19148 Structural Calculations - Granicus

Summit Engineering, Inc 463 Aviation Boulevard, Suite 200 Santa Rosa, CA 95403 707 527-0775 www.summit-sr.com

STRUCTURAL CALCULATIONS

LYNCH CREEK TRAIL ART

FRAME & FOUNDATION DESIGN

LYNCH CREEK TRAIL

PETALUMA, CA 94952

Project No.: 2019148

Issued: September 24, 2020

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TABLE OF CONTENTS

INTRODUCTION.................................................................................................. 4

GLOBAL DESIGN CRITERIA .................................................................................... 4

Materials ..................................................................................................... 4 Soil & Foundation Conditions ...................................................................... 4 Gravity Loads ............................................................................................... 5

Dead Load ............................................................................................ 5 Lateral Loads ............................................................................................... 5

Wind Load on Other Structures ........................................................... 5 Seismic Load ......................................................................................... 6

STEEL FRAME DESIGN ......................................................................................... 8

Member Code Check ................................................................................. 12 Base Plate Check ....................................................................................... 13 Column to Base Plate Connection ............................................................. 14 Base Plate to Foundation .......................................................................... 14

Anchor Bolt Supplemental Reinforcement Check .............................. 15

FOUNDATION DESIGN ....................................................................................... 16

Spread footing Design ............................................................................... 16 Global Stability Check ................................................................................ 18



FRAME & FOUNDATION DESIGN PROJECT NO. 2019148 DATE 2020‐09‐24

BY KTM CHK ‐‐‐ SHT NO 4 OF 18

Summit Engineering, Inc 463 Aviation Blvd., Suite 200Santa Rosa, CA 95403t 707 527-0775 www.summit-sr.com

INTRODUCTION

The calculations herein address the design of a proposed archway for the Lynch Creek Trail in Petaluma, CA. The archway will consist of steel framing and spread footing foundation system.

GLOBAL DESIGN CRITERIA

Building Code : 2019 California Building Code

MATERIALS

Structural Steel : “HSS” Shapes – A500, Grade 46 for Rectangular Sections Plates and other members – A36 Concrete : 2500 psi @ 28 days (Foundations) Reinforcing Steel : ASTM A615 Grade 60 (Fy = 60 ksi), Grade 40 (Fy = 40 ksi) for ≤ #4 Bars

SOIL & FOUNDATION CONDITIONS

Geotechnical Investigation Prepared By : N/A – This calculation package uses the CBC minimum soil subgrade

design values in lieu of a geotechnical report.

Foundation System : Concrete pedestal on spread footing Allowable Soil Bearing Pressure (D+L) = 1500 psf Total Loads (Including Wind and Seismic) = 1500 psf Passive Pressure = 250 pcf Base Friction = 0.35 Sub‐Grade Modulus = 50 pci






GRAVITY LOADS

DEAD LOAD Center Arch Dead Load DLARCH Cladding = 20.0psf Arch Leg Dead Load DLCOL Cladding = 5.0psf

LATERAL LOADS

WIND LOAD ON OTHER STRUCTURES Analysis Method : ASCE7‐16 Ch. 29 Risk Category = I [ASCE7 Table 1.5‐1] Basic Wind Speed, V = 90 mph [ASCE7 Figure 26.5‐1A] Wind directionality factor, Kd = 0.85 [ASCE7 Table 26.6‐1] Exposure category = B Topographic factor, Kt = 1.00 [ASCE7 Table 26.8‐1] Ground elevation factor, Ke = 1.00 [ASCE7 Table 26.9‐1] Gust effect factor, G = 0.85 [ASCE7 26.11.1] Velocity pressure exposure coefficient, Kz = 0.70 [ASCE7 Table 26.10‐1] Velocity pressure, qz = 12.3 psf [ASCE7 Eq 26.10‐1] Force coefficient, Cf = 2.00 [ASCE7 Figure 29.4‐1] Design wind pressure, F = 21 psf [ASCE7 Eq 29.4‐1] Minimum wind pressure, Fmin = 16 psf [ASCE7 29.7] Wind Load ASD = 12.6 psf Wind Load LRFD = 21.0 psf






SEISMIC LOAD






Analysis Method : ASCE7‐16 Ch. 15 Risk Category = I [ASCE7 Table 1.5‐1] Site Class = D [CBC Table 1613.2.2] Seismic Design Category = D [ASCE7 Table 11.6‐1] Seismic Force‐Resisting System = Monument Structure R = 2 [ASCE7 Table 15.4‐2] Ωo = 2 [ASCE7 Table 15.4‐2] ρ = 1.0 [ASCE7 §12.3.4] Seismic Response Coefficient Cs = SDs/(R/I) [ASCE7 Eq 12.8‐2] (LRFD) Cs = 0.60 (ASD) Cs = 0.42






STEEL FRAME DESIGN

Frame Model Rending

Frame Member Designations

Description Section Material

4x4 HSS4x4x1/4 A500 GrB



L4x4 L4x4x1/2 A36

Plate 1"x21" SQ A36






Frame Boundary Conditions & Hinges

Frame Dead Loads






Frame Windx Loads

Frame Windz Loads






Frame Seismicx Loads

Frame Seismicz Loads






MEMBER CODE CHECK






BASE PLATE CHECK

Max plate Von Mises stress = 22.7 ksi LRFD Allowable plate stress = 0.9 x 36ksi = 32.4ksi LRFD Max plate utilization = 0.70 <1.00 OK






COLUMN TO BASE PLATE CONNECTION

Applied Ω moment = 105 k‐in Applied Ω shear = 1 k Weld size, s = 5/16” Weld area, Aw = 3.7 in^2 Weld section mod, Sw = 4.98 in^3 Applied weld bending stress = 21.1 ksi Applied weld shear stress = 0.6 ksi Weld strength = 31.5 ksi (FE70XX Filler, LRFD) Weld utilization = 0.69 < 1.00 OK Other steel connection are minimally loaded – OK by observation

BASE PLATE TO FOUNDATION






Anchor Ω tension, Tu = 21.1 k Anchor Ω shear, Vu = 2.8 k Anchor bolt diameter, da = 1” Anchor bolt ultimate strength, fu = 58 ksi Nominal anchor bolt area, Ab = 0.79 in^2 Anchor bolt tensile capacity, Tn = 25.8 k Anchor bolt shear capacity, Vn = 13.7 k Anchor bolt tensile utilization = 0.82 <1.00 OK Anchor bolt shear utilization = 0.20< 1.00 OK – Combined shear/tension check not required

ANCHOR BOLT SUPPLEMENTAL REINFORCEMENT CHECK Anchor Ω tension, Tu = 21.1 k Rebar yield strength = 40 ksi LRFD resistance factor, φ = 0.9 Required rebar area, Areq = 0.59 in^2 #5 bar area, Ab = 0.31 in^2 Total area of supplemental reinf @ ea anchor = 0.62 in^2 Supplemental reinf development length = 9” for standard #5 hook Supplemental reinf utilization = 0.94 <1.00 OK






FOUNDATION DESIGN

SPREAD FOOTING DESIGN

Check : 6’ wide x 24” deep x 16’ long Governing loads @ center of anchors : Dead Load (frame + pedestal weight) = 4.85k/2 + 150pcfx2ftx2.08ftx2.08ft = 3.72k Controling moment (seismic Z) = 186 in‐k + 36”(1.37k) = 235 in‐k = 19.6 ft‐k

Note : The grade beam size & reinforcing is governed by the allowable bearing pressure and min temperature steel.






The governing moment about the x‐axis is equal at both ends of the frame. The following calculations checks one end of the grade beam (6’ wide x 24” deep x 8’ long). Governing loads @ center of anchors : Total resisting dead load = 3.72 kips see previous page Controlling Moment Demand (seismic) = 19.6 k‐ft see previous page

Use : 6’ wide x 24” deep x 16’ long grade beam w/ (6) #5 bars T&B and #3 stirrups at 12” oc. See detail above.






GLOBAL STABILITY CHECK

Demands :

Wind shear force, VW = 1.50 k per RISA output

Seismic shear force, VE = 2.80 k per RISA output

Total height, h = 21.75 ftWind overturning moment, Mw = 1.5k x 21.75ft x 0.667 = 21.8kft

Seismic overturning moment, Me = 2.8k x 21.75ft x 0.667 = 40.6kft

Resisting Weight :Self‐weight of frame = 4.85 k per RISA output

Footing depth, h = 2.00 ftFooting width, b = 6.00 ftFooting length, l = 16.00 ft

Volume of footing, Vftg = 2ft x 6ft x 16ft = 192ft3

Pedestal depth, hp = 2.00 ft

Pedestal width, bp = 2.08 ft

Pedestal length, lp = 2.08 ft

Volume of pedestals, Vped = 2 pedestals x 2ft x 2.08ft x 2.08ft = 17.3ft3

Total weight of footing = 150pcf x (192ft3 + 17.3ft3) = 31.4k

Total resisting weight = 4.85k + 31.4k = 36.3k

Long Direction Check :

Resising moment, Mr = 36.3k x 16ft/2 = 290.4kft

Total wind moment = 0.6Mr ‐ 0.6Mw= 161.2 k‐ft

Total seismic moment = 0.6Mr ‐ 0.7Me= 145.8 k‐ft

Short Direction Check :

Resising moment, Mr = 36.3k x 6ft/2 = 108.9kft

Total wind moment = 0.6Mr ‐ 0.6Mw= 52.3 k‐ft

Total seismic moment = 0.6Mr ‐ 0.7Me= 36.9 k‐ft

No net overturning moment → Footing is globally stable

19148 Structural Calculations - Granicus

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