structural calculations - mscibuilds.com

STRUCTURAL CALCULATIONS

Project:

New Bridger Bay Camp Ground - Antelope Island

Lat. 41.0401 Long. -112.2549

Antelope Island, Utah

Project Number: 9745

Prepared For:

DFCM

4315 S. 2700 W.,FI 3

Salt Lake City, Utah 84129

Date:

May 2020

Prepared By:

Cody J. Santos, PE, SE

Reviewed By:

Robert Rousselle, PE

Ensign Engineering

45 West 10000 South, Suite 500

Sandy, Utah 84070

P: (801) 255-0529

F: (801) 255-4449

ensigneng.com

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06/15/2020

Project: New Bridger Bay Camp Ground - Antelope Island Project No.: 9745

By: Cody J. Santos, PE, SE Checked By: RRP

Date: May 2020

TABLE OF CONTENTS

SECTION NAME PAGE NUMBER

Design Criteria 3

Loading Analysis 6

Loading Diagrams 14

Member and Element Design 16

Miscellaneous Site Elements Design 33

45 West 10000 South, Suite 500 | Sandy, Utah 84070 | (801) 255-0529 | ensigneng.com

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Date: May 2020

GENERAL PROJECT INFORMATION

Client: DFCM

Project: New Bridger Bay Camp Ground - Antelope Island

Project Address: Lat. 41.0401 Long. -112.2549

Antelope Island, Utah

Latitude: 41.040 North (Approximate)

Longitude: -112.255 West (Approximate)

Elevation above Sea Level: 4,292 ft

PROJECT DESCRIPTION

GENERAL DESIGN CRITERIA

Structure Type: Building Height, hn (ft) 10

Design Code: Number of Stories 1

Risk Category: Light-frame Construction? No

DESIGN LOADS & SERVICEABILITY REQUIREMENTS

Dead Loads: Snow Loads:

-Roof DL: Surface Roughness Category: C

Roofing: 3 psf Roof Exposure: Partially Exposed

Insulation: 6 psf Thermal Condition: Structures kept just above freezing

Sheathing: 2.5 psf Roof Surface: Non-Slippery (Rough)

Framing: 4 psf Obstructed? No

MPE: 1.5 psf Roof Pitch 4 /12

Miscellaneous: 3 psf Roof Angle, θ 18.4

Total Roof DL: 20 psf Ground Snow Load, pg: 30 psf

Exposure Factor, Ce: 1.00

Thermal Factor, Ct: 1.10

Importance Factor, Is: 1.20

Slope Factor, Cs: 1.00

Minimum Roof Snow Load, pm: 24 psf

Flat Roof Snow Load, pf: 28 psf (Balanced)

Sloped Roof Snow Load, ps: 28 psf (Balanced)

Seismic Snow Load, pf,seismic: 0 psf

Wind Loads:

Basic Wind Speed, V: 113 mph (3-second gust)

ASD Wind Speed, Vasd: 88 mph (3-second gust)

-Wall DL: Exposure: C

Concrete Walls: 75 psf

Wall Foam plus Finishes: 7.5 psf Seismic Loads:

SS: 0.8 g

Live Loads: S1: 0.29 g

Roof Live: 20 psf Site Soil Class: C

--

Importance Factor, IE: 1.50

Deflection Limits: Total Load Live Load

Roof: L / 240 360

Rain Loads: Floor: L / 360 480

Rain Intensity, I (in/hr): 1.5 Horizontal: L / -- 240

Provide structural calculations for 12 x 20 booster pump station.

Concrete

2018 IBC

IV


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Date: May 2020

FOUNDATION CRITERIA & SPECIFICATIONS

Geotechnical Report: Company: AGEC

Date: April 16, 2020

Report / Project Number: 1200094

Contact: Douglas R. Hawkes

Allowable Bearing Pressure: 2,000 psf

Allowable Bearing Increase for Wind & Seismic Loads: 1.5

Passive Pressure: 250 -25 pcf

Active Pressure: 50 25 pcf

At Rest Pressure: 65 10 pcf

Coefficient of Friction, μ: 0.35

Foundation Type:

Footing Type: Concrete Spread Footing

Min. Depth to Frost: 30 in

MATERIAL SPECIFICATIONS

CONCRETE & REINFORCING STEEL SPECIFICATIONS:

Concrete Strength, f 'c:

Footings: 3,000 psi (As allowed by Utah State Code Amendment)

Concrete Walls: 4,500

Grade Beams: 4,000 psi

Interior Slab on Grade: 4,000 psi

Deformed Reinforcing Bars: ASTM A615 Grade 60

Welded Wire Fabric: ASTM A185 - Flat sheets, not rolls

Static Loading

Increase for

Dynamic

Loading

ASTM A706 Grade 60 Weldable Rebar is to be used where welds are

specified on contract documents


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Date: May 2020

WOOD FRAMING SPECIFICATIONS

Unless noted otherwise, the following species and grades of lumber shall be used.

Sawn Lumber: Species: Douglas Fir-Larch (North)

2x4 studs up to 8'-0" long: Stud Grade

2x4 studs over 8'-0" long: Grade #2

Other studs: Grade #2

Posts: Grade #1

Joists: Grade #2

Beams: Grade #2

Headers: Grade #2

Subpurlins: Grade #2

Purlins: Grade #2

Glue Laminated Beams: Species: Douglas Fir-Larch (North)

Simple Spans: 24F-V4

Continuous Spans: 24F-V8

Sheathing: APA Rated OSB

Framing Hardware: Simpson Strong-Tie Connectors

Structural Nails: Common Wire Type (unless noted otherwise)

Bolts in Wood: ASTM A307


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Date: May 2020

SNOW DRIFT ANALYSIS - UNBALANCED SNOW LOADS FOR GABLE & HIP ROOFS

CHAPTER 7, ASCE 7-16 IBC 2018 / ASCE 7-16

Surface Roughness Category

Roof Exposure

Thermal Conditions

Roof Surface

Obstructed?

Roof Pitch 4 /12

Roof Angle, θ

Roof Type

Unbalance Roof Snow Load Analysis Required?

Ground Snow Load, pg (psf) 30 Utah Snow Load Study Snow Density, γ (pcf) 17.9 Equation 7.7-1

Exposure Factor, Ce 1.00 Table 7.3-1 Balanced Snow Load Height, hb (ft) 1.55 p f / γ

Thermal Factor, Ct 1.10 Table 7.3-2 Windward Eave to Ridge Distance, W (ft) 7.5

Importance Factor, Is 1.20 Table 1.5-2 Roof Slope Run for Rise of One, S 3.0

Slope Factor, Cs: 1.00 Figure 7.4-1

Flat Roof Snow Load, pf (psf) 28 Equation 7.3-1

Sloped Snow Load, ps (psf): 28 Equation 7.4-1

Windward Snow Load (psf) 0.0

Leeward Snow Load (psf) 36.0

Leeward Surcharge Load (psf) N/A

Drift Height, hd (ft) N/A Figure 7.6-1

Drift Extent beyond Ridge (ft) N/A Figure 7.6-2

18.4

No

Non-Slippery (Rough)

Yes

Unbalanced Roof Snow Load Analysis

Gable

Structures kept just above freezing

Design Parameters

C

Partially Exposed


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Date: May 2020

SEISMIC FORCE ANALYSIS - EQUIVALENT LATERAL FORCE PROCEDURE


Risk Category IV Table 1604.5 Structure Type All other structural systems

Importance Factor, IE 1.50 Table 1.5-2 T0 (sec) 0.091 Section 11.4.6

-- TS (sec) 0.453 Section 11.4.6

SS (g) 0.800 Mapped TL (sec) 8 Section 11.4.6

S1 (g) 0.290 Mapped Sa (g) N/A if T<T 0 (Equation 11.4-5)

Site Class C Geotech Report Sa (g) 0.640 T 0 <T<T S (Section 11.4-6)

Fa 1.20 Table 1613.2.3(1) Sa (g) N/A T S <T<T L (Equation 11.4-7)

Fv 1.50 Table 1613.2.3(2) Ct 0.02 Table 12.8-2

SMS (g) 0.960 F a S S x 0.75 Table 12.8-2

SM1 (g) 0.435 F v S 1 Ta (sec) 0.112 Equation 12.8-7

SDS (g) 0.640 2/3(S MS ) Response Modification Factor, R 5 Table 12.2-1

SD1 (g) 0.290 2/3(S M1 ) Overstrength Factor, Ω0 2.5 Table 12.2-1

Seismic Design Category D Table 1613.2.5(1,2) CS,Calculated 0.192 Equation 12.8-2

Building Height, hn (ft) 10 CS MAX 0.774 Equation 12.8-3 & 12.8-4

Number of Stories 1 CS MIN 0.042 Equation 12.8-5 & 12.8-6

Light-frame Construction? No CS 0.192 Section 12.8.1.1

Unit Weight Area Weight, wi Elevation, hi wihik Fi 0.7Fi

(psf) (ft2) (kips) (ft) (kip-ft) (kips) (kips)

- - - -

20 308 6.16 10 61.60 1.18 0.83

83 160 13.20 10 132.00 2.53 1.77

83 96 7.92 10 79.20 1.52 1.06

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

- - - -

Σwi 27 Σwihik 273 Vx (kips) 5.24

k 1 0.7Vx (kips) 3.67

N & S Elevation Walls

Roof Level:

Roof

E & W Elevation Walls

Vertical Distribution of Seismic Forces

Design Parameters

Notes:

Component


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Date: May 2020

SEISMIC FORCE ANALYSIS - EQUIVALENT LATERAL FORCE PROCEDURE


Design Parameters

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00

Sa

(g)

Period, T (sec)

Design Response Spectrum


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Date: May 2020

SEISMIC FORCE ANALYSIS - PERMITTED ANALYTICAL PROCEDURES

SECTION 12.6, ASCE 7-16 IBC 2018 / ASCE 7-16

Risk Category IV Table 1604.5

Seismic Design Category D Table 1613.2.5(1,2)

Structure Height (ft) 10

Number of Stories 1

Light-frame Construction? No

Irregularities Present? No

Horizontal Irregularities Type 1a or 1b Present? No Table 12.3-1

Vertical Irregularities Type 1a, 1b, 2 or 3 Present? No Table 12.3-2

Is T < 3.5Ts? Yes

Design Parameters

ELF Permitted


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Date: May 2020

SEISMIC FORCE ANALYSIS - STRUCTURAL WALLS AND THEIR ANCHORAGE


Risk Category IV Table 1604.5 Calculation Comments:

Importance Factor, IE 1.50 Table 1.5-2

--

SS (g) 0.800 Mapped

S1 (g) 0.290 Mapped

Site Class C Geotech Report

Fa 1.20 Table 1613.2.3(1)

Fv 1.50 Table 1613.2.3(2)

SMS (g) 0.960 F a S S

SM1 (g) 0.435 F v S 1

SDS (g) 0.640 2/3(S MS )

SD1 (g) 0.290 2/3(S M1 )

Seismic Design Category D Table 1613.2.5(1,2)

Building Height, hn (ft) 10

Number of Stories 1

Light-frame Construction? No

- - -

82.5 31.7 20 4 2 1.20 304

- - -

- - -

- - -

- - -

- - -

- - -

- - -

- - -

- - -

- - -

- - -

- - -

- - -

- - -

- - -

6" ICF Concrete Wall

Design Parameters

12.11.2 - Anchorage Forces

Unit Weight

(psf)

Unit Force, fp

(psf)

Diaphragm

Length, Lf (ft)

Out-of-Plane Forces on Structural Walls and their Anchorage

Trib. Wall

Height (ft)

Trib. Wall

Width (ft)

Amplification

Factor, ka

Wall Anchor

Force, Fp (lb)

Component

12.11.1 - Wall Forces


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Date: May 2020

WIND FORCE ANALYSIS - DIRECTIONAL PROCEDURE

CHAPTER 27 (PART 1), ASCE 7-16 IBC 2018 / ASCE 7-16

Basic Wind Speed, V (mph) 113 Section 26.5 Kzt Factor Applicable? No

Exposure Category C Section 26.7 Height of Hill or Ridge, H (ft) N/A Table 26.8-1

Ground Elevation (ft) 4,292 Lh (ft) N/A Table 26.8-1

Enclosure Classification Enclosed Section 26.2 H / Lh 0.00

Positive / Negative? Positive x (ft) N/A Table 26.8-1

Internal Press. Coef., GCpi 0.18 Table 26.13-1 Horizontal Attenuation, μ N/A Table 26.8-1

Mean Roof Height, h (ft) 10 Height Attenuation, γ N/A Table 26.8-1

Building Length, L (ft) 20 K1 / (H / Lh) N/A Table 26.8-1

Building Width, B (ft) 12 K1 0.00 Table 26.8-1

L/B 1.67 K2 0.00 Table 26.8-1

h/L 0.50 K3 0.00 Table 26.8-1

Roof Pitch 4 /12 Topographic Factor, Kzt at h 1.00 Section 26.8

Roof Angle, θ 18.4 Wind Directionality Factor, Kd 0.85 Section 26.6

Terrain Constant, α 9.5 Table 26.11-1 Ground Elevation Factor, Ke 0.86 Section 26.9

Terrain Constant, zg (ft) 900 Table 26.11-1 Gust Effect Factor, G 0.85 Section 26.11

Exposure Coefficient, Kh 0.849 Table 26.10-1 Velocity Pressure, qh (psf) 20.19 Equation 26.10-1

Windward Leeward Side Windward Leeward

0.80 -0.37 -0.70 1.50 -1.00

Surface Mark Surface Type z (ft) Kz qz (psf)

1 Roof 10 0.849 20.2 - - - - -

2 Wall 8 0.849 20.2 10.10 -9.93 -15.65 - -

3 - - - - - - -

4 - - - - - - -

5 - - - - - - -

6 - - - - - - -

Roof Type

Windward Leeward 0 to h/2 h/2 to h h to 2h > 2h

-0.49 -0.57 -0.90 -0.90 -0.50 -0.30

-0.06 -0.57 -0.18 -0.18 -0.18 -0.18 0.80

Surface Mark Surface Type

1 Roof -12.11 -13.40 -19.08 -19.08 -12.22 -8.78 13.73

2 Wall - - - - - - -

3 - - - - - - -

4 - - - - - - -

5 - - - - - - -

6 - - - - - - -


1 Roof Both 8.00 3 20.0 22 0.4

2 Wall Both 20.02 4 80.1 20 1.6

3 - - -

4 - - - LRFD ASD

5 - - - Vx (kips) 0.6Vx (kips)

6 - - - 2.0 1.2

Force (kips)

Wind Pressure, p (psf)

Surface Forces

North-South, Positive Internal Pressure

Windward or

Leeward

Surface?

Projected

Horizontal

Pressure, p

(psf)

Tributary

Height (ft)

Unit Force

(plf)

Surface

Width, W (ft)

Pressure

Coefficients,

Cp

Roof

Gable

Normal to Ridge for θ ≥ 10° Parallel to Ridge for all θWindward

Overhang

MWFRS Wind Pressure Analysis

Pressure

Coefficients,

Cp

Walls Parapets


Design Parameters

Total Design Base Shear


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Date: May 2020

WIND FORCE ANALYSIS - DIRECTIONAL PROCEDURE

CHAPTER 27 (PART 1), ASCE 7-16 IBC 2018 / ASCE 7-16










L/B 0.60 K2 0.00 Table 26.8-1

h/L 0.83 K3 0.00 Table 26.8-1






Windward Leeward Side Windward Leeward

0.80 -0.50 -0.70 1.50 -1.00

Surface Mark Surface Type z (ft) Kz qz (psf)

1 Roof 10 0.849 20.2 - - - - -

2 Wall 8 0.849 20.2 10.10 -12.22 -15.65 - -

3 - - - - - - -

4 - - - - - - -

5 - - - - - - -

6 - - - - - - -

Roof Type

Windward Leeward 0 to h/2 h/2 to h h to 2h > 2h

-0.69 -0.59 -1.17 -0.77 -0.63 -0.57

-0.14 -0.59 -0.18 -0.18 -0.18 -0.18 0.80


1 Roof -15.54 -13.75 -23.66 -16.79 -14.50 -13.36 13.73

2 Wall - - - - - - -

3 - - - - - - -

4 - - - - - - -

5 - - - - - - -

6 - - - - - - -


1 Roof Both 8.00 3 20.0 14 0.3

2 Wall Both 22.31 4 89.3 12 1.1

3 - - -

4 - - - LRFD ASD

5 - - - Vx (kips) 0.6Vx (kips)

6 - - - 1.4 0.8

East-West, Positive Internal Pressure

Windward or

Leeward

Surface?

Projected

Horizontal

Pressure, p

(psf)

Tributary

Height (ft)

Unit Force

(plf)

Surface

Width, W (ft) Force (kips)

Surface Forces


Pressure

Coefficients,

Cp

Roof

Gable

Normal to Ridge for θ ≥ 10° Parallel to Ridge for all θWindward

Overhang


Pressure

Coefficients,

Cp

Walls Parapets

MWFRS Wind Pressure Analysis

Total Design Base Shear

Design Parameters


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Date: May 2020

WIND FORCE ANALYSIS - COMPONENTS & CLADDING











h/B 0.83 K2 0.00 Table 26.8-1

Roof Type Gable K3 0.00 Table 26.8-1



Is there a Parapet? No Ground Elevation Factor, Ke 0.86 Section 26.9

Parapet Height, hp (ft) N/A Velocity Pressure, qh (psf) 20.19 Equation 26.10-1

Terrain Constant, α 9.5 Table 26.11-1 Exposure Coefficient, Kp N/A Table 26.10-1

Terrain Constant, zg (ft) 900 Table 26.11-1 Topographic Factor, Kzt at hp N/A Section 26.8

Exposure Coefficient, Kh 0.849 Table 26.10-1 Velocity Pressure, qp (psf) N/A Equation 26.10-1

< 10 20 50 100 >500

Zone 5: Within 3-ft of building corner -1.4 -1.3 -1.2 -1.1 -0.8

Zone 4: All other areas -1.1 -1.1 -1.0 -0.9 -0.8

Zone 4 & 5: Positive Pressures 1.0 1.0 0.9 0.8 0.7

Zone 3r: Within 3-ft of roof ridge at gable ends -3.6 -3.1 -2.4 -1.8 -1.8

Zone 3e, 2r & 2n: Within 3-ft of roof corners, roof ridge & gable ends -3.0 -2.6 -2.0 -1.6 -1.0

Zone 2e & 1: Within 3-ft of roof edge & in roof field -2.0 -2.0 -1.2 -0.5 -0.5

All Zones: Positive Pressures 0.7 0.5 0.4 0.3 0.3

N/A - - - - -

N/A - - - - -

< 10 20 50 100 >500

Zone 5: Within 3-ft of building corner -31.9 -29.9 -26.9 -24.8 -19.8

Zone 4: All other areas -25.8 -24.8 -23.8 -22.3 -19.8

Zone 4 & 5: Positive Pressures 16.6 16.0 16.0 16.0 16.0

Zone 3r: Within 3-ft of roof ridge at gable ends -76.3 -65.2 -52.1 -40.0 -40.0

Zone 3e, 2r & 2n: Within 3-ft of roof corners, roof ridge & gable ends -64.2 -56.1 -44.0 -35.9 -23.8

Zone 2e & 1: Within 3-ft of roof edge & in roof field -44.0 -44.0 -27.9 -16.0 -16.0

All Zones: Positive Pressures 16.0 16.0 16.0 16.0 16.0

N/A - - - - -

N/A - - - - -

A - - - - -

B - - - - -

A - - - - -

B - - - - -

LocationEffective Wind Area (ft

2)

Roof

Parapets

N/A

N/A

Walls

Component & Cladding Design Wind Pressure

External Pressure Coefficients, GC p

Effective Wind Area (ft2)

Location

Walls

Roof

Design Parameters


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Project: Project No.:

By: Checked By:

Date:


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New Bridger Bay Camp Ground - Antelope IslandCody J. Santos, PE, SEMay 2020

9745RR

Gravity Loading

GIRDER TRUSS

GIRDER TRUSS

GIR

DE

R T

RU

SS

GIR

DE

R T

RU

SS

RIDGE LINE

@

PRE-ENGINEERED TRUSSES

24" O.C.

ROOF HATCHOPENING

ROOF SHEATHING SHALL BEAPPLIED ACCORDING TO THE ORIENTATION SHOWN

12

BPS-400-01

_____________________

11

BPS-400-01

_____________________

12

BPS-400-01

_____________________

11

BPS-400-01

_____________________

2

BPS-400-02

_____________________

SCALE: 3/4" = 1'-0"1BPS ROOF FRAMING PLAN

7

BPS-400-01

_____________________

8

BPS-400-01

_____________________

CW-1

CW

-1

CW-1

CW

-1

CW

-1

FC2.0FC

2.0

FC2.0

FC

2.0

1

THICKEN SLAB TO 12" THICKAROUND PIPE PENETRATIONS

THICKEN SLAB TO 12" THICKAROUND PIPE PENETRATIONS

BLOCKOUT FOR DOOR

4"PPS

TALL EQUIPMENT PAD. VERIFY THELAYOUT WITH THE MECHANICALDRAWINGS AND EQUIPMENTMANUFACTURER. SEE DETAIL 5/BPS-400-02 FOR REINFORCING

SCALE: 3/4" = 1'-0"1BPS FOOTING AND FOUNDATION PLAN

D=160 plfRL=160 plfS=230 plf








Project: Project No.:

By: Checked By:

Date:


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New Bridger Bay Camp Ground - Antelope IslandCody J. Santos, PE, SEMay 2020

9745RR

Lateral Loading

GIRDER TRUSS

GIRDER TRUSS

GIR

DE

R T

RU

SS

GIR

DE

R T

RU

SS

RIDGE LINE

@

PRE-ENGINEERED TRUSSES

24" O.C.

ROOF HATCHOPENING

ROOF SHEATHING SHALL BEAPPLIED ACCORDING TO THE ORIENTATION SHOWN

12

BPS-400-01

_____________________

11

BPS-400-01

_____________________

12

BPS-400-01

_____________________

11

BPS-400-01

_____________________

2

BPS-400-02

_____________________

SCALE: 3/4" = 1'-0"1BPS ROOF FRAMING PLAN

A

Wind= 1000 lbs LRFD OR 600 lbs ASD Seismic= 2620 lbs LRFD OR 1835 lbs ASD

1

Wind= 700 lbs LRFD OR 400 lbs ASDSeismic= 2620 lbs LRFD OR 1835 lbs ASD

B

Wind= 1000 lbs LRFD OR 600 lbs ASD Seismic= 2620 lbs LRFD OR 1835 lbs ASD

2

Wind= 700 lbs LRFD OR 400 lbs ASDSeismic= 2620 lbs LRFD OR 1835 lbs ASD



Date: May 2020

FOOTINGS

ACI 318-14 IBC 2018 / ASCE 7-16

Bearing Capacity: 2000 psf

Location = FRONT SIDE

Roof = 390 120 plf

Floor = 0 0 plf

Wall = 660 660 plf

Fdtn = 0 0 plf

Total = 1050 780 plf

Width = 6.3 4.7 in

Mark = F1.7 F1.7 Use F2.0 for Commercial at minimum.

Max Load = 8000 12500 18000 24500 32000 40500 lbs

Area = 4.0 6.3 9.0 12.3 16.0 20.3 ft^2

Side = 24.0 30.0 36.0 42.0 48.0 54.0 in

Mark = SF2.0 SF2.5 SF3.0 SF3.5 SF4.0 SF4.5

Footing Schedule

Mark Type Dimensions (Inches) Reinforcement

Thickness Length Width Longitudinal Transverse

F1.7 Cont. 10 cont. 20 (2) #5 -

F2.0 Cont. 12 cont. 24 (2) #5 -

F2.5 Cont. 12 cont. 30 (3) #5 -

F3.0 Cont. 12 cont. 36 (4) #5 -

SF2.0 Spot 12 24 24 (3) #5 (3) #5

SF2.5 Spot 12 30 30 (3) #5 (3) #5

SF3.0 Spot 12 36 36 (4) #5 (4) #5

SF3.5 Spot 12 42 42 (4) #5 (4) #5

SF4.0 Spot 12 48 48 (5) #5 (5) #5

SF4.5 Spot 12 54 54 (5) #5 (5) #5

SF5.0 Spot 12 60 60 (6) #5 (6) #5

SF5.5 Spot 12 66 66 (6) #5 (6) #5

Notes: Use grade 60 rebar.

All footings must be placed below frost depth unless otherwise noted on plans


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Date: May 2020

STANDARD FOUNDATION WALLS

ACI 318-14 IBC 2018 / ASCE 7-16

Mark Wall Height Thickness Size Spacing Size Spacing

Typ. 4' 8" #5 16" #5 16"

Typ. 8' 8" #5 16" #5 16"

Notes: Wall height refers to final grade difference through the wall. Total height of wall may be

higher due to footing drop for frost protection or native soil bearing as long as wall is

backfilled such that the grade difference does not exceed the wall height at any time

during construction.

ALL REBAR TO BE GRADE 60.

Place vertical bars in the center of wall.

Extend vertical bars from the footing to within 3" of the top of wall.

Provide #4 dowel with standard hook in the footing to match the vertical rebar.

Extend vertical leg of dowel 24" min. into wall.

Place (1) #4 horizontally within 4" of top and bottom of wall.

Provide corner reinforcing so as to lap 24" min.

Provide (2) #4 above, (1) #4 each side, and (1) #4 below all openings.

Place steel within 2" of openings & extend 24" min. beyond edge of opening.

Vertical bars around openings may terminate 3" from top of wall.

Foundation Schedule Horizontal Reinforcement Vertical Reinforcement


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Date: May 2020

ROOF FRAMING

NDS 2018 EDITION IBC 2018 / ASCE 7-16

Roof Trusses:

Use pre-engineered trusses @ 24" o.c.

Provide truss blocking as shown on plans and per manufacturer's specifications.

All truss connection hardware to be designed by the truss manufacturer.

Provide full depth blocking at all bearing locations with (1) A35 clip to top plate per block U.N.O.

Nail through sheathing with 8d common @ 4" o.c. into blocking U.N.O.

Provide "H1" clips at both ends of every truss U.N.O.

Roof Stick Frame:

Use roof joists per span chart.

Provide full depth blocking at all bearing locations with (1) A35 clip to top plate per block UNO.

Nail through sheathing with 8d common @ 4" o.c. into blocking U.N.O.

Provide "H1" clips at both ends of every joist UNO.

Roof Overbuild:

Frame roof overbuild areas with 2x6 DF#2 @ 24" o.c.

Brace joists at 6' 0" o.c.

Use 2x8 DF#2 ridge board braced at 4' 0" o.c.

Use 2x8 DF#2 valley members laid flat and nailed to trusses with (2) 16d per truss.

Brace ridge and joists such that load is distributed uniformly to trusses below.

Sheath under all overbuild areas.

Provide access and ventilation to overbuild areas as necessary.

Roof Beams:

See attached beam calculations.

Roof Sheathing:

Provide 5/8" or thicker 24/16 APA rated panel.

Nail with 8d common at 6" o.c. at panel edge and 12" o.c. in the field.

Provide 'H' clips at all unsupported edges.

Provide 1/8" gap between panels at time of installation.


of 57

Wood BeamLicensee : ENSIGN ENGINEERINGLic. # : KW-06004069

Description : Roof Loading Balanced (From roof Truss Loads)

Project Title: Bridger Bay Camp GroundEngineer: Cody J. SantosProject ID: 9745Project Descr:

File = P:\9YC6VI~D\SEV10W~K\S82GGD~6\Enercalc Structural Calcs.ec6 .

Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 .

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16

Load Combination Set : ASCE 7-16

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Trus JoistMicroLam LVL 2.0 E

260026002510

750

20001016.535

2851555 42.01

Analysis Method :

Eminbend - xx ksi

Wood Species :Wood Grade :

Fb +psipsi

Fv psi

Fb -

Ft psi

Fc - Prll psipsiFc - Perp

E : Modulus of ElasticityEbend- xx ksi

Density pcf

Load Combination :ASCE 7-16

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

Loads on all spans...Uniform Load on ALL spans : D = 0.020, Lr = 0.020, S = 0.0280 k/ft

.DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.106: 1

Load Combination +D+S+H

Span # where maximum occurs Span # 2Location of maximum on span 5.798ft

21.55 psi=

=

FB : Allowable 2,990.00psi Fv : Allowable

1.75x9.5Section used for this span

Span # where maximum occursLocation of maximum on span

Span # 2=

Load Combination +D+S+H=

=

=

327.75 psi==

Section used for this span 1.75x9.5fb : Actual

Maximum Shear Stress Ratio 0.066 : 1

10.727 ft==

317.95psi fv : Actual

Maximum Deflection

2438 >=3602109

Ratio = 1422 >=240

Max Downward Transient Deflection 0.038 in 3616Ratio = >=360Max Upward Transient Deflection -0.020 in Ratio =

Max Downward Total Deflection 0.065 in Ratio = >=240Max Upward Total Deflection -0.034 in

.Maximum Forces & Stresses for Load Combinations

Span #

Moment ValuesLoad CombinationC i C LC CCC F/V mr td

Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length

+D+H 0.00 0.00 0.000.001.00Length = 2.0 ft 1 0.008 0.035 0.90 1.000 1.00 1.00 1.00 0.04 18.24 2340.00 0.10 256.501.00 8.981.00Length = 11.50 ft 2 0.057 0.035 0.90 1.000 1.00 1.00 1.00 0.29 132.48 2340.00 0.10 256.501.00 8.981.00Length = 2.0 ft 3 0.008 0.035 0.90 1.000 1.00 1.00 1.00 0.04 18.24 2340.00 0.02 256.501.00 8.981.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.007 0.032 1.00 1.000 1.00 1.00 1.00 0.04 18.24 2600.00 0.10 285.001.00 8.981.00Length = 11.50 ft 2 0.051 0.032 1.00 1.000 1.00 1.00 1.00 0.29 132.48 2600.00 0.10 285.001.00 8.981.00Length = 2.0 ft 3 0.007 0.032 1.00 1.000 1.00 1.00 1.00 0.04 18.24 2600.00 0.02 285.001.00 8.981.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.011 0.050 1.25 1.000 1.00 1.00 1.00 0.08 36.47 3250.00 0.20 356.251.00 17.961.00Length = 11.50 ft 2 0.082 0.050 1.25 1.000 1.00 1.00 1.00 0.58 264.96 3250.00 0.20 356.251.00 17.96

of 57






Span #




1.00Length = 2.0 ft 3 0.011 0.050 1.25 1.000 1.00 1.00 1.00 0.08 36.47 3250.00 0.05 356.251.00 17.961.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.015 0.066 1.15 1.000 1.00 1.00 1.00 0.10 43.76 2990.00 0.24 327.751.00 21.551.00Length = 11.50 ft 2 0.106 0.066 1.15 1.000 1.00 1.00 1.00 0.70 317.95 2990.00 0.24 327.751.00 21.551.00Length = 2.0 ft 3 0.015 0.066 1.15 1.000 1.00 1.00 1.00 0.10 43.76 2990.00 0.06 327.751.00 21.551.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.010 0.044 1.25 1.000 1.00 1.00 1.00 0.07 31.91 3250.00 0.17 356.251.00 15.721.00Length = 11.50 ft 2 0.071 0.044 1.25 1.000 1.00 1.00 1.00 0.51 231.84 3250.00 0.17 356.251.00 15.721.00Length = 2.0 ft 3 0.010 0.044 1.25 1.000 1.00 1.00 1.00 0.07 31.91 3250.00 0.04 356.251.00 15.721.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.013 0.056 1.15 1.000 1.00 1.00 1.00 0.08 37.38 2990.00 0.20 327.751.00 18.411.00Length = 11.50 ft 2 0.091 0.056 1.15 1.000 1.00 1.00 1.00 0.60 271.58 2990.00 0.20 327.751.00 18.411.00Length = 2.0 ft 3 0.013 0.056 1.15 1.000 1.00 1.00 1.00 0.08 37.38 2990.00 0.05 327.751.00 18.411.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.004 0.020 1.60 1.000 1.00 1.00 1.00 0.04 18.24 4160.00 0.10 456.001.00 8.981.00Length = 11.50 ft 2 0.032 0.020 1.60 1.000 1.00 1.00 1.00 0.29 132.48 4160.00 0.10 456.001.00 8.981.00Length = 2.0 ft 3 0.004 0.020 1.60 1.000 1.00 1.00 1.00 0.04 18.24 4160.00 0.02 456.001.00 8.981.00+D+0.750Lr+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.008 0.034 1.60 1.000 1.00 1.00 1.00 0.07 31.91 4160.00 0.17 456.001.00 15.721.00Length = 11.50 ft 2 0.056 0.034 1.60 1.000 1.00 1.00 1.00 0.51 231.84 4160.00 0.17 456.001.00 15.721.00Length = 2.0 ft 3 0.008 0.034 1.60 1.000 1.00 1.00 1.00 0.07 31.91 4160.00 0.04 456.001.00 15.721.00+D+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.009 0.040 1.60 1.000 1.00 1.00 1.00 0.08 37.38 4160.00 0.20 456.001.00 18.411.00Length = 11.50 ft 2 0.065 0.040 1.60 1.000 1.00 1.00 1.00 0.60 271.58 4160.00 0.20 456.001.00 18.411.00Length = 2.0 ft 3 0.009 0.040 1.60 1.000 1.00 1.00 1.00 0.08 37.38 4160.00 0.05 456.001.00 18.411.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.003 0.012 1.60 1.000 1.00 1.00 1.00 0.02 10.94 4160.00 0.06 456.001.00 5.391.00Length = 11.50 ft 2 0.019 0.012 1.60 1.000 1.00 1.00 1.00 0.17 79.49 4160.00 0.06 456.001.00 5.391.00Length = 2.0 ft 3 0.003 0.012 1.60 1.000 1.00 1.00 1.00 0.02 10.94 4160.00 0.01 456.001.00 5.391.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.004 0.020 1.60 1.000 1.00 1.00 1.00 0.04 18.24 4160.00 0.10 456.001.00 8.981.00Length = 11.50 ft 2 0.032 0.020 1.60 1.000 1.00 1.00 1.00 0.29 132.48 4160.00 0.10 456.001.00 8.981.00Length = 2.0 ft 3 0.004 0.020 1.60 1.000 1.00 1.00 1.00 0.04 18.24 4160.00 0.02 456.001.00 8.981.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.009 0.040 1.60 1.000 1.00 1.00 1.00 0.08 37.38 4160.00 0.20 456.001.00 18.411.00Length = 11.50 ft 2 0.065 0.040 1.60 1.000 1.00 1.00 1.00 0.60 271.58 4160.00 0.20 456.001.00 18.411.00Length = 2.0 ft 3 0.009 0.040 1.60 1.000 1.00 1.00 1.00 0.08 37.38 4160.00 0.05 456.001.00 18.411.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.003 0.012 1.60 1.000 1.00 1.00 1.00 0.02 10.94 4160.00 0.06 456.001.00 5.391.00Length = 11.50 ft 2 0.019 0.012 1.60 1.000 1.00 1.00 1.00 0.17 79.49 4160.00 0.06 456.001.00 5.391.00Length = 2.0 ft 3 0.003 0.012 1.60 1.000 1.00 1.00 1.00 0.02 10.94 4160.00 0.01 456.001.00 5.39

.

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

Overall Maximum Deflections

+D+S+H1 0.0000 0.000 -0.0337 0.000+D+S+H 2 0.0654 5.798 0.0000 0.000

+D+S+H3 0.0000 5.798 -0.0337 2.000

.

Load Combination Support 1 Support 2 Support 3 Support 4

Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 0.3720.372

Overall MINimum 0.2170.217

+D+H 0.1550.155

+D+L+H 0.1550.155

+D+Lr+H 0.3100.310

+D+S+H 0.3720.372

+D+0.750Lr+0.750L+H 0.2710.271

+D+0.750L+0.750S+H 0.3180.318

+D+0.60W+H 0.1550.155

+D+0.750Lr+0.450W+H 0.2710.271

of 57








+D+0.750S+0.450W+H 0.3180.318

+0.60D+0.60W+0.60H 0.0930.093

+D+0.70E+0.60H 0.1550.155

+D+0.750L+0.750S+0.5250E+H 0.3180.318

+0.60D+0.70E+H 0.0930.093

D Only 0.1550.155

Lr Only 0.1550.155

L Only

S Only 0.2170.217

W Only

E Only

H Only

of 57


Description : Roof Loading Balanced (From roof Truss Loads Unbalanced)




CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16


Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Trus JoistMicroLam LVL 2.0 E

2,600.02,600.02,510.0

750.0

2,000.01,016.54

285.01,555.0 42.010

Analysis Method :

Eminbend - xx ksi

Wood Species :Wood Grade :

Fb +psipsi

Fv psi

Fb -

Ft psi

Fc - Prll psipsiFc - Perp

E : Modulus of ElasticityEbend- xx ksi

Density pcf

Load Combination :ASCE 7-16

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

Loads on all spans...Uniform Load on ALL spans : D = 0.020, Lr = 0.020 k/ftPartial Length Uniform Load : S = 0.0360 k/ft, Extent = 7.750 -->> 15.50 ft

.DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.087: 1

Load Combination +D+S+H

Span # where maximum occurs Span # 2Location of maximum on span 6.571ft

21.04 psi=

=

FB : Allowable 2,990.00psi Fv : Allowable

1.75x9.5Section used for this span

Span # where maximum occursLocation of maximum on span

Span # 2=

Load Combination +D+S+H=

=

=

327.75 psi==

Section used for this span 1.75x9.5fb : Actual

Maximum Shear Stress Ratio 0.064 : 1

10.727 ft==

260.15psi fv : Actual

Maximum Deflection

3412 >=3602531

Ratio = 1706 >=240

Max Downward Transient Deflection 0.027 in 5063Ratio = >=360Max Upward Transient Deflection -0.014 in Ratio =

Max Downward Total Deflection 0.055 in Ratio = >=240Max Upward Total Deflection -0.028 in


Span #




+D+H 0.00 0.00 0.000.001.00Length = 2.0 ft 1 0.008 0.035 0.90 1.000 1.00 1.00 1.00 0.04 18.24 2340.00 0.10 256.501.00 8.981.00Length = 11.50 ft 2 0.057 0.035 0.90 1.000 1.00 1.00 1.00 0.29 132.48 2340.00 0.10 256.501.00 8.981.00Length = 2.0 ft 3 0.008 0.035 0.90 1.000 1.00 1.00 1.00 0.04 18.24 2340.00 0.02 256.501.00 8.981.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.007 0.032 1.00 1.000 1.00 1.00 1.00 0.04 18.24 2600.00 0.10 285.001.00 8.981.00Length = 11.50 ft 2 0.051 0.032 1.00 1.000 1.00 1.00 1.00 0.29 132.48 2600.00 0.10 285.001.00 8.981.00Length = 2.0 ft 3 0.007 0.032 1.00 1.000 1.00 1.00 1.00 0.04 18.24 2600.00 0.02 285.001.00 8.981.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00

of 57






Span #




1.00Length = 2.0 ft 1 0.011 0.050 1.25 1.000 1.00 1.00 1.00 0.08 36.47 3250.00 0.20 356.251.00 17.961.00Length = 11.50 ft 2 0.082 0.050 1.25 1.000 1.00 1.00 1.00 0.58 264.96 3250.00 0.20 356.251.00 17.961.00Length = 2.0 ft 3 0.011 0.050 1.25 1.000 1.00 1.00 1.00 0.08 36.47 3250.00 0.05 356.251.00 17.961.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.006 0.040 1.15 1.000 1.00 1.00 1.00 0.04 18.24 2990.00 0.15 327.751.00 13.091.00Length = 11.50 ft 2 0.087 0.064 1.15 1.000 1.00 1.00 1.00 0.57 260.15 2990.00 0.23 327.751.00 21.041.00Length = 2.0 ft 3 0.017 0.064 1.15 1.000 1.00 1.00 1.00 0.11 51.06 2990.00 0.07 327.751.00 21.041.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.010 0.044 1.25 1.000 1.00 1.00 1.00 0.07 31.91 3250.00 0.17 356.251.00 15.721.00Length = 11.50 ft 2 0.071 0.044 1.25 1.000 1.00 1.00 1.00 0.51 231.84 3250.00 0.17 356.251.00 15.721.00Length = 2.0 ft 3 0.010 0.044 1.25 1.000 1.00 1.00 1.00 0.07 31.91 3250.00 0.04 356.251.00 15.721.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.006 0.037 1.15 1.000 1.00 1.00 1.00 0.04 18.24 2990.00 0.13 327.751.00 12.061.00Length = 11.50 ft 2 0.076 0.055 1.15 1.000 1.00 1.00 1.00 0.50 227.56 2990.00 0.20 327.751.00 18.031.00Length = 2.0 ft 3 0.014 0.055 1.15 1.000 1.00 1.00 1.00 0.09 42.85 2990.00 0.06 327.751.00 18.031.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.004 0.020 1.60 1.000 1.00 1.00 1.00 0.04 18.24 4160.00 0.10 456.001.00 8.981.00Length = 11.50 ft 2 0.032 0.020 1.60 1.000 1.00 1.00 1.00 0.29 132.48 4160.00 0.10 456.001.00 8.981.00Length = 2.0 ft 3 0.004 0.020 1.60 1.000 1.00 1.00 1.00 0.04 18.24 4160.00 0.02 456.001.00 8.981.00+D+0.750Lr+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.008 0.034 1.60 1.000 1.00 1.00 1.00 0.07 31.91 4160.00 0.17 456.001.00 15.721.00Length = 11.50 ft 2 0.056 0.034 1.60 1.000 1.00 1.00 1.00 0.51 231.84 4160.00 0.17 456.001.00 15.721.00Length = 2.0 ft 3 0.008 0.034 1.60 1.000 1.00 1.00 1.00 0.07 31.91 4160.00 0.04 456.001.00 15.721.00+D+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.004 0.026 1.60 1.000 1.00 1.00 1.00 0.04 18.24 4160.00 0.13 456.001.00 12.061.00Length = 11.50 ft 2 0.055 0.040 1.60 1.000 1.00 1.00 1.00 0.50 227.56 4160.00 0.20 456.001.00 18.031.00Length = 2.0 ft 3 0.010 0.040 1.60 1.000 1.00 1.00 1.00 0.09 42.85 4160.00 0.06 456.001.00 18.031.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.003 0.012 1.60 1.000 1.00 1.00 1.00 0.02 10.94 4160.00 0.06 456.001.00 5.391.00Length = 11.50 ft 2 0.019 0.012 1.60 1.000 1.00 1.00 1.00 0.17 79.49 4160.00 0.06 456.001.00 5.391.00Length = 2.0 ft 3 0.003 0.012 1.60 1.000 1.00 1.00 1.00 0.02 10.94 4160.00 0.01 456.001.00 5.391.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.004 0.020 1.60 1.000 1.00 1.00 1.00 0.04 18.24 4160.00 0.10 456.001.00 8.981.00Length = 11.50 ft 2 0.032 0.020 1.60 1.000 1.00 1.00 1.00 0.29 132.48 4160.00 0.10 456.001.00 8.981.00Length = 2.0 ft 3 0.004 0.020 1.60 1.000 1.00 1.00 1.00 0.04 18.24 4160.00 0.02 456.001.00 8.981.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.004 0.026 1.60 1.000 1.00 1.00 1.00 0.04 18.24 4160.00 0.13 456.001.00 12.061.00Length = 11.50 ft 2 0.055 0.040 1.60 1.000 1.00 1.00 1.00 0.50 227.56 4160.00 0.20 456.001.00 18.031.00Length = 2.0 ft 3 0.010 0.040 1.60 1.000 1.00 1.00 1.00 0.09 42.85 4160.00 0.06 456.001.00 18.031.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 2.0 ft 1 0.003 0.012 1.60 1.000 1.00 1.00 1.00 0.02 10.94 4160.00 0.06 456.001.00 5.391.00Length = 11.50 ft 2 0.019 0.012 1.60 1.000 1.00 1.00 1.00 0.17 79.49 4160.00 0.06 456.001.00 5.391.00Length = 2.0 ft 3 0.003 0.012 1.60 1.000 1.00 1.00 1.00 0.02 10.94 4160.00 0.01 456.001.00 5.39

.

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


+D+Lr+H1 0.0000 0.000 -0.0281 0.000+D+Lr+H 2 0.0545 5.798 0.0000 0.000

+D+Lr+H3 0.0000 5.798 -0.0281 2.000

.



Overall MAXimum 0.3890.310

Overall MINimum 0.2340.045

+D+H 0.1550.155

+D+L+H 0.1550.155

+D+Lr+H 0.3100.310

+D+S+H 0.3890.200

+D+0.750Lr+0.750L+H 0.2710.271

+D+0.750L+0.750S+H 0.3300.189

of 57








+D+0.60W+H 0.1550.155

+D+0.750Lr+0.450W+H 0.2710.271

+D+0.750S+0.450W+H 0.3300.189

+0.60D+0.60W+0.60H 0.0930.093

+D+0.70E+0.60H 0.1550.155

+D+0.750L+0.750S+0.5250E+H 0.3300.189

+0.60D+0.70E+H 0.0930.093

D Only 0.1550.155

Lr Only 0.1550.155

L Only

S Only 0.2340.045

W Only

E Only

H Only

of 57

Concrete Slender WallLicensee : ENSIGN ENGINEERINGLic. # : KW-06004069

Description : Out of Plan Wall Check




Code References

Calculations per ACI 318-14 Sec 11.8, IBC 2018, CBC 2019, ASCE 7-16

Load Combinations Used : ASCE 7-16

General Information

Min Allow Out-of-Plane Defl Ratio = L/ 0.0Rebar at wall center

=Min allow As/bd 0.0020

Wall Thickness 6.0 in

Bar Size 5#Bar Spacing 16.0 in

=Width of Design Strip 12.0 in

1.0λRebar "d" distance in3.0Lower Level Rebar . . .

Temp Diff across thickness deg F=4.5 ksi60.0 ksi

Fr : Rupture Modulus 335.410 psi

3,823.68 ksi

Max Allow As/bd 0.01972

150 pcf==Max Pu/Ag = f'c *=

0.060

Using Stiff. Reduction Factor per ACI R.10.12.3=: Lt Wt Conc Factor

=Ec : Concrete Elastic Modulus

=

=

Concrete Density

=f'c : Concrete 28 day strengthFy : Rebar Yield

One-Story Wall Dimensions

9.50.0 B

Roof Attachment

A

Floor Attachment

B Parapet height ft==Clear Height

Top & Bottom Pinned

A ft

Wall Support Condition

Vertical Loads

0 0.0 0.0 0.0 0.0 0.0.160 .160 0.0 .230 0.0

Vertical Uniform Loads . . . ( Applied per foot of Strip Width)

Ledger LoadConcentric Load

DL : Dead

k/ft

k/ft

Lr : Roof Live Lf : Floor Live S : Snow W : Wind

Eccentricity in

Wind Loads : Seismic Loads :

Lateral Loads

31.9

Fp 1.0 = 31.70 psf

Full area WIND load psf Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight

Seismic Wall Lateral Load 31.7 psf

of 57






DESIGN SUMMARY

Actual Values . . . Allowable Values . . .Governing Load Combination . . .

Axial Load Check+1.20D+L+0.50S+W+1.60H ft4.592Location

Max Pu / Ag 10.597 psi

0.06 * f'c 270.0 psi

Reinforcing Limit CheckMax Allow As/bd0.006458Actual As/bd 0.01972

Service Deflection CheckW Only

Actual Defl. Ratio L/ Allowable Defl. Ratio12106 150.0PASS

PASS

Max. Deflection 0.009417 in

Max. Allow. Defl. 0.760 in

PASS

Moment Capacity Check+0.90D+W+1.60H Max Mu 0.3594 k-ft Phi * Mn 3.068 k-ft

Maximum Bending Stress Ratio = 0.1171PASS

Top Horizontal W OnlyBase Horizontal W Only 0.1515 k

Maximum Reactions . . . for Load Combination....

Results reported for "Strip Width" of 12.0 in

0.1515 k

Vertical Reaction +D+S+H 1.103 k

Moment Values 0.6 *

Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in.

0.06*f'c*b*t

Axial Load

Load Combination Phi MnMuk

Pu Mcr As RatioAs rho balin^2k-ftk k-ftk-ft

Phi

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00

0.00650.18 3.1619.440 0.233 0.01970.904 0.902.01+1.20D+1.60Lr+0.50W+1.60H at 4.43 to 4.75

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00

0.00650.18 3.1819.440 0.233 0.01971.016 0.902.01+1.20D+1.60S+0.50W+1.60H at 4.43 to 4.75

0.00650.36 3.1219.440 0.233 0.01970.728 0.902.01+1.20D+0.50Lr+L+W+1.60H at 4.43 to 4.75

0.00650.36 3.1319.440 0.233 0.01970.763 0.902.01+1.20D+L+0.50S+W+1.60H at 4.43 to 4.75

0.00650.36 3.0719.440 0.233 0.01970.486 0.902.01+0.90D+W+1.60H at 4.43 to 4.75

0.00650.36 3.1119.440 0.233 0.01970.694 0.902.01+1.20D+L+0.20S+E+1.90H at 4.43 to 4.75

0.00650.36 3.0719.440 0.233 0.01970.486 0.902.01+0.90D+E+0.90H at 4.43 to 4.75

Moment Values DeflectionsStiffness

Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in.

Axial Load

Load Combination I crackedMactualPu Mcr Defl. Ratioin^4k-ft k-ft in^4 in^4 ink

DeflectionI effectiveI gross

0.00.0000.00 0.000.000 0.0000.000.00

0.00.0000.00 0.000.000 0.0000.000.00

0.00.0000.00 0.000.000 0.0000.000.00

0.00.0000.00 0.000.000 0.0000.000.00

0.00.0000.00 0.000.000 0.0000.000.00

0.00.0000.00 0.000.000 0.0000.000.00

20,154.40.0060.22 11.810.540 162.000216.002.01+D+0.60W+H at 4.43 to 4.75

26,865.60.0040.16 11.890.660 162.000216.002.01+D+0.750Lr+0.450W+H at 4.43 to 4.75

26,862.60.0040.16 11.930.712 162.000216.002.01+D+0.750S+0.450W+H at 4.43 to 4.75

20,163.30.0060.22 11.660.324 162.000216.002.01+0.60D+0.60W+0.60H at 4.43 to 4.75

17,384.20.0070.25 11.810.540 162.000216.002.01+D+0.70E+0.60H at 4.43 to 4.75

23,170.40.0050.19 11.930.712 162.000216.002.01+D+0.750L+0.750S+0.5250E+H at 4.43 to 4.7

17,391.80.0070.25 11.660.324 162.000216.002.01+0.60D+0.70E+H at 4.43 to 4.75

0.00.0000.00 0.000.000 0.0000.000.00

0.00.0000.00 0.000.000 0.0000.000.00

of 57






0.00.0000.00 0.000.000 0.0000.000.00

0.00.0000.00 0.000.000 0.0000.000.00

12,106.00.0090.36 11.450.000 162.000216.002.01W Only at 4.75 to 5.07

12,182.30.0090.36 11.450.000 162.000216.002.01E Only at 4.75 to 5.07

0.00.0000.00 0.000.000 0.0000.000.00

Top Horizontal Vertical @ Wall Base

Reactions - Vertical & Horizontal

Base HorizontalLoad Combination

+D+H 0.0 0.00 0.872k k k

+D+L+H 0.0 0.00 0.872k k k

+D+Lr+H 0.0 0.00 1.033k k k

+D+S+H 0.0 0.00 1.102k k k

+D+0.750Lr+0.750L+H 0.0 0.00 0.992k k k

+D+0.750L+0.750S+H 0.0 0.00 1.045k k k

+D+0.60W+H 0.1 0.09 0.872k k k

of 57






Top Horizontal Vertical @ Wall Base

Reactions - Vertical & Horizontal

Base HorizontalLoad Combination

+D+0.750Lr+0.450W+H 0.1 0.07 0.992k k k

+D+0.750S+0.450W+H 0.1 0.07 1.045k k k

+0.60D+0.60W+0.60H 0.1 0.09 0.523k k k

+D+0.70E+0.60H 0.1 0.11 0.873k k k

+D+0.750L+0.750S+0.5250E+H 0.1 0.08 1.045k k k

+0.60D+0.70E+H 0.1 0.11 0.524k k k

D Only 0.0 0.00 0.872k k k

Lr Only 0.0 0.00 0.160k k k

L Only 0.0 0.00 0.000k k k

S Only 0.0 0.00 0.230k k k

W Only 0.2 0.15 0.000k k k

E Only 0.2 0.15 0.000k k k

H Only 0.0 0.00 0.000k k k

of 57

Concrete Shear WallLicensee : ENSIGN ENGINEERINGLic. # : KW-06004069

Description : Shear Wall




Code References

Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16

Load Combinations Used : ASCE 7-16

General Information

f'c 4.50 ksi

Density 150.0 pcffy 60.0 ksi

Phi - Shear 0.650

Ec 3,823.0 ksiEv 1,248.0 ksi

Wall Material CONCRETE Material PropertiesSds 0.640

Wall Data

Analysis Height

Wall Offset

Wall Length

Wall Thickness

Structural Depth

5.50

Bottom

6.0

4.40

( datum )

0.00 ft

ft

ft

in

ft

Applied Distributed Vertical Loads

Load Location (ft) Load Magnitude (kips)

Start Location End Location Dead Load Roof Live Load Live Load Snow Load Earth LoadHeight of Application

0.050 0.050 0.0 0.070 0.05.50 9.500.0

Applied Concentrated Lateral Loads

Load "Y" Location (ft) Dead Load Roof Live Load

Load Magnitude (kips)

Earth LoadWind Load Seismic LoadFloor Live Load

1.00.0 0.0 2.6209.50 0.0 0.0

DESIGN SUMMARY

5.192 +1.20D+0.50Lr+L+W+1.

49.324

8.851 +0.90D+W+1.60H

+1.20D+0.50Lr+L+W+1.

8.851 +0.90D+W+1.60H

16.389 psi87.207 psi

436.033 psi

0.1440 in^20.08640 in^2

+1.40D+1.60H5.871

0.5702 in^2

Vu : Story Shear

Horizontal As Req'd

Mu : Story Moment

vu : Applied

Vertical As Req'd

Bottom Level

vc * Phi

Uplift @ Left End

Nu : Axial

vn:max=Phi*10*sqrt(f'c)

Uplift @ Right End

Bending As Req'd

of 57

Concrete Shear WallLicensee : ENSIGN ENGINEERINGLic. # : KW-06004069

Description : Shear Wall




Force Summary

Load Combination Values for Wall section Resultant Uplift (k)Overturning

Wall Level Vu (k) Ratio LeftMu (k) Pu (k) RightEcc (ft)

+1.40D+1.60HWall Level : 1 39.824 5.8714.192 0.405 5.3816.783 5.381

+1.20D+0.50Lr+1.60L+1.60HWall Level : 1 39.824 5.1704.192 0.357 5.8207.703 5.820

+1.20D+1.60L+0.50S+1.60HWall Level : 1 39.824 5.2254.192 0.361 5.7857.622 5.785

+1.20D+1.60Lr+L+1.60HWall Level : 1 39.824 5.4734.192 0.378 5.6317.277 5.631

+1.20D+1.60Lr+0.50W+1.60HWall Level : 1 44.574 5.4734.692 0.338 6.7108.145 6.710

+1.20D+L+1.60S+1.60HWall Level : 1 39.824 5.6494.192 0.390 5.5217.050 5.521

+1.20D+1.60S+0.50W+1.60HWall Level : 1 44.574 5.6494.692 0.349 6.6007.891 6.600

+1.20D+0.50Lr+L+W+1.60HWall Level : 1 49.324 5.1705.192 0.288 7.9799.540 7.979

+1.20D+L+0.50S+W+1.60HWall Level : 1 49.324 5.2255.192 0.291 7.9449.440 7.944

+0.90D+W+1.60HWall Level : 1 49.324 3.7745.192 0.210 8.85113.068 8.851

+1.20D+L+0.20S+E+1.90HWall Level : 1 47.291 5.1104.978 0.297 7.5559.256 7.555

+0.90D+E+0.90HWall Level : 1 22.401 3.7742.358 0.463 2.7325.935 2.732

of 57

Concrete BeamLicensee : ENSIGN ENGINEERINGLic. # : KW-06004069

Description : worst case vent header


File = P:\9YC6VI~D\SEV10W~K\S82GGD~6\Enercalc Structural Calcs.ec6 .Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 .

CODE REFERENCESCalculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : ASCE 7-16Material Properties

4.57.50

150

Elastic Modulus 3,823.68 ksi

1

60.029,000.0

6029,000.0

3=1

= 0.900.750

f'c ksi

fy - Main Rebar ksi

Density

1/2

=

fr = f'c * 503.12pcf

E - Main Rebar ksi

psi

= 1.0LtWt FactorFy - Stirrups ksi

===

E - Stirrups ksi

0.8250

==

=

Shear :

Stirrup Bar Size #Number of Resisting Legs Per Stirrup

Phi Values Flexure :

.Cross Section & Reinforcing DetailsRectangular Section, Width = 6.0 in, Height = 17.0 inSpan #1 Reinforcing....

2-#5 at 2.50 in from Bottom, from 0.0 to 3.50 ft in this span.Service loads entered. Load Factors will be applied for calculations.Applied Loads

Beam self weight calculated and added to loadsLoad for Span Number 1

Uniform Load : D = 0.160, Lr = 0.160, S = 0.230 k/ft, Tributary Width = 1.0 ft

.Design OKDESIGN SUMMARYMaximum Bending Stress Ratio = 0.028 : 1

Span # where maximum occurs Span # 1Location of maximum on span 1.753 ft

Mn * Phi : Allowable 38.194 k-ft

Typical SectionSection used for this spanMu : Applied 1.053 k-ft

Maximum Deflection

0 <360.00

Ratio = 0 <240

Max Downward Transient Deflection 0.000 in 0Ratio = <360.0Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.000 in Ratio = <240Max Upward Total Deflection 0.000 in

.Load Combination Support 1 Support 2

Vertical Reactions Support notation : Far left is #1

Overall MAXimum 0.868 0.868Overall MINimum 0.280 0.280+D+H 0.466 0.466+D+L+H 0.466 0.466+D+Lr+H 0.746 0.746+D+S+H 0.868 0.868+D+0.750Lr+0.750L+H 0.676 0.676+D+0.750L+0.750S+H 0.768 0.768+D+0.60W+H 0.466 0.466+D+0.750Lr+0.450W+H 0.676 0.676+D+0.750S+0.450W+H 0.768 0.768

of 57


Description : worst case vent header


File = P:\9YC6VI~D\SEV10W~K\S82GGD~6\Enercalc Structural Calcs.ec6 .Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 .

Load Combination Support 1 Support 2Vertical Reactions Support notation : Far left is #1

+0.60D+0.60W+0.60H 0.280 0.280+D+0.70E+0.60H 0.466 0.466+D+0.750L+0.750S+0.5250E+H 0.768 0.768+0.60D+0.70E+H 0.280 0.280D Only 0.466 0.466Lr Only 0.280 0.280L OnlyS Only 0.403 0.403W OnlyE OnlyH Only

.Shear Stirrup RequirementsEntire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in


Span #Bending Stress Results ( k-ft )Location (ft)Load Combination

Mu : Max Stress RatioSegment Phi*Mnxalong BeamMAXimum BENDING Envelope

Span # 1 1 3.500 1.05 38.19 0.03+1.40D+1.60H

Span # 1 1 3.500 0.57 38.19 0.01+1.20D+0.50Lr+1.60L+1.60H

Span # 1 1 3.500 0.61 38.19 0.02+1.20D+1.60L+0.50S+1.60H

Span # 1 1 3.500 0.67 38.19 0.02+1.20D+1.60Lr+L+1.60H

Span # 1 1 3.500 0.88 38.19 0.02+1.20D+1.60Lr+0.50W+1.60H

Span # 1 1 3.500 0.88 38.19 0.02+1.20D+L+1.60S+1.60H

Span # 1 1 3.500 1.05 38.19 0.03+1.20D+1.60S+0.50W+1.60H

Span # 1 1 3.500 1.05 38.19 0.03+1.20D+0.50Lr+L+W+1.60H

Span # 1 1 3.500 0.61 38.19 0.02+1.20D+L+0.50S+W+1.60H

Span # 1 1 3.500 0.67 38.19 0.02+0.90D+W+1.60H

Span # 1 1 3.500 0.37 38.19 0.01+1.20D+L+0.20S+E+1.90H

Span # 1 1 3.500 0.56 38.19 0.01+0.90D+E+0.90H

Span # 1 1 3.500 0.37 38.19 0.01.

Location in Span (ft)Load CombinationMax. "-" Defl (in) Location in Span (ft)Load Combination Span Max. "+" Defl (in)Overall Maximum Deflections

+D+S+H 1 0.0002 1.750 0.0000 0.000

of 57



Date: May 2020

WIND FORCE ANALYSIS - SOLID SIGNS & FREESTANDING WALLSDumpster Enclosure





Structure Type Wall H / Lh 0.00

Wall Length, B (ft) 23 x (ft) N/A Table 26.8-1

Wall Height, s (ft) 6 Horizontal Attenuation, μ N/A Table 26.8-1

Height to Top of Wall, h (ft) 6 Height Attenuation, γ N/A Table 26.8-1

Area Ratio, ε 1.00 K1 / (H / Lh) N/A Table 26.8-1

Return Corner Present? Yes K1 0.00 Table 26.8-1

Length of Return, Lr (ft) 10 K2 0.00 Table 26.8-1

Clearance Ratio, s/h 1.00 K3 0.00 Table 26.8-1

Aspect Ratio, B/s 3.83 Topographic Factor, Kzt at h 1.00 Section 26.8

Return to Height Ratio, Lr/s 1.67 Wind Directionality Factor, Kd 0.85 Section 26.6




CASE A

Net Force Coefficient, Cf 1.35

Reduction Factor 1.00

Gross Area, Af (ft2) 138

Design Force, F (kips) 3.21 *See Note 1 below

CASE B

Net Force Coefficient, Cf 1.35

Reduction Factor 1.00

Gross Area, Af (ft2) 138

Design Force, F (kips) 3.21 *See Note 1 below

Horizontal Distance from Center, 0.2B (ft) 4.60

CASE C

Number of Whole Regions 3

Length of Balance Region (ft) 5.0

Region Af (ft2) Cf Force (kips)

0 to s 36 2.85 1.41 *See Note 1 below

s to 2s 36 1.87 0.92

2s to 3s 36 1.28 0.63

Balance 30 1.30 0.54

Note 1: Resultant forces must be applied a distance of 0.3 ft above the geometric center of the wall.

Design Wind Force Analysis

Design Parameters


of 57


Description : Sewer Drop Lid




CODE REFERENCES



Material Properties

57.50

150


1

60.029,000.0

60

29,000.03

=2

= 0.900.750

f'c ksi

fy - Main Rebar ksi

Density

1/2

=

fr = f'c * 530.33

pcf

E - Main Rebar ksi

psi

= 1.0λ LtWt Factor

Fy - Stirrups ksi

==

=

E - Stirrups ksi

β 0.80

==

=

Shear :

Stirrup Bar Size #

Number of Resisting Legs Per Stirrup


ψ

φ


2-#4 at 5.0 in from Bottom, from 0.0 to 2.330 ft in this span.Service loads entered. Load Factors will be applied for calculations.Applied Loads


Uniform Load : L = 8.0 ksf, Extent = 0.6650 -->> 1.665 ft, Tributary Width = 1.0 ft, (HS-20 Wheel Load)

Uniform Load : D = 0.010 k/ft, Tributary Width = 1.0 ft, (MEP Allowance)

.Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.696 : 1

Span # where maximum occurs Span # 1

Location of maximum on span 1.167 ft


Typical SectionSection used for this span

Mu : Applied 5.966 k-ft

Maximum Deflection

0 <360.00

Ratio = 0 <240

Max Downward Transient Deflection 0.000 in 0Ratio = <360.0Max Upward Transient Deflection 0.000 in Ratio =

Max Downward Total Deflection 0.000 in Ratio = <240Max Upward Total Deflection 0.000 in

.

Load Combination Support 1 Support 2


Overall MAXimum 4.157 4.157

Overall MINimum 0.094 0.094

+D+H 0.157 0.157

+D+L+H 4.157 4.157

+D+Lr+H 0.157 0.157

+D+S+H 0.157 0.157

+D+0.750Lr+0.750L+H 3.157 3.157

+D+0.750L+0.750S+H 3.157 3.157

+D+0.60W+H 0.157 0.157

of 57


Description : Sewer Drop Lid






+D+0.750Lr+0.450W+H 0.157 0.157

+D+0.750S+0.450W+H 0.157 0.157

+0.60D+0.60W+0.60H 0.094 0.094

+D+0.70E+0.60H 0.157 0.157

+D+0.750L+0.750S+0.5250E+H 3.157 3.157

+0.60D+0.70E+H 0.094 0.094

D Only 0.157 0.157

Lr Only

L Only 4.000 4.000

S Only

W Only

E Only

H Only

.Shear Stirrup RequirementsEntire Beam Span Length : PhiVc/2 < Vu <= PhiVc, Req'd Vs = Ht<=10", Not Reqd, use #3 stirrups spaced at 0.000 in


Span #

Bending Stress Results ( k-ft )Location (ft)Load Combination

Mu : Max Stress RatioSegment Phi*Mnxalong Beam

MAXimum BENDING EnvelopeSpan # 1 1 2.330 5.97 8.58 0.70

+1.40D+1.60HSpan # 1 1 2.330 0.13 8.58 0.01

+1.20D+0.50Lr+1.60L+1.60HSpan # 1 1 2.330 5.97 8.58 0.70

+1.20D+1.60L+0.50S+1.60HSpan # 1 1 2.330 5.97 8.58 0.70

+1.20D+1.60Lr+L+1.60HSpan # 1 1 2.330 3.77 8.58 0.44

+1.20D+1.60Lr+0.50W+1.60HSpan # 1 1 2.330 0.11 8.58 0.01

+1.20D+L+1.60S+1.60HSpan # 1 1 2.330 3.77 8.58 0.44

+1.20D+1.60S+0.50W+1.60HSpan # 1 1 2.330 0.11 8.58 0.01

+1.20D+0.50Lr+L+W+1.60HSpan # 1 1 2.330 3.77 8.58 0.44

+1.20D+L+0.50S+W+1.60HSpan # 1 1 2.330 3.77 8.58 0.44

+0.90D+W+1.60HSpan # 1 1 2.330 0.08 8.58 0.01

+1.20D+L+0.20S+E+1.90HSpan # 1 1 2.330 3.77 8.58 0.44

+0.90D+E+0.90HSpan # 1 1 2.330 0.08 8.58 0.01

.

Location in Span (ft)Load CombinationMax. "-" Defl (in) Location in Span (ft)Load Combination Span Max. "+" Defl (in)


+D+L+H 1 0.0009 1.165 0.0000 0.000

of 57


Description : Duel RV Dump Station Lid




CODE REFERENCES



Material Properties

5.07.50

150.0


1

60.029,000.0

60.0

29,000.03

=2

= 0.900.750

f'c ksi

fy - Main Rebar ksi

Density

1/2

=

fr = f'c * 530.33

pcf

E - Main Rebar ksi

psi

= 1.0λ LtWt Factor

Fy - Stirrups ksi

==

=

E - Stirrups ksi

β 0.80

==

=

Shear :

Stirrup Bar Size #

Number of Resisting Legs Per Stirrup


ψ

φ


2-#6 at 2.50 in from Bottom, from 0.0 to 11.0 ft in this span 1-#5 at 2.50 in from Top, from 0.0 to 11.0 ft in this span.Service loads entered. Load Factors will be applied for calculations.Applied Loads


Uniform Load : L = 5.333 ksf, Extent = 5.0 -->> 6.0 ft, Tributary Width = 1.0 ft, (HS-20 Wheel Load)

Uniform Load : D = 0.160 k/ft, Tributary Width = 1.0 ft, (MEP Allowance and 1 ft cover)

.Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.634 : 1

Span # where maximum occurs Span # 1

Location of maximum on span 5.510 ft


Typical SectionSection used for this span

Mu : Applied 28.478 k-ft

Maximum Deflection

0 <360.03700

Ratio = 0 <240.0

Max Downward Transient Deflection 0.023 in 5738Ratio = >=360.0Max Upward Transient Deflection 0.000 in Ratio =

Max Downward Total Deflection 0.036 in Ratio = >=240.0Max Upward Total Deflection 0.000 in

.



Overall MAXimum 4.509 4.509

Overall MINimum 1.106 1.106

+D+H 1.843 1.843

+D+L+H 4.509 4.509

+D+Lr+H 1.843 1.843

+D+S+H 1.843 1.843

+D+0.750Lr+0.750L+H 3.842 3.842

+D+0.750L+0.750S+H 3.842 3.842

+D+0.60W+H 1.843 1.843

of 57


Description : Duel RV Dump Station Lid






+D+0.750Lr+0.450W+H 1.843 1.843

+D+0.750S+0.450W+H 1.843 1.843

+0.60D+0.60W+0.60H 1.106 1.106

+D+0.70E+0.60H 1.843 1.843

+D+0.750L+0.750S+0.5250E+H 3.842 3.842

+0.60D+0.70E+H 1.106 1.106

D Only 1.843 1.843

Lr Only

L Only 2.667 2.667

S Only

W Only

E Only

H Only

.Shear Stirrup RequirementsEntire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in


Span #

Bending Stress Results ( k-ft )Location (ft)Load Combination

Mu : Max Stress RatioSegment Phi*Mnxalong Beam

MAXimum BENDING EnvelopeSpan # 1 1 11.000 28.48 44.90 0.63

+1.40D+1.60HSpan # 1 1 11.000 7.09 44.90 0.16

+1.20D+0.50Lr+1.60L+1.60HSpan # 1 1 11.000 28.48 44.90 0.63

+1.20D+1.60L+0.50S+1.60HSpan # 1 1 11.000 28.48 44.90 0.63

+1.20D+1.60Lr+L+1.60HSpan # 1 1 11.000 20.08 44.90 0.45

+1.20D+1.60Lr+0.50W+1.60HSpan # 1 1 11.000 6.08 44.90 0.14

+1.20D+L+1.60S+1.60HSpan # 1 1 11.000 20.08 44.90 0.45

+1.20D+1.60S+0.50W+1.60HSpan # 1 1 11.000 6.08 44.90 0.14

+1.20D+0.50Lr+L+W+1.60HSpan # 1 1 11.000 20.08 44.90 0.45

+1.20D+L+0.50S+W+1.60HSpan # 1 1 11.000 20.08 44.90 0.45

+0.90D+W+1.60HSpan # 1 1 11.000 4.56 44.90 0.10

+1.20D+L+0.20S+E+1.90HSpan # 1 1 11.000 20.08 44.90 0.45

+0.90D+E+0.90HSpan # 1 1 11.000 4.56 44.90 0.10

.

Location in Span (ft)Load CombinationMax. "-" Defl (in) Location in Span (ft)Load Combination Span Max. "+" Defl (in)


+D+L+H 1 0.0357 5.500 0.0000 0.000

of 57

Ensign Engineering and Land Surveying45 West 10000 South Suite 500Sandy, Utah 84070

Title :Duel Sewer Drop Walls Page : 1Dsgnr: Cody J. Santos Date: 15 MAY 2020Description....

This Wall in File: P:\9745 New Bridger Bay Campground\Structural\Structural Calcs\various retainingRetainPro (c) 1987-2018, Build 11.18.09.29 Restrained Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06056932License To : ENSIGN ENGINEERING

Project Name/Number : various retai

Thumbnail

8.000.00

0.000.00

2,000.0

75.0

225.0

Criteria Soil Data

Retained Height = ftWall height above soil = ft

At-rest Heel Pressure = psf/ft8.00 ft=

Slope Behind WallHeight of Soil over Toe

=

in

pcf

=

110.00=

Soil Density

=Passive Pressure = psf/ft

Allow Soil Bearing = psf

Total Wall Height

6.00Top Support Height = ft

Soil height to ignoreFooting||Soil Friction = 0.350

for passive pressure = 12.00 in

Equivalent Fluid Pressure Method

Surcharge Loads Adjacent Footing Load

250.0 Lateral Load = 0.0 #/ft

0.0

0.00.00.0

Axial Load Applied to StemWall to Ftg CL Dist = 0.00 ft

Uniform Lateral Load Applied to Stem

Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs

Axial Dead Load = lbs

Footing Type Line Load

Surcharge Over Toe psfFooting Width = 0.00 ft...Height to Top = 0.00 ftEccentricity = 0.00 in...Height to Bottom = 0.00 ft

>>>NOT Used To Resist Sliding & Overturn

NOT Used for Sliding & Overturning

=

Poisson's Ratio

= 0.0 ftAxial Live Load =

Base Above/Below Soil

lbs

=

Axial Load Eccentricity = =at Back of WallWind on Exposed Stem = 0.0 psf

0.300in

Load Type(Strength Level)Wind (W)=

Earth Pressure Seismic Load psf= Added seismic per unit area 0.0Kh =0.200 gSoil Density Multiplier

Stem Weight Seismic Load psf= Added seismic per unit area 0.0Fp p/ W =0.000 gWeight Multiplier

Sliding CalcsLateral Sliding Force 2,595.8 lbs=

Key: No key defined No key defined-or-

Toe:Heel:

Stem is FREE to rotate at top of footing

= 2,382.3 lbs 2,860.6 lbsShear Force @ this height

Shear.....Actual = 39.71 psi 47.68 psi82.16Shear.....Allowable = psi 82.16 psi

Load FactorsBuilding Code IBC 2018,ACIDead Load 1.200Live Load 1.600Earth, H 1.600Wind, W 1.000Seismic, E 1.000

Other Acceptable Sizes & Spacings:

Design Summary=Total Bearing Load 2,625 lbs

...resultant ecc. 22.86 in

Top & Base

=

ft-#

Soil Pressure @ Toe = 0 psf OKSoil Pressure @ Heel 498 psf OK

10.00

Soil Pressure Less Than AllowableACI Factored @ Toe = 0 psf

2,000Allowable psf==

ACI Factored @ Heel = 598 psfFooting Shear @ Toe = 6.1 psi OK

psi OKAllowable = 75.0 psi

Footing Shear @ Heel = 0.0

Concrete Stem Construction

@ Top SupportMmax Between

Stem OKStem OK Stem OK

@ Base of Wall

Design Height Above Ftg ft= 6.00 ft0.002.67 ft

Thickness = in

Rebar Size = ## #5 5 5Rebar Spacing = 12.00 12.00in 12.00in inRebar Placed at = Center

inlbsReaction at Bottom 2,595.8

Center Centerlbs= 1,971.1Reaction at Top

Design Data=fb/FB + fa/Fa = 0.108 0.551 0.000Mu....Actual = 705.5 ft-# ft-#3,607.1 0.0 ft-#

Mn * Phi.....Allowable = 6,549.8 6,549.8ft-# 6,549.8ft-#

Wall Weight = 125.0 psf

Rebar Depth 'd' = 5.00 in in5.00 5.00

Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm# 5 @ 12.00 inNot req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm

-or--or-# 5 @ 12.00 in

Fy 60,000 psi=f'c 3,000 psi=

Vertical component of active lateral soil pressure ISNOT considered in the calculation of soil bearing

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Concrete Stem Rebar Area DetailsTop Support Vertical Reinforcing Horizontal ReinforcingAs (based on applied moment) : 0.0335 in2/ft(4/3) * As : 0.0447 in2/ft Min Stem T&S Reinf Area 1.440 in2200bd/fy : 200(12)(5)/60000 : 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options :

============ One layer of : Two layers of :Required Area : 0.216 in2/ft #4@ 10.00 in #4@ 20.00 inProvided Area : 0.31 in2/ft #5@ 15.50 in #5@ 31.00 inMaximum Area : 0.8128 in2/ft #6@ 22.00 in #6@ 44.00 in____________________________________________________________________________________________________________________________________________ ____________________________________________________________________________________________________Mmax Between Ends Vertical Reinforcing Horizontal ReinforcingAs (based on applied moment) : 0.1712 in2/ft(4/3) * As : 0.2283 in2/ft Min Stem T&S Reinf Area 0.798 in2200bd/fy : 200(12)(5)/60000 : 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options :

============ One layer of : Two layers of :Required Area : 0.2 in2/ft #4@ 10.00 in #4@ 20.00 inProvided Area : 0.31 in2/ft #5@ 15.50 in #5@ 31.00 inMaximum Area : 0.8128 in2/ft #6@ 22.00 in #6@ 44.00 in____________________________________________________________________________________________________________________________________________ ____________________________________________________________________________________________________Base Support Vertical Reinforcing Horizontal ReinforcingAs (based on applied moment) : 0 in2/ft(4/3) * As : 0 in2/ft Min Stem T&S Reinf Area 0.642 in2200bd/fy : 200(12)(5)/60000 : 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options :

============ One layer of : Two layers of :Required Area : 0.216 in2/ft #4@ 10.00 in #4@ 20.00 inProvided Area : 0.31 in2/ft #5@ 15.50 in #5@ 31.00 inMaximum Area : 0.8128 in2/ft #6@ 22.00 in #6@ 44.00 in

Footing Strengths & Dimensions

10.000.83

12.000.000.00

=Min. As % 0.0018

f'c = 2,500 psi

Toe Width = ft

Key Distance from Toe =

Heel Width =

Key Width = in

Footing Thickness =

Key Depth =

in

in2.00

10.83=

ft

Cover @ Top = 2.00 in @ Btm.= 3.00 in

Total Footing Width

= 150.00 pcfFooting Concrete DensityFy = 60,000 psi

Footing Design ResultsToe Heel

Factored Pressure = 0 598 psfMu' : Upward = 8,640 0 ft-#Mu' : Downward = 9,000 0 ft-#Mu: Design = -360 0 ft-#Actual 1-Way Shear = 6.11 0.00 psi

psiAllow 1-Way Shear = 75.00 0.00

Min footing T&S reinf AreaMin footing T&S reinf Area per footIf one layer of horizontal bars:

2.810.26

#4@ 9.26 in#5@ 14.35 in#6@ 20.37 in

in2in2 /ft

If two layers of horizontal bars:#4@ 18.52 in#5@ 28.70 in#6@ 40.74 in

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Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing

Soil Over Heel

lbsft ft-#lbsSurcharge Over Heel

=Axial Dead Load on Stem=

ft-#ft-#ft-#lbs ft

ftSoil Over Toe

= 10.42 ft 10,416.7ft-#

(taking moments about front of footing to find eccentricity)

= ft-#ftlbsSurcharge Over Toe

=

=

Stem Weightlbs 10.83 ftlbs

ft

1,000.0

=Footing Weight

lbs

5.42 ft 8,802.1ft-#ft-#

Moment =1,625.0 lbs

19,218.8= ft-#

Forces acting on footing soil pressure

Total Vertical Force 2,625.0 lbs

Adjacent Footing Load =

Net Mom. at Stem/Ftg Interface = -5,000.0 ft-#Allow. Mom. @ Stem/Ftg Interface = 4,093.6 ft-#

Allow. Mom. Exceeds Applied Mom.? No

Vertical component of active lateral soil pressure IS NOT considered inthe calculation of Sliding Resistance.

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Project Name/Number : various retai of 57





Concrete MasonryDesigner to determine bar cutoff locations

8.00 ft 8.00 ft

0.00 ft

6.00 ft

Support

0.16 ft

0.0 lbs 290.0 lbs

580.0 lbs 870.0 lbs

1,160.0 lbs 1,450.0 lbs

1,740.0 lbs 2,030.0 lbs

2,320.0 lbs 2,610.0 lbs

Applied Shear Diagram

Top of Soil

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Concrete Masonry Allowable Moment Lines: Top Support Mid-height BaseDesigner to determine bar cutoff locations

8.00 ft 8.00 ft

0.00 ft

6.00 ft

Support

2.56 ft

0.0 ft-# 720.0 ft-#

1,440.0 ft-# 2,160.0 ft-#

2,880.0 ft-# 3,600.0 ft-#

4,320.0 ft-# 5,040.0 ft-#

5,760.0 ft-# 6,480.0 ft-#

Applied Moment Diagram

Top of Soil

of 57


Title :Dumpster Enclosure Page : 1Dsgnr: Cody J. Santos Date: 15 MAY 2020Description....

This Wall in File: P:\9745 New Bridger Bay Campground\Structural\Structural Calcs\various retainingRetainPro (c) 1987-2018, Build 11.18.09.29 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06056932License To : ENSIGN ENGINEERING


1.506.000.00

18.00

1,500.0

45.0

0.0 250.0

Criteria Soil Data

Retained Height = ftWall height above soil = ft Active Heel Pressure = psf/ftSlope Behind WallHeight of Soil over Toe inWater height over heel = ft

=

=

110.00= pcf

=

Soil Density, Heel



Soil Density, Toe 110.00 pcfFooting||Soil Friction = 0.300Soil height to ignore




Load Type


0.0

0.00.00.0


Wind on Exposed Stem psf39.2=

Lateral Load Applied to StemSurcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs

Axial Dead Load(Service Level)

= lbs


Surcharge Over ToeFooting Width = 0.00 ft...Height to Top = 0.00 ftEccentricity = 0.00 in...Height to Bottom = 0.00 ft

NOT Used To Resist Sliding & Overturning


== 0.0 ftAxial Live Load =


lbs

=

Axial Load Eccentricity = =Poisson's Ratio 0.300at Back of Wall

in(Strength Level)

Wind (W)=

Design SummaryWall Stability RatiosOverturning = 1.88 OKSliding = 3.59 OK

Total Bearing Load = 1,308 lbs...resultant ecc. = 7.80 in

Soil Pressure @ Toe = 1,453 psf OKSoil Pressure @ Heel = 0 psf OK

Allowable = 1,500 psfSoil Pressure Less Than Allowable

ACI Factored @ Toe = 2,034 psfACI Factored @ Heel = 0 psfFooting Shear @ Toe = 8.5 psi OKFooting Shear @ Heel = 2.5 psi OK

Allowable = 75.0 psiSliding Calcs

Lateral Sliding Force = 281.7 lbsless 100% Passive Forceless 67 % Friction ForceAdded Force Req'd....for 1.5 Stability =

0.0=262.8750.0

==

0.0

-lbslbslbs OKlbs OK

-

Masonry Block Type = Normal Weight

Stem Construction BottomStem OK

Shear.....Actual

Design Height Above Ftg = 0.00ftWall Material Above "Ht" = Masonry

Thickness = 8.00Rebar Size = # 4Rebar Spacing = 24.00Rebar Placed at = Center

Design Datafb/FB + fa/Fa = 0.716Total Force @ Section

= 191.7lbs

Moment....Actual= 660.4ft-#

Moment.....Allowable = 921.9

= 2.1psi

Shear.....Allowable = 52.4psi

Wall Weight = 84.0psf

Rebar Depth 'd' = 3.75inMasonry Data

f'm = 2,000psiFs =psi 32,000Solid Grouting = YesModular Ratio 'n' = 16.11

Short Term Factor = 1.000Equiv. Solid Thick. = 7.60in

Concrete Dataf'c =psiFy =

Masonry Design Method ASD=

Load FactorsBuilding Code IBC 2018,ACIDead Load 1.200Live Load 1.600Earth, H 1.600Wind, W 1.000Seismic, E 1.000 psi

Service Level=lbsStrength Level

Service LevelStrength Level =ft-#

Service LevelStrength Level =psi

Design Method = ASD


Anet (Masonry) = 91.50in2

Page : 1

of 57





1.001.50

12.000.000.00

=Min. As % 0.0018

Footing Dimensions & Strengths

f'c = 2,500 psi

Toe Width = ftHeel Width =

Key Distance from ToeKey DepthKey Width = in

= in= 2.00

Footing Thickness = in2.50=

ft

Cover @ Top =2.00 in@ Btm.= 3.00 in

Total Footing Width


Footing Design Results

Key:

=

No key defined

Factored PressureMu' : UpwardMu' : DownwardMu: DesignActual 1-Way ShearAllow 1-Way Shear

Toe: Not req'd: Mu < phi*5*lambda*sqrt(f'c)*SmNot req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm

= None Spec'd

==

===

2,034829252577

8.5440.00

Heel:

00

184183

2.5440.00

HeelToepsfft-#ft-#ft-#psipsi

Heel Reinforcing = # 4 @ 18.00 in

Other Acceptable Sizes & SpacingsKey Reinforcing

Toe Reinforcing = # 4 @ 16.00 in


0.650.26

#4@ 9.26 in#5@ 14.35 in#6@ 20.37 in

in2in2 /ft


Summary of Overturning & Resisting Forces & Moments.....RESISTING..........OVERTURNING.....

Force Distance Moment Distance MomentItem

Forceft-# lbs ftft

Heel Active Pressure = 140.6 0.83 117.2 Soil Over Heel = 137.5 2.08 286.5ft-#lbs

Sloped Soil Over Heel=Surcharge over Heel =Surcharge Over Heel

=

=Adjacent Footing Load =Adjacent Footing Load

Axial Dead Load on Stem ==* Axial Live Load on Stem

Soil Over ToeSurcharge Over Toe

Surcharge Over Toe

Load @ Stem Above Soil=

141.1 5.50 776.2

==

165.0 0.50 82.5=

==

Stem Weight(s)=

630.0 1.33 840.0Earth @ Stem Transitions

=Footing Weight=

375.0 1.25 468.8Key Weight

=

2.00

Added Lateral Load

lbs

=

893.3

Vert. Component

Total

=1,307.5 1,677.7

* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.

Total = R.M.

=

281.7 O.T.M.

=

Resisting/Overturning Ratio = 1.88Vertical Loads used for Soil Pressure = 1,307.5 lbs


Vertical component of active lateral soil pressure IS NOT considered inthe calculation of Overturning Resistance.

TiltHorizontal Deflection at Top of Wall due to settlement of soil(Deflection due to wall bending not considered)

Soil Spring Reaction Modulus 250.0 pciHorizontal Defl @ Top of Wall (approximate only) 0.121 inThe above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,because the wall would then tend to rotate into the retained soil.

Page : 2

of 57





Page : 3

of 57





Page : 4

of 57





Wall: Concrete MasonryDesigner to determine bar cutoff locations

7.50 ft

1.50 ft

0.00 ft

0.0 lbs 30.0 lbs

60.0 lbs 90.0 lbs

120.0 lbs 150.0 lbs

180.0 lbs 210.0 lbs

240.0 lbs 270.0 lbs


Top of Soil

Page : 5

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Wall: Concrete Masonry Allowable Moment Lines: Concrete MasonryDesigner to determine bar cutoff locations

7.50 ft

1.50 ft

0.00 ft

0.0 ft-# 120.0 ft-#

240.0 ft-# 360.0 ft-#

480.0 ft-# 600.0 ft-#

720.0 ft-# 840.0 ft-#

960.0 ft-# 1,080.0 ft-#


Top of Soil

Mu = 660.4MnPhi = 921.9ft-#

Page : 6

of 57


Title :Sewer Drop Walls Page : 1Dsgnr: Cody J. Santos Date: 15 MAY 2020Description....



Thumbnail

4.170.00

0.000.00

2,000.0

75.0

225.0

Criteria Soil Data

Retained Height = ftWall height above soil = ft

At-rest Heel Pressure = psf/ft4.17 ft=

Slope Behind WallHeight of Soil over Toe

=

in

pcf

=

110.00=

Soil Density



Total Wall Height

4.17Top Support Height = ft

Soil height to ignoreFooting||Soil Friction = 0.350





0.0

0.00.00.0


Uniform Lateral Load Applied to Stem

Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs

Axial Dead Load = lbs


Surcharge Over Toe psfFooting Width = 0.00 ft...Height to Top = 0.00 ftEccentricity = 0.00 in...Height to Bottom = 0.00 ft

>>>NOT Used To Resist Sliding & Overturn


=

Poisson's Ratio

= 0.0 ftAxial Live Load =


lbs

=

Axial Load Eccentricity = =at Back of WallWind on Exposed Stem = 0.0 psf

0.300in

Load Type(Strength Level)Wind (W)=

Earth Pressure Seismic Load psf= Added seismic per unit area 0.0Kh =0.200 gSoil Density Multiplier

Stem Weight Seismic Load psf= Added seismic per unit area 0.0Fp p/ W =0.000 gWeight Multiplier

Sliding CalcsLateral Sliding Force 1,128.9 lbs=

Key: No key defined No key defined-or-

Toe:Heel:

Stem is FREE to rotate at top of footing

= 921.0 lbs 1,264.2 lbsShear Force @ this height

Shear.....Actual = 19.19 psi 26.34 psi82.16Shear.....Allowable = psi 82.16 psi

Load FactorsBuilding Code IBC 2018,ACIDead Load 1.200Live Load 1.600Earth, H 1.600Wind, W 1.000Seismic, E 1.000

Other Acceptable Sizes & Spacings:

Design Summary=Total Bearing Load 2,471 lbs

...resultant ecc. 2.68 in

Top & Base

=

ft-#

Soil Pressure @ Toe = 825 psf OKSoil Pressure @ Heel 410 psf OK

8.00

Soil Pressure Less Than AllowableACI Factored @ Toe = 990 psf

2,000Allowable psf==

ACI Factored @ Heel = 492 psfFooting Shear @ Toe = 9.6 psi OK

psi OKAllowable = 75.0 psi

Footing Shear @ Heel = 15.3

Concrete Stem Construction

@ Top SupportMmax Between

Stem OKStem OK Stem OK

@ Base of Wall

Design Height Above Ftg ft= 4.17 ft0.001.93 ft

Thickness = in

Rebar Size = ## #4 4 4Rebar Spacing = 12.00 12.00in 12.00in inRebar Placed at = Center

inlbsReaction at Bottom 1,128.9

Center Centerlbs= 571.7Reaction at Top

Design Data=fb/FB + fa/Fa = 0.000 0.332 0.000Mu....Actual = 0.0 ft-# ft-#1,135.1 0.0 ft-#

Mn * Phi.....Allowable = 3,423.0 3,423.0ft-# 3,423.0ft-#

Wall Weight = 100.0 psf

Rebar Depth 'd' = 4.00 in in4.00 4.00

Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm# 4 @ 18.00 inNot req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm

-or--or-# 4 @ 18.00 in

Fy 60,000 psi=f'c 3,000 psi=


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Concrete Stem Rebar Area DetailsTop Support Vertical Reinforcing Horizontal ReinforcingAs (based on applied moment) : 0 in2/ft(4/3) * As : 0 in2/ft Min Stem T&S Reinf Area 0.801 in2200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options :

============ One layer of : Two layers of :Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 inProvided Area : 0.2 in2/ft #5@ 19.38 in #5@ 38.75 inMaximum Area : 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in____________________________________________________________________________________________________________________________________________ ____________________________________________________________________________________________________Mmax Between Ends Vertical Reinforcing Horizontal ReinforcingAs (based on applied moment) : 0.0685 in2/ft(4/3) * As : 0.0914 in2/ft Min Stem T&S Reinf Area 0.431 in2200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options :

============ One layer of : Two layers of :Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 inProvided Area : 0.2 in2/ft #5@ 19.38 in #5@ 38.75 inMaximum Area : 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in____________________________________________________________________________________________________________________________________________ ____________________________________________________________________________________________________Base Support Vertical Reinforcing Horizontal ReinforcingAs (based on applied moment) : 0 in2/ft(4/3) * As : 0 in2/ft Min Stem T&S Reinf Area 0.370 in2200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options :

============ One layer of : Two layers of :Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 inProvided Area : 0.2 in2/ft #5@ 19.38 in #5@ 38.75 inMaximum Area : 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in

Footing Strengths & Dimensions

1.003.00

8.000.000.00

=Min. As % 0.0018

f'c = 2,500 psi

Toe Width = ft

Key Distance from Toe =

Heel Width =

Key Width = in

Footing Thickness =

Key Depth =

in

in2.00

4.00=

ft

Cover @ Top = 2.00 in @ Btm.= 3.00 in

Total Footing Width


Footing Design ResultsToe Heel

Factored Pressure = 990 492 psfMu' : Upward = 474 0 ft-#Mu' : Downward = 60 0 ft-#Mu: Design = 414 -660 ft-#Actual 1-Way Shear = 9.62 15.30 psi

psiAllow 1-Way Shear = 75.00 75.00


0.690.17

#4@ 13.89 in#5@ 21.53 in#6@ 30.56 in

in2in2 /ft


of 57





Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing

Soil Over Heel

lbsft ft-#lbsSurcharge Over Heel

=Axial Dead Load on Stem=

ft-#ft-#ft-#lbs ft

ftSoil Over Toe

= 1.33 ft 556.0ft-#

(taking moments about front of footing to find eccentricity)

= ft-#ftlbsSurcharge Over Toe

=

=

Stem Weight1,070.3 lbs 2.83 ft 3,032.5

lbs

ft

417.0

=Footing Weight

lbs

2.00 ft 800.0ft-#ft-#

Moment =400.0lbs

4,388.5= ft-#

Forces acting on footing soil pressure

Total Vertical Force 2,470.6 lbs

Adjacent Footing Load =

Net Mom. at Stem/Ftg Interface = 552.8 ft-#Allow. Mom. @ Stem/Ftg Interface = 2,139.4 ft-#

Allow. Mom. Exceeds Applied Mom.? YesTherefore Uniform Soil Pressure = 617.7 psf


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Concrete MasonryDesigner to determine bar cutoff locations

4.17 ft 4.17 ft

0.00 ft

4.17 ft

Support

0.08 ft

0.0 lbs 130.0 lbs

260.0 lbs 390.0 lbs

520.0 lbs 650.0 lbs

780.0 lbs 910.0 lbs

1,040.0 lbs 1,170.0 lbs


Top of Soil

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Concrete Masonry Allowable Moment Lines: Top Support Mid-height BaseDesigner to determine bar cutoff locations

4.17 ft 4.17 ft

0.00 ft

4.17 ft

Support

1.92 ft

0.0 ft-# 380.0 ft-#

760.0 ft-# 1,140.0 ft-#

1,520.0 ft-# 1,900.0 ft-#

2,280.0 ft-# 2,660.0 ft-#

3,040.0 ft-# 3,420.0 ft-#


Top of Soil

of 57

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