B08_-_A5__-_CONG_239480_RoofOverhang_CALCS_Final_7-22-22.pdf

CONGAREE NATIONAL PARK

PMIS No. 239480

ROOF OVERHANG AT RANGER STATION

AND FALL PROTECTION ON MULTIPLE PARK BUILDINGS

STRUCTURAL ENGINEERING

CALCULATIONS

Prepared for:

Congaree National Park Hopkins, South Carolina

July 22, 2022

NATIONAL PARK SERVICE

SOUTHEAST REGION

EAST MAJOR AQUISTION BUYING OFFICE

CONG – 239480 TOC - i

TABLE OF CONTENTS

Page No.

Section I - General

Design Narrative

Design Criteria

Section II - Loads

Dead Loads

Seismic Forces

Wind Forces

Snow Loads

Section III – Gravity Load Analysis and Design

Section IV – Lateral Load Analysis and Design – Not Utilized

Section V – Foundation Analysis and Design – Not Utilized

SECTION I –

General

CONG – 239480 DESIGN NARRATIVE - 1

Design Narrative

Several buildings throughout Congaree National Park were evaluated for the addition of fall protection equipment to the roof. The fall protection is to be added during the reroofing of the buildings.

The design of replacing the sheathing and the reroofing was out of the scope-of-work for HECO, except for the Outdoor Classroom and Fire Suppression Building. However, the replacement of the sheathing is being replaced with the same size sheathing the increase in weight is less than 5%, so the buildings would not be required to meet the requirements for new structures as outlined in Section 706.2 of the International Existing Building Code.

The replacement of the Fire Suppression Building roof is being done so fall protection to be able to be added. The trusses replacing the roof rafters are to be pre-manufactured roof trusses designed to carry the gravity loads as required by South Carolina Building Code. The roof sheathing meets the requirements for prescriptive design as outlined in Chapter 23 of the International Building Code, and the rest of the building that was examined meets the requirements for prescriptive design for light frame construction and so no additional analysis was performed.

The replacement of the Outdoor Classroom roof structure is due to water damage that exists in the existing roof trusses, and no fall protection is being added to the roof. While the damage to the Outdoor Classroom roof is classified as substantial structural damage, the damage was not caused by earthquake or wind loads. Per the exception on 405.2.3 of the International Existing Building Code for seismic category C buildings that are not caused by earthquakes, the building did not require evaluation for seismic loads, and per the requirements of 405.2.3.3 the building only needs to comply with the building code in effect at the time of the original construction. The Outdoor Classroom was built after prescriptive requirements for pole barn construction, typical of this time and so the replaced roof would only be required to meet these requirements for lateral resistance. The replacement roof trusses are to be pre-manufactured trusses that meet current gravity load requirements per the South Carolina Building Code. The weight of these trusses would not increase the total dead load by more than 5% and so no changes are required for the other gravity system members.

The addition of fall protection anchors was evaluated per the South Carolina Building Code. This requires that the support anchors be designed for a live load not less than 3,100 lbs. for each attached lifeline. For most of the buildings, which are composed of wood roof members this anchorage load was too high to be carried by a single truss or roof rafter. Instead, the anchors were distributed over two trusses or rafters with a cable between the anchors to distribute the load. The members were shown to be able to resist the force from the fall protection when distributed over the two members. It was also explained to the NPS that if a fall were to occur, damage to the roof members could result requiring their replacement and would generally occur at connection points such as at the metal plates for truss members.

CONG - 239480 DESIGN CRITERIA - 2

Design Criteria

The design was based on the 2018 International Building Code as Modified by the State of South Carolina.

Wind Design

Wind Velocity: 119 mph per ASCE 7-16

Snow Loads

Ground snow load: 10 psf see Section II

Roof snow load: 10 psf see Section II

Roof Live Load

20 psf per ASCE 7-16

SECTION II –

Loads

1/6

PROJECT: PROJ. NO.:

SUBJECT:

DESIGNER: DATE:

CHECKER: DATE:

Determine Wind Loads For All

Assume Risk Cat II

Assume Exposure Cat B

Assume Mean Roof Height 20ft

Assume Roof Slope Angle 25 deg

Wind load psf per ASCE 7, chapter 28, see Enercalc results

Determine Snow Loads For All

Snow load psf Excluded from the fall protection anchor calculations assumeing that no body work on roofs while snowing Ground Snow Load, Pg psf ATC Hazard Website

Importance Factor, Is ASCE 7 Table 1.5-2 other structures

Ce ASCE 7 Table 7-2 Exposure cat B and Fully Exposed

Ct ASCE 7 Table 7-3 other structures

Snow on Flat Roof, Pf psf Pf=0.7CeCtIsPg

Cs ASCE 7 Figure 7-2 - Ct=1, slope 3/12 or 4/12 or 6/12, other surfaces

Snow on Slope Roof, Ps psf Ps=CsPf

Min Snow Load, Pm psf Pg<=20 --> Pm=Pg*Is; Pg>20 --> Pm=20*Is

Design Snow Load psf Snow load < Roof Live ---> Snow load does not control

Determine Live Loads For All roof live loads psf per ASCE 7 storage areas above ceiling psf per ASCE 7

Determine Dead LoadsFor Each Building

Visitor's Center asphalt shingles psf ASCE C3-1 2 layers of asphalt shingles sheathing psf ASCE C3-1 5/8 inch thickness per plans insulation psf ASCE C3-1 R 38 insulation per plans truss purlins psf ASCE C3-1 2x4 by 18 inch tall, 2 feet on center total psf use psf account for overbuild, and other items not accounted for.

Portal frame spacing ft

Dead Load on frame plf

Live Load on frame plf

Wind Load on frame plf

HH Picnic Shelter top chord

Metal Roofing psf assumed 18 gauge ASCE C3-1 purlins psf conservative for 2 foot increments

Heco Engineers

Roof Overhang-Fall Protection NPS21-0378

Load Determination

9/24/2021 SHEETJGE

11.275

(208) 642-3304

Payette, Nampa www.hecoengineers.com

20.275

0.9

6.3

6.3

CONG - 239480 DEAD LOADS - 3

2/6

SUBJECT:

DESIGNER: DATE:

CHECKER: DATE:

Heco Engineers Roof Overhang-Fall Protection NPS21-0378

Load Determination

9/24/2021 SHEETJGE

(208) 642-3304

Payette, Nampa www.hecoengineers.com total psf use psf bottom chord purlins psf account for bracing

Truss spacing ft

Dead Load on Truss plf

Dead Load on bot chord plf

Live Load on Truss plf

Wind Load on Truss plf

Comfort Station rafters asphalt shingles psf ASCE C3-1 2 layers of asphalt shingles sheathing psf ASCE C3-1 5/8 inch thicknessassumed insulation psf ASCE C3-1 insulation per thickness total psf use psf ceiling joist gypsum dry wall psf 5/8inch gypsum board insulation psf ASCE C3-1 insulation per thickness total psf use psf

Truss spacing ft

Dead Load on Rafter plf

Dead Load on joist plf

Live Load on Rafter plf

Wind Load on Rafter plf

HQ Well House rafters asphalt shingles psf ASCE C3-1 2 layers of asphalt shingles sheathing psf ASCE C3-1 5/8 inch thickness per plans insulation psf ASCE C3-1 no insulation under hatch total psf use psf ceiling joist gypsum dry wall psf 5/8inch gypsum board insulation psf ASCE C3 no insulation under hatch.

total psf use psf

Truss spacing ft

Dead Load on Rafter plf

Dead Load on joist plf

Live Load on Rafter plf

Wind Load on Rafter plf

1.333333

13.33333

26.66667

33.33333

1.333333

3.85

6.6

2.75

13.33333

6.666667

26.66667

33.33333

8.25

2.75

14.25

2.75

CONG - 239480 DEAD LOADS - 4

3/6

SUBJECT:

DESIGNER: DATE:

CHECKER: DATE:

Heco Engineers Roof Overhang-Fall Protection NPS21-0378

Load Determination

9/24/2021 SHEETJGE

(208) 642-3304

Payette, Nampa www.hecoengineers.com

Ranger Station top chord

Metal Roofing psf assumed 18 gauge ASCE C3-1 insulation psf assumed 5.5 inches ASCE C3-1 purlins psf at 2 foot increments for 2x6 total psf use psf bottom chord purlins psf at 2 foot increments for 2x6

Truss spacing ft

Dead Load on Truss plf

Dead Load on bot chord plf

Live Load on Truss plf

Wind Load on Truss plf

Fire suppresion Building rafters asphalt shingles psf ASCE C3-1 2 layers of asphalt shingles sheathing psf ASCE C3-1 5/8 inch thickness per plans insulation psf ASCE C3-1 no insulation observed total psf use psf ceiling joist gypsum dry wall psf 5/8inch gypsum board insulation psf ASCE C3-1 no insulation observed total psf use psf

Truss spacing ft

Dead Load on Rafter plf

Dead Load on joist plf

Live Load on Rafter plf

Wind Load on Rafter plf

Maintenance Building top chord asphalt shingles psf ASCE C3-1 2 layers of asphalt shingles sheathing psf ASCE C3-1 1/2 inch thickness per plans insulation psf ASCE C3-1 R 19 insulation per plans total psf use psf account for overbuild, piping, etc bottom chord miscelaneious psf

3.85

9.85

13.33

6.67

26.67

33.33

1.33

1.6

6.05

11.65

2.75

2.75

CONG - 239480 DEAD LOADS - 5

4/6

SUBJECT:

DESIGNER: DATE:

CHECKER: DATE:

Heco Engineers Roof Overhang-Fall Protection NPS21-0378

Load Determination

9/24/2021 SHEETJGE

(208) 642-3304

Payette, Nampa www.hecoengineers.com

Truss spacing ft

Dead Load on Truss plf

Dead Load on bot chord plf

Live Load on Truss plf

Wind Load on Truss plf

Learning Center Well House rafters asphalt shingles psf ASCE C3-1 2 layers of asphalt shingles sheathing psf ASCE C3-1 5/8 inch thickness assumed insulation psf ASCE C3-1 insulation per observation total psf use psf ceiling joist gypsum dry wall psf 5/8inch gypsum board insulation psf ASCE C3-1 insulation per thickness lights/etc total psf use psf

Truss spacing ft

Dead Load on Rafter plf

Dead Load on joist plf

Live Load on Rafter plf

Wind Load on Rafter plf

Learning Center Annex rafters asphalt shingles psf ASCE C3-1 2 layers of asphalt shingles sheathing psf ASCE C3-1 5/8 inch thickness assumed insulation psf total psf use psf ceiling joist gypsum dry wall psf 5/8inch gypsum board insulation psf lights/etc total psf use psf

Truss spacing ft

Dead Load on Rafter plf

Dead Load on joist plf

Live Load on Rafter plf

Wind Load on Rafter plf

Learning Center Dormitory rafters

9.6

2.75

4.75

2.75

3.85

CONG - 239480 DEAD LOADS - 6

5/6

SUBJECT:

DESIGNER: DATE:

CHECKER: DATE:

Heco Engineers Roof Overhang-Fall Protection NPS21-0378

Load Determination

9/24/2021 SHEETJGE

(208) 642-3304

Payette, Nampa www.hecoengineers.com asphalt shingles psf ASCE C3-1 2 layers of asphalt shingles sheathing psf ASCE C3-1 5/8 inch thickness assumed insulation psf ASCE C3-1 insulation per observation total psf use psf ceiling joist gypsum dry wall psf 5/8inch gypsum board insulation psf ASCE C3-1 insulation per observation plywood flooring ASCE C3-1 5/8 inch thickness assumed lights/etc total psf use psf

Truss spacing ft

Dead Load on Rafter plf

Dead Load on joist plf

Live Load on Rafter plf

Wind Load on Rafter plf

Learning Center Hallway rafters asphalt shingles psf ASCE C3-1 2 layers of asphalt shingles sheathing psf ASCE C3-1 5/8 inch thickness assumed insulation psf ASCE C3-1 insulation per observation total psf use psf ceiling joist gypsum dry wall psf 5/8inch gypsum board insulation psf ASCE C3-1 insulation per thickness lights/etc total psf use psf

Truss spacing ft

Dead Load on Rafter plf

Dead Load on joist plf

Live Load on Rafter plf

Wind Load on Rafter plf

Learning Center Octagon rafters asphalt shingles psf ASCE C3-1 2 layers of asphalt shingles sheathing psf ASCE C3-1 5/8 inch thickness assumed insulation psf ASCE C3-1 insulation per observation gypsum dry wall psf 5/8inch gypsum board lights/etc total psf use psf

Collar

11.75

2.75

1.333333

13.33333

13.33333

26.66667

33.33333

2.75

5.75

1.333333

26.66667

33.33333

2.75

7.75

CONG - 239480 DEAD LOADS - 7

6/6

SUBJECT:

DESIGNER: DATE:

CHECKER: DATE:

Heco Engineers Roof Overhang-Fall Protection NPS21-0378

Load Determination

9/24/2021 SHEETJGE

(208) 642-3304

Payette, Nampa www.hecoengineers.com gypsum dry wall psf 5/8inch gypsum board use psf

Truss spacing ft

Dead Load on Rafter plf

Dead Load on collar plf

Live Load on Rafter plf

Wind Load on Rafter plf

Outdoor classroom

Top Chord

Corrugated foam roof psf sheathing psf insulation psf lights/etc psf total psf use psf

Bottom Chord

Fan, light, etc psf use psf

Truss spacing ft

Dead Load on Top plf

Dead Load on Bootom plf

Live Load on Top plf

Wind Load on Top plf

22.5

7.5

1.333333

6.666667

26.66667

33.33333

2.75

CONG - 239480 DEAD LOADS - 8

ASCE 7-16 Seismic Base Shear LIC# : KW-06013044, Build:20.22.1.12 HECO Engineers (c) ENERCALC INC 1983-2021

DESCRIPTION: Seismic Base Shear Analysis

Project File: roof overhang and fall protection - 1.55 kip- ibc 2012.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Risk Category ASCE 7-16, Page 4, Table 1.5-1

Calculations per ASCE 7-16

"II" : All Buildings and other structures except those listed as Category I, III, and IV

Risk Category of Building or Other Structure :

Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2

Specific Description: OUtdoor Classroom

Gridded Ss & S1values from ASCE 7-16 ASCE 7-16 11.4.2

Longitude = 80.971 deg West

Location :Columbia, SC 29292 Latitude = 34.006 deg North

Max. Ground Motions, 5% Damping :

S = 0.3478

Longitude = 80.970 deg West

S

Latitude = 34.010 g, 0.2 sec response deg North

S 0.11481 g, 1.0 sec response=

For the closest datapoint grid location . . .

Site Class, Site Coeff. and Design Category Site Classification ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec = D

Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values)

Fa = 1.52 Fv = 2.37

Maximum Considered Earthquake Acceleration ASCE 7-16 Eq. 11.4-1S = Fa * Ss 0.529=MS S = Fv * S1 = 0.272M1 ASCE 7-16 Eq. 11.4-2

Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 = 0.353DS MS = 0.181 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1 M1

Seismic Design Category ASCE 7-16 Table 11.6-1 & -2= C

(By Default per 11.4.3)

Resisting System ASCE 7-16 Table 12.2-1

Basic Seismic Force Resisting System . . . Cantilevered column systems detailed to conform to specific classification 6.Timber frames

NOTE! See ASCE 7-16 for all applicable footnotes.

Building height Limits :Response Modification Coefficient " R "= 1.50 Category "A & B" Limit: Limit = 35System Overstrength Factor " Wo " = 1.50 Category "C" Limit: Limit = 35Deflection Amplification Factor " Cd " = 1.50 Category "D" Limit: Limit = 35 Category "E" Limit: Not Permitted Category "F" Limit: Not Permitted

Lateral Force Procedure ASCE 7-16 Section 12.8.2

Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8

Use ASCE 12.8-7Determine Building Period Structure Type for Building Period Calculation :All Other Structural Systems " Ct " value 0.020= " x " value

" hn " : Height from base to highest level = 15.0 ft

" Ta " Approximate fundemental period using Eq. 12.8-7 :

8.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec

Ta = Ct * (hn ^ x) = 0.152 0.75 sec

Building Period " Ta " Calculated from Approximate Method selected= 0.152

" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 S : Short Period Design Spectral Response 0.353 " R " : Response Modification Factor 1.50 " I " : Seismic Importance Factor = 1

0.235From Eq. 12.8-2, Preliminary Cs = 0.793From Eq. 12.8-3 & 12.8-4 , Cs need not exceed =

From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.016

DS

=Cs : Seismic Response Coefficient = 0.2352

CONG - 239480 SEISMIC FORCES - 9

ASCE 7-16 Seismic Base Shear

DESCRIPTION: Seismic Base Shear Analysis

Project File: roof overhang and fall protection - 1.55 kip- ibc 2012.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Seismic Base Shear ASCE 7-16 Section 12.8.1

W ( see Sum Wi below ) = 12.58 kCs = 0.2352 from 12.8.1.1 Seismic Base Shear V = Cs * W = 2.96 k

Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 " k " : hx exponent based on Ta = 1.00

Table of building Weights by Floor Level...

Wi : Weight Hi : Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel #

1 12.58 15.00 188.70 1.0000 2.96 2.96 0.00 Sum Wi = 12.58 k Total Base Shear = 2.96 k

Base Moment =

188.70 k-ftSum Wi * Hi =

44.4 k-ft

Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-16 12.10.1.1

Level # Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min

1 12.58 2.96 2.96 12.58 2.96 0.89 1.78 1.78 2.96

Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it.

Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level.

Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above

0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . . DS

DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * Wpx Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level

CONG - 239480 SEISMIC FORCES - 10

ASCE 7-16 Wind Forces, Chapter 27, Part 1

DESCRIPTION: Outdoor Classroom

Project File: roof overhang and fall protection - 1.55 kip- ibc 2012.ec6

Project Title:

Engineer:

Project ID:

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Basic Values

115.0 0.850

Exposure B Exposure B

Exposure B Exposure B

23.0 37.0 15.0

Risk Category V : Basic Wind Speed per ASCE 7-16 Table 1.5-1 Horizontal Dim. in North-South Direction (B or L) =

Exposure Category per ASCE 7-16 Section 26.7 h : Mean Roof height = ftKd : Directionality Factor per ASCE 7-16 Table 26.6-1 Horizontal Dim. in East-West Direction (B or L) = ft

North : East :

South : West :

Topographic Factor per ASCE 7-16 Sec 26.8 & Figure 26.8-1 North : K1 = K2 = K3 = Kzt =

East : K1 = K2 = K3 = West : K1 = K2 = K3 =

Kzt = 1.000 Kzt = 1.000

User has specified the building frequency is >= 1 Hz, therefore considered RIGID for both North-South and East-West directions.

Building Period & Flexibility Category

1.000 ft

South : K1 = K2 = K3 = Kzt = 1.000

Building Story Data

Level Description hi E : XStory Ht E : XR ft ft

R ftft

Roof 15.0015.00 0.000 0.000

Gust Factor For wind coming from direction indicated North = East = 0.850 West = 0.850

0.850 South = 0.850

Enclosure Check if Building Qualifies as "Open"

298.0 140.250

298.0 134.380

160.0 70.125

160.0 ft^264.250

Roof Total

899.32 ft^2 1,815.32 ft^2

0.0 ft^2 409.005 ft^2

North Wall South Wall East Wall West Wall ft^2Agross ft^2 ft^2 ft^2

Aopenings ft^2 ft^2 ft^2 Aopenings >= 0.8 * Agross ? No No No No

Building does NOT qualify as "Open"All four Agross values must be non-zero North Elevation : Determine Enclosure Classification per ASCE Section 26.12

Building is "Enclosed" when the North wall receives positive external pressure

Reference area = smaller of 4 sq. ft. or 1% of Agross 2.980 ft^2 Aoi = Ao-total - Ao 268.755 ft^2=

Agi = Ag-total - Ag 1,517.32 ft^2= Aoi / Agi 0.1771

Is Ao > 1.10 * Aoi ? No

Is Ao > Reference Area ? Yes

Is Aoi / Agi >= 0.20 ? = Yes

South Elevation : Determine Enclosure Classification per ASCE Section 26.12

Building is "Enclosed" when the South wall receives positive external pressure

Reference area = smaller of 4 sq. ft. or 1% of Agross 2.980 ft^2 Aoi = Ao-total - Ao 274.625 ft^2=

Agi = Ag-total - Ag 1,517.32 ft^2= Aoi / Agi 0.1810

Is Ao > 1.10 * Aoi ? No

Is Ao > Reference Area ? Yes

Is Aoi / Agi >= 0.20 ? = Yes

East Elevation : Determine Enclosure Classification per ASCE Section 26.12

Building is "Enclosed" when the East wall receives positive external pressure

Reference area = smaller of 4 sq. ft. or 1% of Agross 1.60 ft^2 Aoi = Ao-total - Ao 338.880 ft^2=

Agi = Ag-total - Ag 1,655.32 ft^2= Aoi / Agi 0.2047

Is Ao > 1.10 * Aoi ? No

Is Ao > Reference Area ? Yes

Is Aoi / Agi >= 0.20 ? = No

CONG - 239480 WIND FORCES - 11

DESCRIPTION: Outdoor Classroom

Project File: roof overhang and fall protection - 1.55 kip- ibc 2012.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

West Elevation : Determine Enclosure Classification per ASCE Section 26.12

Building is "Enclosed" when the West wall receives positive external pressure

Reference area = smaller of 4 sq. ft. or 1% of Agross 1.60 ft^2 Aoi = Ao-total - Ao 344.755 ft^2=

Agi = Ag-total - Ag 1,655.32 ft^2= Aoi / Agi 0.2083

Is Ao > 1.10 * Aoi ? No

Is Ao > Reference Area ? Yes

Is Aoi / Agi >= 0.20 ? = No

Velocity Pressures psf When the following walls experience leeward or sidewall pressures, the value of Kh shall be (per Table 26.12-1) :

North Wall = 0.5747 South Wall = 0.5747 psf East Wall = 0.5747psf West Wall = 0.5747 psf When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Table 26.12-1) :

North Wall = 16.539 psf South Wall = 16.539 psf East Wall = 16.539psf West Wall = 16.539 psf qz : Windward Wall Velocity Pressures at various heights per Eq. 26.12-1

Height Above Base (ft) North Elevation East Elevation West Elevation Kz qz Kz qzKz qz Kz qz

South Elevation

0.575 16.540.00 0.57516.54 16.54 16.540.5750.575

0.575 16.544.00 0.57516.54 16.54 16.540.5750.575

0.575 16.548.00 0.57516.54 16.54 16.540.5750.575

0.575 16.5412.00 0.57516.54 16.54 16.540.5750.575

Pressure Coefficients GCpi Values when elevation receives positive external pressure

0.80 0.80 0.80 0.80 -0.50 -0.50 -0.50 -0.50 -0.70 -0.70 -0.70 -0.70

GCpi : Internal pressure coefficient, per sec. 26.13 and Table 26.13-1 North South East West

0.180+/- 0.180 0.180 0.180+/- Specify Cp Values from Figure 27.3-1 for Windward, Leeward & Side Walls

Cp Values when elevation receives positive external pressure

Windward Wall East WestSouth

Leeward Wall Side Walls

North

User Defined Roof locations and Net Directional Pressure Coefficients : Cp or Cn Cp or Cn Values when the indicated building elevation receives positive external pressure

Description North South East West

-0.70Roof From North -0.50 -0.90 -0.90 -0.50Roof From South -0.70 -0.90 -0.90 -0.90Roof From East -0.90 -0.90 -0.90 -0.90Roof from West -0.90 -0.90 -0.90

Wind Pressures Wind Pressures when NORTH Elevation receives positive external wind pressure psf

Windward Wall Pressures . . .

Height Above Base (ft)

Positive Internal Negative Internal Pressure (psf) Pressure (psf)

Positive Internal Negative Internal

Leeward Wall Pressures -10.006 -4.052 Side Wall Pressures -12.818 -6.864 psf psf psf

0.00 8.27 14.22

4.00 8.27 14.22

8.00 8.27 14.22

12.00 8.27 14.22

CONG - 239480 WIND FORCES - 12

DESCRIPTION: Outdoor Classroom

Project File: roof overhang and fall protection - 1.55 kip- ibc 2012.ec6

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Roof Pressures . . . Positive Internal Negative Internal Description Pressure (psf) Pressure (psf)

Roof From North -12.82 -6.86 Roof From South -10.01 -4.05 Roof From East -15.63 -9.68 Roof from West -15.63 -9.68

Wind Pressures when SOUTH Elevation receives positive external wind pressure psf

Windward Wall Pressures . . .

Height Above Base (ft)

Positive Internal Negative Internal Pressure (psf) Pressure (psf)

Positive Internal Negative Internal

Leeward Wall Pressures -10.006 -4.052 Side Wall Pressures -12.818 -6.864 psf psf psf

0.00 8.27 14.22

4.00 8.27 14.22

8.00 8.27 14.22

12.00 8.27 14.22 Roof Pressures . . . Positive Internal Negative Internal

Description Pressure (psf) Pressure (psf) Roof From North -10.01 -4.05 Roof From South -12.82 -6.86 Roof From East -15.63 -9.68 Roof from West -15.63 -9.68

Wind Pressures when EAST Elevation receives positive external wind pressure psf

Windward Wall Pressures . . .

Height Above Base (ft)

Positive Internal Negative Internal Pressure (psf) Pressure (psf)

Positive Internal Negative Internal

Leeward Wall Pressures -10.006 -4.052 Side Wall Pressures -12.818 -6.864 psf psf psf

0.00 8.27 14.22

4.00 8.27 14.22

8.00 8.27 14.22

12.00 8.27 14.22 Roof Pressures . . . Positive Internal Negative Internal

Description Pressure (psf) Pressure (psf) Roof From North -15.63 -9.68 Roof From South -15.63 -9.68 Roof From East -15.63 -9.68 Roof from West -15.63 -9.68

Wind Pressures when WEST Elevation receives positive external wind pressure psf

Windward Wall Pressures . . .

Height Above Base (ft)

Positive Internal Negative Internal Pressure (psf) Pressure (psf)

Positive Internal Negative Internal

Leeward Wall Pressures -10.006 -4.052 Side Wall Pressures -12.818 -6.864 psf psf psf

0.00 8.27 14.22

4.00 8.27 14.22

8.00 8.27 14.22

12.00 8.27 14.22

CONG - 239480 WIND FORCES - 13

DESCRIPTION: Outdoor Classroom

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Roof Pressures . . . Positive Internal Negative Internal Description Pressure (psf) Pressure (psf)

Roof From North -15.63 -9.68 Roof From South -15.63 -9.68 Roof From East -15.63 -9.68 Roof from West -15.63 -9.68

Story Forces for Design Wind Load Cases Values below are calculated based on a building with dimensions B x L x h as defined on the "Basic Values" tab.

Load Case Windward Wall Eccentricity for (ft)Wind Shear Components (k)

In "Y" Direction In "X" Direction Mt, (ft-k)Ht. Range "Y" Shear "X" ShearBuilding level Trib. Height

CASE 1 ---Level 1 -5.61 --- ---7.5022.50' -> 15.00' ---North CASE 1 ---Level 1 5.61 --- ---7.5022.50' -> 15.00' ---South CASE 1 ---Level 1 --- -3.49 ---7.5022.50' -> 15.00' ---East CASE 1 ---Level 1 --- 3.49 ---7.5022.50' -> 15.00' ---West

CASE 2 +/- 21.4Level 1 -4.21 --- 5.097.5022.50' -> 15.00' ---North CASE 2 +/- 21.4Level 1 4.21 --- 5.097.5022.50' -> 15.00' ---South CASE 2 +/- 8.1Level 1 --- -2.62 ---7.5022.50' -> 15.00' 3.10East CASE 2 +/- 8.1Level 1 --- 2.62 ---7.5022.50' -> 15.00' 3.10West

CASE 3 ---Level 1 -4.21 -2.62 ---7.5022.50' -> 15.00' ---North & East CASE 3 ---Level 1 -4.21 2.62 ---7.5022.50' -> 15.00' ---North & West CASE 3 ---Level 1 4.21 2.62 ---7.5022.50' -> 15.00' ---South & West CASE 3 ---Level 1 4.21 -2.62 ---7.5022.50' -> 15.00' ---South & East

CASE 4 +/- 22.2Level 1 -3.16 -1.96 5.097.5022.50' -> 15.00' 3.10North & East CASE 4 +/- 22.2Level 1 -3.16 1.96 5.097.5022.50' -> 15.00' 3.10North & West CASE 4 +/- 22.2Level 1 3.16 1.96 5.097.5022.50' -> 15.00' 3.10South & West CASE 4 +/- 22.2Level 1 3.16 -1.96 5.097.5022.50' -> 15.00' 3.10South & East

Min per ASCE 27.1.5 ---Level 1 -4.44 --- ---7.5022.50' -> 15.00' ---North Min per ASCE 27.1.5 ---Level 1 4.44 --- ---7.5022.50' -> 15.00' ---South Min per ASCE 27.1.5 ---Level 1 --- -2.76 ---7.5022.50' -> 15.00' ---East Min per ASCE 27.1.5 ---Level 1 --- 2.76 ---7.5022.50' -> 15.00' ---West

Base Shear for Design Wind Load Cases North +Y

Values below are calculated based on a building with dimensions B x L x h as defined on the "General" tab.

Load Case Windward Wall Leeward Wall Wind Base Shear Components (k) West +X

In "Y" Direction In "X" Direction Mt, (ft-k)

Case 1 ---South -5.61 ---North Case 1 ---North 5.61 ---South Case 1 ---West --- -3.49East Case 1 ---East --- 3.49West

Case 2 +/- 21.4South -4.21 ---North Case 2 +/- 21.4North 4.21 ---South Case 2 +/- 8.1West --- -2.62East Case 2 +/- 8.1East --- 2.62West

CONG - 239480 WIND FORCES - 14

DESCRIPTION: Outdoor Classroom

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Case 3 ---South & West -4.21 -2.62North & East Case 3 ---South & East -4.21 2.62North & West Case 3 ---North & East 4.21 2.62South & West Case 3 ---North & West 4.21 -2.62South & East

Case 4 +/- 22.2South & West -3.16 -1.96North & East Case 4 +/- 22.2South & East -3.16 1.96North & West Case 4 +/- 22.2North & East 3.16 1.96South & West Case 4 +/- 22.2North & West 3.16 -1.96South & East

Min per ASCE 27.1.5 ---South -4.44 ---North Min per ASCE 27.1.5 ---North 4.44 ---South Min per ASCE 27.1.5 ---West --- -2.76East Min per ASCE 27.1.5 ---East --- 2.76West

CONG - 239480 WIND FORCES - 15

ASCE 7-16 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 LIC# : KW-06013044, Build:20.22.2.9 HECO Engineers (c) ENERCALC INC 1983-2022

DESCRIPTION: Wind load for CONG NPS project

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Calculations per ASCE 7-16General Design Values 119.0

Roof Slope Angle 25

Exposure B

20.0

10.0

10.0 Flat/Hip/Gable Roof

psf

Topographic Factor Kzt per 26.8 1.00

LHD : Least Horizontal Dimension ft a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) 3.00 ft

Effective Wind Area of Component & Cladding

V : Basic Wind Speed per Sect 26.5-1 or 2 mph

Roof pitch for cladding pressuredegrees ft^2

Occupancy per Table 1.5-1 II All Buildings and other structures except those listed Exposure Category per 26.7

MRH : Mean Roof Height ft

Lambda MWFRS: per Figure 26.5-1 1.00

User specified minimum design pressure

0.89Lambda Component & Cladding : per Figure 30.4-1

Main Force Resisting System Values Component & Cladding Values

Design Wind Pressures Horizontal Pressures . . .

Load Case # 1 . . .

Overhangs . . .

Zone: A = 28.14 psf Zone: C = 20.38 psf

Load Case # 1 . . .

Zone: B = 10.00 psf Zone: D = 10.00 psf

Zone: Eoh = -23.32 psf Zone: Goh = -19.86 psf

Load Case # 2 . . .

Load Case # 2 . . .

Zone: A = 10.00 psf Zone: C = 10.00 psf

Zone: Eoh = 10.00 psf Zone: Goh = 10.00 psf

Zone: B = 10.00 psf Zone: D = 10.00 psf Vertical Pressures . . .

Load Case # 1 . . .

Zone: E = -12.50 psf Zone: G = -10.00 psf Zone: F = -17.02 psf Zone: H = -13.68 psf

Load Case # 2 . . .

Zone: E = -10.00 psf Zone: G = -10.00 psf Zone: F = -10.00 psf Zone: H = -10.00 psf

ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.5.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones B and D equal to +8 psf, while assuming ps for Zones E, F, G, and H are equal to 0 psf.

CONG - 239480 WIND FORCES - 16

ASCE 7-16 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 LIC# : KW-06013044, Build:20.22.2.9 HECO Engineers (c) ENERCALC INC 1983-2022

DESCRIPTION: Wind load for CONG NPS project

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Design Wind Pressure = Lambda * Kzt * Ps30 per Eq 30.4-1Component & Cladding Design Wind Pressures

Zone 1

Positive

10.000 psf

Negative

-36.152 psf

Zone 2 10.000 psf-47.633 psf

Zone 3 10.000 psf

-64.952 psf

Wall Zone 4 : 22.677 -24.600 psf

Wall Zone 5 : 22.677 psf-30.385 psf

-44.215 psf

-61.463psf

Roof Pressures Negative psf

Wall Pressures

Overhang Pressures

Zone 3e

Zone 3r

Zone 2e

Zone 2n

Zone 2r

Zone 1' psf psf psf psf psf psf psf psf

Zone 1

Zone 2

Zone 3

Zone 3e

Zone 3r

Zone 2e

Zone 2n

Zone 2r

Zone 1'10.000 -20.755

'*** : There is no value in Figure 30.4-1 Tabular Values

-32.663 -32.663

CONG - 239480 WIND FORCES - 17

ASCE 7-16 Snow Loads HECO EngineersLic. # : KW-06013044

DESCRIPTION: Snow Loads

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

Title Block Line 6

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Roof Overhang and Fall Protection.ec6

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Printed: 25 SEP 2021, 6:25PM

Project Descr:

Flat Roof Snow Loads Description : General per ASCE 7-16, Chapter 7

Ground Snow Load, per Fig 7.2-1 10.00 C (see ASCE 7-16 Section 26.7)Terrain Category

Fully ExposedExposure of Roof 0.90Ce : Exposure Factor, Table 7.3-1

Ct : Thermal Factor1.3 : Structures intentially kept below freez Risk Category, per Table 1.5-1 II

Importance Factor, Is, Table 1.5-2 1.00

Roof Slope, Sec .7.3.4 45.00

0.00 psfpm, Minimum required pf, Calculated Snow Load per Equation 7-1 8.19 psf psf Hip and gableRoof Configuration pf, Design Snow Load Max(pm min, pf calc) 8.19 psf

Sloped Roof Snow Loads Description : General per ASCE 7-16, Chapter 7 pf : Snow Load 8.19 1.20Thermal Factor

33.00Slope

Unobstructed & Slippery ? No Cs 1.00

8.19 psfps, Calculated Sloped Roof Snow Load psf

CONG - 239480 SNOW LOADS - 18

SECTION III –

Gravity Load Analysis and

Design

2D Frame LIC# : KW-06013044, Build:20.22.3.16 HECO Engineers (c) ENERCALC INC 1983-2022

DESCRIPTION: HQ Well House

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Joints...

Joint CoordinatesJoint Joint

X Y ft ft deg F

Label X Translational Restraint Y Translational Restraint Z Rotational Restraint Temp

1 0.0 0.0 Fixed 0 2 1.50 0.750 Fixed Fixed 0 3 6.040 3.020 Fixed 0 4 10.580 0.750 Fixed Fixed Fixed 0 5 12.080 0.0 Fixed 0

.Members...

(rotation)

Member Property LabelLabel

LengthEndpoint Joints (rotation)

Releases Specify Connectivity of Member Ends to Joints

I Joint J Joint x y zyx zft J End

Member I End

Joist 2x4 2 4 9.080 Fixed Fixed Pinned Fixed Fixed Pinned L-Eave 2x6 1 2 1.677 Fixed Fixed Pinned Fixed Fixed Fixed L-Rafter 2x6 2 3 5.076 Fixed Fixed Fixed Fixed Fixed Pinned R-Eave 2x6 4 5 1.677 Fixed Fixed Fixed Fixed Fixed Pinned R-Rafter 2x6 3 4 5.076 Fixed Fixed Pinned Fixed Fixed Fixed

.Member Stress Check Data...

Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors

Label Lu : z Lu : y K : z K : y Cm Cbft Joist 9.080 9.080 1.00 1.00 1.000 1.000

L-Eave 1.677 0.500 1.00 1.00 1.000 1.000 L-Rafter 5.076 0.500 1.00 1.00 1.000 1.000 R-Eave 1.677 0.500 1.00 1.00 1.000 1.000 R-Rafter 5.076 0.500 1.00 1.00 1.000 1.000

.Materials...

Member Youngs Density Thermal Yield

Label in/degrksi kcf ksi Default 1.00 0.000 0.000000 1.00

Southern Pine, No.2: 2"-4 1,400.00 0.034 0.000000 0.00 Southern Pine, Standard: 1,200.00 0.034 0.000000 0.00

Steel 29,000.00 0.490 0.000007 50.00 Wood Material Data...

Southern Pine, No.2: 2"-4, Southern Pine, No.2: 2"-4", Density= 34.330pcf, FbT= 1100psi, FbC= 1100psi, Fv= 175psi, Ft= 675, Fc= 1450psi, E Bend XX= 1400ksi, E BendMin XX= 510ksi, E Beny YY= 0ksi, E BendMin YY= 0ksi, E Axial= 0ksi, Species= 2"-4" Thick, Grade= No.2:

2"-4" Thick: 2"-4" W, Class= 2"-4" Thick

Southern Pine, Standard:, Southern Pine, Standard: 2, Density= 34.330pcf, FbT= 475psi, FbC= 475psi, Fv= 175psi, Ft= 275, Fc= 1300psi, E Bend XX= 1200ksi, E BendMin XX= 440ksi, E Beny YY= 0ksi, E BendMin YY= 0ksi, E Axial= 0ksi, Species= 2"-4" Thick, Grade= Standard: 2"-4" Thick: 4", Class= 2"-4" Thick

.Member Sections...

Prop Label Group Tag Material Area IxxDepth IyyWidth

2x4 Southern Pine, in^2 in^45.250 3.50 1.50 5.359 0.9844in in in^4SP 2x4 2x6 Southern Pine, in^2 in^48.250 5.50 1.50 20.797 1.547in in in^4SP 2x6 Default Default in^2 in^41.0 0.0 0.0 1.0 1.0in in in^4Group

..Member Point Loads.... Note: Loads labeled "Global Y" act downward (in "-Y" direction) Member Load Magnitude

Label Load

Direction WindDead Roof Live Live Seismic"I" Joint EarthSnow Distance from

L-Rafter k-1.5504.18 ftLocal y

CONG - 239480 GRAVITY LOAD ANALYSIS & DESIGN - 19

DESCRIPTION: HQ Well House

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Member Distributed Loads.... Note: Loads labeled "Global Y" act downward (in "-Y" direction) Load MagnitudeMember Load

Dead Roof Live Live Snow Seismic Wind Earthft

Load Extents

DirectionLabel Start End

L-Eave 0.0

1.677 0.0130 0.0270 0.0340 k/ftEnd Mag :

Global Y 0.0130 0.0270 0.0340Start Mag : k/ft

L-Rafter 0.0

5.076 0.0130 0.0270 0.0340 k/ftEnd Mag :

Global Y 0.0130 0.0270 0.0340Start Mag : k/ft

R-Eave 0.0

1.677 0.0130 0.0270 0.0340 k/ftEnd Mag :

Global Y 0.0130 0.0270 0.0340Start Mag : k/ft

Joist 0.0

9.080 0.0070 k/ftEnd Mag :

Global Y 0.0070Start Mag : k/ft

R-Rafter 0.0

5.076 0.0130 0.0270 0.0340 k/ftEnd Mag :

Global Y 0.0130 0.0270 0.0340Start Mag : k/ft

.Stress/Strength Load Combinations IBC 2012 Load Combination Factors

Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth Load Combination

Description Lambda 0.2*Sds*

+1.40D+1.60H 0.6 1.40 1.60 +1.20D+0.50Lr+1.60L+1.60H 0.8 1.20 0.50 1.60 1.60 +1.20D+1.60L+0.50S+1.60H 0.8 1.20 1.60 0.50 1.60 +1.20D+1.60Lr+0.50L+1.60H 0.8 1.20 1.60 0.50 1.60 +1.20D+1.60Lr+0.50W+1.60H 0.8 1.20 1.60 0.50 1.60 +1.20D+0.50L+1.60S+1.60H 0.8 1.20 0.50 1.60 1.60 +1.20D+1.60S+0.50W+1.60H 0.8 1.20 1.60 0.50 1.60 +1.20D+0.50Lr+0.50L+W+1.60H 1 1.20 0.50 0.50 1.0 1.60 +1.20D+0.50L+0.50S+W+1.60H 1 1.20 0.50 0.50 1.0 1.60 +1.20D+0.50L+0.70S+E+1.60H 0.8 1.20 0.50 0.70 1.0 1.60 +0.90D+W+0.90H 1 0.90 1.0 0.90 +0.90D+E+0.90H 0.6 0.90 1.0 0.90 Stress/Strength Load Combinations IBC 2012

Load Combination Factors Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth

Load Combination Description Lambda 0.2*Sds*

Automatically Apply 100 % of member self-weight as D in the -Global Y direction.

..Reaction Load Combinations IBC 2012

Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth

Load Combination Description

+D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Reaction Load Combinations IBC 2012

Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth

Load Combination Description

CONG - 239480 GRAVITY LOAD ANALYSIS & DESIGN - 20

DESCRIPTION: HQ Well House

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Automatically Apply 100 % of member self-weight as D in the -Global Y direction.

..Deflection Load Combinations IBC 2012

Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth

Load Combination Description

+D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Deflection Load Combinations IBC 2012

Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth

Load Combination Description

Automatically Apply 100 % of member self-weight as D in the -Global Y direction.

CONG - 239480 GRAVITY LOAD ANALYSIS & DESIGN - 21

DESCRIPTION: HQ Well House

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CONG - 239480 GRAVITY LOAD ANALYSIS & DESIGN - 22

DESCRIPTION: Comfort Station

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Joints...

Joint CoordinatesJoint Joint

X Y ft ft deg F

Label X Translational Restraint Y Translational Restraint Z Rotational Restraint Temp

1 0.0 0.0 Fixed 0 2 1.333 0.4440 Fixed Fixed 0 3 12.666 4.222 Fixed Fixed 0 4 15.50 5.170 Fixed 0 5 18.333 4.222 Fixed Fixed 0 6 29.666 0.4440 Fixed Fixed Fixed 0 7 31.0 0.0 Fixed 0

.Members...

(rotation)

Member Property LabelLabel

LengthEndpoint Joints (rotation)

Releases Specify Connectivity of Member Ends to Joints

I Joint J Joint x y zyx zft J End

Member I End

Joist 2x4 3 5 5.667 Fixed Fixed Pinned Fixed Fixed Pinned L-Eave 2x8 1 2 1.405 Fixed Fixed Pinned Fixed Fixed Fixed L-Rafter 2x8 2 3 11.946 Fixed Fixed Fixed Fixed Fixed Fixed L-Raftr2 2x8 3 4 2.988 Fixed Fixed Fixed Fixed Fixed Pinned R-Eave 2x8 6 7 1.406 Fixed Fixed Fixed Fixed Fixed Pinned R-Rafr2 2x8 4 5 2.987 Fixed Fixed Pinned Fixed Fixed Fixed R-Rafter 2x8 5 6 11.946 Fixed Fixed Fixed Fixed Fixed Fixed

.Member Stress Check Data...

Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors

Label Lu : z Lu : y K : z K : y Cm Cbft Joist 5.667 5.667 1.00 1.00 1.000 1.000

L-Eave 1.405 0.500 1.00 1.00 1.000 1.000 L-Rafter 11.946 0.500 1.00 1.00 1.000 1.000 L-Raftr2 2.988 0.500 1.00 1.00 1.000 1.000 R-Eave 1.406 0.500 1.00 1.00 1.000 1.000 R-Rafr2 2.987 0.500 1.00 1.00 1.000 1.000 R-Rafter 11.946 0.500 1.00 1.00 1.000 1.000

.Materials...

Member Youngs Density Thermal Yield

Label in/degrksi kcf ksi Default 1.00 0.000 0.000000 1.00

Southern Pine, No.2: 2"-4 1,400.00 0.034 0.000000 0.00 Southern Pine, No.2: 2"-4 1,400.00 0.034 0.000000 0.00

Steel 29,000.00 0.490 0.000007 50.00 Wood Material Data...

Southern Pine, No.2: 2"-4, Southern Pine, No.2: 2"-4", Density= 34.330pcf, FbT= 1100psi, FbC= 1100psi, Fv= 175psi, Ft= 675, Fc= 1450psi, E Bend XX= 1400ksi, E BendMin XX= 510ksi, E Beny YY= 0ksi, E BendMin YY= 0ksi, E Axial= 0ksi, Species= 2"-4" Thick, Grade= No.2:

2"-4" Thick: 2"-4" W, Class= 2"-4" Thick

Southern Pine, No.2: 2"-4, Southern Pine, No.2: 2"-4", Density= 34.330pcf, FbT= 925psi, FbC= 925psi, Fv= 175psi, Ft= 550, Fc= 1350psi, E Bend XX= 1400ksi, E BendMin XX= 510ksi, E Beny YY= 0ksi, E BendMin YY= 0ksi, E Axial= 0ksi, Species= 2"-4" Thick, Grade= No.2:

2"-4" Thick: 8" Wide, Class= 2"-4" Thick

.Member Sections...

Prop Label Group Tag Material Area IxxDepth IyyWidth

2x4 Southern Pine, in^2 in^45.250 3.50 1.50 5.359 0.9844in in in^4SP 2x4 2x8 Southern Pine, in^2 in^410.875 7.250 1.50 47.635 2.039in in in^4SP 2x8 Default Default in^2 in^41.0 0.0 0.0 1.0 1.0in in in^4Group

..Member Point Loads.... Note: Loads labeled "Global Y" act downward (in "-Y" direction) Member Load Magnitude

Label Load

Direction WindDead Roof Live Live Seismic"I" Joint EarthSnow Distance from

L-Raftr2 k-1.5502.488 ftLocal y

CONG - 239480 GRAVITY LOAD ANALYSIS & DESIGN - 23

DESCRIPTION: Comfort Station

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.Member Distributed Loads.... Note: Loads labeled "Global Y" act downward (in "-Y" direction) Load MagnitudeMember Load

Dead Roof Live Live Snow Seismic Wind Earthft

Load Extents

DirectionLabel Start End

Joist 0.0

5.667 0.0130 0.0270 0.0340 k/ftEnd Mag :

Global Y 0.0130 0.0270 0.0340Start Mag : k/ft

L-Rafter 0.0

11.946 0.020 0.0270 0.0340 k/ftEnd Mag :

Global Y 0.020 0.0270 0.0340Start Mag : k/ft

R-Eave 0.0

1.406 0.020 0.0270 0.0340 k/ftEnd Mag :

Global Y 0.020 0.0270 0.0340Start Mag : k/ft

R-Rafr2 0.0

2.987 0.020 0.0270 0.0340 k/ftEnd Mag :

Global Y 0.020 0.0270 0.0340Start Mag : k/ft

R-Rafter 0.0

11.946 0.020 0.0270 0.0340 k/ftEnd Mag :

Global Y 0.020 0.0270 0.0340Start Mag : k/ft

L-Eave 0.0

1.405 0.020 0.0270 0.0340 k/ftEnd Mag :

Global Y 0.020 0.0270 0.0340Start Mag : k/ft

L-Raftr2 0.0

2.988 0.020 0.0270 0.0340 k/ftEnd Mag :

Global Y 0.020 0.0270 0.0340Start Mag : k/ft

.Stress/Strength Load Combinations IBC 2012 Load Combination Factors

Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth Load Combination

Description Lambda 0.2*Sds*

+1.40D+1.60H 0.6 1.40 1.60 +1.20D+0.50Lr+1.60L+1.60H 0.8 1.20 0.50 1.60 1.60 +1.20D+1.60L+0.50S+1.60H 0.8 1.20 1.60 0.50 1.60 +1.20D+1.60Lr+0.50L+1.60H 0.8 1.20 1.60 0.50 1.60 +1.20D+1.60Lr+0.50W+1.60H 0.8 1.20 1.60 0.50 1.60 +1.20D+0.50L+1.60S+1.60H 0.8 1.20 0.50 1.60 1.60 +1.20D+1.60S+0.50W+1.60H 0.8 1.20 1.60 0.50 1.60 +1.20D+0.50Lr+0.50L+W+1.60H 1 1.20 0.50 0.50 1.0 1.60 +1.20D+0.50L+0.50S+W+1.60H 1 1.20 0.50 0.50 1.0 1.60 +1.20D+0.50L+0.70S+E+1.60H 0.8 1.20 0.50 0.70 1.0 1.60 +0.90D+W+0.90H 1 0.90 1.0 0.90 +0.90D+E+0.90H 0.6 0.90 1.0 0.90 Stress/Strength Load Combinations IBC 2012

Load Combination Factors Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth

Load Combination Description Lambda 0.2*Sds*

Automatically Apply 100 % of member self-weight as D in the -Global Y direction.

..Reaction Load Combinations IBC 2012

Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth

Load Combination Description

+D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0

CONG - 239480 GRAVITY LOAD ANALYSIS & DESIGN - 24

DESCRIPTION: Comfort Station

Project File: roof overhang and fall protection - 1.55 kip- ibc 2012.ec6

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Reaction Load Combinations IBC 2012 Load Combination Factors

Dead Roof Live Live Snow Wind Seismic Earth Load Combination

Description

Automatically Apply 100 % of member self-weight as D in the -Global Y direction.

..Deflection Load Combinations IBC 2012

Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth

Load Combination Description

+D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Deflection Load Combinations IBC 2012

Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth

Load Combination Description

Automatically Apply 100 % of member self-weight as D in the -Global Y direction.

CONG - 239480 GRAVITY LOAD ANALYSIS & DESIGN - 25

DESCRIPTION: Comfort Station

Project File: roof overhang and fall protection - 1.55 kip- ibc 2012.ec6

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Engineer:

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Project Descr:

CONG - 239480 GRAVITY LOAD ANALYSIS & DESIGN - 26

DESCRIPTION: Maintenance Building

Project File: roof overhang and fall protection - 1.55 kip- ibc 2012.ec6

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Joints...

Joint CoordinatesJoint Joint

X Y ft ft deg F

Label X Translational Restraint Y Translational Restraint Z Rotational Restraint Temp

1 0.0 0.0 Fixed 0 2 2.0 1.0 Fixed Fixed 0 3 11.333 1.0 Fixed 0 4 20.667 1.0 Fixed 0 5 30.0 1.0 Fixed Fixed Fixed 0 6 32.0 0.0 Fixed 0 7 9.0 4.50 Fixed 0 8 16.0 8.0 Fixed 0 9 23.0 4.50 Fixed 0

.Members...

(rotation)

Member Property LabelLabel

LengthEndpoint Joints (rotation)

Releases Specify Connectivity of Member Ends to Joints

I Joint J Joint x y zyx zft J End

Member I End cj1 2x6 2 3 9.333 Fixed Fixed Pinned Fixed Fixed Fixed cj2 2x6 3 4 9.334 Fixed Fixed Fixed Fixed Fixed Fixed cj3 2x6 4 5 9.333 Fixed Fixed Fixed Fixed Fixed Pinned ovrhng1 2x6 1 2 2.236 Fixed Fixed Pinned Fixed Fixed Fixed ovrhng2 2x6 5 6 2.236 Fixed Fixed Fixed Fixed Fixed Pinned tc1 2x6 2 7 7.826 Fixed Fixed Fixed Fixed Fixed Fixed tc2 2x6 7 8 7.826 Fixed Fixed Fixed Fixed Fixed Pinned tc3 2x6 8 9 7.826 Fixed Fixed Pinned Fixed Fixed Fixed tc4 2x6 9 5 7.826 Fixed Fixed Fixed Fixed Fixed Fixed web1 2x4 3 7 4.206 Fixed Fixed Pinned Fixed Fixed Pinned web2 2x4 3 8 8.413 Fixed Fixed Pinned Fixed Fixed Pinned web3 2x4 4 8 8.413 Fixed Fixed Pinned Fixed Fixed Pinned web4 2x4 4 9 4.206 Fixed Fixed Pinned Fixed Fixed Pinned

.Member Stress Check Data...

Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors

Label Lu : z Lu : y K : z K : y Cm Cbft cj1 9.333 6.000 1.00 1.00 1.000 1.000 cj2 9.334 6.000 1.00 1.00 1.000 1.000 cj3 9.333 6.000 1.00 1.00 1.000 1.000 ovrhng1 2.236 0.500 1.00 1.00 1.000 1.000 ovrhng2 2.236 0.500 1.00 1.00 1.000 1.000 tc1 7.826 0.500 1.00 1.00 1.000 1.000 tc2 7.826 0.500 1.00 1.00 1.000 1.000 tc3 7.826 0.500 1.00 1.00 1.000 1.000 tc4 7.826 0.500 1.00 1.00 1.000 1.000 web1 4.206 4.206 1.00 1.00 1.000 1.000 web2 8.413 6.000 1.00 1.00 1.000 1.000 web3 8.413 6.000 1.00 1.00 1.000 1.000 web4 4.206 4.206 1.00 1.00 1.000 1.000

.Materials...

Member Youngs Density Thermal Yield

Label in/degrksi kcf ksi Default 1.00 0.000 0.000000 1.00

Southern Pine, No.2: 2" 1,400.00 0.034 0.000000 0.00 Steel 29,000.00 0.490 0.000007 50.00 Wood 1,800.00 0.035 0.000000 0.00

Wood Material Data...

Southern Pine, No.2: 2", Southern Pine, No.2: 2" -, Density= 34.330pcf, FbT= 1100psi, FbC= 1100psi, Fv= 175psi, Ft= 675, Fc= 1450psi, E Bend XX= 1400ksi, E BendMin XX= 510ksi, E Beny YY= 0ksi, E BendMin YY= 0ksi, E Axial= 0ksi, Species= 2"-4" Thick, Grade= No.2:

2" - 4" Thick : 2", Class= 2"-4" Thick

Wood Material Data...

CONG - 239480 GRAVITY LOAD ANALYSIS & DESIGN - 27

DESCRIPTION: Maintenance Building

Project File: roof overhang and fall protection - 1.55 kip- ibc 2012.ec6

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Engineer:

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Wood, Not Defined, Density= 35.0pcf, FbT= 1000psi, FbC= 1000psi, Fv= 1000psi, Ft= 1000, Fc= 400psi, E Bend XX= 1800ksi, E BendMin XX= 1800ksi, E Beny YY= 1800ksi, E BendMin YY= 1800ksi, E Axial= 1800ksi, Species= , Grade= Any, Class=

.Member Sections...

Prop Label Group Tag Material Area IxxDepth IyyWidth

2x4 Southern Pine, in^2 in^45.250 3.50 1.50 5.359 0.9844in in in^4Group 2x6 Southern Pine, in^2 in^48.250 5.50 1.50 20.797 1.547in in in^4Group Default Default in^2 in^41.0 0.0 0.0 1.0 1.0in in in^4Group

..Member Point Loads.... Note: Loads labeled "Global Y" act downward (in "-Y" direction) Member Load Magnitude

Label Load

Direction WindDead Roof Live Live Seismic"I" Joint EarthSnow Distance from tc2 k-1.5507.826 ftLocal y .Member Distributed Loads.... Note: Loads labeled "Global Y" act downward (in "-Y" direction)

Load MagnitudeMember Load Dead Roof Live Live Snow Seismic Wind Earthft

Load Extents

DirectionLabel Start End cj1 0.0

9.333 0.010 k/ftEnd Mag :

Global Y 0.010Start Mag : k/ft cj2 0.0

9.334 0.010 k/ftEnd Mag :

Global Y 0.010Start Mag : k/ft cj3 0.0

9.333 0.010 k/ftEnd Mag :

Global Y 0.010Start Mag : k/ft ovrhng1 0.0

2.236 0.030 0.040 0.050 k/ftEnd Mag :

Global Y 0.030 0.040 0.050Start Mag : k/ft ovrhng2 0.0

2.236 0.030 0.040 0.050 k/ftEnd Mag :

Global Y 0.030 0.040 0.050Start Mag : k/ft tc1 0.0

7.826 0.030 0.040 0.050 k/ftEnd Mag :

Global Y 0.030 0.040 0.050Start Mag : k/ft tc3 0.0

7.826 0.030 0.040 0.050 k/ftEnd Mag :

Global Y 0.030 0.040 0.050Start Mag : k/ft tc4 0.0

7.826 0.030 0.040 0.050 k/ftEnd Mag :

Global Y 0.030 0.040 0.050Start Mag : k/ft tc2 0.0

7.826 0.030 0.040 0.050 k/ftEnd Mag :

Global Y 0.030 0.040 0.050Start Mag : k/ft

.Stress/Strength Load Combinations IBC 2012 Load Combination Factors

Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth Load Combination

Description Lambda 0.2*Sds*

+1.40D+1.60H 0.6 1.40 1.60 +1.20D+0.50Lr+1.60L+1.60H 0.8 1.20 0.50 1.60 1.60 +1.20D+1.60L+0.50S+1.60H 0.8 1.20 1.60 0.50 1.60 +1.20D+1.60Lr+0.50L+1.60H 0.8 1.20 1.60 0.50 1.60 +1.20D+1.60Lr+0.50W+1.60H 0.8 1.20 1.60 0.50 1.60 +1.20D+0.50L+1.60S+1.60H 0.8 1.20 0.50 1.60 1.60 +1.20D+1.60S+0.50W+1.60H 0.8 1.20 1.60 0.50 1.60 +1.20D+0.50Lr+0.50L+W+1.60H 1 1.20 0.50 0.50 1.0 1.60 +1.20D+0.50L+0.50S+W+1.60H 1 1.20 0.50 0.50 1.0 1.60 +1.20D+0.50L+0.70S+E+1.60H 0.8 1.20 0.50 0.70 1.0 1.60 +0.90D+W+0.90H 1 0.90 1.0 0.90 +0.90D+E+0.90H 0.6 0.90 1.0 0.90…