B08_Attach_7_100_Percent_Structural_Design_Calcs_040319.pdf

April 2019 Santa Cruz Island - Scorpion Pier Replacement

Structural Design Calculations

Prepared for the National Park Service

Project Number: 161422-01.05

April 2019 Santa Cruz Island - Scorpion Pier Replacement

Structural Design Calculations

Prepared for National Park Service Channel Islands National Park Ventura, California

Prepared by Anchor QEA, LLC One Pacific Plaza 7755 Center Avenue, Suite 1060 Huntington Beach, California 92647

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TABLE OF CONTENTS

1 Executive Summary

2 Governing Codes and Key Assumptions

2.1 List of Codes and References

2.2 Key Assumptions

2.2.1 Design Life

2.3 Material Properties

2.4 Geotechnical Conditions

2.5 Loads and Masses

2.5.1 Vessel Berthing Load

2.6 Seismic Design

2.7 Water Levels

2.8 Design Vessels

3 Modeling and Design

3.1 Loads Cases

3.2 Model Setup

4 Design Elements

4.1 Access Road

4.1.1 Ramp

4.1.2 Cutoff Wall

4.1.3 Hinge

4.2 Pier

4.2.1 Pier Deck

4.2.2 Pier Stringers

4.2.3 Pier Stringer Hangers

4.2.4 Pier Pile Caps

4.2.5 Pier Piles

4.2.6 Gangway

4.2.7 Lift

4.2.8 Boat Lift

4.2.9 Ladder Bracing

4.2.10 Fender Piles

4.2.11 Berthing Piles

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4.2.12 Guardrail

TABLES

Table 1 Wave Loads

Table 2 Seismic Design Parameters

Table 3 Water Levels

Table 4 Design Vessels Table 5 Pipe Pile Properties

FIGURES

Figure 1 AASHTO H-20 and HS-20 Live Loads Figure 2 Mobile Crane with Two Rear Axles

Figure 3A National Park Service Vessel Ocean Ranger

Figure 3B Sea Ranger II Figure 3C Island Packers: Island Adventure / Islander

Figure 4 Three-dimensional View of the Pier Model

Figure 5 Elevation and Plan View of the Pier Model

Figure 6 Roadway Ramp Figure 7 Hinge Connection

Figure 8 Glulam Stringer to Pile Cap Beam Connection

Figure 9 Bent 14 Cap Beam Figure 10 Simplified Torsion Check Model

Figure 11 SAP2000 Model Screen Grab

Figure 12 Gangway

Figure 13 Gangway to Pier Connection Figure 14 Lift Platform

Figure 15 Boat Lift Design SAP2000 Output

Figure 16 Fender Piles Figure 17 Wave Loads and Elevations

Figure 18 Minimum Clear Distances Between Berthing Piles and Platform

Figure 19 Guardrail Detail

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APPENDICES

Appendix A Supplemental Calculations

Appendix B SAP2000 Model Output Appendix C Genset Platform Design

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1 Executive Summary The structural 100% design calculations provide a complete breakdown of the design of the Scorpion pier replacement at Santa Cruz Island. This design is done as part of the pier replacement program that also includes establishing a new roadway.

The pier consists of round steel pipe piles carrying a transverse HSS cap beam. The cap beams are connected by longitudinal HSS beams at the pipe pile locations, and glulam beams spaced at two feet on center. The glulam stringers support a timber deck, allowing access from the vessels at the pier to the shore by both pedestrian and vehicle traffic.

The generator platform design was changed to use non-combustible materials, and all timber material on this section of the pier was replaced by steel. Calculations for the updated design are attached in Appendix C. The decking is aluminum diamond plate, so a non-conductive ultra-high-molecular-weight polyethylene (UHMW) sheet is placed between the steel and the aluminum to prevent galvanic corrosion.

The visitors to the island are transported to the pier by boat, and fender piles are designed to support vessels as well as loads from waves. The vessels do not moor to this pier, rather, they hover or power bow-in allowing passengers to step onto the lift or ladder.

A passenger lift is designed to allow safe access to the pier. The lift is supported by four pipe piles, and protected by steel berthing piles. The lift will be the main access point to the pier, but ladders are also added as a backup access solution if needed.

A boat lift allowing access to Park personnel is added to the design from the 50% submittal, providing access to a small boat, while allowing the boat to be raised out of the water during storm events.

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2 Governing Codes and Key Assumptions

2.1 List of Codes and References

• Geotechnical Report – Scorpion Pier Replacement (Anchor QEA, September 2018)

• Scorpion Pier Pile Wave Load Calculations (Anchor QEA, May 2018)

• California Building Code (CBC)

• American Society of Civil Engineers (ASCE) “Minimum Design Load for Building and Other

Structures” ASCE 7-16

• American Wood Council “National Design Specification for Wood Construction”

• American Institute of Steel Construction (AISC), “Manual of Steel Construction - 13th Edition."

• American Welding Society (AWS), “2008 Structural Welding Code/Steel,” AWS D1.1-08.

2.2 Key Assumptions

2.2.1 Design Life

Design life based on wave loading criteria: 30 years as designed due to sea level rise (SLR). It is the intent that the structure have a much longer lifespan (50 years) based on steady-state conditions, assuming a major storm does not damage the pier.

2.3 Material Properties

• Pipe Piles – API5LX52

• HSS steel shapes– ASTM A500 Grade B

• Structural plates - ASTM A572 Grade 50

• Angles - ASTM A36

2.4 Geotechnical Conditions

For geotechnical conditions refer to the geotechnical report. In general, all piles are installed in pre-drilled holes that are supported by 24-inch-diameter casings.

2.5 Loads and Masses

Vertical loads on the pier:

Live load on pier and gangway: 100 psf

Vehicle load: 32,000 lbs axle load based on H-20 loading. Note that the vehicle load is not concurrent with the live load.

Crane outrigger load: 11.8 kip – use 2×2 ft block at outrigger = 2.9 ksf

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Figure 1 AASHTO H-20 and HS-20 Live Loads

Figure 2 Mobile Crane with Two Rear Axles

Wave Load: Wave loads are based on the Scorpion Pier Pile Wave Load Calculations memo (May 2018). The wave loading evaluation analyzes both the significant wave height and maximum wave height for a 25-year storm, as well as two bounding water levels (mean lower low water [MLLW] and mean higher high water [MHHW]) and the National Research Council-predicted SLR condition for 2050.

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Table 1 Wave Loads

Pile Diameter [inches]

Horizontal Force [kip]

Elevation [ft-MLLW]

24 8.7 9.7

20 7.2 9.7

18 6.5 9.7

16 5.7 9.7

12.75 4.5 9.7

Note: Easterly Waves

Construction Crane Load: 190,000 lbs (Note that this load is considered on the piles only, not to be taken by the pier framing and deck)

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2.5.1 Vessel Berthing Load

The following formulas can be used to convert engine horse power to bollard pull in metric ton for tug boats. The same formula can be used to calculate the load of the vessels when they power into the fender and berthing piles.

For these calculations we are assuming a fixed pitch propeller without a nozzle.

The Island Packers vessels are equipped with two 750 BHP engines. Assume 25% throttle used for stabilizing the vessel against the piles:

P(total) = 2 × 750 BHP × 0.9 × 1.1 / 100 = 14.85 tonnes ~ 33 kip

Because this load is distributed to two piles, the load is halved when considering one pile:

P(single pile) = 33 kip / 2 = 16.5 kip

For 25% throttle:

P(single pile) = 0.25×16.5 kip = 4 kip

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2.6 Seismic Design

Seismic site class: C, Design category C.

The following paragraph is from the Geotechnical Report for the Scorpion Pier Replacement (September 2018)

Parameters for the design-level earthquake (DE), in accordance with ASCE/COPRI 61-14, were also developed using USGS and ASCE guidance hazard tools and ASCE/SEI 7-05 Standard for Site Class D.

Per the ASCE/COPRI 61-14 guidance, Anchor QEA recommends that the pier structure be designed to comply with protection of life safety under the DE event. Based on ASCE/COPRI 61-14 and the project location, the parameters noted in Table 2 are appropriate for a maximum considered earthquake (MCE) and DE event at the site.

Table 2 Seismic Design Parameters

Site Class D Risk Category I

Seismic Design Category D Value

Fa 1.0

Fv -

FPGA 1.1

PGA 0.668 g

PGAM 0.735 g

S1 0.541 g

SD1 -

SDS 1.011 g

SM1 -

SMS 1.516 g

SS 1.516 g

TL 8

Notes:

Fa and Fv: site coefficients (unitless) to adjust for Site Class effects FPGA: site coefficient (unitless) to adjust PGA for Site Class effect g: gravity PGA: peak ground acceleration for the DE adjusted for Site Class effect PGAM: peak ground acceleration for the MCE adjusted for Site Class effect S1: mapped spectral acceleration for a 1-second period SD1 and SDS: 5% damped design spectral response accelerations for 1-second period and short period, respectively SM1 and SMS: maximum considered earthquake spectral response accelerations for 1-second period and short period, respectively Ss: mapped spectral acceleration for short period TL: long period transition period

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2.7 Water Levels

The following tide table is from the Coastal Engineering Analysis (March 2011) from the nearby Becher’s Bay, Santa Rosa Island.

Table 3 Water Levels

Datum Elevation (feet MLLW)

HAT 6.9

MHHW 5.1

MHW 4.4

DTL 2.6

MTL 2.7

MSL 2.7

MLW 1.0

MLLW 0.0

Estimated relative sea level rise by 2050 is predicted to be 1.1 feet.

2.8 Design Vessels

The vessels transporting personnel and cargo to the pier are the following:

• National Park Service vessel “Ocean Ranger”

Table 4 Design Vessels

Vessel Name LOA Beam Draft

Freeboard (bow)

Freeboard (stern) Displacement

Engine

HP

Ocean Ranger

100 ft 22 ft 6 ft 9.5 ft 5.5 ft 224,000 lbs

Sea Ranger II 58 ft 18 ft 4.5 ft 10.5 ft 6 ft

Surf Ranger 74 ft 21.6 ft 5.2 ft 6.4 ft 4.2 ft

Islander 65 ft 23.5 ft 5.4 ft 6-7 ft 3-3.5 ft 60,080 lbs 2x750

Island Adventure

65 ft 23.5 ft 5.4 ft 6-7 ft 3-3.5 ft 2x750

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Figure 3A National Park Service Vessel Ocean Ranger

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Figure 3B Sea Ranger II

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Figure 3C Island Packers: Island Adventure / Islander

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3 Modeling and Design

3.1 Loads Cases

For LRFD the required strength is determined from the following factored combinations based on ASCE-7 Section 2.3:

1. 1.4D

2. 1.2D + 1.6L

3. 1.2D + 1.6S or 1.6R

4. 1.2D + 1.6W +0.5L

5. 1.2D + 1.0E + 0.5L

6. 0.9D + 1.0E

Because there are no snow or significant wind load based on the flat structure, combinations 3 and 4 are not considered for the pier design; however, wind is included in the horizontal load on the boat lift.

3.2 Model Setup

The timber design elements such as the railing, deck, and stringers were analyzed in Enercalc, while a more complicated three-dimensional SAP2000 finite element model was constructed for the pier based on the design drawings. The timber deck and stingers were not added in the 3D model, but the weight added to the mass of the frame members. The steel framing and steel pipe piles were modeled by frame elements.

All vertical piles in the model are fixed at the corresponding depth to fixity elevations from the Geotechnical Report.

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Figure 4 Three-dimensional View of the Pier Model

Figure 5 Elevation and Plan View of the Pier Model

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4 Design Elements

4.1 Access Road

Access road is assumed to be built after the construction of the pier is complete. Unfavorable geotechnical conditions increased the risk of global failure of the access road if used by the 100-ton crane. A temporary ramp is to be made by the contractor to provide access from the beach to the pier, see Appendix A-1.

4.1.1 Ramp

The ramp leading from the roadway to the pier is made up of two steel plates, with a wide flange beams and channels.

Figure 6 Roadway Ramp

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The roadway is expected to settle with use, and maintenance crew will rebuild the top layers after severe storm events. As such, the 6-foot-long ramp is designed to be able to span 4 feet. The design load is from H20 loading.

Load on the built-up ramp Per LRFD Load Combination 2:

Ultimate (design) Moment Mu = 631 k-in

Nominal (allowable) moment Mn = 0.9 x 50ksi x 65.5in3 = 2,948 k-in OK!

Load on the 5/8” ramp plate Per LRFD Load Combination 2:

Ultimate (design) Moment Mu = 57.7 k-in

Nominal (allowable) moment Mn = 0.9 x 50ksi x 1.3in3 = 58.5 k-in OK!

4.1.2 Cutoff Wall

The cutoff wall supporting the approach road soils is an 8-inch-thick concrete wall spanning 20 feet across, between the roadway ramp and pier structure. The governing load case is for a H20 truck passing over the ramp, adding a surcharge load to the soils. The loads on the wall are calculated using SupportIt software, and the horizontal and vertical moments are calculated using SAP2000.

Moment on the vertical wall section Per LRFD Load Combination 2, try #5@18”:

Ultimate (design) Moment Mu = 230 lb-ft

Nominal (allowable) moment Mn = 3634 lb-ft OK!

Moment on the horizontal (bottom) wall section Per LRFD Load Combination 2, try #5@12”:

Ultimate (design) Moment Mu = 3834 lb-ft

Nominal (allowable) moment Mn = 5259 lb-ft OK!

4.1.3 Hinge

The cutoff wall is supported by a hinge, transferring loads to the pier framing.

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Figure 7 Hinge Connection

Check concrete pullout. Add hairpin anchor reinforcement to increase rebar embedment for pullout.

Total load per hinge: Pu = 52.5 kip

Add 2 #5 rebar as anchor reinforcement: Pn = 56.3 kip OK!

Check pin and plates connecting the hinge to the pier frame:

Design shear strength of 2” A307 bolt: Vn = Fn×Ab = 24ksi × 3.14in2 = 75 kip OK!

Design bearing strength at hinge plate hole: 160 kip OK!

Design bearing strength at HSS bolt hole: 62 kip OK!

Anchoring of the hinge plate into the concrete, try 6 anchors ¾”

Load on bolts: 52.5 kip/ 6: 8.9 kip

Bolt strength: 11.1 kip OK!

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Load on Concrete: 52.5 kip

Concrete strength: 58.6 kip OK!

4.2 Pier

Pier Elevations: 17.4 Feet MLLW based on a 25-year MHW case, with 1.1 ft of SLR. Pier height on land is 14.0 Feet MMLW. After 25 years, Pier is designed to be raised by up to 3ft without new piles.

Pier Dimensions: 18ft wide by 300ft long, Outer portion is 30 by 60ft.

Pier Water Extent: Outer extremity of pier to be at -10MLLW

4.2.1 Pier Deck

The pier decking is 4x12 boards, supported by 6-inch wide stringers spaced at 2 feet O.C. The deck is checked for uniform distributed live load, the H20 tire load, and for the crane outrigger load, see Enercalc output in Appendix A-4.

4.2.2 Pier Stringers

The pier deck is supported by 20-foot long 6.75”x15.125” Southern Yellow Pine 24F-V4 glulam stringers bolted to the pile caps.

The stringers are checked for uniform distributed live load, H20 tire load and for the crane outrigger load, see Enercalc output in appendix A-5.

4.2.3 Pier Stringer Hangers

Custom hanger brackets are welded to the pile cap beams.

Shear demand at bracket is 6.9 kips per H20 wheel load stringer calculations.

Try 4 A307 bolts 5/8” diameter.

Per table 7-1 of AISC shear strength φFnv is 10 kip per bolt in double shear OK!

Check bearing strength for Southern Yellow Pine: 3400 psi per bolt for a total of 57 kip OK!

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Figure 8 Glulam Stringer to Pile Cap Beam Connection

Bolt spacing (See Appendix A-6):

• Edge distance: 2.5”

• End distance: 2.5”

• Spacing in a row: 2.5”

• Spacing between rows: 2.5”

Welds along the bracket to the pile cap:

φRn = 1.392×4×1” = 5.6 kip/in for 4/16” weld size. For 10” weld along both sides of bracket:

φRn = 1.392×4×2×10” = 111 kip OK, full length welds are not required.

4.2.4 Pier Pile Caps

The pier pile caps are HSS10x10x1/2 beams. The cap beams are checked for the combined load from decking, stringers and live load, and the capacity is confirmed to be sufficient.

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Figure 9 Bent 14 Cap Beam

The governing moment is: Mu = 571 kip-in

The capacity of the cap beams is: Mn=φFbS = 0.9x46ksi x 51.2in3 = 2119 k-in OK!

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At the seismic joint, the stingers are cantilevered, adding torque to the cap beam. The torsional demand and capacity is checked in Appendix A and found adequate.

Figure 10 Simplified Torsion Check Model

4.2.5 Pier Piles

The pier is supported by 18-inch-diameter pipe piles. The pipe piles are placed in 24-inch casings in predrilled holes and the loads transferred to the soil is assumed end bearing only.

Table 5 Pipe Pile Properties

Pipe O.D.

(in)

Wall Thickness

(in) Pipe I.D.

(in) Weight (lbs/ft)

Schedule

Section Modulus

(in3) Moment of Inertia (in4) Area (in2)

0.562 16.876 105 40 130 1171 31

0.688 16.624 127 60 156 1404 37

0.938 16.124 171 80 204 1835 50

1.156 15.688 208 100 242 2180 61

1.275 15.25 228 120 278 2356 72

Note:

A 3-D SAP2000 model is made to capture the interaction between piles and the various wave loads.

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Figure 11 SAP2000 Model Screen Grab

Check moment capacity:

The governing moment is: Mu = 1830 kip-in (Construction Crane Load)

The capacity of the piles are: Mn = 0.9 x 50 ksi x 204 in3 = 9180 kip-in OK!

Check axial capacity:

The governing axial load is: Pu = 165 kip (Construction Crane Load)

The capacity of the piles are: Pn = 218 kip (See appendix A-8) OK!

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4.2.6 Gangway

A gangway leads from the pier to the access platform. The gangway is 94 feet long, and 62 inches wide, and loaded by a live load of 50 psf. See Appendix A-10 for calculations.

Figure 12 Gangway

It is assumed that half the gangway load is distributed to the passenger lift, and half to the gangway landing.

The load at the connection between ramp and pier per LRFD Combination 2 is:

Pu = 19.2 kip

For a 4” connection tab, each side of the ramp, a total of 16” weld 5/16” has a strength of 112 kip

OK!

Check torsion on HSS4x6 member:

Ultimate (Design) torsion: Tu = 19.2 kip-in

Nominal (Allowable) torsion: Tn = 392 kip-in OK!

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Figure 13 Gangway to Pier Connection

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4.2.7 Lift

The passenger lift is designed to be raised and lowered by a winch mounted on the pier deck. The overall measurements are 14 feet by 20 feet, with an area of about 200 sf.

The lift platform is estimated to weigh 30 kip including live load, and load from the platform. See Appendix A-10.

The load is used for the mechanical design, and the design of the platform supports. The platform design itself is not included in this package.

Figure 14 Lift Platform

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4.2.8 Boat Lift

A frame is designed to carry a 8,000 pound boat lift, see Appendix A-11 and SAP output in Appendix B. The frame is a simple L frame at bents 11 and 12, laterally supported by two horizontal members. The main members of the frame are HSS10x10x1/2” similar to the main pier framing, with smaller HSS10x6x1/2 diagonal braces.

Figure 15 Boat Lift Design SAP2000 Output

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4.2.9 Ladder Bracing

To allow access to the boat when lowered, a ladder is installed. The ladder is braced to the nearest pier piles using 3” XS pipes. The pipes are bolted to the pier piles using a bent bar wrapping around the pile, see Appendix A-12.

4.2.10 Fender Piles

The piles along the perimeter of the pier are fender piles. These piles are checked for both wave loads, and berthing loads, see Appendix A-13. While the vessels do not moor at this pier, the passenger transfer from the Island Packers vessels happen while the vessels power into the fender piles. The NPS vessels will hover besides the pier while passengers disembark.

Figure 16 Fender Piles

The fender piles are 12-inch-diameter fiber reinforced plastic (FRP) pipe piles, and have a moment capacity of 289 kip-ft per the manufacturers documentation.

Moment from wave loads: 31 kip-ft (Governs)

Moment from vessel loads: 30 kip-ft

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Apply factor of safety on wave moment: 1.5 x 31 kip-ft = 46.5 kip-ft < 289 kip-ft OK!

4.2.11 Berthing Piles

When the Island Packers vessel approach the platform, the vessel powers into two berthing piles, one on each side of the access ramp. The berthing piles will have to be stiff enough to resist both the vessel load, and wave load without deflecting and hitting the platform. Because the berthing piles are cantilevered, a horizontal member is added at the top to provide stiffness.

4.2.11.1 Wave Load

The piles are 18” diameter schedule 120 pipe piles with a protecting sleeve, increasing the outside diameter to 20”. Wave loads on 20” diameter piles are shown below:

Figure 17 Wave Loads and Elevations

The maximum wave load is 7.2 kip at an elevation of 9.8’.

Depth to fixity is at elevation -26 ft.

Top of pile is at elevation +20 ft.

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Maximum deflection parallel to the cross beam is 1.0” at elevation +15.5 ft where the platform would be stored when out of use.

Maximum deflection perpendicular to the header beam is 5.2” at elevation +15.5 ft where the platform would be stored when out of use.

For cantilevered berthing piles without horizontal support beams the maximum deflection at elevation +15.5 ft is 5.2”.

Recommended minimum clearances between pipe piles and platform is indicated on Figure 18 below.

Figure 18 Minimum Clear Distances Between Berthing Piles and Platform

4.2.11.2 Vessel load

When the passengers board and offboard the vessel, a load is applied to the piles from the vessel pushing against the piles. As calculated in Section 2.5.1 this load is: P = 4 kip

The elevation of this load varies with the tide. Because the governing case for both moment and deflection occurs when the load is applied the furthest from the point of fixity, the highest tide is considered.

MHHW = 5.1 ft

5.5” MIN

2.5” MIN 2.5” MIN

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Vessel freeboard = 7.0 ft

Load elevation = 5.1 ft + 7.0 ft = 12.1 ft

4.2.12 Guardrail

Check the top guardrail member for a 200-pound point load, see Appendix A-14.

Figure 19 Guardrail Detail

Appendix A Supplemental Calculations

Appendix A-1 Cutoff Wall smorch Pencil

0.00 ft Dense Gravel

12.15 ft

WL 5.00 ft

4.67 ft

WL5.00 ft

296.0 psf

Toe = 7.48 ft

Page: 1 Date: 12.6.18

Sheet: PZ40 Works: Permanent

Pressure: Rankine Analysis: Net Pressure

Toe: Cantilever

Maximum d (ft) 4.67psf177.5

Anchor QEA 130 Battery Street Suite 400 Tel: (415)-361-5159 EMail: smorch@anchorqea.com

SupportIT, v2.36 © 1997 - 2014, GTSoft Ltd.

Tel/Fax: +44 (0)1292 477754

Email: GTSoftLtd@aol.com Web: www.GTSoft.org

Input Data Depth Of Excavation =

Surcharge = 4.67

296.0 ft psf

Soil Profile Depth (ft) Soil Name (pcf) ' (pcf) C (psf) C a (psf) (°) (°) K a K ac K p K pc

0.00 Dense Gravel 109.46 65.55 0.0 0.0 40.0 0.0 0.22 0.00 4.60 0.00

Depth Of Active Water = Depth Of Passive Water =

5.00 5.00 ft ft

Water Density = Minimum Fluid Density =

62.43 31.82 pcf pcf

Solution Sheet Sheet Name E

(psi) I

(in 4/ft) f

(psi) Z

(in³/ft) (ftlb/ft) Allowed M max b

(in) A

(in²/ft) W

(lb/ft) Upstand

(ft) Toe (ft)

Length (ft)

PZ40 3.04E+07 502.70 24966.8 61.30 127538.5 19.68 11.75 65.6 0.00 7.48 12.15

Maximum Depth (ft) Maxima

Pressure 177.5 psf 4.67 Bending Moment 2170.7 ftlb/ft 7.12 Deflection 0.0 in 0.00 Shear Force 600.2 lb/ft 5.06

Page: 2 Date: 12.6.18

Sheet: PZ40 Works: Permanent

Pressure: Rankine Analysis: Net Pressure

Toe: Cantilever

Anchor QEA 130 Battery Street Suite 400 Tel: (415)-361-5159 EMail: smorch@anchorqea.com

SupportIT, v2.36 © 1997 - 2014, GTSoft Ltd.

Tel/Fax: +44 (0)1292 477754

0 40-4-8-12-16-20-24 Pressure (psf) x10 2 d(ft)

0 4 8 12 16 20 24 Bending Moment (ftlb/ft) x10 2 d(ft)

0 1 2 3 4 5 6 70-1-2-3-4 Shear Force (lb/ft) x10 2 d(ft)

0 1 2 3 4 5 6 7 Deflection (in) x10 -3 d(ft)

Page: 3 Date: 12.6.18

Sheet: PZ40 Works: Permanent

Pressure: Rankine Analysis: Net Pressure

Toe: Cantilever

Maximum d (ft) 4.67psf177.5 7.12ftlb/ft2170.7 5.06lb/ft600.2 0.00in0.0

Anchor QEA 130 Battery Street Suite 400 Tel: (415)-361-5159 EMail: smorch@anchorqea.com

SupportIT, v2.36 © 1997 - 2014, GTSoft Ltd.

Tel/Fax: +44 (0)1292 477754 depth (ft)

P (psf)

M (ftlb/ft)

D (in)

F (lb/ft) depth (ft)

P (psf)

M (ftlb/ft)

D (in)

F (lb/ft) depth (ft)

P (psf)

M (ftlb/ft)

D (in)

F (lb/ft)

0.00 65.1

0.09 67.3

0.17 69.3

0.26 71.5

0.35 73.4

0.43 75.6

0.52 77.6

0.61 79.7

0.69 81.9

0.78 83.9

0.87 86.1

0.95 88.0

1.04 90.2

1.13 92.2

1.21 94.4

1.30 96.6

1.39 98.5

1.48 100.7

1.56 102.7

1.65 104.9

1.74 106.8

1.82 109.0

1.91 111.2

2.00 113.1

2.08 115.3

2.17 117.3

2.26 119.5

2.34 121.4

2.43 123.6

2.52 125.8

2.60 127.8

2.69 130.0

2.78 131.9

2.86 134.1

2.95 136.1

3.04 138.3

3.12 140.4

3.21 142.4

3.30 144.6

3.38 146.5

3.47 148.7

3.56 150.7

3.64 152.9

3.73 155.1

3.82 157.0

3.90 159.2

3.99 161.2

4.08 163.4

4.17 165.3

4.25 167.5

4.34 169.7

4.43 171.7

4.51 173.8

4.60 175.8

4.69 174.2

4.77 130.5

4.86 86.9

4.95 43.2

5.03 10.4

5.12 -15.8

5.21 -39.0

5.29 -65.2

5.38 -88.4

5.47 -114.6

5.55 -140.8

5.64 -164.0

5.73 -190.2

5.81 -213.4

5.90 -239.6

5.99 -262.8

6.07 -289.0

6.16 -315.1

6.25 -338.4

6.33 -364.6

6.42 -387.8

6.51 -414.0

6.59 -437.2

6.68 -463.4

6.77 -489.5

6.85 -512.8

6.94 -538.9

7.03 -562.2

7.12 -588.4

7.20 -611.6

7.29 -637.8

7.38 -663.9

7.46 -687.2

7.55 -713.3

7.64 -736.6

7.72 -762.7

7.81 -786.0

7.90 -812.2

7.98 -838.3

8.07 -861.6

8.16 -887.7

8.24 -911.0

8.33 -937.1

8.42 -960.4

8.50 -986.5

8.59 -1012.7

8.68 -1036.0

8.76 -1062.1

8.85 -1085.4

8.94 -1111.5

9.02 -1134.8

9.11 -1160.9

9.20 -1187.1

9.28 -1210.4

9.37 -1236.5

9.46 -1259.8

9.54 -1285.9

9.63 -1309.2

9.72 -1335.3

9.81 -1361.5

9.89 -1384.7

9.98 -1410.9

10.07 -1434.2

10.15 -1460.3

10.24 -1483.6

10.33 -1509.7

10.41 -1535.9

10.50 -1559.1

10.59 -1585.3

10.67 -1608.5

10.76 -1634.7

10.85 -1658.0

10.93 -1684.1

11.02 -1710.3

11.11 -1733.5

11.19 -1759.7

11.28 -1782.9

11.37 -1809.1

11.45 -1832.3

11.54 -1858.5

11.63 -1884.7

11.71 -1907.9

11.80 -1934.1

11.89 -1957.3

11.97 -1983.5

12.06 -2006.7

12.15 -2030.0

0.0 0.2 0.9 2.2 3.9 6.3 9.0

12.7 17.0 21.4 27.0 32.6 39.5 46.3 54.7 63.9 72.7 83.4 93.6

105.9 117.6 131.5 146.4 160.3 177.0 192.5 210.9 228.1 248.5 269.8 289.6 313.0 334.6 360.0 383.4 410.9 439.6 466.0 496.8 525.2 558.4 588.8 624.3 661.0 694.8 733.9 769.9

811.5 849.7 894.0 939.6 981.4

1029.7 1073.8 1124.9 1171.4 1224.8 1278.9 1327.2 1381.8 1430.1 1484.3 1532.0 1584.9 1637.0 1682.3 1732.0 1774.9 1821.5 1861.3 1904.1 1944.4 1978.1 2013.4 2042.3 2071.7 2095.1 2117.9 2137.0 2150.5 2161.8 2168.1 2170.7 2167.0 2153.3 2130.1 2101.8 2062.2 2020.3 1966.4 1912.9 1846.9 1775.5 1707.9

1627.8 1553.4 1466.8 1387.6 1296.7 1204.4 1121.6 1028.3

945.7 853.6 773.0 684.4 598.4 524.7 445.5 378.9 308.6 250.8 191.7 139.3

99.0 61.1 34.6 13.4

2.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 6.0

11.6 18.0 23.9 30.7 36.9 44.1 51.5 58.2 66.0 73.1 81.2 88.6 97.1

105.8 113.8 122.9 131.1 140.6 149.2 159.0 169.1 178.2 188.6 198.1 208.9 218.6 229.8 241.2 251.5 263.3 273.9 286.0 297.0 309.5 322.2 333.7 346.8 358.6 372.1 384.3 398.1 412.2 424.8 439.3 452.3

467.1 480.4 495.6 511.0 524.8 540.6 554.8 570.9 582.8 592.5 598.3 600.1 599.9 597.8 593.2 587.1 577.9 566.4 554.2 538.2 522.0 501.5 481.3 456.3 428.9 402.5 370.6 340.3 303.9 269.5 228.6 185.4 144.9

97.1 52.6

0.0 -36.0 -74.3

-110.2 -140.1 -171.4 -197.3 -224.2 -246.1 -268.5 -288.5 -304.2

-319.7 -331.5 -342.5 -350.3 -356.7 -360.8 -362.5 -362.1 -359.7 -354.8 -348.5 -339.1 -327.3 -314.8 -298.5 -282.1 -261.3 -240.8 -215.5 -187.8 -161.2 -129.1

-98.5 -61.8 -27.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Page: 4 Date: 12.6.18

Sheet: PZ40 Works: Permanent

Pressure: Rankine Analysis: Net Pressure

Toe: Cantilever

Anchor QEA 130 Battery Street Suite 400 Tel: (415)-361-5159 EMail: smorch@anchorqea.com

SupportIT, v2.36 © 1997 - 2014, GTSoft Ltd.

Tel/Fax: +44 (0)1292 477754

0 32 Pressure (psf) Active Soil x10 d(ft)

00-24 Pressure (psf) Passive Soil x10 2 d(ft)

0 45 Pressure (psf) Active Water x10 d(ft)

00-45 Pressure (psf) Passive Water x10 d(ft)

0 8 Pressure (psf) Min. Fluid x10 2 d(ft)

0 40-24 Pressure (psf) Net x10 2 d(ft)

Page: 5 Date: 12.6.18

Sheet: PZ40 Works: Permanent

Pressure: Rankine Analysis: Net Pressure

Toe: Cantilever

Anchor QEA 130 Battery Street Suite 400 Tel: (415)-361-5159 EMail: smorch@anchorqea.com

SupportIT, v2.36 © 1997 - 2014, GTSoft Ltd.

Tel/Fax: +44 (0)1292 477754

TABLE: Frame Loads ‐ Distributed

Frame LoadPat CoordSys Dir DistType RelDistA RelDistB AbsDistA AbsDistB FOverLB

Text Text Text Text Text Unitless Unitless ft ft Lb/ft

1 Soil GLOBAL X RelDist 0 1 0 4.6667 65.1

TABLE: Element Forces ‐ Frames

Frame Station OutputCase P V2 V3 T M2 M3 ElemStation

Text ft Text Lb Lb Lb Lb‐ft Lb‐ft Lb‐ft ft

1 0 Soil 0 247 0 0 0 0 0

1 2.3333 Soil 0 ‐102 0 0 0 ‐144 2.3333

1 3.5 Soil 0 ‐227 0 0 0 51 3.5

1 3.5 Soil 0 92 0 0 0 51 0

1 4.6667 Soil 0 0 0 0 0 0 1.1667

TABLE: Frame Loads ‐ Distributed

Frame LoadPat CoordSys Dir DistType RelDistA RelDistB AbsDistA AbsDistB FOverLB

Text Text Text Text Text Unitless Unitless ft ft Lb/ft

2 Soil GLOBAL Gravity RelDist 0 1 0 18 177.5

TABLE: Element Forces ‐ Frames

Frame Station OutputCase P V2 V3 T M2 M3 ElemStation

Text ft Text Lb Lb Lb Lb‐ft Lb‐ft Lb‐ft ft

2 0 Soil 0 0 0 0 0 0 0

2 1.5 Soil 0 266 0 0 0 ‐200 1.5

2 3 Soil 0 533 0 0 0 ‐799 3

2 3 Soil 0 ‐1065 0 0 0 ‐799 0

2 5 Soil 0 ‐710 0 0 0 976 2

2 7 Soil 0 ‐355 0 0 0 2041 4

2 9 Soil 0 0 0 0 0 2396 6

2 11 Soil 0 355 0 0 0 2041 8

2 13 Soil 0 710 0 0 0 976 10

2 15 Soil 0 1065 0 0 0 ‐799 12

2 15 Soil 0 ‐533 0 0 0 ‐799 0

2 16.5 Soil 0 ‐266 0 0 0 ‐200 1.5

2 18 Soil 0 0 0 0 0 0 3 smorch@anchorqea.comE-mail:

415-361-5159Phone:

130 Battery Street, 4th floorAddress:

Scorpion PierProject:

1/4Page:Soren MorchEngineer:

12/19/2018Date:Anchor QEACompany:

Anchor Designer™ Software Version 2.5.6464.0

Base Material Concrete: Normal-weight Concrete thickness, h (inch): 8.00 State: Uncracked Compressive strength, f’c (psi): 5000 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: Yes Ignore 6do requirement: No Build-up grout pad: No

Base Plate Length x Width x Thickness (inch): 10.00 x 14.00 x 0.63

General Design method:ACI 318-14 Units: Imperial units

Anchor Information:

Anchor type: Cast-in-place Material: F593 304/316SS Diameter (inch): 0.750 Effective Embedment depth, hef (inch): 4.125 Anchor category: - Anchor ductility: Yes hmin (inch): 5.63 Cmin (inch): 4.50 Smin (inch): 4.50

Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: U = 1.2(D + F) + 1.6(L) + 0.5(Lr or S or R) Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No

<Figure 1>

2. Input Data & Anchor Parameters

Project description: Connection design of bolts supporting the cutoff wall to the pier at Bent 1.

Location: Channel Islands National Park Fastening description:

Customer company: NPS Customer contact name:

Customer e-mail:

Comment:

1.Project information

5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

130 Battery Street, 4th floorAddress:

Scorpion PierProject:

2/4Page:Soren MorchEngineer:

12/19/2018Date:Anchor QEACompany:

Anchor Designer™ Software Version 2.5.6464.0

<Figure 2>

Recommended Anchor Anchor Name: Heavy Hex Bolt - 3/4"Ø Heavy Hex Bolt, F593 304/316SS

5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

130 Battery Street, 4th floorAddress:

Scorpion PierProject:

3/4Page:Soren MorchEngineer:

12/19/2018Date:Anchor QEACompany:

Anchor Designer™ Software Version 2.5.6464.0

Shear load y, Vuay (lb)

Anchor Tension load, Nua (lb)

3. Resulting Anchor Forces

Shear load combined, √(Vuax)²+(Vuay)² (lb)

Shear load x, Vuax (lb)

0.01 0.0 8744.08744.0

0.02 0.0 8744.08744.0

0.03 0.0 8744.08744.0

0.04 0.0 8744.08744.0

0.05 0.0 8744.08744.0

0.06 0.0 8744.08744.0

0.0 52464.0Sum 0.0 52464.0

Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00

<Figure 3>

110730.651.017035 fgroutfVsa (lb)ffgroutVsa (lb)

8. Steel Strength of Anchor in Shear (Sec. 17.5.1)

586040.70142181.0001.2501.0001.000153.14360.702.0 fVcpg (lb)fNb (lb)Ycp,NYc,NYed,NYec,NANco (in2)ANc (in2)kcp fVcpg = fkcpNcbg = fkcp(ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b)

10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3)

Pass (Governs)0.905860452464Pryout

Pass0.79110738744Steel

StatusRatioDesign Strength, øVn (lb)Factored Load, Vua (lb)Shear

11. Interaction of Tensile and Shear Forces (Sec. D.7)?

11. Results

5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

130 Battery Street, 4th floorAddress:

Scorpion PierProject:

4/4Page:Soren MorchEngineer:

12/19/2018Date:Anchor QEACompany:

Anchor Designer™ Software Version 2.5.6464.0

3/4"Ø Heavy Hex Bolt, F593 304/316SS with hef = 4.125 inch meets the selected design criteria.

- Concrete breakout strength in shear has not been evaluated against applied shear load(s) per designer option. Refer to ACI 318 Section

17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required.

- Designer must exercise own judgement to determine if this design is suitable.

12. Warnings

5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Appendix A-2 Crane Weight

5666 (supersedes 5666)-0315-N6

218 HSL Link‐Belt Cranes

W3

W2W1

80 Ton (72.6mt)

4-Sheave Hook Block* �

Width1 28.75 in (0.73m)

Width2 15.00 in (0.38m)

Width3 20.25 in (0.51m)

Height 69.75 in (1.77m)

Weight 1,520 lb (689kg)

W3

H

Number inside black circle “�” = # of components

* - Optional equipment

110 Ton (99.8mt)

4-Sheave Hook Block* �

Width1 28.75 in (0.73m)

Width2 28.00 in (0.71m)

Width3 23.00 in (0.58m)

Height 65.50 in (1.66m)

Weight 2,975 lb (1 349kg)

H

W1 W2

Working Weights Based on basic crane including Isuzu AH-6HK1X diesel engine, turntable bearing, live mast, 12 part boom hoist reeving, backstops, crawler lower with 36 in (0.91m) wide track shoes, sealed track rollers, and catwalks, plus the following:

Ctwt “A” Ctwt “AB” Ctwt “ABC” + “A” Lower Ctwt lb (kg) lb (kg) lb (kg)

Lifting crane - includes 40 ft (12.19m) basic tube, self assembly cylinder, 870 ft (265.18m) of 26mm type “DB” hoist rope, 650 ft (198.12m) of 26mm type “RB” hoist rope, 110 Ton (99.8mt) 4-sheave hook block, and basic pendants.

130,458 (59 174)

149,198 (67 675)

190,058 (86 209)

Ground Bearing Pressure psi 8.10 9.27 11.80 kg/cm2 0.57 0.65 0.83

Appendix A

Highlight

Appendix A-3 Outrigger Load

Appendix A-4 Decking Calculations

Wood Beam Licensee : Anchor QEA, LLCLic. # : KW-06011154

Description : Deck Boards - 100psf LL and 11.8 kip Outrigger load

Anchor QEA 130 Battery Street Suite 400 San Francisco, CA 94111

Project Title:

Engineer:

Project ID:

Printed: 28 DEC 2018, 3:55PM

Project Descr:

File = C:\Users\smorch\DOCUME~1\ENERCA~1\Scorpion Pier.ec6 .

Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.27 .

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties

Beam Bracing : Completely Unbraced Repetitive Member Stress Increase

Load Resistance Factor D

Douglas Fir - Larch Construction

650 31.21

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination :ASCE 7-16

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loads Load for Span Number 2

Point Load : L = 8.0 k @ 0.750 ft, (Crane Wheel Load) .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.854: 1

Load Combination +1.20D+0.50Lr+1.60L+1.60H

Span # where maximum occurs Span # 2 Location of maximum on span 0.744ft

238.69 psi=

FB : Allowable 1,987.20psi Fv : Allowable

11.50 X 3.50Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +1.20D+0.50Lr+1.60L+1.60H

311.04 psi==

Section used for this span 11.50 X 3.50 fb : Actual

Maximum Shear Stress Ratio 0.767 : 1

1.500 ft=

1,696.95psi fv : Actual

Maximum Deflection

4836 >=360

Ratio = 4846 >=180

Max Downward Transient Deflection 0.009 in 2056Ratio = >=360 Max Upward Transient Deflection -0.004 in Ratio = Max Downward Total Deflection 0.009 in Ratio = >=180 Max Upward Total Deflection -0.004 in

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C C C C C Ci r m Shear ValuesMax Stress Ratios

M V fbMu fvFb Vu FvSegment Length t LF/V +1.40D+1.60H 0.00 0.00 0.000.00

1.00Length = 1.50 ft 1 0.001 0.001 0.60 1.000 1.15 1.00 1.00 0.00 1.40 1490.40 0.01 233.281.00 0.28 1.00Length = 1.50 ft 2 0.001 0.001 0.60 1.000 1.15 1.00 1.00 0.00 1.40 1490.40 0.01 233.281.00 0.28 1.00Length = 1.50 ft 3 0.001 0.001 0.60 1.000 1.15 1.00 1.00 0.00 1.40 1490.40 0.01 233.281.00 0.28 1.00+1.20D+0.50Lr+1.60L+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.371 0.767 0.80 1.000 1.15 1.00 1.00 1.44 737.18 1987.20 6.40 311.041.00 238.69 1.00Length = 1.50 ft 2 0.854 0.767 0.80 1.000 1.15 1.00 1.00 3.32 1,696.95 1987.20 6.40 311.041.00 238.69 1.00Length = 1.50 ft 3 0.371 0.767 0.80 1.000 1.15 1.00 1.00 1.44 737.18 1987.20 0.97 311.041.00 238.69 1.00+1.20D+1.60L+0.50S+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00

Description : Deck Boards - 100psf LL and 11.8 kip Outrigger load

Anchor QEA 130 Battery Street Suite 400 San Francisco, CA 94111

Project Title:

Engineer:

Project ID:

Printed: 28 DEC 2018, 3:55PM

Project Descr:

File = C:\Users\smorch\DOCUME~1\ENERCA~1\Scorpion Pier.ec6 .

Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.27 .

Span # Moment ValuesLoad Combination

C C C C C Ci r m Shear ValuesMax Stress Ratios

M V fbMu fvFb Vu FvSegment Length t LF/V 1.00Length = 1.50 ft 1 0.371 0.767 0.80 1.000 1.15 1.00 1.00 1.44 737.18 1987.20 6.40 311.041.00 238.69 1.00Length = 1.50 ft 2 0.854 0.767 0.80 1.000 1.15 1.00 1.00 3.32 1,696.95 1987.20 6.40 311.041.00 238.69 1.00Length = 1.50 ft 3 0.371 0.767 0.80 1.000 1.15 1.00 1.00 1.44 737.18 1987.20 0.97 311.041.00 238.69 1.00+1.20D+1.60Lr+L+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.232 0.480 0.80 1.000 1.15 1.00 1.00 0.90 461.19 1987.20 4.00 311.041.00 149.25 1.00Length = 1.50 ft 2 0.534 0.480 0.80 1.000 1.15 1.00 1.00 2.08 1,060.71 1987.20 4.00 311.041.00 149.25 1.00Length = 1.50 ft 3 0.232 0.480 0.80 1.000 1.15 1.00 1.00 0.90 461.19 1987.20 0.61 311.041.00 149.25 1.00+1.20D+1.60Lr+0.50W+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.001 0.001 0.80 1.000 1.15 1.00 1.00 0.00 1.20 1987.20 0.01 311.041.00 0.24 1.00Length = 1.50 ft 2 0.001 0.001 0.80 1.000 1.15 1.00 1.00 0.00 1.20 1987.20 0.01 311.041.00 0.24 1.00Length = 1.50 ft 3 0.001 0.001 0.80 1.000 1.15 1.00 1.00 0.00 1.20 1987.20 0.01 311.041.00 0.24 1.00+1.20D+L+1.60S+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.232 0.480 0.80 1.000 1.15 1.00 1.00 0.90 461.19 1987.20 4.00 311.041.00 149.25 1.00Length = 1.50 ft 2 0.534 0.480 0.80 1.000 1.15 1.00 1.00 2.08 1,060.71 1987.20 4.00 311.041.00 149.25 1.00Length = 1.50 ft 3 0.232 0.480 0.80 1.000 1.15 1.00 1.00 0.90 461.19 1987.20 0.61 311.041.00 149.25 1.00+1.20D+1.60S+0.50W+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.001 0.001 0.80 1.000 1.15 1.00 1.00 0.00 1.20 1987.20 0.01 311.041.00 0.24 1.00Length = 1.50 ft 2 0.001 0.001 0.80 1.000 1.15 1.00 1.00 0.00 1.20 1987.20 0.01 311.041.00 0.24 1.00Length = 1.50 ft 3 0.001 0.001 0.80 1.000 1.15 1.00 1.00 0.00 1.20 1987.20 0.01 311.041.00 0.24 1.00+1.20D+0.50Lr+L+W+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.186 0.384 1.00 1.000 1.15 1.00 1.00 0.90 461.19 2484.00 4.00 388.801.00 149.25 1.00Length = 1.50 ft 2 0.427 0.384 1.00 1.000 1.15 1.00 1.00 2.08 1,060.71 2484.00 4.00 388.801.00 149.25 1.00Length = 1.50 ft 3 0.186 0.384 1.00 1.000 1.15 1.00 1.00 0.90 461.19 2484.00 0.61 388.801.00 149.25 1.00+1.20D+L+0.50S+W+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.186 0.384 1.00 1.000 1.15 1.00 1.00 0.90 461.19 2484.00 4.00 388.801.00 149.25 1.00Length = 1.50 ft 2 0.427 0.384 1.00 1.000 1.15 1.00 1.00 2.08 1,060.71 2484.00 4.00 388.801.00 149.25 1.00Length = 1.50 ft 3 0.186 0.384 1.00 1.000 1.15 1.00 1.00 0.90 461.19 2484.00 0.61 388.801.00 149.25 1.00+0.90D+W+E+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.000 0.000 1.00 1.000 1.15 1.00 1.00 0.00 0.90 2484.00 0.00 388.801.00 0.18 1.00Length = 1.50 ft 2 0.000 0.000 1.00 1.000 1.15 1.00 1.00 0.00 0.90 2484.00 0.00 388.801.00 0.18 1.00Length = 1.50 ft 3 0.000 0.000 1.00 1.000 1.15 1.00 1.00 0.00 0.90 2484.00 0.00 388.801.00 0.18 1.00+1.20D+L+0.20S+E+1.90H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.186 0.384 1.00 1.000 1.15 1.00 1.00 0.90 461.19 2484.00 4.00 388.801.00 149.25 1.00Length = 1.50 ft 2 0.427 0.384 1.00 1.000 1.15 1.00 1.00 2.08 1,060.71 2484.00 4.00 388.801.00 149.25 1.00Length = 1.50 ft 3 0.186 0.384 1.00 1.000 1.15 1.00 1.00 0.90 461.19 2484.00 0.61 388.801.00 149.25 1.00+0.90D+E+0.90H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.000 0.000 1.00 1.000 1.15 1.00 1.00 0.00 0.90 2484.00 0.00 388.801.00 0.18 1.00Length = 1.50 ft 2 0.000 0.000 1.00 1.000 1.15 1.00 1.00 0.00 0.90 2484.00 0.00 388.801.00 0.18 1.00Length = 1.50 ft 3 0.000 0.000 1.00 1.000 1.15 1.00 1.00 0.00 0.90 2484.00 0.00 388.801.00 0.18

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl

Overall Maximum Deflections

L Only1 0.0000 0.000 -0.0037 0.870 +D+L+H 2 0.0088 0.756 0.0000 0.870

L Only3 0.0000 0.756 -0.0037 0.643

Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum -0.600 4.6144.614 -0.600 Overall MINimum 0.005 4.6004.600 0.005 +D+H 0.005 0.0140.014 0.005 +D+L+H -0.595 4.6144.614 -0.595 +D+Lr+H 0.005 0.0140.014 0.005 +D+S+H 0.005 0.0140.014 0.005 +D+0.750Lr+0.750L+H -0.445 3.4643.464 -0.445 +D+0.750L+0.750S+H -0.445 3.4643.464 -0.445 +D+0.60W+H 0.005 0.0140.014 0.005 +D+0.750Lr+0.450W+H 0.005 0.0140.014 0.005 +D+0.750S+0.450W+H 0.005 0.0140.014 0.005 +0.60D+0.60W+0.60H 0.003 0.0090.009 0.003

Description : Deck Boards - 100psf LL and 11.8 kip Outrigger load

Anchor QEA 130 Battery Street Suite 400 San Francisco, CA 94111

Project Title:

Engineer:

Project ID:

Printed: 28 DEC 2018, 3:55PM

Project Descr:

File = C:\Users\smorch\DOCUME~1\ENERCA~1\Scorpion Pier.ec6 .

Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.27 .

Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS

+D+0.70E+0.60H 0.005 0.0140.014 0.005 +D+0.750L+0.750S+0.5250E+H -0.445 3.4643.464 -0.445 +0.60D+0.70E+H 0.003 0.0090.009 0.003 D Only 0.005 0.0140.014 0.005 Lr Only L Only -0.600 4.6004.600 -0.600 S Only W Only E Only H Only

Description : Deck Boards - 100 psf Live Load

Anchor QEA 130 Battery Street Suite 400 San Francisco, CA 94111

Project Title:

Engineer:

Project ID:

Printed: 28 DEC 2018, 4:02PM

Project Descr:

File = C:\Users\smorch\DOCUME~1\ENERCA~1\Scorpion Pier.ec6 .

Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.27 .

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties

Beam Bracing : Completely Unbraced Repetitive Member Stress Increase

Load Resistance Factor D

Douglas Fir - Larch Construction

1,000.0 1,000.0 1,650.0

625.0

1,500.0 550.0

180.0

650.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination :ASCE 7-16

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loads Load for Span Number 1

Uniform Load : L = 0.10 , Tributary Width = 1.0 ft Load for Span Number 2

Uniform Load : L = 0.10 , Tributary Width = 1.0 ft, (Crane Wheel Load) Load for Span Number 3

Uniform Load : L = 0.10 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.010: 1

Load Combination +1.20D+0.50Lr+1.60L+1.60H

Span # where maximum occurs Span # 1 Location of maximum on span 1.500ft

3.88 psi=

FB : Allowable 1,987.20psi Fv : Allowable

11.50 X 3.50Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 2=

Load Combination +1.20D+0.50Lr+1.60L+1.60H

311.04 psi==

Section used for this span 11.50 X 3.50 fb : Actual

Maximum Shear Stress Ratio 0.012 : 1

1.500 ft=

19.60psi fv : Actual

Maximum Deflection

0 <360 166880

Ratio = 0 <180

Max Downward Transient Deflection 0.000 in 0Ratio = <360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.000 in Ratio = >=180 Max Upward Total Deflection 0.000 in

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C C C C C Ci r m Shear ValuesMax Stress Ratios

M V fbMu fvFb Vu FvSegment Length t LF/V +1.40D+1.60H 0.00 0.00 0.000.00

1.00Length = 1.50 ft 1 0.001 0.001 0.60 1.000 1.15 1.00 1.00 0.00 1.40 1490.40 0.01 233.281.00 0.28 1.00Length = 1.50 ft 2 0.001 0.001 0.60 1.000 1.15 1.00 1.00 0.00 1.40 1490.40 0.01 233.281.00 0.28 1.00Length = 1.50 ft 3 0.001 0.001 0.60 1.000 1.15 1.00 1.00 0.00 1.40 1490.40 0.01 233.281.00 0.28 1.00+1.20D+0.50Lr+1.60L+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00

Description : Deck Boards - 100 psf Live Load

Anchor QEA 130 Battery Street Suite 400 San Francisco, CA 94111

Project Title:

Engineer:

Project ID:

Printed: 28 DEC 2018, 4:02PM

Project Descr:

File = C:\Users\smorch\DOCUME~1\ENERCA~1\Scorpion Pier.ec6 .

Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.27 .

Span # Moment ValuesLoad Combination

C C C C C Ci r m Shear ValuesMax Stress Ratios

M V fbMu fvFb Vu FvSegment Length t LF/V 1.00Length = 1.50 ft 1 0.010 0.012 0.80 1.000 1.15 1.00 1.00 0.04 19.60 1987.20 0.10 311.041.00 3.88 1.00Length = 1.50 ft 2 0.010 0.012 0.80 1.000 1.15 1.00 1.00 0.04 19.60 1987.20 0.10 311.041.00 3.88 1.00Length = 1.50 ft 3 0.010 0.012 0.80 1.000 1.15 1.00 1.00 0.04 19.60 1987.20 0.10 311.041.00 3.88 1.00+1.20D+1.60L+0.50S+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.010 0.012 0.80 1.000 1.15 1.00 1.00 0.04 19.60 1987.20 0.10 311.041.00 3.88 1.00Length = 1.50 ft 2 0.010 0.012 0.80 1.000 1.15 1.00 1.00 0.04 19.60 1987.20 0.10 311.041.00 3.88 1.00Length = 1.50 ft 3 0.010 0.012 0.80 1.000 1.15 1.00 1.00 0.04 19.60 1987.20 0.10 311.041.00 3.88 1.00+1.20D+1.60Lr+L+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.006 0.008 0.80 1.000 1.15 1.00 1.00 0.02 12.70 1987.20 0.07 311.041.00 2.51 1.00Length = 1.50 ft 2 0.006 0.008 0.80 1.000 1.15 1.00 1.00 0.02 12.70 1987.20 0.07 311.041.00 2.51 1.00Length = 1.50 ft 3 0.006 0.008 0.80 1.000 1.15 1.00 1.00 0.02 12.70 1987.20 0.07 311.041.00 2.51 1.00+1.20D+1.60Lr+0.50W+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.001 0.001 0.80 1.000 1.15 1.00 1.00 0.00 1.20 1987.20 0.01 311.041.00 0.24 1.00Length = 1.50 ft 2 0.001 0.001 0.80 1.000 1.15 1.00 1.00 0.00 1.20 1987.20 0.01 311.041.00 0.24 1.00Length = 1.50 ft 3 0.001 0.001 0.80 1.000 1.15 1.00 1.00 0.00 1.20 1987.20 0.01 311.041.00 0.24 1.00+1.20D+L+1.60S+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.006 0.008 0.80 1.000 1.15 1.00 1.00 0.02 12.70 1987.20 0.07 311.041.00 2.51 1.00Length = 1.50 ft 2 0.006 0.008 0.80 1.000 1.15 1.00 1.00 0.02 12.70 1987.20 0.07 311.041.00 2.51 1.00Length = 1.50 ft 3 0.006 0.008 0.80 1.000 1.15 1.00 1.00 0.02 12.70 1987.20 0.07 311.041.00 2.51 1.00+1.20D+1.60S+0.50W+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.001 0.001 0.80 1.000 1.15 1.00 1.00 0.00 1.20 1987.20 0.01 311.041.00 0.24 1.00Length = 1.50 ft 2 0.001 0.001 0.80 1.000 1.15 1.00 1.00 0.00 1.20 1987.20 0.01 311.041.00 0.24 1.00Length = 1.50 ft 3 0.001 0.001 0.80 1.000 1.15 1.00 1.00 0.00 1.20 1987.20 0.01 311.041.00 0.24 1.00+1.20D+0.50Lr+L+W+1.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.005 0.006 1.00 1.000 1.15 1.00 1.00 0.02 12.70 2484.00 0.07 388.801.00 2.51 1.00Length = 1.50 ft 2 0.005 0.006 1.00 1.000 1.15 1.00 1.00 0.02 12.70 2484.00 0.07 388.801.00 2.51 1.00Length = 1.50 ft 3 0.005 0.006 1.00 1.000 1.15 1.00 1.00 0.02 12.70 2484.00 0.07 388.801.00 2.51…