AL = Pl*h3/(2*E*Ix) = 1.46 in Live Load Deflection U = AL/A. = 0.42 "OK" P2 = 50.0 plf Ix = 12in*t3/12 = 0.244 in4 AL = P2*1ft*h3/(2*E*Ix) = 0.73 in Live Load Deflection U = AL/A. = 0.21 "OK" wo.5 = 40.52 psf Ix = 12in*t3/12 = 0.244 in4 Aw = wo.5*1ft*h4/(8*E*Ix) = 0.52 in Wind Load Deflection U = Aw/Aa = 0.15 "OK" BURKE STRUCTURAL Project Page BSE ENGINEERS, PC 151 KALMUS DRIVE, BLDG. E-140 COSTA MESA, CA 92626 Mohr's Residence 6 Address Job No. 657-289-0460 501 Tustin Ave, Newport Beach, CA By Date w .BurkeSE..m SK 11/11/2021 B5S w/ %" Glass 6063-T52 Aluminum extrusion bs = 2.5 in hs=4.125in tb=0.8125in hl=hs-tb=3.31 in hgl = 2.75 in Fb = 12.5 ksi Fv = 5.5 ksi h=46in b=12in t = 0.75 in 6n=0.66 in S: = b*t2/6 =1.12 in' PL = getsectionvar(7,"P2") = 50.0 plf w = getsectionvar(1, "wo.s") = 40.52 psf Base shoe width Base shoe height Base bottom thickness Base shoe leg length Glass length into base shoe Aluminum allowable tension/compression stress Aluminum allowable shear stress Guardrail height Base shoe tributary width Base shoe leg thickness Base shoe leg thickness at notch Base shoe leg section modules Live Load, P2 governs live load to base shoe connection. Glass and top rail will bridge out Pi load. Wind Load Check Base Shoe Strength Load Combinations CBC 1605.3 Live Load 1.0L Mui = 1.0*PL*b* h = 191.67 Ibs_ft Mn = Fb*Sx = 1171.87 Ibs_ft U = MuI / Mn = 0.16 u = if(U<=1.0, "OK", "NG") = "OK" Vul = PL*b*h/hgl = 836.4 Ibs Vn = tmin*b*Fv = 43.56 kips U=VuI/Vn=0.02 "OK" Wind Load 0.6W Muw = 0.6*w *b* h*0.55*h=196.49 Ibs_ft Mn = Fb*Sx = 1171.87 Ibs_ft U=Muw/Mn=0.17 "OK" Vuw = 0.6*w*b * h*0.55*h/hgl = 857.4 Ibs Vn = tmin*b*Fv = 43.56 kips U=Vuw/Vn=0.02 "OK" %" cap screw to taped steel @ 12"o.c. CRL Socket Head Cap Screws into 3/8" steel SHCS12x34 or SHCS12x1 Connection to taped steel CBC (16-9) ASD CBC (16-12) ASD BURKE STRUCTURAL Project Page ENGINEERS, PC Mohr's Residence 7 151 KALMUS DRIVE, BLDG. E-140 Address Job No. B COSTA MESA, CA 92626 657-289-0460 w .BurkeSE.mm 501 Tustin Ave, Newport Beach, CA By SK Date 11/11/2021 d = 0.5in Bolt diameter tc = 0.375in Minimum penetration into steel, Fu = getsectionvar(6, "Fu") = 58.0 ksi I = N/2 = 1.25 in Lever arm, center of bolt to edge of base shoe Load Combinations CBC 1605.2 1.61- CBC (16-2) LRFD Tul = 1.6*(PL*b*h)/I = 2.944 kips Live load tension (h = 0.5 (DTn = rh*0.85*t.*d*Fn = 4.62 kips U = Tul / (DTn = 0.64 "OK" 1.0W CBC (16-4) LRFD Tuw = 1.0*(w*b*h*0.55*h)/I = 3.144 kips Wind load tension 1h = 0.5 (DTn = rh*0.85*tu*d*Fu = 4.62 kips U =Tuw / (DTn = 0.68 "OK" Bolt Strength %"Diameter @12"o.c. .Materials A36 Fu "_" 58 ksi Worst Case AISC Table 2-6 A307 Fu "_" 60 ksi AISC Table 2-6 304 Fu "=" 75 ksi Stainless Steel DG27 Table 2-7 Fu = 58ksi Worst Case Fn1= 0.75*Fu = 43.5 ksi Nominal Tensile Strength AISC Table J3.2 Fnv = 0.45*Fu = 26.10 ksi Nominal Shear Strength AISC Table J3.2 Ab = pi*d2/4 = 0.20 in2 (= 0.75 AISC (J3-1) (DTn = rh*Fnt*Ab = 6.4 kips Design Tensile Strength AISC (J3-1) (DW = (h*Fnv*Ab = 3.8 kips Design Shear Strength AISC (J3-1) I = bs/2 = 1.25 in Lever arm, center of bolt to edge of base shoe Load Combinations CBC 1605.2 1.61- CBC (16-2) LRFD Tui = 1.6*(PL*lft*h)/I = 2.944 kips Tension U =Tw / (DTn = 0.46 "OK" Vul = 1.6*PL*lft = 0.08 kips Shear U =Vui / (DVn = 0.02 "OK" Vw/(DVn = 2.1 % Since the required shear stress is less than 30% of the available stress, combined stress can be ignored per AISC section J3.7 BURKE STRUCTURAL Project Page BS. ENGINEERS, PC CO TALMUS DRIVE, BLD626 E-140 COSTA MESA, CA 92626 Mohr's Residence 8 Address Job No. 657-289-0460 501 Tustin Ave, Newport Beach, CA By Date _. ..BurkeSE.com SK 11/11/2021 1.0W CBC (16-4) LRFD Tuw = 1.0*(w*lft*h*0.55*h)/I =3.14 kips Tension U =Tuw / <hTn = 0.49 "OK" Vew = 1.0*w*lft*h = 0.16 kips Shear U =Vuw / (DVn = 0.04 "OK" Vuw/(DVn = 4.0 % Since the required shear stress is less than 30% of the available stress, combined stress can be ignored per AISC section J3.7 Steel Angle 5x5x3/8 @ 12"o.c. 4) = 0.9 Fy = getsectionvar(6, "Fy") = 36.0 ksi to = 0.375 in ba=4in Z. = ba*ta2/4 = 0.141 Ina (DMn = (D*Fy*Zx = 0.38 kip_ft Load Combinations CBC 1605.2 Live Load 1.6L Mui = 1.6*PL*b* h = 306.67 Ibs ft U = Mui / (DMn = 0.81 u = if(U<=1.0, "OK", "NG") = "OK" Wind Load 1.0W Muw = 1.0*w *b* h*0.55*h = 327.48 Ibs_ft U = Muw / (DMn = 0.86 "OK" Wood Face screws — (4) #14 wood screws Z = 222 Ibs h = 46.0 in Is = 3.25 in PIL = 50.0 plf w = 40.5 psf n=4 Load Combinations CBC 1605.3 Live Load 1.0L VL = PL*1ft*h/IS = 707.69 Ibs CDi = getsectionvar(6, "CDP) = 1.25 Vn = CDi*n*Z = 1110.00 Ibs shear capacity per screw Leverarm 4 wood screws CBC (16-2) LRFD CBC (16-4) LRFD NDS Table 11 M CBC (16-9) ASD BURKE STRUCTURAL Project Page . BSE151 ENGINEERS, PC KALMUS DRIVE, BLDG. E-140 COSTA MESA, CA 92626 Mohr's Residence 9 Address Job NO. 657-289-0460 501 Tustin Ave, Newport Beach, CA By Date www.Bu,keSE.com SK 11/11/2021 U=VL/Vn=0.64 "OK" Wind Load 0.6W Vw = 0.6*w*1ft*h*0.55*h/Is = 725.49 Ibs Cow = getsectionvar(6, 'Co,") = 1.60 Vn = CDi*n*Z = 1110.00 Ibs U=Vw/Vn=0.65 "OK" Top screws — (4) #14 wood screws Shear Capacity Z = 222 Ibs h = 46.0 in Is = 3.25 in PL = 50.0 plf w = 40.5 psf n=4 Load Combinations CBC 1605.3 Live Load 1.oL VL = PL*1ft = 50.00 Ibs Coi = getsectionvar(6, "Coi') = 1.25 Vn = CDI*n*Z = 1110.00 Ibs U=VL/Vn=0.05 "OK" Wind Load 0.6W Vw = 0.6*w*1ft*h = 93.20 Ibs Cow = getsectionvar(6, "Cow") = 1.60 Vn = Col*n*Z = 1110.00 Ibs U=Vw/W=0.08 "OK" Withdrawal Capacity W = 172 Ibs/in Is = 4in I. = 0.375in tpiy = 0.75 in T = Is*2/3 = 2.67 in p = Is — to — tply= 2.88 In p' = min(p, T) = 2.67 in Load Combinations CBC 1605.3 Live Load 1.0L shear capacity per screw Leverarm 4 wood screws CBC (16-12) ASD NDS Table 11 M CBC (16-9) ASD CBC (16-12) ASD CBC (16-9) ASD yi = 6.0 in y2 = 5.0 in hi=49in h2=hi+y1=55.00in Rut = PL*s*h2/y1 = 2750.00 Ibs Row = w*s*h*0.55*h/y1 = 3929.76 Ibs LRPD Design of bolts in tension %" diameter A36 Threaded Rod Fnt 45 ksi (D = 0.75 BURKE STRUCTURAL Project Page ENGINEERS, PC 151 KALMUS DRIVE, BLDG. E-140 Mohr's Residence 10 Address Job No. = B S-SK COSTA MESA, CA 92626 657-gas-0460 501 Tustin Ave, Newport Beach, CA By Date 4 I =� www.BurkeSE.com 11/11/2021 TL = PL*1 ft*h/Is = 575.00 Ibs Col = getsectionvar(6, "CDi') = 1.25 Tn = CDI*n*W*p' = 2293.33 Ibs U=TL/Vn=0.52 "OK" Wind Load 0.6W CBC (16-12) ASD Tw = 0.6*w*1ft*h*0.55*h/Is = 589.46 Ibs Cow = getsectionvar(6, "CiDI ') = 1.60 Tn = Cow*n*W*p' = 2935.47 Ibs U=Tw/Tn=0.20 "OK" Combined Lateral and Withdrawal Capacity Load Combinations CBC 1605.3 Live Load 1.011 CBC (16-12) ASD Tw = sgrt(VL2+TL2) = 577.17 Ibs Combined load a = atan(TL/VL) = 85.03 degs Angle between wood surface and direction of applied load Z'a = CDI*(W*p')*Z/(CAI*W*p'*(cos(a))2+CDI*Z*(sin((X))2) = 455.03 Ibs NDS (11.4-1) Tn = n*Z'a = 1820.10 Ibs U = TuI / Tn = 0.32 "OK" Wind Load 0.6W CBC (16-12) ASD Tuw = sgrt(Vw2+Two) = 596.79 Ibs Combined load a = atan(TwNV ) = 81.02 degs Angle between wood surface and direction of applied load Z'a = CDI*(W*p')*Z/(CDI*W*p'*(cos(a))2+CDI*Z*(sin((X))2) = 447.04lbs NDS (11.4-1) Tn = n*Z'a = 1788.18 Ibs U = Tuw / Tn = 0.33 "OK" Wood beam connection to prevent rotation h=46.00in s = 6ft Connection spacing Distance between bolts Distance from finished surface to top bolt Distance from top of guardrail to top bolt Distance from top of guardrail to bottom bolt Live Load Tension top bolt Wind Load Tension top bolt Threaded rod tension stress Strength reduction factor AISC J3.6 F BURKE STRUCTURAL Project Page ENGINEERS, PC Mohr's Residence 11 151 KALMUS DRIVE, BLDG. E-140 Addfess JOb N0. BISE COSTA MESA, CA 92626 657-289-0460 501 Tustin Ave, Newport Beach, CA By Date www.BurkeSE.com SK 11/11/2021 d = 0.5 in Threaded rod diameter Ab = pi*d2/4 = 0.196 inz Threaded rod area Load Combinations CBC 1605.2 1.61- CBC (16-2) LRFD R. = 1.6*Rut = 4400.00 Ibs (DRn = th*Fnt*Ab = 6405.90 Ibs AISC (J3-1) U = Ru / (DRn = 0.69 "OK" 1.0W CBC (16-3) LRFD R. = 1.0*Ru]w = 3929.76 Ibs 4)Rn = (D*Fnt*Ab = 6405.90 Ibs AISC (J3-1) U = Ru / (DRn = 0.61 "OK" Plate Washer Bearing on Wood members 2 %"x 2 %"Plate Washer ASD bearing area design AP = 2.25 in * 2.25 in - pi*dz/4 = 4.87 in Plate washer area minus threaded rod hole Fcperp = getsectionvar(6, "Fcperp') = 625.0 psi Load Combinations CBC 1605.3 1.01- CBC (16-9) ASD P. = 1.0*Rut = 2750.00 Ibs Pn = A,*Fcperp = 3041.34 Ibs U=Pu/Pn=0.90 "OK" 0.6W CBC (16-12) ASD P. = 0.6*Rutw = 2357.86 Ibs Pn = Ap*Fnperp = 3041.34 Ibs U=Pu/Pn=0.78 "OK" Blocking connection to Joist 2x B/k'g w/ 12-10d n=12 Z = 118 Ibs per nail NDS Table 11 N Load centered between joist xD = (16-8.0)/16 = 0.50 load distribution CDI = getsectionvar(6, "CDi') = 1.25 Cow = getsectionvar(6, "Cow") = 1.60 Load Combinations CBC 1605.3 1.01- CBC (16-9) ASD Pu = 1.0`Rdt*xo = 1375.00 Ibs Pn = n*Z*CDI = 1770.00 Ibs U=Pu/Pn=0.78 "OK" 0.6W CBC (16-12) ASD