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REVIEWED RESUB 2-BLD2023-0446+Structural Calculations+6.5.2023_9.18.43_AM+3586762LOUIS J. CORTINA, P.E. REVIEWED CITY OF EDMONDS JOB INFORMATION Comm. No.: Project: City: State: Building Code: Loads Based On: Designer: Date: Doing Business As: 230537.053 Arby's (244th St SW) Edmonds WA 2018 IBC ASCE 7-16 DSA 5/26/2023 uC STRUCTURAL CALCULATIONS FOR: Arby's (244th St SW) Edmonds, WA CALCULATION PACKET Comm No.: 230537.053 Project: Arby's (244th St SW) Location: Edmonds, WA Code: 2018 IBC / ASCE 7-16 Designer: DSA Date: 5/26/2023 RESUB Jun 05 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0446 STRUCTURAL x 9228 e LOUIS J. CORTINA, PE LIC. NO. 39228 SCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: 8425 244th St SW Edmonds, Washington 98026 ASCE 7 Hazards Report Standard: ASCE/SEl7-16 Latitude: 47.778034 Risk Category: II Longitude:-122.347194 Soil Class: D - Default (see Elevation: 428.92247168483624 ft Section 11.4.3) (NAVD 88) a 1]L11 i � t 5';i 23LU, St 5W i.J i oa V— �� 1351h Sc5V; 2313Lh SL S'A' a as � G 2 J01h S1 FW 2-00111 SL SA! 79 m' 'Od { = j I.;0,,ih Si :.VI1 41 Rt5 b5W N 2u4;11 �- z v R 203rd Si auro 4 N 202 rd S1 Ir r= Vilk,. VNI age c 's N 71J1s[ St p Aulore vliL.pe a Tc,ns- - FI 20011, Sl C. n1Y! N K01h St Rib. La $' N 1900+S!� t N'Ir°ith yt r — ECIo E N 19&Lh St �� kr• N 1991h St n :r ti 2 = Hil*..d Ord rr, c m N 1951h 5[ 6 N 195[h St Wind Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce7hazardtool.onIine/ -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: WIND LOAD GOVERNS DESIGN Ss : 1.277 So, : N/A S, 0.447 TL 6 Fa 1.2 PGA: 0.542 FV N/A PGA M : 0.65 SMs : 1.532 FPGA 1.2 SM, N/A le 1 SIDS : 1.021 Cv 1.355 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Date Source: USGS Seismic Desion Maps https://asce7hazardtool.onIine/ -ASCE® AMERICAN SOCIUY OF CIVIL ENGINEERS Snow Results: z Ground Snow Load, pg : 20 Ib/ft Mapped Elevation: 428.9 ft Data Source: Statutory requirements of the Authority Having Jurisdiction are not included. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site -specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported `elevation' and 'mapped elevation' differ significantly from each other. 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 -party 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/ Louis J. Cortina, P.E. 299 N. Weisgarber Road Knoxville, TN 37919 (865)584-0999 Snow Loads: ASCE 7- 16 Roof slope = 1.2 deg Horiz. eave to ridge dist (W) = 20.0 ft Roof length parallel to ridge (L) = 75.0 ft Type of Roof Hip and gable w/ trussed systems Ground Snow Load Pg = 20.0 psf Risk Category = II Importance Factor 1 = 1.0 Thermal Factor Ct = 1.20 Exposure Factor Ce = 1.0 Pf = 0.7*Ce*Ct*I*Pg = 16.8 psf Unobstructed Slippery Surface no Sloped -roof Factor Cs = Balanced Snow Load = 16.8 psf JOB TITLE Arby's Edmonds, WA JOB No. 230537.053 SHEET NO. CALCULATED BY DSA DATE 5/26/23 CHECKED BY LJC DATE 5/26/23 Nominal Snow Forces Louis I Cortina, P.E. 299 N. Weisgarber Road Knoxville, TN 37919 (865)584-0999 Wind Loads - Open Buildings: 0.25 <_ h/L <_ 1.0 JOB TITLE Arby's Edmonds, WA JOB No. 230537.053 SHEET NO. CALCULATED BY DSA DATE 5/26/23 CHECKED BY LJC DATE 5/26/23 ee Roofs G = 0.85 Wind Flow = Clear Roof Angle = 1.2 deg Main Wind Force Resisting System Kz = Kh (case 2) = 0.90 Base pressure (qh) _ Roof pressures - Wind Normal to Ridqe Wind Load Wind Direction Y = 0 & 180 deg Flow Case Cnw Cnl Cn =---- ----- 1.20----- ----0-30---- Clear Wind p = 14.5 psf 3.6 psf B Cn = ____1 10 _0 10 Flow p = -13.3 psf -1.2 psf Nominal Wind Pressures NOTE: The code requires the MWFRS be designed for a minimum pressure of 10 psf. 14.2 psf Procedure not allowed h/L is greater than 1.0 NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridae. Y = 90 dea Wind Load Horizontal Distance from Windward Edge Flow Case <_h >h<_2h >2h A----Cn----- 80 ------ - -- ---- ----- - 60---- ----- �=30----- Clear Wind p = 9.7 psf -7.3 psf -3.6 psf Cn = __ 0.80____ ___ 0.50------ ----- 0.30----- Flow p = 9.7 psf 6.1 psf 3.6 psf Fascia Panels -Horizontal pressures qp = 14.2 psf Components & Cladding - roof pressures Kz = Kh (case 1) = 0.90 Base pressure (qh) = 14.2 psf G = 0.85 Windward fascia Leeward fascia a = 3.0 ft Procedure not allowed h/L is greater than 1.0 h = 20.0 ft 2h = 40.0 ft 21.4 psf (GCpn = +1.5) -14.2 psf (GCpn = -1.0) a = 9.0 sf 4a2 = 36.0 sf Clear Wind Flow Effective Wind Area zone 3 zone 2 zone 1 positive negative positive negative positive negative <_ 9 sf 2.53 -3.44 1.90 -1.76 1.26 -1.15 CN ------------------------------ >9, <_ 36 sf ---------------- 1.90 ---------------- 1.76 ---------------- 1.90 ---------------- -1.76 --------------- 1.26 --------------- -1.15 ------------------------------ > 36 sf ---------------- 1.26 ---------------- -1.15 ---------------- 1.26 ---------------- -1.15 --------------- 1.26 --------------- -1.15 Wind pressure- <_ 9 sf ------------- >9, <_ 36 sf 30.6 psf _ 23.0 sf ___41.7 psf - _21.4 psf ------------- 13.9 psf - 23.0 psf 23.0 psf ---------------- 15.3 psf _ 21.4 psf 21.4 psf ---------------- -13.9 psf 15.3 psf 15.3 psf --------------- 15.3 psf _13 9 psf - 13.9 psf --------------- I -13.9 psf > 36 sf 15.3 psf Louis I Cortina, P.E. 299 N. Weisgarber Road Knoxville, TN 37919 (865)584-0999 Wind Loads - Open Buildings: 0.25 <_ h/L <_ 1.0 JOB TITLE Arby's Edmonds, WA JOB No. 230537.053 SHEET NO. CALCULATED BY DSA DATE 5/26/23 CHECKED BY LJC DATE 5/26/23 ee Roofs G = 0.85 Wind Flow = Obstructed Roof Angle = 1.2 deg Main Wind Force Resisting System Kz = Kh (case 2) = 0.90 Base pressure (qh) _ Roof pressures - Wind Normal to Ridqe Wind Load Wind Direction Y = 0 & 180 deg Flow Case Cnw Cnl A Cn =---- -- - -------=50---- -----1 20---- Obstructed p = 6.1 psf -14.5 psf B Cn = ___-1 10 -0 60 Wind Flow p = -1 3.3 psf -7.3 psf Nominal Wind Pressures NOTE: The code requires the MWFRS be designed for a minimum pressure of 10 psf. 14.2 psf Procedure not allowed h/L is greater than 1.0 NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridae. Y = 90 dea Wind Load Horizontal Distance from Windward Edge Flow Case <_h >h<_2h >2h A ----Cn ----- ------120 ---- ----- -0.90 ---- -----=6D----- Obstructed p = 14.5 psf -10.9- psf 7.3 psf Cn = __ 0.50------ ___ 0.50 ___ ----- 0.30----- Wind Flow p = 6.1 psf 6.1 psf 3.6 psf Fascia Panels -Horizontal pressures qp = 14.2 psf Components & Cladding - roof pressures Kz = Kh (case 1) = 0.90 Base pressure (qh) = 14.2 psf G = 0.85 Windward fascia Leeward fascia a = 3.0 ft Procedure not allowed h/L is greater than 1.0 h = 20.0 ft 2h = 40.0 ft 21.4 psf (GCpn = +1.5) -14.2 psf (GCpn = -1.0) a = 9.0 sf 4a2 = 36.0 sf Obstructed Wind Flow Effective Wind Area zone 3 zone 2 zone 1 positive negative positive negative positive negative <_ 9 sf 1.10 -3.84 0.86 -1.93 0.55 -1.28 CN --------- --_<----3----6-------f----------------- ---------------------93----- -----0------------- ------ --- ----------0--.-5-5-- -------- ------- -----------1-.-2--8 ->-------, > 36 sf -------------------------------- 0.55 -1.28 ---------- - 0.55 -1-9--3------------ -1.28 0.55 - - -1.28 <_ 9 sf 13.3 psf psf 10 5 psf -23.3 psf 6 6 psf _15 5 psf Wind ---------------- -- >9_<_ 36 sf __-46.5 10.5 psf -23.3 sf 10.5 psf -- 23.3 psf 6.6 psf - - -15.5 psf pressure- - - - > 36 sf 6.6 psf -1 5.5 psf ---------------- 6.6 psf ---------------- -1 5.5 psf --------------- 6.6 psf --------------- 1 -1 5.5 psf 1 he C:&U pressure shall not be less than 1 U pst acting in either direction normal to the surtace. Loads: BLC 1, DEAD Louis J. Cortina, P.E. SK-2 DSA 24" x 98" x 48" CANOPY 230537.053 DEAD LOAD 230537-053-9ft.r3d Loads: BLC 2, SNOW Louis J. Cortina, P.E. DSA 230537.053 SK-3 24" x 98" x 48" CANOPY SNOW LOAD 1230537-053-9ft.r3d Loads: BLC 3, POS WIND Louis J. Cortina, P.E. DSA 230537.053 SK-4 POSITIVE WIND LOAD 1230537-053-9ft.r3d Loads: BLC 4, WIND UPLIFT Louis J. Cortina, P.E. DSA 230537.053 SK-5 UPLIFT WIND LOAD 1230537-053-9ft.r3d Company Louis J. Cortina, P.E. IIRISA Designer Job Number 230 230537.053 A NEMETSCHEK COMPANY Model Name 24" x 98" x 48" CANOPY Checked By: Aluminum Section Sets Label Shape Type Desi n List Material Design R... A rin2l Iyy [in4l Izz [in4l J in4 1 FRAME RT1.5X1.5X0.095j Beam I Rectangular Tubes 6061-T6 W I Typical 1 .534 .176 .176 1 .263 Basic Load Cases RI (t r)ccrrinfinn r'.f-n- X V (-Ahi 7 (-Ahi Ininf Pnin# nicfrihn#crl A-IKA= Ciirfnrc/PIn 1 DEAD DL -1 1 2 SNOW SL 1 3 POS WIND WL 1 4 WIND UPLIFT OL1 1 5 BLC 1 Transient Area.. None 68 6 BLC 2 Transient Area.. None 68 7 BLC 3 Transient Area.. None 68 8 BLC 4 Transient Area.. None 68 Load Combinations +75SI + Joint Reactions I (I Ininf I nhcl X rlhl V rlhl 7 rlhl RAY rlh_ffl KAV flh_f#1 KA7 rlh_ft1 1 1 N1 -1.2 82.033 -257.551 0 0 0 2 1 N5 .295 3.547 -13.339 0 0 0 3 1 N9 -2.387 6.096 -13.328 0 0 0 4 1 N13 2.508 6.018 -13.687 0 0 0 5 1 N17 -.294 3.699 -13.587 0 0 0 6 1 N21 1.204 82.139 -257.983 0 0 0 7 1 N25 -.017 154.737 -164.198 0 -.245 .263 8 1 N30 .018 156.096 -165.657 0 .256 -.275 9 1 N3 13.963 82.168 258.652 0 0 0 10 1 N7 -.165 4.588 94.619 0 0 0 11 1 N 11 2.484 66.836 95.207 0 0 0 12 1 N 15 -2.606 70.123 96.271 0 0 0 13 1 N 19 .164 3.359 95.614 0 0 0 14 1 N23 -13.967 82.228 259.092 0 0 0 15 1 N35 1.466 7.5 -25.427 0 0 0 16 1 N37 -1.468 44.845 141.675 0 0 0 17 1 N39 -1.48 7.438 -25.366 0 0 0 18 1 N41 1.482 46.105 141.647 0 0 0 19 1 N43 0 218.377 -232.654 0 .008 -.009 20 1 Totals: 0 1127.93 0 21 1 COG (in): X: 61.611 Y:-18.631 Z: 23.519 22 2 N 1 .476 -8.388 37.391 0 0 0 23 2 N5 -.105 .348 4.708 0 0 0 24 2 N9 1.025 1.083 5.198 0 0 0 25 2 N13 -1.086 1.123 5.38 0 0 0 26 2 N 17 .104 .271 4.834 0 0 0 27 2 N21 -.478 -8.441 37.609 0 0 0 28 2 N25 -.003 -66.504 72.867 0 .112 -.12 29 2 N30 .004 -67.191 73.606 0 -.117 .126 30 2 N3 -2.122 -13.159 -37.741 0 0 0 31 2 N7 .063 -1.542 -41.029 0 0 0 Company Louis J. Cortina, P.E. IIRISA Designer Job Number 230 230537.053 A NEMETSCHEK COMPANY Model Name 24" x 98" x 48" CANOPY Joint Reactions (Continued) Checked By: LC Joint Label X rlbl Y rlbl Z rlbl MX rlb-ftl MY rlb-ftl MZ rlb-ftl 32 2 N11 -1.061 -30.984 -41.426 0 0 0 33 2 N 15 1.123 -32.649 -41.965 0 0 0 34 2 N 19 -.062 -.92 -41.532 0 0 0 35 2 N23 2.124 -13.189 -37.962 0 0 0 36 2 N35 -.632 0 9.802 0 0 0 37 2 N37 .632 -21.164 -61.077 0 0 0 38 2 N39 .639 .031 9.771 0 0 0 39 2 N41 -.64 -21.798 -61.062 0 0 0 40 2 N43 0 -94.172 102.628 0 -.004 .004 41 2 Totals: 0 -377.243 0 42 2 COG (in): X: 61.668 Y:-21.933 Z: 22.738 Loads: BLC 1, DEAD Louis J. Cortina, P.E. DSA 230537.053 SK-2 24" x 72" x 48" CANOPY DEAD LOAD 1230537-053-6ft.r3d Loads: BLC 2, SNOW Louis J. Cortina, P.E. DSA 230537.053 SK-3 24" x 72" x 48" CANOPY SNOW LOAD 1230537-053-6ft.r3d Loads: BLC 3, POS WIND Louis J. Cortina, P.E. DSA 230537.053 SK-4 24" x 72" x 48" CANOPY POSITIVE WIND LOAD 1230537-053-6ft.r3d Loads: BLC 4, WIND UPLIFT Louis J. Cortina, P.E. DSA 230537.053 SK-5 24" x 72" x 48" CANOPY UPLIFT WIND LOAD 1230537-053-6ft.r3d Company Louis J. Cortina, P.E. IIRISA Designer Job Number 230 230537.053 A NEMETSCHEK COMPANY Model Name 24" x 72" x 48" CANOPY Checked By: Aluminum Section Sets Label Shape Type Desi n List Material Design R... A rin2l Iyy [in4l Izz [in4l J in4 1 FRAME RT1.5X1.5X0.095j Beam I Rectangular Tubes 6061-T6 W I Typical 1 .534 .176 .176 1 .263 Basic Load Cases RI (t r)ccrrinfinn r'.f-n- X V (-Ahi 7 (-Ahi Ininf Pnin# nicfrihn#crl A-IKA= Ciirfnrc/PIn 1 DEAD DL -1 1 2 SNOW SL 1 3 POS WIND WL 1 4 WIND UPLIFT OL1 1 5 BLC 1 Transient Area.. None 56 6 BLC 2 Transient Area.. None 56 7 BLC 3 Transient Area.. None 56 8 BLC 4 Transient Area.. None 56 Load Combinations +75SI + Joint Reactions I (I Ininf I nhcl X rlhl V rlhl 7 rlhl RAY rlh_ffl KAV flh_f#1 KA7 rlh_ft1 1 1 N1 -1.144 68.538 -219.018 0 0 0 2 1 N5 .403 4.108 -11.135 0 0 0 3 1 N9 -2.129 4.487 -10.855 0 0 0 4 1 N13 2.298 4.358 -10.842 0 0 0 5 1 N17 -.423 4.253 -11.129 0 0 0 6 1 N21 1.148 68.495 -218.866 0 0 0 7 1 N25 -.012 144.393 -153.07 0 -.178 .192 8 1 N30 .012 143.615 -152.234 0 .178 -.192 9 1 N3 11.73 76.172 219.926 0 0 0 10 1 N7 -.317 8.558 86.721 0 0 0 11 1 N 11 2.19 63.281 87.43 0 0 0 12 1 N 15 -2.359 67.679 86.997 0 0 0 13 1 N 19 .337 6.752 86.305 0 0 0 14 1 N23 -11.733 76.18 219.77 0 0 0 15 1 Totals: 0 740.868 0 16 1 COG (in): X: 35.267 Y:-18.496 Z: 23.317 17 2 N 1 .448 -8.978 39.4 0 0 0 18 2 N5 -.155 .263 3.961 0 0 0 19 2 N9 .934 1.518 4.23 0 0 0 20 2 N13 -1.019 1.583 4.223 0 0 0 21 2 N 17 .165 .19 3.957 0 0 0 22 2 N21 -.45 -8.957 39.323 0 0 0 23 2 N25 -.002 -62.029 68.053 0 .082 -.089 24 2 N30 .002 -61.636 67.63 0 -.083 .089 25 2 N3 -1.706 -16.306 -39.714 0 0 0 26 2 N7 .126 -3.197 -37.755 0 0 0 27 2 N 11 -.957 -29.414 -38.175 0 0 0 28 2 N 15 1.043 -31.64 -37.956 0 0 0 29 2 N 19 -.136 -2.284 -37.544 0 0 0 30 2 N23 1.708 -16.309 -39.635 0 0 0 31 2 Totals: 0 -237.196 0 Company Louis J. Cortina, P.E. IJob IIRISA Designer Number 2DSA 30537.053 „,,,.,,' Model Name 24" x2"x 48" CANOPY Checked By: Joint Reactions (Continued) LC Joint Label X rlbl Y rlbl Z rlbI MX[lb-ft MY rlb-ftl MZ Ib-ft 32 2 COG (in): X: 35.277 1 Y: -22.28 Z: 22.422 Company Louis J. Cortina, P.E. Designer IIRISA Job Number 230 230537.053 A NEMETSCHEK COMPANY Model Name CANOPY G Checked By: DSA Hot Rolled Steel Section Sets Label Shape Type Design List Material Design ... A rin2l Iyy [in41 Izz in4 J in4 1 COLUMN i HSS6X6X4 Beam I S uareTube IA50OGr.B Rectl Typical 1 5.24 28.6 1 28.6 45.6 Basic Load Cases RI (t IF) ccrrinfinn r'.f—n— X V (—Ahi 7 (—Ahi Ininf Pnin# nic#rihii#crl A—IKA= Ciirfnrc/PIn 1 DEAD DL -1 2 2 SNOW SL 1 3 POS WIND WL 1 4 WIND UPLIFT OL1 1 5 REAR WIND OL2 1 2 6 SIDE WIND OL3 3 Load Combinations ©D ®�-��©®©®©®------------ Joint Reactions I (I Ininf I nhcl X rlhl V rlhl 7 rlhl RAY rlh_ffl KAV lih_f#1 KA7 rlh-frl 1 1 N 1 -.002 1048.575 0 0 0 1554.334 2 1 Totals: -.002 1048.575 0 3 1 COG (in): X: 17.513 Y: 104.937 Z: 0 4 2 N 1 -280.496 1292.742 0 0 0 3553.298 5 2 Totals: -280.496 1292.742 0 6 2 COG (in): X: 18.372 Y: 107.215 Z: 0 7 3 N 1 -373.993 998.231 0 0 0 3499.843 8 3 Totals: -373.993 998.231 0 9 3 COG (in): X: 17.284 Y: 104.328 Z: 0 10 4 N1 0 -229.384 365.118 1879.909 -135.737 -657.058 11 4 Totals: 0 -229.384 365.118 12 4 COG (in): X: 34.541 Y: 150.087 Z: 0 FOUNDATION DESIGN Footing Loads Axial, Pa 1.3 k Moment, Ma 4.2 k-ft Shear, Va 0.5 k Base Column to Footing Connection Type Base Plate Footing and Soils Data Concrete Strength, f c 2500 psi Materials Class 5 Sign or Flagpole Yes Allowable Vertical Bearing Pressure 1500 psf Allowable Lateral Bearing Pressure 200 psf/ft Caisson Footing Constrained Base No Diameter, b 2.00 ft Vertical Reinforcing Bar Size #5 Top Depth to Ignore for Poor Soil Conditions 0.25 ft Depth Calculation Status OK Effective Height, h 8.0 S1 0.33 S3 1.00 A 1.83 ft Assumed Depth (not including ignored top depth) 5.02 ft Required Depth (not including ignored top depth) d 5.02 ft Concrete Strength, f'c 2500 psi Minimum Diameter for Structural Plain Concrete Use 1.51 ft Required Reinforcing Type T&S Only Minimum Reinforcing Ratio 0.18% Minimum Reinforcing, Amin 0.81 sq in Required Flexural Reinforcing Ratio 0.00% Required Flexural Reinforcing, A, 0.00 sq in Controlling Reinforcing, As_feQ d 0.81 sq in (6) #4 Bars 1.20 sq in (4) #5 Bars 1.24 sq in (4) #6 Bars 1.76 sq in (4) #7 Bars 2.40 sq in (4) #8 Bars 3.16 sq in Caisson Footing Design Summary IBC Table 1804.2 - Allowable Foundation and Lateral Pressure Allowable Bearing Pressures Class of Materials Vertical Lateral psf psf/ft 1 Crystalline bedrock 12000 1200 2 Sedimentary and foliated rock 4000 400 3 Sandy gravel and/or gravel (GW and GP) 3000 200 4 Sand, silty sand, clayey sand, silty gravel and clayey gravel (SW, SP, SM, SC, GM and GC) 2000 150 5 Clay, sandy clay, silty clay, clayey silt, silt and sandy silt (CL, ML, MH and CH) 1500 100 Geotech Geotechnical study is applicable -- Note: If structure is a sign or flagpole, the lateral bearing pressure value from above has been doubled at left per IBC 1804.3.1 (only for Class of Materials 1-5) Note: If pole is directly embedded into caisson footing, the steel pole is deemed to provide footing reinforcement for flexural loads applied to the footing. If anchor bolts are used and the "Diameter, b" exceeds "Minimum Diameter for Structural Plain Concrete Use" value, AC1318 does not require reinforcement in footing since an unreinforced section is sufficient to resist the flexural loads applied to the footing. However, office standard practice is to provide at minimum 0.18% in a caisson footing due to the presence of anchor bolts, primarily due to the need to develop the anchor bolt tensile forces with the longitudinal reinforcing. Footing Diameter, b 2.00 ft Footing Depth, D 5.50 ft Estimated Volume 0.6 yd3 Stirrup Size & Spacing Selected Bar Size #5 #3 Required Quantity 4 12.0 in RECTANGULAR BASE PLATE DESIGN Input Parameters Column Size HSS6X6X1/4 Column Type HSS Rect Axis Strong Depth or Diameter, d 6.0 in Width, bf 6.0 in Plate Length, N 13.0 in Plate Width, B 13.0 in Plate Thickness, t 0.75 in Edge Distance, Nedp 1.50 in Edge Distance, Bed., 1.50 in Bolt Configuration Flange # per Flange Side 2 Diameter, db 1.00 in Bolt Material F1554 Grade 36 Embedment Depth in Caisson / Vert. Slab 28 in Embedment Depth in Spread Footing 24 in Grout Bed Yes Fillet Weld Size at Column Base 0.19 in Gussets (If yes, reduce req'd plate thickness by 20%) No Second Fillet Weld at Inside of Column No Weld Group Section Modulus With Gussets d �p �gP i • n In j DKWind DK DK DK rn d" m ra DK Base Plate Dimensions Diagram DK N/A DK Custom Bolt Configuration Entry Coordinates from Column Center Bolt Number X Y 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Bolt Configuration Layout Column Loads Axial, Pa 1.3 k Moment, Ma 4.2 k-ft Shear, V. 0.5 k Base Plate Dimensions Plate Area, Al 169.0 sq in Effective Plate Length, m 3.7 in Effective Plate Width, n 4.1 in Effective Column Depth, d' 5.7 in Effective Column Width, b' 4.8 in C.G. of Bolt Group from Centerline, A' 5.0 in C.G. of Bolt Group from Plate Edge, N' 11.5 in Footing Information Concrete Strength, P, 2500 psi Caisson Footing Bearing Surface Area 3.1 sf Vertical Slab Footing Bearing Surface Area 999999.0 sf Spread Footing Bearing Surface Area 999999.0 sf Foundation Area, A2 3.1 sf Base Plate Forces Per Triangular Pressure Distribution Eccentricity, a 38.8 in Kern Eccentricity, ekern 2.2 in Bearing Safety Factor, Obearing 2.5 Bearing Stress at Edge, fp 1.391 ksi Bearing Stress at Column, fpl 0.000 ksi Bearing Resultant, P 104.0 k Bearing Length, A 0.6 in Total Tension on Bolt Group, Ttotai 3.7 k Required Base Plate Thickness Base Plate Yield Stress, Fy 36.0 ksi Bearing Moment, Ma-pl-bearing 1.3 k-in/in Tension Moment, Ma -pi -tension 0.9 k-in/in Controlling Moment, Ma-pl-max 1.3 k-in/in Required Plate Thickness, tpl-regd 0.50 in Force Distribution Diagram Anchor Bolt Design # of Bolts in Tension 2 # of Bolts in Shear 4 Distance Between Plate and Footing 1.5 in Tension, T. 1.9 k Shear, V. 0.1 k Moment, Ma 0.2 k-in Area, Ab 0.79 sq in Section Modulus, Sb 0.10 in3 Yield Stress, Fy 36.0 ksi Ultimate Stress, F. 58.0 ksi Nominal Shear Stress, Fnv 23.2 ksi Nominal Tensile Stress, Fnt 43.5 ksi Nominal Effective Tensile Stress, F' t 43.5 ksi Shear / Tension Safety Factor, Ov/t 2 Allowable Shear Stress, Fv 11.6 ksi Allowable Tensile Stress, Ft 21.8 ksi Nominal Bending Sress, F b 57.6 ksi Bending Safety Factor, Ob 1.67 Allowable Bending Stress, Fb 34.5 ksi Actual Shear Stress, fv 0.2 ksi Actual Tensile Stress, ft 2.4 ksi Actual Bending Stress, fb 0.0 ksi Combined Stress Ratio 11% Anchor Bolt Embedment Into Caisson Caisson Caisson Diameter, d 2.0 ft Caisson Vertical Bar Size #5 Caisson Vertical Bar Quantity 4 Vertical Slab Thickness, t -- Vertical Slab Width, b Vertical Slab Vertical Bar Size Vertical Slab Vertical Bar Spacing -- Footing Reinforcing in Tensile Face, As-prov 0.61 sq in Clear Cover to Reinforcing 3.0 in Reinforcing to Bolt Gage Tension Face, g 3.7 in Reinforcing to Bolt Gage Compression Face, g' 14.0 in Total Tension on Bolt Group, Ttotai 3.7 k Reinforcing Req'd to Develop Tension, As-req'd 0.11 sq in Excess Reinforcing Ratio, As-req'd/As-prov 18% Excess Reinforcement Reduction (25% min) 25% Development Length, Ld 30 in Reduced Development Length, L'd 12 in Minimum Required Embedment Depth, E 20 in OK Straight Reinforcing Development Diagram Column Base Weld to Base Plate Fillet Weld Size 0.1875 Column Type HSS Rect Depth or Diameter, d 6.0 in Width, b 6.0 in Allowable Weld Stress, F,/f2 14.8 ksi Section Modulus of Weld w/out Gussets 48.00 in2 Weld Stress Without Gussets, fW 5.9 ksi Custom Section Modulus With Gussets 0.00 in2 Weld Stress With Gussets, fw-gussets 0.0 ksi OK OK