B08_Attach_5_PGLSR_Structural_Calculations.pdf

STRUCTURAL CALCULATIONS

PUNTA GORDA LIGHT STATION REHABILITATION

PETROLIA, CA

FINAL CONSTRUCTION DOCUMENTS

King Range Conservation Area Petrolia, California

Prepared for:

Short Elliott Hendrickson

March 26, 2021

Punta Gorda Light Station Rehabilitation March 26, 2021 Petrolia, California KPFF #2000199

TABLE OF CONTENTS

Section Page

General Information Intent of Calculations i.

Description of Project ii.

Loads and Design Information iii.

Lighthouse Building Lighthouse Seismic Evaluation A1 Lantern Seismic Anchorage B1

Oil House Building Oil House Seismic Evaluation C1 New Roof Design D1 New Retaining Wall Design E1 Global Sliding Check(1) F1 Underpinning Demands(1) G1

Miscellaneous Concrete Compressive Strength Calculation H1 MWFRS Comparison I1

Appendix Concrete Compression Test Results AA1

(1) Section not previously included in submittal dated February 26, 2021.

03/26/21

i. Intent of Calculations

#2000199 i.

INTENT OF CALCULATIONS

These calculations have been prepared as a tool to aid our engineers in making engineering decisions to design various aspects of this building. The calculations are a tool to assist the engineer in determining what information to show on the drawings. Frequently, these calculations may establish a minimum amount of material required by code equations and the drawings; for detailing and coordination reasons, the drawings may show more material used. The full intent of our building design is shown on the final signed and stamped construction drawings submitted to the Government for review and approval. Except for some circumstances of capacity based design elements, discrepancies may exist between these calculations and the approved construction drawings. It is KPFF’s intent and expectation that any review of our design is solely based on the content of the approved construction drawings.

ii. Description of Project

#2000199 ii.

DESCRIPTION OF PROJECT

KPFF Consulting Engineers, Inc. (KPFF) performed a structural condition assessment and seismic evaluation of the existing Punta Gorda Lighthouse and Oil House building structures located in Petrolia, CA. The site is located approximately 3 miles south of the Mattole campground in the King Range National Conservation Area. The condition assessment was based on observations during a site visit conducted on January 13, 2021 as well as the testing and inspection program conducted by SHN Consulting Engineers and Geologists. For the seismic evaluation, each structure was assessed using the recommendations contained in the California Existing Building Code (CEBC) and California Historic Building Code (CHBC).

The concrete portion of the Lighthouse Building generally appeared to be in fair condition. The concrete walls and roof slab had limited amounts of cracking and spalling, and have held up much better than the Oil House. The cast iron spiral stair and lantern structure have suffered moderate to significant damage from the harsh marine environment and will require varying degrees of treatment or replacement. Repair recommendations include treating and patching spalled areas with a structural repair mortar and injecting cracks with grout or epoxy.

The Oil House building was in very poor condition, with extensive damage observed to the underside of the roof slab, as well as the interior and exterior surfaces of the east and west walls. The majority of the damage was concrete spalling caused by rebar corrosion. In many areas, the exposed rebar is delaminating and heavily deteriorated. The retaining wall at the northwest corner of the building has failed and has pulled away from the main building. The oil storage tanks, both inside and outside the Oil Tank Room, are severely corroded and will require complete restoration. Repair recommendations include reconstruction of the north retaining wall and large sections of the west wall. It is recommended the entire roof should be removed and replaced.

The seismic evaluation indicated that the superstructure for both the Lighthouse and Oil House buildings is adequate and does not require seismic strengthening. Evaluation of the Lighthouse foundations is beyond the scope of these calculations. The Oil House foundations are to be strengthened with underpinning. Design of new anchorage for the lantern at the Lighthouse as well as new retaining walls and roof slab at the Oil House are also included in the following calculations.

iii Loads & Design Information

Consulting Engineers project: PUNTA GORDA LIGHT STATION by: MBS sheet no:

45 Fremont Street, 28th Floor location: PETROLIA, CA date: 02/26/21

San Francisco, California 94105 client: SHORT ELLIOT HENDRICKSON job no:

(415) 989-1004 FAX (415) 989-1552 2000199

Rev. No. 120.05

Design conforms to the Caliornia Building Code, 2019 Edition.

LIVE LOADS

Roofs (flat) 20 psf Roofs (sloped 4/12) 20 psf Ground Floor 40 psf Gallery (100 psf max) 1.5*LL of area served

WIND ANALYSIS

Basic Wind Speed V3S = 92 mph (ASCE 7-16 Figure 26.5)

Exposure Category = D (ASCE 7-16 Section 26.7.3) Internal Pressure Coefficient GCpi = 0.55 (ASCE 7-16 Table 26.13-1)

SEISMIC ANALYSIS

Static Lateral Force Procedure

Risk Category = I (ASCE 7-16 Table 1.5-1) Site Classification = D (ASCE 7-16 Section 20.3) Importance Factor Ie = 1.0 (ASCE 7-16 Table 1.5-2)

Long Direction Long Direction Lateral System

Response Modifier R = 4 (ASCE 7-16 Table 12.2-1) Overstrength Factor W0 = 2.5 (ASCE 7-16 Table 12.2-1)

Short Direction Short Direction Lateral System

Response Modifier R = 4 (ASCE 7-16 Table 12.2-1) Overstrength Factor W0 = 2.5 (ASCE 7-16 Table 12.2-1)

Site Coefficients

Short Period Spectral Acceleration SS = 2.086 g

Spectral Acceleration at 1 sec. S1 = 1.056 g

Short-Period Site Coefficient Fa = 1.00

Long-Period Site Coefficient Fv = 1.7

Design Parameters

Short-Period Spectral Acceleration SDS = 1.391 g

Long-Period Spectral Acceleration SD1 = 1.197 g

Seismic Analysis Procedure: Equiv. Lateral Force Procedure (ELF) - ASCE7 Sec 12.8 Utilizes hand calculations

Bearing Wall: Ordinary reinforced concrete shear walls

Bearing Wall: Ordinary reinforced concrete shear walls

DESIGN CRITERIA

iii-1

SHORT ELLIOTT HENDRICKSON

45 Fremont Street, 28th Floor location: PETROLIA, CA date: 02/26/21

San Francisco, California 94105 client: SHORT ELLIOT HENDRICKSON job no:

(415) 989-1004 FAX (415) 989-1552 2000199

Rev. No. 120.05

FOUNDATION CRITERIA

Reference:

AT GRADE

Maximum Soil Pressure:

Dead 1,500 psf Dead + Live 1,500 psf Dead + Live + Lateral 2,000 psf

Passive Earth Pressure:

Equivelent Fluid Weight 330 pcf (FS=1.5)

Coefficient of Friction: 0.33 (FS=1.5)

AT BASEMENT

Maximum Soil Pressure:

Dead - psf Dead + Live - psf Dead + Live + Lateral - psf

Passive Earth Pressure:

Uniform Pressure - psf (FS=1.5)

Coefficient of Friction: - (FS=1.5)

FOR RETAINING WALLS:

Equivalent Fluid Pressure:

Active Condition (unrestrained) level backfill 43 pcf surcharge 0.31S psf S = Live Load surcharge seismic increment 8H^2 psf H = Height of retained soil

Active Condition (unrestrained) level backfill 64 pcf surcharge 0.47S psf S = Live Load surcharge seismic increment 8H^2 psf H = Height of retained soil

Surcharge:

applied over top 10 feet of wall 330 pcf iii-2 iii-3 iii-4 iii-5 iii-6

A1 Lighthouse Seismic Evaluation

Consulting Engineers project: PUNTA GORDA LIGHT STATION by: sheet no:

45 Fremont Street, 28th Floor location: PETROLIA, CA MBS

San Francisco, California 94105 client: SHORT ELLIOT HENDRICKSON date: job no:

(415) 989-1004 FAX (415) 989-1552 2/26/21 2000199

Rev. No. 120.05

Input Data:

Risk Category = I (ASCE 7 Table 1.5-1)

Importance Factor, Ie = 1.00 (ASCE 7 Table 1.5-2) Soil Site Class = D CBC 1613.3.2, ASCE 7 Ch. 20.3 Table 20.3-1

Site Latitude & Longitude 40.249° N -124.350° W Coordinates based on site address Spectral Accel., Ss = 2.086 g (Geotech Report or USGS Hazard Maps) Spectral Accel., S1 = 1.056 g (Geotech Report or USGS Hazard Maps)

Structure Height, hn = 10.667 ft No. of Seismic Levels = 1

Seismic Resist. System = A2 ASCE Table 12.2-1 Long-Period Trans., TL = 12 sec, ASCE7 Fig. 22-14 Fundamental Period, T = N/A sec, based on analysis per ASCE 12.8.2

Site Coefficients:

Ground Motion Procedure ASCE 7 Sec 11.4.8

Short-period factor, Fa = 1.0 ASCE 7 Table 11.4-1

Long-period factor, Fv = 1.7 ASCE 7 Table 11.4-2

Maximum Spectral Response Accelerations:

SMS = 2.086 SMS = Fa Ss (ASCE Eqn. 11.4-1) SM1 = 1.795 SM1 = Fv S1 (ASCE Eqn. 11.4-2)

Design Spectral Response Accelerations for Short and 1-Second Periods :

SDS = 1.391 SDS = 2/3 SMS, ASCE Eq. 11.4-3

SD1 = 1.197 SD1 = 2/3 SM1, ASCE Eq. 11.4-4

Calculate Ts: Ts = 0.861 For using Code Spectrum: Ts = SD1 / SDS, ASCE7 Sec 11.4.6

Governing Period, T = 0.118 sec, T = Ta ≤ Tmax (ASCE 12.8.2), see calcs below §11.4.8 to use Code Spectrum:

Site-Specific Spectrum Exception: Exception 2a Code-Spectrum Permitted: ASCE7-16 Sec 11.4.8

Seismic Design Category:

Category (based on SDS) = D ASCE Table 11.6-1 Category (based on SD1) = D ASCE Table 11.6-2

Category (S1 > 0.75) = E ASCE Section 11.6 Sec 11.6 condition triggered? Yes Seismic Design Category = E Governed by the most critical of all category cases above

Fundamental Period:

Period Coefficient, Ct = 0.020 ASCE Table 12.8-2 for "All other structural systems"

Period Exponent, x = 0.75 ASCE Table 12.8-2 for "All other structural systems" Approx. Period, Ta = 0.118 sec, Ta = Ct hn x (ASCE Eq. 12.8-7) Upper Limit Coef., Cu = 1.400 ASCE Table 12.8-1

Period max., Tmax = 0.165 sec, Tmax = Cu*Ta (ASCE 12.8.2) Fundamental Period, T = 0.118 sec, T = Ta ≤ Tmax (ASCE 12.8.2)

Seismic Design Factors and Coefficients:

Response Modifier, R = 4 ASCE Table 12.2-1

Overstrength Factor, W0 = 2.5 ASCE Table 12.2-1 (See note d for flexible diaphragms) Defl. Amplif. Factor, Cd = 4 ASCE Table 12.2-1

CS (Short Period) = 0.348 CS = SDS/(R/I), ASCE Eq. 12.8-2, page 89 Cs (T ≤ TL) = 2.535 CS = SD1/((R/I)*T) for T ≤ TL (ASCE Eq. 12.8-3, p. 101) Cs (T > TL) = N/A CS = SD1*TL/((R/I)*T2) for T > TL (ASCE Eq. 12.8-4, p. 101)

Cs (SSS alternate) = N/A CS,alternate = Site-Specific Sa/(R/I) per ASCE Sec 21.4 Cs(min) = 0.132 CS,min = 0.044SDSI or 0.5*S1/(R/I) if S1 ≥ 0.6g (Eq. 12.8-5&6, p. 101)

Cs (§11.4.8 exception) = 0.348 Exception 2a for Site D - Period T ≤ 1.5Ts: Cs = Eqn. 12.8-2 CS = 0.348 CS,min ≤ CS ≤ CS,max, C ≥ 0.01

Use: 0.75*CS = 0.261 CHBC 8-706.1.1

Seismic force-resisting system = Bearing Wall: Ordinary reinforced concrete shear walls (ASCE Table 12.2-1)

Per Geotech Report

Site D - Period T ≤ 1.5Ts: Cs = Eqn. 12.8-2

Code Spectrum

EQUIVALENT LATERAL FORCE PROCEDURE CBC 2019, CHBC 2019, & ASCE 7-16, Section 12.8:

A2

45 Fremont Street, 28th Floor San Francisco, California 94105

(415) 989-1004

Project: Punta Gorda Light Station Location: Petrolia, CA Client: Short Elliot Hendrickson

By: MBS Date: 02/26/2021 Job No: 2000199 sheet no:

Lighthouse Load Take-Off

Building Dimensions:

≔L =+22 ft 2 in 22.17 ft (Lighthouse Length) ≔W =+11 ft 8 in 11.67 ft (Lighthouse Width) ≔H =+10 ft 8 in 10.67 ft (Lighthouse B.O. Roof Height)

≔Lr =+24 ft 11 in 24.92 ft (Lighthouse Roof Length) ≔Wr =+14 ft 5 in 14.42 ft (Lighthouse Roof Width)

≔tw 6.5 in (Wall Thickness) ≔tp =-8.6 in tw 2.1 in (Wall Additional Pilaster Thickness) ≔wp 16 in (Wall Additional Pilaster Width) ≔tb =-10 in tw 3.5 in (Wall Additional Base Thickness) ≔hb 34 in (Wall Additional Base Height)

Uniform Loads:

≔wc 150 pcf (Normal Weight Concrete Density) ≔wci 490 pcf (Cast Iron Density)

≔wroof 2 psf (Assumed roofing weight) ≔wskim 2 psf (Assumed skim weight)

Roof Take-Off:

≔tr =⋅1.5 6 in 9 in (Average Roof Thickness) ≔Do =+6 ft 6 in 6.5 ft (Diameter of Roof Opening)

≔WR =⋅

-⋅Lr Wr ⋅π ―― Do

⎛⎝ ++⋅tr wc wroof wskim⎞⎠ 38 kip (Roof Weight)

Lantern Take-Off:

≔Dl =+7 ft 6 in 7.5 ft (Diameter of Lantern) ≔tl 0.5 in (Typical Lantern Wall Thickness) ≔trib =tl 0.5 in (Typical Rib Thickness)

Pedestal

≔Hped 3 ft (Height of Pedestal) ≔drib 4 in (Typical Depth of Pedestal Rib)

≔Vped =⋅⋅π ――――――

⎝ -Dl

2 ⎛⎝ -Dl ⋅2 tl⎞⎠ 2 ⎞

⎛⎝ +Hped tr⎞⎠ 3.66 ft 3

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A3 Client: Short Elliott Hendrickson

(415) 989-1004

Project: Punta Gorda Light Station Location: Petrolia, CA Client: Short Elliot Hendrickson

By: MBS Date: 02/26/2021 Job No: 2000199 sheet no:

≔Vped =⋅⋅π ――――――

⎝ -Dl

2 ⎛⎝ -Dl ⋅2 tl⎞⎠ 2 ⎞

⎛⎝ +Hped tr⎞⎠ 3.66 ft 3 (Volume of Pedestal Walls)

≔Vprv =⋅⋅⋅⋅1.5 16 Hped drib trib 1 ft 3 (Volume of Pedestal Vertical Ribs)

≔Vprh =⋅⋅⋅3 π ―――――――

⎝ -Dl

2 ⎛⎝ -Dl ⋅2 drib⎞⎠ 2 ⎞ trib 0.94 ft 3 (Volume of Pedestal Horizonatal Ribs)

≔Wped =⋅⎛⎝ ++Vped Vprv Vprh⎞⎠ wci 2.74 kip (Weight of Pedestal)

≔yped =―― Hped

1.5 ft (Centroid of Pedestal wrt Roof Height)

Deck

≔dfin 6 in (Height of Pedestal) ≔tfin =trib 0.5 in (Typical Depth of Pedestal Rib)

≔Adeck =⋅π ――――― ⎛⎝ +Dl ⋅2 3 ft⎞⎠

143.14 ft 2 (Area of Deck)

≔Vdf =⋅⋅⋅8 ⎛⎝ +Dl ⋅2 3 ft⎞⎠ tfin dfin 2.25 ft 3 (Volume of Deck Fins)

≔Vdr =⋅⋅⋅π ⎛⎝ +Dl ⋅2 3 ft⎞⎠ trib drib 0.59 ft 3 (Volume of Deck Perimeter Rib)

≔Wdeck =⋅⎛⎝ ++⋅Adeck tl Vdf Vdr⎞⎠ wci 4.31 kip (Weight of Deck)

≔ydeck =Hped 3 ft (Centroid of Deck wrt Roof Height)

Tower

≔Ht =+3 ft 6 in 3.5 ft (Height of Tower)

≔Vtow =⋅⋅π ――――――

⎝ -Dl

2 ⎛⎝ -Dl ⋅2 tl⎞⎠ 2 ⎞

Ht 3.42 ft 3 (Volume of Tower Walls)

≔Vtrv =⋅⋅⋅8 Ht drib trib 0.39 ft 3 (Volume of Tower Vertical Ribs)

≔Vtrh =⋅⋅⋅3 π ―――――――

⎝ -Dl

2 ⎛⎝ -Dl ⋅2 drib⎞⎠ 2 ⎞ trib 0.94 ft 3 (Volume of Tower Horizonatal Ribs)

≔Wtow =⋅⎛⎝ ++Vtow Vtrv Vtrh⎞⎠ wci 2.32 kip (Weight of Tower)

≔ytow =+Hped ― Ht

4.75 ft (Centroid of Tower wrt Roof Height)

Lattice

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A4

(415) 989-1004

Project: Punta Gorda Light Station Location: Petrolia, CA Client: Short Elliot Hendrickson

By: MBS Date: 02/26/2021 Job No: 2000199 sheet no:

Lattice

≔Hl 3 ft (Height of Lattice) ≔dlat 4 in (Depth of Lattice Members)

≔Vlat =⋅⋅⋅⋅⋅2 8 Hl ‾‾2 dlat trib 0.94 ft 3 (Volume of Tower Vertical Ribs)

≔Wlat =⋅Vlat wci 0.46 kip (Weight of Lattice)

≔ylat =++Hped Ht ― Hl

8 ft (Centroid of Lattice wrt Roof Height)

Cupola

≔Hcup =+4 ft 3 in 4.25 ft (Height of Cupola)

≔Vcup =⋅⋅⋅π ― Dl

+Hcup

2 ―― Dl tl 2.78 ft 3 (Volume of Cupola)

≔Vcrv =⋅⋅⋅⋅2 8

+Hcup 2 ――

Dl drib trib 1.26 ft 3 (Volume of Cupola Vertical Ribs)

≔Vcrh =⋅⋅⋅2 π ―――――――

⎝ -Dl

2 ⎛⎝ -Dl ⋅2 drib⎞⎠ 2 ⎞ trib 0.63 ft 3 (Volume of Tower Horizonatal Ribs)

≔Wcup =⋅⎛⎝ ++Vcup Vcrv Vcrh⎞⎠ wci 2.29 kip (Weight of Cupola)

≔ycup =+++Hped Ht Hl ―― Hcup

10.92 ft (Centroid of Cupola wrt Roof Height)

Total

≔Fmisc 1.10 (Factor to increase weight for misc. items)

≔WL =⋅⎛⎝ ++++Wped Wdeck Wtow Wlat Wcup⎞⎠ Fmisc 13.3 kip (Lantern Weight)

≔ΣWy ++++⋅Wped yped ⋅Wdeck ydeck ⋅Wtow ytow ⋅Wlat ylat ⋅Wcup ycup

≔yL =―――― ⋅1.1 ΣWy

WL

4.68 ft (Centroid of Lantern wrt Roof Height)

North Wall Take-Off:

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A5

(415) 989-1004

Project: Punta Gorda Light Station Location: Petrolia, CA Client: Short Elliot Hendrickson

By: MBS Date: 02/26/2021 Job No: 2000199 sheet no:

North Wall Take-Off:

≔Awin25x65 =⋅65 in 25 in 11.3 ft 2 (Area of 25" x 65" Window Opening)

≔ANW =⎛⎝ -⋅W H Awin25x65⎞⎠ 113.2 ft 2 (Area of North Wall)

≔ANP =⋅wp ⎛⎝ +W ⋅2 ⎛⎝ --H hb wp⎞⎠⎞⎠ 32.9 ft 2 (Area of North Wall Pilaster)

≔ANB =⋅hb W 33.1 ft 2 (Area of North Wall Base)

≔VNW =⎛⎝ ++⋅ANW tw ⋅ANP tp ⋅ANB tb⎞⎠ 76.7 ft 3 (Volume of North Wall)

≔WNW =+⋅VNW wc ⋅ANW wskim 11.7 kip (Weight of North Wall)

South Wall Take-Off:

≔Adoor36 =⋅(( +6 ft 10 in)) 3 ft 20.5 ft 2 (Area of 36" Wide Door Opening)

≔ASW =-(( ⋅W H)) Adoor36 103.9 ft 2 (Area of South Wall)

≔ASP =⋅wp ⎛⎝ +++W ⋅2 ⎛⎝ --H hb wp⎞⎠ 7 ft ⋅2 wp⎞⎠ 45.8 ft 2 (Area of South Wall Pilaster)

≔ASB =⋅hb (( -W 3 ft)) 24.6 ft 2 (Area of South Wall Base)

≔VSW =⎛⎝ ++⋅ASW tw ⋅ASP tp ⋅ASB tb⎞⎠ 71.5 ft 3 (Volume of South Wall)

≔WSW =+⋅VSW wc ⋅ASW wskim 10.9 kip (Weight of South Wall)

East Wall Take-Off:

≔AEW =⎛⎝ -⋅⎛⎝ -L ⋅2 tw⎞⎠ H ⋅2 Awin25x65⎞⎠ 202.3 ft 2 (Area of East Wall)

≔AEP =⋅wp ⎛⎝ +⎛⎝ -L ⋅2 tp⎞⎠ ⋅4 ⎛⎝ --H hb wp⎞⎠⎞⎠ 63.8 ft 2 (Area of East Wall Pilaster)

≔AEB =⋅hb ⎛⎝⎛⎝ -L ⋅2 tb⎞⎠⎞⎠ 61.2 ft 2 (Area of East Wall Base)

≔VEW =⎛⎝ ++⋅AEW tw ⋅AEP tp ⋅AEB tb⎞⎠ 138.6 ft 3 (Volume of East Wall)

≔WEW =+⋅VEW wc ⋅AEW wskim 21.2 kip (Weight of East Wall)

East Wall Take-Off: (Identical to East Wall)

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A6

(415) 989-1004

Project: Punta Gorda Light Station Location: Petrolia, CA Client: Short Elliot Hendrickson

By: MBS Date: 02/26/2021 Job No: 2000199 sheet no:

East Wall Take-Off: (Identical to East Wall)

≔WWW =WEW 21.2 kip (Weight of West Wall)

Interior Walls Take-Off:

≔AIW =⋅⎛⎝ ++⋅π ⎛⎝ +Do tw⎞⎠ 3 ft 3 in⎞⎠ H 270.6 ft 2 (Area of Interior Walls)

≔VIW =⋅AIW tw 146.6 ft 3 (Volume of East Wall)

≔WIW =+⋅VIW wc ⋅AIW wskim 22.5 kip (Weight of East Wall)

Base Shear:

≔WW =++++WNW WSW WEW WWW WIW 87.6 kip (Lighthouse Wall Weight)

≔WLH =++WR WW WL 138.9 kip (Lighthouse Weight)

≔Cs 0.261 (CHBC 8-706.1.1)

≔VLH =⋅WLH Cs 36.3 kip (Lighthouse Base Shear)

For purposes of overturning moment, lump half of wall mass at roof and ground levels

≔WLH;OT =++WR WL ⋅0.5 WW 95.1 kip (Lughthouse Weight for Overturning )

≔VLH;OT =⋅WLH;OT Cs 24.8 kip (Lighthouse Base Shear for Overturning)

≔MLH;OT =⋅VLH;OT H 264.8 ⋅ft kip (Lighthouse Overturning Moment)

Lighthouse Pier Analysis

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A7

(415) 989-1004

Project: Punta Gorda Light Station Location: Petrolia, CA Client: Short Elliot Hendrickson

By: MBS Date: 02/26/2021 Job No: 2000199 sheet no:

Lighthouse Pier Analysis

≔f'c 2600 psi (Concrete compressive strength based on testing) ≔fy 33000 psi (ASCE 41-17, Table 10-3)

≔Ec =⋅57000 f'c psi psi ⎛⎝ ⋅2.91 106 ⎞⎠ psi (Modulus of elasticity of concrete)

Assume walls are shear-controlled and compression-controlled for flexure (conservative)

≔ϕv 0.6 (ACI 318-14, §21.2.4.1) ≔ϕb 0.65 (ACI 318-14, §21.2.3)

East/West Direction Stiffness:

North Wall (Piers P-N-1 & P-N-2 identical)

≔LN1 =――――

-W 25 in

4.79 ft (Length of Pier N-1)

≔IN1 =⋅⋅―

tw LN1 3 ⎛⎝ ⋅1.03 105 ⎞⎠ in 4 (Moment of Inertia of Pier N-1)

≔kN1 =―――― ⋅⋅3 Ec IN1

H3

428.1 ―― kip in

(Stiffness of Pier N-1)

≔kNW =⋅2 kN1 856.3 ―― kip in

(Total Stiffness of North Wall)

≔yNW =-L tw 21.6 ft (Center of Stiffness of North Wall)

South Wall (Piers P-S-1 & P-S-2 identical)

≔LS1 =―――

-W 3 ft

4.33 ft (Length of Pier S-1)

≔IS1 =⋅⋅―

tw LS1 3 ⎛⎝ ⋅7.62 104 ⎞⎠ in 4 (Moment of Inertia of Pier S-1)

≔kS1 =――― ⋅⋅3 Ec IS1

H3 317 ―― kip in

(Stiffness of Pier S-1)

≔kSW =⋅2 kS1 633.3 ―― kip in

(Total Stiffness of South Wall)

≔ySW 0 ft (C.O.S. of South Wall)

Ignore seismic strength of iterior walls (conservative)

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A8

(415) 989-1004

Project: Punta Gorda Light Station Location: Petrolia, CA Client: Short Elliot Hendrickson

By: MBS Date: 02/26/2021 Job No: 2000199 sheet no:

≔ySW 0 ft

Ignore seismic strength of iterior walls (conservative)

≔kIW 0 ―― kip in

(Total Stiffness of Interior Walls)

≔yIW =――― ⎛⎝ -L tw⎞⎠

10.8 ft (C.O.S. of Interior Walls)

Total

≔ΣkEW =++kNW kSW kIW 1489.6 ―― kip in

(Total Stiffness in East/West Direction)

≔yEW =―――――――――― ++⋅kNW yNW ⋅kSW ySW ⋅kIW yIW

ΣkEW

12.4 ft (C.O.S. in East/West Direction)

≔eEW =+⋅0.05 Lr

⎛⎝ -L tw⎞⎠ yEW

2.9 ft (Eccentricity in East/West Directon)

≔dNW =-yNW yEW 9.2 ft (Distance from North Wall to C.O.S.)

≔dSW =-ySW yEW -12.4 ft (Distance from South Wall to C.O.S.)

≔dIW =-yIW yEW -1.6 ft (Distance from Interior Wall to C.O.S.)

≔ΣkdEW;2 =++⋅kNW dNW 2 ⋅kSW dSW

2 ⋅kIW dIW 2 ⎛⎝ ⋅2.452 107 ⎞⎠ ⋅kip in

Pier Checks:

North Wall (Piers P-N-1 & P-N-2 identical)

≔Vu =⋅⋅0.5 kNW

ΣkEW

⋅kNW dNW

ΣkdEW;2 eEW VLH 12.8 kip (Shear Demand for P-N-1)

≔Mu =⋅⋅―――

VLH;OT

VLH

Vu H 93.6 ⋅kip ft (Moment Demand for P-N-1)

H

LN1

2.2 ≔α 2.0 (ACI 318-14, §18.10.4.1)

Ignore shear capacity due to reinforcement (conservative)

≔ϕVn =⋅⋅⋅⋅⋅ϕv LN1 tw α f'c psi psi 22.9 kip (ACI 318-14, Eq. 18.10.4.1)

Vu ϕVn

0.561 ∴By inspection, flexure adequate

South Wall (Piers P-S-1 & P-S-2 identical)

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A9

(415) 989-1004

Project: Punta Gorda Light Station Location: Petrolia, CA Client: Short Elliot Hendrickson

By: MBS Date: 02/26/2021 Job No: 2000199 sheet no:

South Wall (Piers P-S-1 & P-S-2 identical)

≔Vu =⋅0.5 kSW ΣkEW

⋅kSW dSW

ΣkdEW;2 eEW VLH 5.3 kip (Shear Demand for P-S-1)

≔Mu =⋅⋅―――

VLH;OT

VLH

Vu H 38.8 ⋅kip ft (Moment Demand for P-S-1)

H

LS1

2.5 ≔α 2.0 (ACI 318-14, §18.10.4.1)

≔ϕVn =⋅⋅⋅⋅⋅ϕv LS1 tw α f'c psi psi 20.7 kip (ACI 318-14, Eq. 18.10.4.1)

Vu ϕVn

0.257 ∴By inspection, flexure adequate

North/South Direction Stiffness:

East Wall (West Wall identical)

Piers P-E-1 (Pier P-E-3 identical)

≔LE1 3 ft (Length of Pier E-1)

≔IE1 =⋅⋅―

tw LE1 3 ⎛⎝ ⋅2.53 104 ⎞⎠ in 4 (Moment of Inertia of Pier E-1)

≔kE1 =―――― ⋅⋅3 Ec IE1

H3

105.1 ―― kip in

(Stiffness of Pier E-1)

Pier P-E-2

≔LE2 =12 ft 12 ft (Length of Pier E-2)

≔IE2 =⋅⋅―

tw LE2 3 ⎛⎝ ⋅1.62 106 ⎞⎠ in 4 (Moment of Inertia of Pier E-2)

≔kE2 =―――― ⋅⋅3 Ec IE2

H3

6724.7 ―― kip in

(Stiffness of Pier E-2)

≔kEW =+⋅2 kE1 kE2 6934.8 ―― kip in

(Total Stiffness of East Wall)

≔xEW 0 ft (C.O.S. of East Wall)

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A10

(415) 989-1004

Project: Punta Gorda Light Station Location: Petrolia, CA Client: Short Elliot Hendrickson

By: MBS Date: 02/26/2021 Job No: 2000199 sheet no:

≔kEW =+⋅2 kE1 kE2 6934.8 ―― kip in

≔xEW 0 ft (C.O.S. of East Wall)

≔kWW =kEW 6934.8 ―― kip in

(Total Stiffness of West Wall)

≔xWW =-W tw 11.1 ft (C.O.S. of West Wall)

Ignore seismic strength of iterior walls (conservative)

≔kIW 0 ―― kip in

(Total Stiffness of Interior Walls)

≔xIW =――― ⎛⎝ -W tw⎞⎠

5.6 ft (C.O.S. of Interior Walls)

Total

≔ΣkNS =++kEW kWW kIW 13869.7 ―― kip in

(Total Stiffness in North/South Direction)

≔xNS =――――――――――― ++⋅kEW xEW ⋅kWW xWW ⋅kIW xIW

ΣkNS

5.6 ft (C.O.S. in North/South Direction)

≔eNS =+⋅0.05 Wr

⎛⎝ -W tw⎞⎠ xNS

0.7 ft (Eccentricity in North/South Directon)

≔dEW =-xEW xNS -5.6 ft (Distance from East Wall to C.O.S.)

≔dWW =-xWW xNS 5.6 ft (Distance from West Wall to C.O.S.)

≔ΣkdNS;2 =+⋅kEW dEW 2 ⋅kWW dWW

2 ⎛⎝ ⋅6.18 107 ⎞⎠ ⋅kip in

Pier Checks:

East Wall (West Wall identical)

Piers P-E-1 (Pier P-E-3 identical)

≔Vu =⋅―― kE1 kEW kEW ΣkNS

⋅kEW dEW

ΣkdNS;2 eNS

VLH

0.2 kip (Shear Demand for P-E-1)

≔Mu =⋅⋅―――

VLH;OT

VLH

Vu H 1.75 ⋅kip ft (Moment Demand for P-E-1)

H

LE1

3.6 ≔α 2.0 (ACI 318-14, §18.10.4.1)

≔ϕVn =⋅⋅⋅⋅⋅ϕv LE1 tw α f'c psi psi 14.3 kip

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A11

(415) 989-1004

Project: Punta Gorda Light Station Location: Petrolia, CA Client: Short Elliot Hendrickson

By: MBS Date: 02/26/2021 Job No: 2000199 sheet no:

H

LE1

3.6

≔ϕVn =⋅⋅⋅⋅⋅ϕv LE1 tw α f'c psi psi 14.3 kip (ACI 318-14, Eq. 18.10.4.1)

Vu ϕVn

0.017 ∴By inspection, flexure adequate

Pier P-E-2

≔Vu =⋅⋅―― kE2 kEW kEW ΣkNS

⋅kEW dEW

ΣkdNS;2 eNS

VLH 15.3 kip (Shear Demand for P-E-2)

≔Mu =⋅⋅―――

VLH;OT

VLH

Vu H 111.7 ⋅kip ft (Moment Demand for P-E-2)

H

LE2

0.9 ≔α 3.0 (ACI 318-14, §18.10.4.1)

≔ϕVn =⋅⋅⋅⋅⋅ϕv LE2 tw α f'c psi psi 85.9 kip (ACI 318-14, Eq. 18.10.4.1)

Vu ϕVn

0.178 ∴By inspection, flexure adequate

Lighthouse Diaphragm Analysis

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A12

(415) 989-1004

Project: Punta Gorda Light Station Location: Petrolia, CA Client: Short Elliot Hendrickson

By: MBS Date: 02/26/2021 Job No: 2000199 sheet no:

Lighthouse Diaphragm Analysis

Capacity:

≔ϕv 0.75 (ACI 318-14, §21.2.4.1)

≔bd 12 ― in ft

(Foot strip of diaphragm)

≔td 6 in (Thickness of diaphragm)

Ignore shear capacity due to reinforcement (conservative)

≔ϕvn =⋅⋅⋅⋅⋅ϕv 2 bd td f'c psi psi 5.5 klf (Diaphragm Capacity)

East/West Check:

≔Vu =⋅2 12.8 kip 25.6 kip (At North Wall, Worst Case)

≔vu =―― Vu

Wr

1.8 klf (Diaphragm width ea side of lantern, NS) vu ϕvn

0.322

East/West Check:

≔Vu =⋅VLH 0.6 21.8 kip (Assuming 60% to each wall for torsion)

≔vu =―――― Vu

⋅0.5 ⎛⎝ -L Do⎞⎠

2.8 klf (Diaphragm width ea side of lantern, NS) vu ϕvn

0.504

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A13

B1 Lantern Seismic Anchorage

(415) 989-1004

Project: Punta Gorda Light Station Location: Petrolia, CA Client: Short Elliott Hendrickson

By: MBS Date: 03/26/2021 Job No: 2000199 sheet no:

Wind Design Loads ASCE 7-16 §29.4 (Other Structures)

Velocity Pressure:

Risk Category = II Exposure =D

≔Iw 1.0 (ASCE 7-16, Table 1.5-1) ≔V 92 (see ATC Hazards page)

≔hroof 10.67 ft (Height of Roof of Lighthouse) ≔hlantern 14.33 ft (Height of Lantern Structure)

≔h =+hroof hlantern 25 ft (Max Height of Lantern)

≔Kz 1.12 (ASCE 7-16, Table 26.10-1) ≔Kzt 1.0 (ASCE 7-16, §26.8.2) ≔Kd 1.0 (ASCE 7-16, Table 26.6-1) ≔Ke 1.00 (ASCE 7-16, Table 26.10-1)

≔qz =⋅⋅⋅⋅⋅0.00256 Kz Kzt Kd Ke V2 psf 24.3 psf (ASCE 7-16, Eq. 26.10-1)

Design Wind Force:

≔G 0.85 (ASCE 7-16, §26.11.1)

≔Dlantern +7 ft 6 in (Lantern Diameter) ≔Hlantern +9 ft 6 in (Lantern Height) ≔Alantern =⋅Dlantern Hlantern 71.25 ft 2 (Lantern Surface Area)

≔Adeck =⋅⋅2 2 ft 6 in 2 ft 2 (Deck Fin Surface Area)

≔Hcupola +4 ft 6 in (Lantern Height)

≔Acupola =⋅⋅―

Dlantern Hcupola 16.88 ft 2 (Cupola Surface Area)

≔Af =++Alantern Adeck Acupola 90.13 ft 2

=⋅Dlantern ‾‾qz 36.95 lbf

≔Cf 1.5 (ASCE 7-16, Fig 29.4-2)

≔Pwind =⋅⋅qz G Cf 30.9 psf (ASCE 7-16, Eq. 29.4-1) ≔Fwind =⋅0.75 Pwind Af 2.1 kip (CHBC 2019, §8-705.2)

Seismic Design Loads ASCE 7-16 §13 (Nonstructural Components)

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B2

(415) 989-1004

Project: Punta Gorda Light Station Location: Petrolia, CA Client: Short Elliot Hendrickson

By: MBS Date: 02/26/2021 Job No: 2000199 sheet no:

≔Fwind =⋅0.75 Pwind Af 1.8 kip

Seismic Design Loads ASCE 7-16 §13 (Nonstructural Components)

Lantern Weight Take-Off:

≔Wp 13.334 kip (see Lighthouse Seismic Calculations)

Seismic Demands:

Lantern structure classified as "Penthouse" as an architectural component

≔ap 2.5 (ASCE 7-16, Table 13.5-1) ≔Rp 3.5 (ASCE 7-16, Table 13.5-1)

≔SDS 1.391

≔Ie 1.0

≔z hroof

≔Fp =―――― ⋅⋅0.4 ap SDS

Rp

Ie

+1 ⋅2 ―― z hroof

1.19 (ASCE 7-16, Eq.13.3-1)

≔Fp;min =⋅⋅0.3 SDS Ie 0.42 (ASCE 7-16, Eq. 13.3-2) ≔Fp;max =⋅⋅1.6 SDS Ie 2.23 (ASCE 7-16, Eq. 13.3-3)

≔Fp =min ⎛⎝ ,max⎛⎝ ,Fp Fp;min⎞⎠ Fp;max⎞⎠ 1.19

≔Fseis =⋅⋅0.75 Fp Wp 11.9 kip (CHBC 8-706.5.2)

≔Ωo 2 (ASCE 7-16, Table 13.5-1) =⋅Fseis Ωo 23.8 kip

≔Fh =max⎛⎝ ,Fwind ⋅Fseis Ωo⎞⎠ 23.85 kip Seismic Governs∴

≔zlantern 4.68 ft (see Lighthouse Seismic Calculations)

≔Mh =⋅Fh zlantern 111.6 ⋅kip ft

≔Fv =⋅⋅⋅0.75 0.2 SDS Wp 2.78 kip (ASCE 7-16, §13.3.1.2) =⋅Fv Ωo 5.56 kip

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B3

Client: Short Elliott Hendrickson

Project: Punta Gorda Light Station Location: Petrolia, CA Client: Short Elliott Hendrickson

By: MBS Date: 03/26/2021 Job No: 2000199

45 Fremont Street, 28th Floor location: PETROLIA, CA date: 2/26/2021

San Francisco, California 94105 client: SHORT ELLIOT HENDRICKSON job no:

(415) 989-1004 FAX (415) 989-1552 LANTERN EQUIPMENT ANCHORAGE 2000199

Rev 118.01

EQUIPMENT ANCHORAGE-FLOOR MOUNTED

Floor Mounted with Unsymmetrical or Rectangular Multiple Bolt Group Pattern (2019 CBC).

Equipment ID = LANTERN Equipment Description = -

Base = 6" THK CONC WALL Wp (Weight of Equipment ) = 13344 lb

L (Overall Length) = 90.0 in W (Overall Width) = 90.0 in z = 10.67 ft

Hcg (Height of C.G. Above Base) = 56.16 in hr = 10.67 ft

Center of Mass Location CGx (Distance in X-Dir from Origin) = 45.0 in

CGy (Distance in Y-Dir from Origin) = 45.0 in n (# of Anchors) = 16 m (# of Bolts @ Each Anchor) = 2

Seismic Accelerations ap (Amplification Factor) = 2.5 Ip (Imp. Factor) = 1.0

Rp (Response Factor) = 3.5 Ωo (Overstrength Factor) = 2

SDS (Spectral Acceleration) = 1.391 Apply Ω0? YES

0.75*ΩoFh (ASCE 7-16 Eq. 13.3-1, 13.2-2,& 13.3-3) = 23865 lb = 1.79 Wp STRENGTH

0.75*Ω0Fv (Vertical Force = 0.2SDSWp) = 5,568 lb = 0.32 Wp DESIGN

Bolt Group Properties xbar = (X-Dist. of C.R. from Origin) = 45.00 in ybar = (Y-Dist. of C.R. from Origin) = 45.00 in ex (X-Eccen. of C.G. from C.R.) = 0.00 in ey (Y-Eccen. of C.G. from C.R.) = 0.00 in

Ix = Sum (dxi

2) = 26244 in2

Bolt Locations (Up to 20 Anchors)

Iy = Sum (dyi

2) = 26244 in2

# X (W) Y (L) dx2 dy2 d2

Ipolar = Ix + Iy = 52488 in2 1 84.72 52.90 3155.6 124.86 3280.5

2 78.67 67.50 2267.9 1012.55 3280.5 3 67.50 78.67 1012.6 2267.95 3280.5 4 52.90 84.72 124.9 3155.64 3280.5 5 37.10 84.72 124.9 3155.64 3280.5 6 22.50 78.67 1012.6 2267.95 3280.5 7 11.33 67.50 2267.9 1012.55 3280.5 8 5.28 52.90 3155.6 124.86 3280.5 9 5.28 37.10 3155.6 124.86 3280.5

10 11.33 22.50 2267.9 1012.55 3280.5 11 22.50 11.33 1012.6 2267.95 3280.5 12 37.10 5.28 124.9 3155.64 3280.5 13 52.90 5.28 124.9 3155.64 3280.5 14 67.50 11.33 1012.6 2267.95 3280.5 15 78.67 22.50 2267.947 1012.553528 3280.5 16 84.72 37.10 3155.64 124.86 3280.50

Sum=Σd2 18545.6 14259.41 32805.0FRONT ELEVATION

PLAN AT BASE

x y ey

C.O.M.

L ex

C.R.

(0,0)

CGx

CGy

W

Fh θ

V V

C.O.M.

Hcg z

T T

Fh

Fv

Wp

W

A

L

B y

B4

45 Fremont Street, 28th Floor location: PETROLIA, CA date: 2/26/2021

San Francisco, California 94105 client: SHORT ELLIOT HENDRICKSON job no:

(415) 989-1004 FAX (415) 989-1552 LANTERN EQUIPMENT ANCHORAGE 2000199

Rev 118.01 Bolt Forces Tension(i) = [Mx*dy/Ix+My*dx/Iy-(0.9W-Fv)/(n*m)] (CBC 2019 Equation 16-7) Note: Negative sign means force is in compression.

Mx = Fh*sinq*h+(0.9W+Fv)*ey

My = Fh*cosq*h+(0.9W+Fv)*ex # q max Mx*dy/Ix My*dx/Iy (0.9W-Fv)/n*m Tension (lbs)

Search q _max from 0o to 359o to get 1 191.0 -77.0 -1991.3 201.3 1867.0 maximum Tension(i) at each Anchor Bolt. 2 213.5 -634.2 -1434.0 201.3 1867.0

3 236.0 -1425.7 -642.6 201.3 1867.0 Notes for Tension Calculations Below: 4 258.5 -1987.8 -80.4 201.3 1867.0

1. Use maximum of Tmax or Vmax for connection to equipment 5 281.0 -1991.3 -77.0 201.3 1867.0 at Vertical Angle Leg (i.e. Screws) 6 303.5 -1434.0 -634.2 201.3 1867.0

2. Use Tmax*EF for Connection of Angle to Base 7 326.0 -642.6 -1425.7 201.3 1867.0 at Horizontal Angle Leg (i.e. Hilti KB-TZ Anchors) 8 348.5 -80.4 -1987.8 201.3 1867.0

3. Eccentricity factor (EF) arises from indirect connection 9 11.0 -77.0 -1991.3 201.3 1867.0

(a) EF = 1 ~ 2.5 for single angle connection 10 33.5 -634.2 -1434.0 201.3 1867.0

(a) EF = 3.5 for channel + plate connection 11 56 -1425.7 -642.6 201.3 1867.0

12 79 -1987.8 -80.4 201.3 1867.0 13 101 -1991.3 -77.0 201.3 1867.0

This connection is: 14 124 -1434.0 -634.2 201.3 1867.0 15 146 -642.6 -1425.7 201.3 1867.0

TENSION 16 169 -80.4 -1987.8 201.3 1867.0

(1) Tmax = MAX (Tension(i)) = 1867 lb/bolt Base Conn Eccentricity Factor (EF) = 1.0

(2) Tmax*EF = 1867 lb/bolt

SHEAR

# q max Mp*d/Ipolar Fh/(n*m) Shear (lbs)

Mp = Fh(sinq*ex + cosq*ey) 1 0.0 0.0 745.8 745.8 V(i) = |Mp*d/Ipolar + Fh/(n*m)| 2 0.0 0.0 745.8 745.8

Vmax = Maximum(V(i)) = 746 lb/bolt 3 0.0 0.0 745.8 745.8

Search q _max from 0o to 359o to get 4 0.0 0.0 745.8 745.8 max V(i) at each Anchor Bolt. 5 0.0 0.0 745.8 745.8

6 0.0 0.0 745.8 745.8 7 0.0 0.0 745.8 745.8 8 0.0 0.0 745.8 745.8 9 0.0 0.0 745.8 745.8

10 0.0 0.0 745.8 745.8

11 0.0 0.0 745.8 745.8

12 0.0 0.0 745.8 745.8

13 0.0 0.0 745.8 745.8

14 0.0 0.0 745.8 745.8

15 0.0 0.0 745.8 745.8 16 0 0.0 745.8 745.8

0 20 40 60 80 100

L S

ID

E in

W SIDE (in)

PLAN AT BASE

B5

San Francisco, CA 94105 415-989-1004 www.kpff.com project location client by date job no.

sheet no.

B6

PUNTA GORDA LIGHT STATION

PETROLIA, CA

SHORT ELLIOTT HENDRICKSON

LATERN ANCHORAGE

MBS

03/22/21

2000199

SHAPED (FLAT) PLATE CHECK

2 x 1867 #

2 x 746 #

Lb = 5" MAX

1" MIN

SHEAR

Vux = 2 x (1867 #) = 3734 # Vuy = 2 x 0.3 x (1867) = 1120 # Vu = √(Vux

2 + Vuy 2)

= 3898 #

A A b = 15.3" t = 3/8"

D = (7'-6") - 2 x (6") = 6'-6" b = π x (6'-6") / 16 = 15.3" MIN

Fy = 50 ksi E = 29,000 ksiLc = 6"

[AISC 360, EQ. G2-11]

[AISC 360, EQ. G3-1]

Sx = bt2/6 = 0.359 in2

Zx = bt2/4 = 0.538 in2

0.08E/Fy = 46.4 < Lbb/t2 = 544 < 1.9E/Fy = 1102 Mp = FyZx = 26.9 kip-in My = FySx = 18.0 kip-in ϕMn = (0.9) x [1.52 - 0.274(Lbb/t2) x Fy/E] x My = 20.4 kip-in = 20,400 #-in

A = b x t = 5.74 in2 b/t = 40.8 > 1.37 x √(1.2 x E / Fy) = 36.1 Cv2 = 1.51 x 1.2 x E / (b/t)2 x Fy = 0.63 ϕVn = (0.9) x 0.6 x Fy x A x Cv2 = 97.6 kip = 97,600 # >> Vu ✓

DEMANDS CAPACITIES

FLEXURE (X-X)

Mux = 2 x (1867 #) x (5" MAX) = 18,670 #-in

AXIAL (COMPRESSION)

Pu = 2 x (746 #) = 1492 #

[AISC 360, EQ. F11-1]

[AISC 360, EQ. F9-3]

[AISC 360, EQ. F11-2]

[AISC 360, EQ. E3-4]

[AISC 360, EQ. E3-2]

[AISC 360, EQ. E3-1]

[AISC 360, EQ. H1-1b]

2 x 746 #

Zy = tb2/4 = 111.9 in2

0.08E/Fy = 46.4 > Lbt/b2= 0.008 ϕMn = ϕMp = ϕFyZx = 18.0 kip-in = 5035 kip-in = 5,035,000 #-in

FLEXURE (Y-Y)

Muy = 2 x (746 #) x (5" MAX) = 7460 #-in

[AISC 360, EQ. F11-1]

rx = √[(bt3/12) / A] = 0.11" Fe = π2 x E / (Lc/rx)2 = 138.5 ksi > Fy

Fcr = (0.658F y /F

e) x Fy = 43.0 ksi ϕPn = (0.9) x Fcr x A = 222 kip = 222,080 #

BY INSPECTION, X-DIR GOVERNS

(LARGER AXIAL DCR THAN Y-Y FLEXURE)

INTERACTION

Pr/ϕPn = 0.007 < 0.2 INT = Pu/2ϕPn + Mux/ϕMnx = 0.919 < 1.0 ✓

∴ FLATE PLATE ADEQUATE

"SHEAR" FORCE EITHER OCCURS IN X-DIR OR Y-DIR

415-989-1004 www.kpff.com project location client by date job no.

sheet no.

B7

PUNTA GORDA LIGHT STATION

PETROLIA, CA

SHORT ELLIOTT HENDRICKSON

MBS

03/22/21

2000199

PLATE TO PLATE WELD CHECK

ϕw = 0.75 FEXX = 70 ksi ϕFnw = ϕw x 0.6 x FEXX = 31.50 ksi

[AISC 360, EQ. J2-5]

CAPACITY DEMANDS

L = 15.3" tw = 1/4" teff = tw / √(2) = 0.177"

BY INSPECTION, Y-DIR LOADING GOVERNS OVER X-DIR

(ECCENTRIC LOAD CAUSES FLEXURAL STRESS)

2 x 1867 #

2 x 746 # e = 5" MAX

2 x 746 #

SHEAR

Vu = 2 x (1867 #) = 3734 # Fuv = Vu / (2 x teff x L) = 689 psi = 0.69 ksi

TENSION

Tu = 2 x (746 #) = 1492 # Fut = Tu / (2 x teff x L) = 276 psi = 0.28 ksi

FLEXURE (PERPENDICULAR)

Mu⊥ = 2 x (1876 #) x (5" MAX) = 18,760 #-in Sw⊥ = LH2/2 = 8.12 in3/in Fub⊥ = Mu⊥ / (teff x Sw⊥) = 12,990 psi = 12.99 ksi

H = 3/8" + 2 x teff

= 0.729"

FLEXURE (PARALLEL)

Mu|| = 2 x (746 #) x (5" MAX) = 7460 #-in Sw|| = L3/6 = 597 in3/in Fub|| = Mu|| / (teff x Sw||) = 70 psi = 0.07 ksi

COMBINED FORCES

Fu = Fuv + Fut + Fub⊥ + Fub||

= 14.03 ksi < ϕFnw ✓

∴ DOUBLE EDGE 1/4" WELD ADEQUATE

415-989-1004 www.kpff.com project location client by date job no.

sheet no.

B8

PUNTA GORDA LIGHT STATION

PETROLIA, CA

SHORT ELLIOTT HENDRICKSON

LATERN ANCHORAGE

MBS

03/22/21

2000199

GALV (VERTICAL) PLATE CHECK

SHEAR

Vu = 2 x (746 #) = 1867 #

[AISC 360, EQ. G2-10]

[AISC 360, EQ. G3-1]

DEMANDS CAPACITIES

FLEXURE (X-X)

Mux = 2 x (1867 #) x (5" MAX) = 18,670 #-in Mux = 2 x (746") x (6" MAX) = 8,950 #-in Mux = max (Mux,Mux) = 18670 #-in (NONCONCURRENT)

AXIAL (TENSION)

Pu = 2 x (1867 #) = 3734 #

[AISC 360, EQ. D2-1]

[AISC 360, EQ. H1-1b] ϕPn = (0.9) x Fy x A = 344 kip = 344,250 #

INTERACTION

Pr/ϕPn = 0.011 < 0.2 INT = Pu/2ϕPn + Mux/ϕMnx = 0.926 < 1.0 ✓

∴ FLATE PLATE ADEQUATE

e = 5" MAX

BY INSPECTION, X-DIR LOADING GOVERNS OVER X-DIR

(ECCENTRIC LOAD CAUSES FLEXURAL STRESS)

1867 #

746 # a = (4") + (2" MAX") = 6" MAX b = 15.3" t = 3/8"

D = (7'-6") - 2 x (6") = 6'-6" b = π x (6'-6") / 16 = 15.3" MIN

Fy = 50 ksi E = 29,000 ksi b = 2/3 x (4") = 2.67"

Sx = bt2/6 = 0.359 in2

Zx = bt2/4 = 0.538 in2

0.08E/Fy = 46.4 < Lbb/t2 = 544 < 1.9E/Fy = 1102 Mp = FyZx = 26.9 kip-in My = FySx = 18.0 kip-in ϕMn = (0.9) x [1.52 - 0.274(Lbb/t2) x Fy/E] x My = 20.4 kip-in = 20,400 #-in

[AISC 360, EQ. F11-1]

[AISC 360, EQ. F9-3]

[AISC 360, EQ. F11-2]

A = b x t = 5.74 in2 b/t = 40.8 > 1.37 x √(1.2 x E / Fy) = 36.1 Cv2 = 1.51 x 1.2 x E / (b/t)2 x Fy = 0.63 ϕVn = (0.9) x 0.6 x Fy x A x Cv2 = 97.6 kip = 97,600 # >> Vu ✓

SEE ATTACHED FOR ANCHORAGE DESIGN

Hilti PROFIS Engineering 3.0.68

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

Specifier's comments:

1 Input data

Anchor type and diameter: HIT-RE 500 V3 + HAS-V-36 (ASTM F1554 Gr.36) 1/2

Item number: 2198022 HAS-V-36 1/2"x6-1/2" (element) / 2123401 HIT-RE 500 V3 (adhesive)

Effective embedment depth: hef,act = 4.750 in. (hef,limit = - in.)

Material: ASTM A 1554 Grade 36

Evaluation Service Report: ESR-3814

Issued I Valid: 1/1/2021 | 1/1/2023

Proof: Design Method ACI 318-14 / Chem

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.375 in.

Anchor plateR : lx x ly x t = 15.300 in. x 10.000 in. x 0.375 in.; (Recommended plate thickness: not calculated)

Profile: no profile

Base material: cracked concrete, , fc' = 2,600 psi; h = 6.000 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))

R - The anchor calculation is based on a rigid anchor plate assumption.

Geometry [in.] & Loading [lb, in.lb]

B9

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

1.1 Design results

Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]

1 Combination 1 N = 0; Vx = 0; Vy = -1,867;

Mx = -18,670; My = 0; Mz = 0;

Nsus = 0; Mx,sus = 0; My,sus = 0;

yes 96

Tension

Compression

12 x y

2 Load case/Resulting anchor forces

Anchor reactions [lb] Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y 1 2,000 934 0 -934 2 2,000 934 0 -934 max. concrete compressive strain: 0.12 [‰] max. concrete compressive stress: 525 [psi] resulting tension force in (x/y)=(-0.000/0.000): 3,999 [lb] resulting compression force in (x/y)=(0.000/4.668): 3,999 [lb]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

3 Tension load

Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* 2,000 6,173 33 OK

Bond Strength** 3,999 5,150 78 OK

Sustained Tension Load Bond Strength* N/A N/A N/A N/A

Concrete Breakout Failure** 3,999 5,292 76 OK

* highest loaded anchor **anchor group (anchors in tension)

3.1 Steel Strength

Nsa [lb] f f Nsa [lb] Nua [lb] 8,230 0.750 6,173 2,000

3.2 Bond Strength

ANa [in.2] ANa0 [in.2] cNa [in.] ca,min [in.] cac [in.]

274.81 209.25 7.233 5.000 12.258 aoverhead t k,uncr [psi] t k,cr [psi]

1.000 2,323 1,277 ec1,N [in.] y ec1,Na ec2,N [in.] y ec2,Na y ed,Na y cp,Na aN,seis

0.000 1.000 0.000 1.000 0.907 1.000 0.930 l a Nba [lb] f f seismic f nonductile f Nag [lb] Nua [lb]

1.000 8,865 0.650 0.750 1.000 5,150 3,999

B10

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

3.3 Concrete Breakout Failure

ANc [in.2] ANc0 [in.2] ca,min [in.] cac [in.] y c,N

269.78 203.06 5.000 12.258 1.000 ec1,N [in.] y ec1,N ec2,N [in.] y ec2,N y ed,N y cp,N kcr

0.000 1.000 0.000 1.000 0.911 1.000 17 l a Nb [lb] f f seismic f Ncbg [lb] Nua [lb]

1.000 8,974 0.650 0.750 5,292 3,999

B11

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

4 Shear load

Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* 934 1,927 49 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength (Bond Strength controls)** 1,867 14,789 13 OK

Concrete edge failure in direction y-** 1,867 4,106 46 OK

* highest loaded anchor **anchor group (relevant anchors)

4.1 Steel Strength

Vsa [lb] aV,seis f f Vsa [lb] Vua [lb] 2,964 0.600 0.650 1,927 934

4.2 Pryout Strength (Bond Strength controls)

ANa [in.2] ANa0 [in.2] cNa [in.] ca,min [in.] cac [in.]

274.81 209.25 7.233 5.000 12.258 aoverhead t k,uncr [psi] t k,cr [psi]

1.000 2,323 1,277 ec1,N [in.] y ec1,Na ec2,N [in.] y ec2,Na y ed,Na y cp,Na aN,seis

0.000 1.000 0.000 1.000 0.907 1.000 0.930 l a Nba [lb] f f seismic f nonductile f Vcpg [lb] Vua [lb]

1.000 8,865 0.700 1.000 1.000 14,789 1,867

4.3 Concrete edge failure in direction y-

le [in.] da [in.] ca1 [in.] AVc [in.2] AVc0 [in.2]

4.000 0.500 5.000 138.00 112.50 y ed,V y parallel,V ec,V [in.] y ec,V y c,V y h,V

1.000 1.000 0.000 1.000 1.000 1.118 l a Vb [lb] f f seismic f Vcbg [lb] Vua [lb]

1.000 4,277 0.700 1.000 4,106 1,867

5 Combined tension and shear loads bN bV z Utilization bN,V [%] Status

0.777 0.485 5/3 96 OK

bNV = bz N + bz

V <= 1

B12

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

6 Warnings

• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.

• Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions.

• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/

• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section

17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c).

• Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3

(b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0.

• Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1.

Fastening meets the design criteria!

B13

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

Coordinates Anchor [in.]

Anchor x y c-x c+x c-y c+y

1 4.000 0.000 - - 5.000 - 2 -4.000 0.000 - - 5.000 -

7 Installation data Anchor type and diameter: HIT-RE 500 V3 + HAS-V-36 (ASTM F1554 Gr.36) 1/2

Profile: no profile Item number: 2198022 HAS-V-36 1/2"x6-1/2" (element) / 2123401 HIT-RE 500 V3 (adhesive)

Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 360 in.lb Plate thickness (input): 0.375 in. Hole diameter in the base material: 0.562 in.

Recommended plate thickness: not calculated Hole depth in the base material: 4.750 in.

Drilling method: Hammer drilled Minimum thickness of the base material: 6.000 in.

Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required

1/2 Hilti HAS Carbon steel threaded rod with Hilti HIT-RE 500 V3

7.1 Recommended accessories

Drilling Cleaning Setting

• Suitable Rotary Hammer

• Properly sized drill bit

• Compressed air with required accessories to blow from the bottom of the hole

• Proper diameter wire brush

• Dispenser including cassette and mixer

• Torque wrench x y

7.650 7.650

3.650 8.000 3.650

5.

5.

5.

5.

B14

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

8 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.

B15

C1 Oil House Seismic Evaluation

45 Fremont Street, 28th Floor location: PETROLIA, CA MBS

San Francisco, California 94105 client: SHORT ELLIOT HENDRICKSON date: job no:

(415) 989-1004 FAX (415) 989-1552 2/26/21 2000199

Rev. No. 120.05

Input Data:

Risk Category = I (ASCE 7 Table 1.5-1)

Importance Factor, Ie = 1.00 (ASCE 7 Table 1.5-2) Soil Site Class = D CBC 1613.3.2, ASCE 7 Ch. 20.3 Table 20.3-1

Site Latitude & Longitude 40.249° N -124.350° W Coordinates based on site address Spectral Accel., Ss = 2.086 g (Geotech Report or USGS Hazard Maps) Spectral Accel., S1 = 1.056 g (Geotech Report or USGS Hazard Maps)

Structure Height, hn = 9.667 ft No. of Seismic Levels = 1

Seismic Resist. System = A2 ASCE Table 12.2-1 Long-Period Trans., TL = 12 sec, ASCE7 Fig. 22-14 Fundamental Period, T = N/A sec, based on analysis per ASCE 12.8.2

Site Coefficients:

Ground Motion Procedure ASCE 7 Sec 11.4.8

Short-period factor, Fa = 1.0 ASCE 7 Table 11.4-1

Long-period factor, Fv = 1.7 ASCE 7 Table 11.4-2

Maximum Spectral Response Accelerations:

SMS = 2.086 SMS = Fa Ss (ASCE Eqn. 11.4-1) SM1 = 1.795 SM1 = Fv S1 (ASCE Eqn. 11.4-2)

Design Spectral Response Accelerations for Short and 1-Second Periods :

SDS = 1.391 SDS = 2/3 SMS, ASCE Eq. 11.4-3

SD1 = 1.197 SD1 = 2/3 SM1, ASCE Eq. 11.4-4

Calculate Ts: Ts = 0.861 For using Code Spectrum: Ts = SD1 / SDS, ASCE7 Sec 11.4.6

Governing Period, T = 0.110 sec, T = Ta ≤ Tmax (ASCE 12.8.2), see calcs below §11.4.8 to use Code Spectrum:

Site-Specific Spectrum Exception: Exception 2a Code-Spectrum Permitted: ASCE7-16 Sec 11.4.8

Seismic Design Category:

Category (based on SDS) = D ASCE Table 11.6-1 Category (based on SD1) = D ASCE Table 11.6-2

Category (S1 > 0.75) = E ASCE Section 11.6 Sec 11.6 condition triggered? Yes Seismic Design Category = E Governed by the most critical of all category cases above

Fundamental Period:

Period Coefficient, Ct = 0.020 ASCE Table 12.8-2 for "All other structural systems"

Period Exponent, x = 0.75 ASCE Table 12.8-2 for "All other structural systems" Approx. Period, Ta = 0.110 sec, Ta = Ct hn x (ASCE Eq. 12.8-7) Upper Limit Coef., Cu = 1.400 ASCE Table 12.8-1

Period max., Tmax = 0.154 sec, Tmax = Cu*Ta (ASCE 12.8.2) Fundamental Period, T = 0.110 sec, T = Ta ≤ Tmax (ASCE 12.8.2)

Seismic Design Factors and Coefficients:

Response Modifier, R = 4 ASCE Table 12.2-1

Overstrength Factor, W0 = 2.5 ASCE Table 12.2-1 (See note d for flexible diaphragms) Defl. Amplif. Factor, Cd = 4 ASCE Table 12.2-1

CS (Short Period) = 0.348 CS = SDS/(R/I), ASCE Eq. 12.8-2, page 89 Cs (T ≤ TL) = 2.729 CS = SD1/((R/I)*T) for T ≤ TL (ASCE Eq. 12.8-3, p. 101) Cs (T > TL) = N/A CS = SD1*TL/((R/I)*T2) for T > TL (ASCE Eq. 12.8-4, p. 101)

Cs (SSS alternate) = N/A CS,alternate = Site-Specific Sa/(R/I) per ASCE Sec 21.4 Cs(min) = 0.132 CS,min = 0.044SDSI or 0.5*S1/(R/I) if S1 ≥ 0.6g (Eq. 12.8-5&6, p. 101)

Cs (§11.4.8 exception) = 0.348 Exception 2a for Site D - Period T ≤ 1.5Ts: Cs = Eqn. 12.8-2 CS = 0.348 CS,min ≤ CS ≤ CS,max, C ≥ 0.01

Use: 0.75*CS = 0.261 CHBC 8-706.1.1

Per Geotech Report

EQUIVALENT LATERAL FORCE PROCEDURE CBC 2019, CHBC 209, & ASCE 7-16, Section 12.8:

Site D - Period T ≤ 1.5Ts: Cs = Eqn. 12.8-2

Seismic force-resisting system = Bearing Wall: Ordinary reinforced concrete shear walls (ASCE Table 12.2-1)

Code Spectrum

C2

(415) 989-1004

Project: Punta Gorda Light Station Location: Petrolia, CA Client: Short Elliot Hendrickson

By: MBS Date: 02/26/2021 Job No: 2000199 sheet no:

Oil House Load Take-Off

Building Dimensions:

≔L =+23 ft 1.5 in 23.13 ft (Oil House Length) ≔W =+13 ft 8 in 13.67 ft (Oil House Width) ≔H =+9 ft 8 in 9.67 ft (Oil House B.O. Roof Height)

≔Lr =+25 ft 8 in 25.67 ft (Oil House Roof Length) ≔Wr =+16 ft 2 in 16.17 ft (Oil House Roof Width)

≔tw 6 in (Wall Thickness) ≔tp =-8 in tw 2 in (Wall Additional Pilaster Thickness) ≔wp 14 in (Wall Additional Pilaster Width) ≔tb =-10 in tw 4 in (Wall Additional Base Thickness) ≔hb 34 in (Wall Additional Base Height)

Uniform Loads:

≔wc 150 pcf (Normal Weight Concrete…