Drury Spring 2021 Structures Book by ajurgensen

Structures Book Backyardigans 2021

ARCHEOLOGY CENTER DINOSAUR NATIONAL MONUMENT, UTAH ARCHEOLOGY CENTER D I N O U.S. S A U RDepartment N A T I O N A L of Mthe O N UInterior MENT, UTAH The National Park Service Archeology Center 1849 C Street, NW Washington, X H I B IDC T 20240

PreliminaryE Structrual X H I B I T A Design

Prime Agreement Between Owner and Architect Prime Agreement Between Owner and Anna Architect Tyler John Cup Choy, Amy Jurgensen, Yannick Lamers, Zavala, AIA NCARB

Submitted to Partners Unger Niles and kaplan Architects U.S. Department of the Interior

315 Bowery Avenue THE NATIONAL PARK SERVICE New York, NY 1003-7105

U . S . D e1p8a4r9t mCe Snttr eo ef tt, hNe WI n t e r i o r Washington, DC 20240

THE NATIONAL PARK SERVICE Date 1849 C Street, NW

May 15, 2021

Washington, DC 20240

Table of Content Drawings

Sheet 1 - Gneral Notes Sheet 2 - Footing and Foundation Plan Sheet 3 - Second Floor Framing Plan Sheet 4 - Roof Framing Plan Sheet 5 - Details Sheet 6 - Overlay: Second Floor Framing Plan on Ground Floor Plan Sheet 7 - Overlay: Roof Framing Plan on Upper Floor Plan

Calculations

5 6 7 8 9 10 11

Building Stabilization Connection Details Gravity Loads Lateral Loads Beam Design Column Design Braced Frame Design Column Footings

13 21 26 30 36 43 47 48

Building Codes

2012 ICC International Building Code 2010 ASCE Minimum Design Loads for Buildings and Other Structure

Contract

Varies Varies

AIA Document C401 Standard Form of Agreement Between Architect and Consultant 88 Exhibit A - Prime Contract (AIA Document B141: sample cover page only) 97 Exhibit B - Program 99 Exhibit C - Architect’s Schematic Design Drawings 109

Drawings

STRUCTURAL DESIGN PHILOSOPHY STATEMENT Structural steel post-and-beam building with concentric braced frames and composite concrete topped metal deck with full lateral bracing of the top flange. All connections are Type PR partially restrained (simple shear). Steel framing is Gr. A36 (Fy = 36 ksi, Fu = 58 ksi); steel reinforcement is Gr. 60 deformed (fy = 60 ksi); Normal weight concrete for footings and foundations (145 pcf, f’c = 3 ksi) and lightweight concrete for slabs and decking (90 pcf, f’c = 4 ksi). Service-level soil bearing pressure Fsoil = 4 ksf.

DESIGN LOAD TABLE Story

Superimposed Dead (psf)

Live (psf)

Snow1 (psf)

Wind2

Seismic3

Force (lb)

Lateral Torsion (ftlb)

Force (lb)

Lateral Torsion (ftlb)

Second

53,872

538,720

19,454

177,031

Roof

54,096

540,960

56,169

353,865

107,968

1,079,680

75,623

530,896

Shear and torsion Overturning moment

2,268,900 ft-lb

1,845,000 ft-lb

Snow design data: Method: Flat roof snow loads; Flat snow load equation, pf = 0.7 Ce Ct Is pg; Exposure factor, Ce = 0.9 (Table 7.2 [exposure C]); Thermal factor, Ct = 1.0 (Table 7.3); Snow importance factor, Is = 1.10 (ASCE-7 Table 1.5-2 [Risk category III (IBC Table 1604.5 & ASCE Table 1.5-1)]); Ground snow load, pg = 5 psf (Figure 1608.2).

Wind design data: Method: Modified envelope method ASCE-7; Pressure equation, p = 0.00256 V2 (Kz Kzt Kd) G Cpf; Design wind speed, V = 115 mph (Fig. 26.5 [Risk category III]); Velocity pressure coefficient, Kz = 0.85 to 1.04 (Table 28.3-1 [exposure C]); Topography factor, Kzt = 1 (Section 26.8.2); Directionality factor, Kd = 0.85 (Table 26.6-1); Gust factor coefficient, G = 0.85 (Section 26.9-1); and Pressure coefficient (windward = +0.8, leeward = -0.5, sidewall = -0.7, and roof = -0.7).

Earthquake design data: Method: Modified equivalent lateral force procedure ASCE-7 (Chap 12); Base shear equation, V = Cs W = {SDS / (R / Ie)} W; Seismic response coefficient, Cs = 0.077; Design spectral response acceleration parameter for short periods, SDS = 0.20 (where SMS = Fa Ss = 0.3g); Seismic importance factor, Ie = 1.25 (ASCE-7 Table 1.5-2 [Risk category II (IBC Table 1604.5 & ASCE Table 1.5-1)]); Response modification coefficient, R = 3.25 (Table 12.2-1 [concentric braced frame]).

MEMBER SELECTION TABLE Members

Beams

Columns

Diagonals

Locations Second

Roof

Interior ¾ interior Edge Corner All Interior

Footings

Edges & Corners

Designations B1 SB1 G1 G2 B2 SB2 G3 G4 B5, C2, C3, C4, C5, C6, C7 B4, B6, C.1-2 A5, B2, B3, B5, B7, C1, D3, D4, D5, D6, D7 A4, A6, B1, B8, C.1-1, D2, D8 N/A B5, C2, C3, C4, C5, C6, C7 B4, B6, C.1-2 A5, B2, B3, B5, B7, C1, D3, D4, D5, D6, D7 & A4, A6, B1, B8, C.1-1, D2, D8

Page 4 of 113

Total Load (k) 30.3 15.2 93.6 46.8 18.3 9.2 59.2 29.6 159.2 119.4

Length (ft) 20 20 25 25 20 20 25 25 14 14

Selection, Safe load (k) W12x26, 40.2 W10x17, 20.2 W21x50, 95.2 W14x34, 47.3 W10x17, 20.2 W10x17, 20.2 W16x45, 71.3 W14x34, 47.3 W10x33, 200 W8x24, 122

79.6

W8x24, 122

39.8 46.8

14 18.6

159.2

W8x24, 122 2L – 4 x 3x ½, 60.8 5’-6” x 5’-6” x 1’-8” w/ 4-No. 5 bars EW

79.6

4’-0” x 4’-0” x 1’-8” w/ 4-No. 5 bars EW

SB2

G4 G2

B1 SB1

SB3

B3 B3

SB1

SB3

G4 G1

G1 G2 G3 G2

20’-0”

SB2

B1 G1 G1

SB2

B2 G1

G4 G3

G1 G3

SB2

G4 G3 G3

SB5

G8 G7 G7

SB6 SB5 B5 B5 B5 B5 B5 SB6 B5 B5 B6 B6 B6 B6 SB6 B5 SB5 G7

SB6

SB5

SB6 B6 B6 B6 SB5 B6 B5 B6 B6 SB6 B6 B6 B6 B6 B6 B6 SB6B5 B6 B5 B5 B6 SB6 B5 B5 SB5 G5

SB5 B5 B5 B5 SB5

SB5

G5 G7

B5 B5 B5 B5 B5 B5 B5 B5 B5 SB5

SB5

SB6

SB4 B4 B4 B4 B4 B4 B4 B4 B4 B4 SB4

SB6

SB6 B6 B6 B6 B6 B6 B6 B6 B6 B6 B6 B6 SB6

20’-0”

SB5

20’-0”

SB5

Amy Jurgens

Beam-Girder Connection

Beam-Column Connection

Column-Footing Connection

Calculations

Building Permit

Page 54 of 113

CHAPTER 1

GENERAL

Table 1.5-1 Risk Category of Buildings and Other Structures for Flood, Wind, Snow, Earthquake, and Ice Loads Use or Occupancy of Buildings and Structures

Risk Category

Buildings and other structures that represent a low risk to human life in the event of failure

All buildings and other structures except those listed in Risk Categories I, III, and IV

Buildings and other structures, the failure of which could pose a substantial risk to human life.

III

Buildings and other structures, not included in Risk Category IV, with potential to cause a substantial economic impact and/or mass disruption of day-to-day civilian life in the event of failure. Buildings and other structures not included in Risk Category IV (including, but not limited to, facilities that manufacture, process, handle, store, use, or dispose of such substances as hazardous fuels, hazardous chemicals, hazardous waste, or explosives) containing toxic or explosive substances where their quantity exceeds a threshold quantity established by the authority having jurisdiction and is sufﬁcient to pose a threat to the public if released. IV

Buildings and other structures designated as essential facilities. Buildings and other structures, the failure of which could pose a substantial hazard to the community. Buildings and other structures (including, but not limited to, facilities that manufacture, process, handle, store, use, or dispose of such substances as hazardous fuels, hazardous chemicals, or hazardous waste) containing sufﬁcient quantities of highly toxic substances where the quantity exceeds a threshold quantity established by the authority having jurisdiction to be dangerous to the public if released and is sufﬁcient to pose a threat to the public if released.a Buildings and other structures required to maintain the functionality of other Risk Category IV structures. a

Buildings and other structures containing toxic, highly toxic, or explosive substances shall be eligible for classiﬁcation to a lower Risk Category if it can be demonstrated to the satisfaction of the authority having jurisdiction by a hazard assessment as described in Section 1.5.2 that a release of the substances is commensurate with the risk associated with that Risk Category.

R S

exceed the member design strength (also called “load and resistance factor design”). TEMPORARY FACILITIES: Buildings or other structures that are to be in service for a limited time and have a limited exposure period for environmental loadings. TOXIC SUBSTANCE: As deﬁned in 29 CFR 1910.1200 Appendix A with Amendments as of February 1, 2000.

1.3 BASIC REQUIREMENTS 1.3.1 Strength and Stiffness Buildings and other structures, and all parts thereof, shall be designed and constructed with adequate strength and stiffness to provide structural stability, protect nonstructural components and systems from unacceptable damage, and meet the serviceability requirements of Section 1.3.2. Acceptable strength shall be demonstrated using one or more of the following procedures:

1.1.2 Symbols and Notations Fx

Wx D L Lr N

Rain load. Snow load.

A minimum design lateral force applied to level x of the structure and used for purposes of evaluating structural integrity in accordance with Section 1.4.2. The portion of the total dead load of the structure, D, located or assigned to Level x. Dead load. Live load. Roof live load. Notional load used to evaluate conformance with minimum structural integrity criteria.

a. the Strength Procedures of Section 1.3.1.1, b. the Allowable Stress Procedures of Section 1.3.1.2, or c. subject to the approval of the authority having jurisdiction for individual projects, the Performance-Based Procedures of Section 1.3.1.3.

MINIMUM DESIGN LOADS

the purposes of applying flood, wind, snow, earthquake, and ice provisions. Each building or other structure shall be assigned to the highest applicable risk category or categories. Minimum design loads for structures shall incorporate the applicable importance factors given in Table 1.5-2, as required by other sections of this Standard. Assignment of a building or other structure to multiple risk categories based on the type of load condition being evaluated (e.g., snow or seismic) shall be permitted. When the building code or other referenced standard specifies an Occupancy Category, the Risk Category shall not be taken as lower than the Occupancy Category specified therein.

for each beam, girder, or truss either directly to its supporting elements or to slabs designed to act as diaphragms. Where the connection is through a diaphragm, the member’s supporting element shall also be connected to the diaphragm. The connection shall have the strength to resist a force of 5 percent of the unfactored dead load plus live load reaction imposed by the supported member on the supporting member. 1.4.5 Anchorage of Structural Walls Walls that provide vertical load bearing or lateral shear resistance for a portion of the structure shall be anchored to the roof and all ﬂoors and members that provide lateral support for the wall or that are supported by the wall. The anchorage shall provide a direct connection between the walls and the roof or ﬂoor construction. The connections shall be capable of resisting a strength level horizontal force perpendicular to the plane of the wall equal to 0.2 times the weight of the wall tributary to the connection, but not less than 5 psf (0.24 kN/m2).

1.5.2 Multiple Risk Categories Where buildings or other structures are divided into portions with independent structural systems, the classiﬁcation for each portion shall be permitted to be determined independently. Where building systems, such as required egress, HVAC, or electrical power, for a portion with a higher risk category pass through or depend on other portions of the building or other structure having a lower risk category, those portions shall be assigned to the higher risk category.

1.4.6 Extraordinary Loads and Events When considered, design for resistance to extraordinary loads and events shall be in accordance with the procedures of Section 2.5.

1.5.3 Toxic, Highly Toxic, and Explosive Substances Buildings and other structures containing toxic, highly toxic, or explosive substances are permitted to be classified as Risk Category II structures if it can be demonstrated to the satisfaction of the authority having jurisdiction by a hazard assessment as part of an overall risk management plan (RMP) that a release of the toxic, highly toxic, or explosive substances is not sufficient to pose a threat to the public. To qualify for this reduced classification, the owner or operator of the buildings or other structures

1.5 CLASSIFICATION OF BUILDINGS AND OTHER STRUCTURES 1.5.1 Risk Categorization Buildings and other structures shall be classiﬁed, based on the risk to human life, health, and welfare associated with their damage or failure by nature of their occupancy or use, according to Table 1.5-1 for

Table 1.5-2 Importance Factors by Risk Category of Buildings and Other Structures for Snow, Ice, and Earthquake Loadsa Risk Category from Table 1.5-1

Snow Importance Factor, Is

Ice Importance Factor—Thickness, Ii

Ice Importance Factor—Wind, Iw

Seismic Importance Factor, Ie

0.80

1.00

III

1.10

1.25

1.00

1.25

1.20

1.25

1.00

1.50

a The component importance factor, Ip, applicable to earthquake loads, is not included in this table because it is dependent on the importance of the individual component rather than that of the building as a whole, or its occupancy. Refer to Section 13.1.3.

MINIMUM DESIGN LOADS

Surface Roughness B: Urban and suburban areas, wooded areas, or other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger. Surface Roughness C: Open terrain with scattered obstructions having heights generally less than 30 ft (9.1 m). This category includes flat open country and grasslands. Surface Roughness D: Flat, unobstructed areas and water surfaces. This category includes smooth mud flats, salt flats, and unbroken ice. 26.7.3 Exposure Categories Exposure B: For buildings with a mean roof height of less than or equal to 30 ft (9.1 m), Exposure B shall apply where the ground surface roughness, as defined by Surface Roughness B, prevails in the upwind direction for a distance greater than 1,500 ft (457 m). For buildings with a mean roof height greater than 30 ft (9.1 m), Exposure B shall apply where Surface Roughness B prevails in the upwind direction for a distance greater than 2,600 ft (792 m) or 20 times the height of the building, whichever is greater. Exposure C: Exposure C shall apply for all cases where Exposures B or D do not apply. Exposure D: Exposure D shall apply where the ground surface roughness, as defined by Surface Roughness D, prevails in the upwind direction for a distance greater than 5,000 ft (1,524 m) or 20 times the building height, whichever is greater. Exposure D shall also apply where the ground surface roughness immediately upwind of the site is B or C, and the site is within a distance of 600 ft (183 m) or 20 times the building height, whichever is greater, from an Exposure D condition as defined in the previous sentence. For a site located in the transition zone between exposure categories, the category resulting in the largest wind forces shall be used. EXCEPTION: An intermediate exposure between the preceding categories is permitted in a transition zone provided that it is determined by a rational analysis method defined in the recognized literature. 26.7.4 Exposure Requirements. 26.7.4.1 Directional Procedure (Chapter 27) For each wind direction considered, wind loads for the design of the MWFRS of enclosed and partially enclosed buildings using the Directional Procedure of Chapter 27 shall be based on the exposures as defined in Section 26.7.3. Wind loads for the design of open buildings with monoslope, pitched, or troughed free roofs shall be based on the expo-

sures, as deﬁned in Section 26.7.3, resulting in the highest wind loads for any wind direction at the site. 26.7.4.2 Envelope Procedure (Chapter 28) Wind loads for the design of the MWFRS for all low-rise buildings designed using the Envelope Procedure of Chapter 28 shall be based on the exposure category resulting in the highest wind loads for any wind direction at the site. 26.7.4.3 Directional Procedure for Building Appurtenances and Other Structures (Chapter 29) Wind loads for the design of building appurtenances (such as rooftop structures and equipment) and other structures (such as solid freestanding walls and freestanding signs, chimneys, tanks, open signs, lattice frameworks, and trussed towers) as speciﬁed in Chapter 29 shall be based on the appropriate exposure for each wind direction considered. 26.7.4.4 Components and Cladding (Chapter 30) Design wind pressures for components and cladding shall be based on the exposure category resulting in the highest wind loads for any wind direction at the site.

26.8 TOPOGRAPHIC EFFECTS 26.8.1 Wind Speed-Up over Hills, Ridges, and Escarpments Wind speed-up effects at isolated hills, ridges, and escarpments constituting abrupt changes in the general topography, located in any exposure category, shall be included in the design when buildings and other site conditions and locations of structures meet all of the following conditions: 1. The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature (100H) or 2 mi (3.22 km), whichever is less. This distance shall be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. 2. The hill, ridge, or escarpment protrudes above the height of upwind terrain features within a 2-mi (3.22-km) radius in any quadrant by a factor of two or more. 3. The structure is located as shown in Fig. 26.8-1 in the upper one-half of a hill or ridge or near the crest of an escarpment. 251

CHAPTER 7

SNOW LOADS

Table 7-1 Ground Snow Loads, pg, for Alaskan Locations pg

Location

lb/ft2

kN/m2

Location

lb/ft2

kN/m2

Location

lb/ft2

kN/m2

Adak Anchorage Angoon Barrow Barter Bethel Big Delta Cold Bay Cordova Fairbanks Fort Yukon

30 50 70 25 35 40 50 25 100 60 60

1.4 2.4 3.4 1.2 1.7 1.9 2.4 1.2 4.8 2.9 2.9

Galena Gulkana Homer Juneau Kenai Kodiak Kotzebue McGrath Nenana Nome Palmer

60 70 40 60 70 30 60 70 80 70 50

2.9 3.4 1.9 2.9 3.4 1.4 2.9 3.4 3.8 3.4 2.4

Petersburg St. Paul Seward Shemya Sitka Talkeetna Unalakleet Valdez Whittier Wrangell Yakutat

150 40 50 25 50 120 50 160 300 60 150

7.2 1.9 2.4 1.2 2.4 5.8 2.4 7.7 14.4 2.9 7.2

Table 7-2 Exposure Factor, Ce Exposure of Roofa Terrain Category

Fully Exposed

Partially Exposed

Sheltered

B (see Section 26.7)

0.9

1.0

1.2

C (see Section 26.7)

0.9

1.0

1.1

D (see Section 26.7)

0.8

0.9

1.0

Above the treeline in windswept mountainous areas.

0.7

0.8

N/A

In Alaska, in areas where trees do not exist within a 2-mile (3-km) radius of the site.

0.7

0.8

N/A

The terrain category and roof exposure condition chosen shall be representative of the anticipated conditions during the life of the structure. An exposure factor shall be determined for each roof of a structure. a Deﬁnitions: Partially Exposed: All roofs except as indicated in the following text. Fully Exposed: Roofs exposed on all sides with no shelterb afforded by terrain, higher structures, or trees. Roofs that contain several large pieces of mechanical equipment, parapets that extend above the height of the balanced snow load (hb), or other obstructions are not in this category. Sheltered: Roofs located tight in among conifers that qualify as obstructions. b Obstructions within a distance of 10ho provide “shelter,” where ho is the height of the obstruction above the roof level. If the only obstructions are a few deciduous trees that are leaﬂess in winter, the “fully exposed” category shall be used. Note that these are heights above the roof. Heights used to establish the Exposure Category in Section 26.7 are heights above the ground.

Table 7-3 Thermal Factor, Ct Thermal Conditiona

All structures except as indicated below

1.0

Structures kept just above freezing and others with cold, ventilated roofs in which the thermal resistance (R-value) between the ventilated space and the heated space exceeds 25 °F × h × ft2/Btu (4.4 K × m2/W).

1.1

Unheated and open air structures

1.2

Structures intentionally kept below freezing

1.3 2

Continuously heated greenhouses with a roof having a thermal resistance (R-value) less than 2.0 °F × h × ft /Btu (0.4 K × m2/W) a

0.85

These conditions shall be representative of the anticipated conditions during winters for the life of the structure. Greenhouses with a constantly maintained interior temperature of 50 °F (10 °C) or more at any point 3 ft above the ﬂoor level during winters and having either a maintenance attendant on duty at all times or a temperature alarm system to provide warning in the event of a heating failure. b

Coos Bay

CHAPTER 28 WIND LOADS ON BUILDINGS—MWFRS (ENVELOPE PROCEDURE)

28.4 WIND LOADS—MAIN WIND-FORCE RESISTING SYSTEM

Table 28.2-1 Steps to Determine Wind Loads on MWFRS Low-Rise Buildings

28.4.1 Design Wind Pressure for Low-Rise Buildings Design wind pressures for the MWFRS of low-rise buildings shall be determined by the following equation:

Step 1: Determine risk category of building or other structure, see Table 1.5-1 Step 2: Determine the basic wind speed, V, for applicable risk category, see Fig. 26.5-1A, B or C Step 3: Determine wind load parameters: ➢ Wind directionality factor, Kd , see Section 26.6 and Table 26.6-1 ➢ Exposure category B, C or D, see Section 26.7 ➢ Topographic factor, Kzt, see Section 26.8 and Fig. 26.8-1 ➢ Enclosure classiﬁcation, see Section 26.10 ➢ Internal pressure coefﬁcient, (GCpi), see Section 26.11 and Table 26.11-1

p = qh[(GCpf) – (GCpi)] (lb/ft2) (N/m2)

(28.4-1)

where qh = velocity pressure evaluated at mean roof height h as defined in Section 26.3 (GCpf) = external pressure coefficient from Fig. 28.4-1 (GCpi) = internal pressure coefficient from Table 26.11-1 28.4.1.1 External Pressure Coefficients (GCpf ) The combined gust effect factor and external pressure coefficients for low-rise buildings, (GCpf), are not permitted to be separated.

Step 4: Determine velocity pressure exposure coefficient, Kz or Kh, see Table 28.3-1 Step 5: Determine velocity pressure, qz or qh, Eq. 28.3-1 Step 6: Determine external pressure coefficient, (GCp), using Fig. 28.4-1 for flat and gable roofs.

28.4.2 Parapets The design wind pressure for the effect of parapets on MWFRS of low-rise buildings with ﬂat, gable, or hip roofs shall be determined by the following equation:

User Note: See Commentary Fig. C28.4-1 for guidance on hip roofs. Step 7: Calculate wind pressure, p, from Eq. 28.4-1

pp = qp(GCpn) (lb/ft2)

(28.4-2)

where rational analysis method deﬁned in the recognized literature. 28.3.2 Velocity Pressure Velocity pressure, qz, evaluated at height z shall be calculated by the following equation: qz = 0.00256 KzKztKdV2 (lb/ft2) 2

(28.3-1)

[In SI: qz = 0.613 KzKztKdV (N/m ); V in m/s] where Kd = wind directionality factor defined in Section 26.6 Kz = velocity pressure exposure coefficient defined in Section 28.3.1 Kzt = topographic factor defined in Section 26.8.2 V = basic wind speed from Section 26.5.1 qh = velocity pressure qz calculated using Eq. 28.3-1 at mean roof height h The numerical coefficient 0.00256 (0.613 in SI) shall be used except where sufficient climatic data are available to justify the selection of a different value of this factor for a design application. 298

pp = combined net pressure on the parapet due to the combination of the net pressures from the front and back parapet surfaces. Plus (and minus) signs signify net pressure acting toward (and away from) the front (exterior) side of the parapet qp = velocity pressure evaluated at the top of the parapet GCpn = combined net pressure coefﬁcient = +1.5 for windward parapet = –1.0 for leeward parapet 28.4.3 Roof Overhangs The positive external pressure on the bottom surface of windward roof overhangs shall be determined using Cp = 0.7 in combination with the top surface pressures determined using Fig. 28.4-1. 28.4.4 Minimum Design Wind Loads The wind load to be used in the design of the MWFRS for an enclosed or partially enclosed building shall not be less than 16 lb/ft2 (0.77 kN/m2)

CHAPTER 1

GENERAL

Table 1.5-1 Risk Category of Buildings and Other Structures for Flood, Wind, Snow, Earthquake, and Ice Loads Use or Occupancy of Buildings and Structures

Risk Category

Buildings and other structures that represent a low risk to human life in the event of failure

All buildings and other structures except those listed in Risk Categories I, III, and IV

Buildings and other structures, the failure of which could pose a substantial risk to human life.

III

R S

1.1.2 Symbols and Notations Fx

Wx D L Lr N

Rain load. Snow load.

MINIMUM DESIGN LOADS

Velocity Pressure Exposure Coefficients, Kh and Kz Table 28.3-1

Exposure

Height above ground level, z ft

(m)

0-15 20 25 30 40 50 60

(0-4.6) (6.1) (7.6) (9.1) (12.2) (15.2) (18)

0.70 0.70 0.70 0.70 0.76 0.81 0.85

0.85 0.90 0.94 0.98 1.04 1.09 1.13

1.03 1.08 1.12 1.16 1.22 1.27 1.31

Notes: 1

The velocity pressure exposure coefficient Kz may be determined from the following formula: For 15 ft. ≤ z ≤ zg Kz = 2.01 (z/zg)

2/α

For z < 15 ft. Kz = 2.01 (15/zg)2/α

Note: z shall not be taken less than 30 feet in exposure B. 2.

α and zg are tabulated in Table 26.9-1.

Linear interpolation for intermediate values of height z is acceptable.

Exposure categories are defined in Section 26.7.

299

CHAPTER 26 WIND LOADS: GENERAL REQUIREMENTS

4. H/Lh ≥ 0.2. 5. H is greater than or equal to 15 ft (4.5 m) for Exposure C and D and 60 ft (18 m) for Exposure B. 26.8.2 Topographic Factor The wind speed-up effect shall be included in the calculation of design wind loads by using the factor Kzt: Kzt = (1 + K1K2K3)2

(26.8-1)

where K1, K2, and K3 are given in Fig. 26.8-1. If site conditions and locations of structures do not meet all the conditions speciﬁed in Section 26.8.1 then Kzt = 1.0.

hi is the height above grade of level i Li is the building length at level i parallel to the wind direction 26.9.3 Approximate Natural Frequency The approximate lower-bound natural frequency (na), in Hertz, of concrete or structural steel buildings meeting the conditions of Section 26.9.2.1, is permitted to be determined from one of the following equations: For structural steel moment-resisting-frame buildings: na = 22.2/h0.8

26.9 GUST-EFFECTS

(26.9-2)

For concrete moment-resisting frame buildings: na = 43.5/h0.9

26.9.1 Gust-Effect Factor: The gust-effect factor for a rigid building or other structure is permitted to be taken as 0.85.

na = 75/h

na = 385(Cw)0.5/h 2

Cw =

h = mean roof height (ft) n = number of shear walls in the building effective in resisting lateral forces in the direction under consideration AB = base area of the structure (ft2) Ai = horizontal cross-section area of shear wall “i” (ft2) Di = length of shear wall “i” (ft) hi = height of shear wall “i” (ft) 26.9.4 Rigid Buildings or Other Structures For rigid buildings or other structures as deﬁned in Section 26.2, the gust-effect factor shall be taken as 0.85 or calculated by the formula:

∑h

Ai 100 n ⎛ h ⎞ ∑ ⎜ ⎟ 2 AB i =1 ⎝ hi ⎠ ⎡ ⎛ hi ⎞ ⎤ ⎢1 + 0.83 ⎜ ⎟ ⎥ ⎝ Di ⎠ ⎦ ⎣

where

The effective length, Leff, in the direction under consideration shall be determined from the following equation:

i =1 n

(26.9-5)

where

1. The building height is less than or equal to 300 ft (91 m), and 2. The building height is less than 4 times its effective length, Leff.

(26.9-4)

For concrete or masonry shear wall buildings, it is also permitted to use

26.9.2.1 Limitations for Approximate Natural Frequency As an alternative to performing an analysis to determine n1, the approximate building natural frequency, na, shall be permitted to be calculated in accordance with Section 26.9.3 for structural steel, concrete, or masonry buildings meeting the following requirements:

∑h L

(26.9-3)

For structural steel and concrete buildings with other lateral-force-resisting systems:

26.9.2 Frequency Determination To determine whether a building or structure is rigid or flexible as defined in Section 26.2, the fundamental natural frequency, n1, shall be established using the structural properties and deformational characteristics of the resisting elements in a properly substantiated analysis. Low-Rise Buildings, as defined in 26.2, are permitted to be considered rigid.

Leff =

The summations are over the height of the building where

(26.9-1)

i =1

254

⎛ 1 + 1.7 gQ I z Q ⎞ G = 0.925 ⎜ ⎟ ⎝ 1 + 1.7 gv I z ⎠

(26.9-6)

1/ 6

33 I z = c ⎛⎜ ⎞⎟ ⎝ z ⎠

(26.9-7)

CHAPTER 26 WIND LOADS: GENERAL REQUIREMENTS

Wind Directionality Factor, Kd Table 26.6-1

Structure Type

Directionality Factor Kd*

Buildings Main Wind Force Resisting System Components and Cladding

0.85 0.85

Arched Roofs

0.85

Chimneys, Tanks, and Similar Structures Square Hexagonal Round

0.90 0.95 0.95

Solid Freestanding Walls and Solid Freestanding and Attached Signs

0.85

Open Signs and Lattice Framework

0.85

Trussed Towers Triangular, square, rectangular All other cross sections

0.85 0.95

*Directionality Factor Kd has been calibrated with combinations of loads specified in Chapter 2. This factor shall only be applied when used in conjunction with load combinations specified in Sections 2.3 and 2.4.

250

CHAPTER 27 WIND LOADS ON BUILDINGS—MWFRS (DIRECTIONAL PROCEDURE)

Main Wind Force Resisting System – Part 1 Figure 27.4-1 (cont.)

All Heights

External Pressure Coefficients, Cp

Walls & Roofs

Enclosed, Partially Enclosed Buildings Wall Pressure Coefficients, Cp Surface Windward Wall

L/B

Use With

All values

0.8

0-1

-0.5

Leeward Wall Side Wall

-0.3

≥4

-0.2

All values

-0.7

qh qh

Roof Pressure Coefficients, Cp, for use with qh Windward Wind Direction

Angle, θ (degrees) h/L

Normal to ridge for 0 ≥ 10° Normal to ridge for θ < 10 and Parallel to ridge for all θ

Leeward Angle, θ (degrees)

≤0.25 0.5 ≥1.0

≤ 0.5

≥ 1.0

10 15 20 -0.7 -0.5 -0.3 -0.18 0.0* 0.2 -0.9 -0.7 -0.4 -0.18 -0.18 0.0* -1.3** -1.0 -0.7 -0.18 -0.18 -0.18 Horiz distance from windward edge 0 to h/2 h/2 to h h to 2 h > 2h

25 -0.2 0.3 -0.3 0.2 -0.5 0.0*

30 -0.2 0.3 -0.2 0.2 -0.3 0.2 Cp

-0.9, -0.18 -0.9, -0.18 -0.5, -0.18 -0.3, -0.18

0 to h/2

-1.3**, -0.18

> h/2

-0.7, -0.18

35 45 ≥60# 10 15 0.0* -0.5 0.4 0.4 0.01 θ -0.3 -0.2 0.0* -0.5 0.3 0.4 0.01 θ -0.5 -0.2 0.0* -0.7 -0.6 0.2 0.3 0.01 θ *Value is provided for interpolation purposes.

≥20 -0.6 -0.6 -0.6

**Value can be reduced linearly with area over which it is applicable as follows Area (sq ft) ≤ 100 (9.3 sq m) 250 (23.2 sq m) ≥ 1000 (92.9 sq m)

Reduction Factor 1.0 0.9 0.8

Notes: 1. Plus and minus signs signify pressures acting toward and away from the surfaces, respectively. 2. Linear interpolation is permitted for values of L/B, h/L and θ other than shown. Interpolation shall only be carried out between values of the same sign. Where no value of the same sign is given, assume 0.0 for interpolation purposes. 3. Where two values of Cp are listed, this indicates that the windward roof slope is subjected to either positive or negative pressures and the roof structure shall be designed for both conditions. Interpolation for intermediate ratios of h/L in this case shall only be carried out between Cp values of like sign. 4. For monoslope roofs, entire roof surface is either a windward or leeward surface. 5. For flexible buildings use appropriate Gf as determined by Section 26.9.4. 6. Refer to Figure 27.4-2 for domes and Figure 27.4-3 for arched roofs. 7. Notation: B: Horizontal dimension of building, in feet (meter), measured normal to wind direction. L: Horizontal dimension of building, in feet (meter), measured parallel to wind direction. h: Mean roof height in feet (meters), except that eave height shall be used for θ ≤ 10 degrees. z: Height above ground, in feet (meters). G: Gust effect factor. qz,qh: Velocity pressure, in pounds per square foot (N/m2), evaluated at respective height. θ: Angle of plane of roof from horizontal, in degrees. 8. For mansard roofs, the top horizontal surface and leeward inclined surface shall be treated as leeward surfaces from the table. 9. Except for MWFRS’s at the roof consisting of moment resisting frames, the total horizontal shear shall not be less than that determined by neglecting wind forces on roof surfaces. #For roof slopes greater than 80°, use Cp = 0.8

264

MINIMUM DESIGN LOADS

considered to be part of the seismic force-resisting system shall be designed so that the action or failure of those elements will not impair the vertical load and seismic force-resisting capability of the frame. The design shall provide for the effect of these rigid elements on the structural system at structural deformations corresponding to the design story drift (Δ) as determined in Section 12.8.6. In addition, the effects of these elements shall be considered where determining whether a structure has one or more of the irregularities deﬁned in Section 12.3.2.

2. Where provision for partitions is required by Section 4.2.2 in the floor load design, the actual partition weight or a minimum weight of 10 psf (0.48 kN/m2) of floor area, whichever is greater. 3. Total operating weight of permanent equipment. 4. Where the flat roof snow load, Pf, exceeds 30 psf (1.44 kN/m2), 20 percent of the uniform design snow load, regardless of actual roof slope. 5. Weight of landscaping and other materials at roof gardens and similar areas. 12.7.3 Structural Modeling A mathematical model of the structure shall be constructed for the purpose of determining member forces and structure displacements resulting from applied loads and any imposed displacements or P-delta effects. The model shall include the stiffness and strength of elements that are significant to the distribution of forces and deformations in the structure and represent the spatial distribution of mass and stiffness throughout the structure. In addition, the model shall comply with the following:

12.8 EQUIVALENT LATERAL FORCE PROCEDURE 12.8.1 Seismic Base Shear The seismic base shear, V, in a given direction shall be determined in accordance with the following equation: V = CsW

(12.8-1)

where Cs = the seismic response coefﬁcient determined in accordance with Section 12.8.1.1 W = the effective seismic weight per Section 12.7.2

a. Stiffness properties of concrete and masonry elements shall consider the effects of cracked sections. b. For steel moment frame systems, the contribution of panel zone deformations to overall story drift shall be included.

12.8.1.1 Calculation of Seismic Response Coefﬁcient The seismic response coefﬁcient, Cs, shall be determined in accordance with Eq. 12.8-2.

Structures that have horizontal structural irregularity Type 1a, 1b, 4, or 5 of Table 12.3-1 shall be analyzed using a 3-D representation. Where a 3-D model is used, a minimum of three dynamic degrees of freedom consisting of translation in two orthogonal plan directions and rotation about the vertical axis shall be included at each level of the structure. Where the diaphragms have not been classified as rigid or flexible in accordance with Section 12.3.1, the model shall include representation of the diaphragm’s stiffness characteristics and such additional dynamic degrees of freedom as are required to account for the participation of the diaphragm in the structure’s dynamic response. EXCEPTION: Analysis using a 3-D representation is not required for structures with flexible diaphragms that have Type 4 horizontal structural irregularities.

Cs =

SDS ⎛R⎞ ⎜ ⎟ ⎝ Ie ⎠

(12.8-2)

where SDS = the design spectral response acceleration parameter in the short period range as determined from Section 11.4.4 or 11.4.7 R = the response modiﬁcation factor in Table 12.2-1 Ie = the importance factor determined in accordance with Section 11.5.1 The value of Cs computed in accordance with Eq. 12.8-2 need not exceed the following: Cs =

12.7.4 Interaction Effects Moment-resisting frames that are enclosed or adjoined by elements that are more rigid and not

Cs =

S D1 ⎛R⎞ T⎜ ⎟ ⎝ Ie ⎠ SD1TL ⎛R⎞ T2 ⎜ ⎟ ⎝ Ie ⎠

for

T ≤ TL

(12.8-3)

for

T > TL

(12.8-4)

CHAPTER 12

SEISMIC DESIGN REQUIREMENTS FOR BUILDING STRUCTURES

Cs shall not be less than Cs = 0.044SDSIe ≥ 0.01

(12.8-5)

In addition, for structures located where S1 is equal to or greater than 0.6g, Cs shall not be less than Cs = 0.5S1/(R/Ie)

(12.8-6)

where Ie and R are as deﬁned in Section 12.8.1.1 and SD1 = the design spectral response acceleration parameter at a period of 1.0 s, as determined from Section 11.4.4 or 11.4.7 T = the fundamental period of the structure(s) determined in Section 12.8.2 TL = long-period transition period(s) determined in Section 11.4.5 S1 = the mapped maximum considered earthquake spectral response acceleration parameter determined in accordance with Section 11.4.1 or 11.4.7

characteristics of the resisting elements in a properly substantiated analysis. The fundamental period, T, shall not exceed the product of the coefﬁcient for upper limit on calculated period (Cu) from Table 12.8-1 and the approximate fundamental period, Ta, determined in accordance with Section 12.8.2.1. As an alternative to performing an analysis to determine the fundamental period, T, it is permitted to use the approximate building period, Ta, calculated in accordance with Section 12.8.2.1, directly. 12.8.2.1 Approximate Fundamental Period The approximate fundamental period (Ta), in s, shall be determined from the following equation: Ta = Ct hnx

(12.8-7)

where hn is the structural height as defined in Section 11.2 and the coefficients Ct and x are determined from Table 12.8-2. Alternatively, it is permitted to determine the approximate fundamental period (Ta), in s, from the following equation for structures not exceeding 12 stories above the base as defined in Section 11.2 where the seismic force-resisting system consists

12.8.1.2 Soil Structure Interaction Reduction A soil structure interaction reduction is permitted where determined using Chapter 19 or other generally accepted procedures approved by the authority having jurisdiction.

Table 12.8-1 Coefﬁcient for Upper Limit on Calculated Period

12.8.1.3 Maximum Ss Value in Determination of Cs For regular structures ﬁve stories or less above the base as deﬁned in Section 11.2 and with a period, T, of 0.5 s or less, Cs is permitted to be calculated using a value of 1.5 for SS.

Design Spectral Response Acceleration Parameter at 1 s, SD1

Coefﬁcient Cu

≥ 0.4 0.3 0.2 0.15 ≤ 0.1

12.8.2 Period Determination The fundamental period of the structure, T, in the direction under consideration shall be established using the structural properties and deformational

1.4 1.4 1.5 1.6 1.7

Table 12.8-2 Values of Approximate Period Parameters Ct and x Structure Type

Steel moment-resisting frames

0.028 (0.0724)a

0.8

Concrete moment-resisting frames

0.016 (0.0466)a

0.9

Moment-resisting frame systems in which the frames resist 100% of the required seismic force and are not enclosed or adjoined by components that are more rigid and will prevent the frames from deﬂecting where subjected to seismic forces:

Steel eccentrically braced frames in accordance with Table 12.2-1 lines B1 or D1 Steel buckling-restrained braced frames All other structural systems a

Metric equivalents are shown in parentheses.

0.03 (0.0731)

0.75

0.03 (0.0731)

0.75

0.02 (0.0488)

0.75

MINIMUM DESIGN LOADS

for structures having a period between 0.5 and 2.5 s, k shall be 2 or shall be determined by linear interpolation between 1 and 2

entirely of concrete or steel moment resisting frames and the average story height is at least 10 ft (3 m): Ta = 0.1N

(12.8-8)

where N = number of stories above the base. The approximate fundamental period, Ta, in s for masonry or concrete shear wall structures is permitted to be determined from Eq. 12.8-9 as follows: Ta =

12.8.4 Horizontal Distribution of Forces The seismic design story shear in any story (Vx) (kip or kN) shall be determined from the following equation:

0.0019

hn (12.8-9) Cw where Cw is calculated from Eq. 12.8-10 as follows:

Vx = ∑ Fi

where Fi = the portion of the seismic base shear (V) (kip or kN) induced at Level i. The seismic design story shear (Vx) (kip or kN) shall be distributed to the various vertical elements of the seismic force-resisting system in the story under consideration based on the relative lateral stiffness of the vertical resisting elements and the diaphragm.

Cw =

Ai 100 x ⎛ hn ⎞ ∑⎜ ⎟ 2 AB i =1 ⎝ hi ⎠ ⎡ ⎛ hi ⎞ ⎤ + 1 0 83 . ⎢ ⎜ ⎟ ⎥ ⎝ Di ⎠ ⎦ ⎣

(12.8-10)

where AB = area of base of structure, ft2 Ai = web area of shear wall i in ft2 Di = length of shear wall i in ft hi = height of shear wall i in ft x = number of shear walls in the building effective in resisting lateral forces in the direction under consideration

12.8.4.1 Inherent Torsion For diaphragms that are not ﬂexible, the distribution of lateral forces at each level shall consider the effect of the inherent torsional moment, Mt, resulting from eccentricity between the locations of the center of mass and the center of rigidity. For ﬂexible diaphragms, the distribution of forces to the vertical elements shall account for the position and distribution of the masses supported.

12.8.3 Vertical Distribution of Seismic Forces The lateral seismic force (Fx) (kip or kN) induced at any level shall be determined from the following equations: Fx = CvxV

12.8.4.2 Accidental Torsion Where diaphragms are not ﬂexible, the design shall include the inherent torsional moment (Mt) resulting from the location of the structure masses plus the accidental torsional moments (Mta) caused by assumed displacement of the center of mass each way from its actual location by a distance equal to 5 percent of the dimension of the structure perpendicular to the direction of the applied forces. Where earthquake forces are applied concurrently in two orthogonal directions, the required 5 percent displacement of the center of mass need not be applied in both of the orthogonal directions at the same time, but shall be applied in the direction that produces the greater effect.

(12.8-11)

and Cvx =

wx hxk n

∑w h

(12.8-13)

i=x

(12.8-12)

k i i

i =1

where Cvx = vertical distribution factor V = total design lateral force or shear at the base of the structure (kip or kN) wi and wx = the portion of the total effective seismic weight of the structure (W) located or assigned to Level i or x hi and hx = the height (ft or m) from the base to Level i or x k = an exponent related to the structure period as follows: for structures having a period of 0.5 s or less, k = 1 for structures having a period of 2.5 s or more, k = 2

12.8.4.3 Amplification of Accidental Torsional Moment Structures assigned to Seismic Design Category C, D, E, or F, where Type 1a or 1b torsional irregularity exists as defined in Table 12.3-1 shall have the effects accounted for by multiplying Mta at each level by a torsional amplification factor (Ax) as illustrated in 91

MINIMUM DESIGN LOADS

Table 12.2-1 Design Coefﬁcients and Factors for Seismic Force-Resisting Systems

ASCE 7 Section Response Where Modification Detailing Deflection Requirements Coefficient, Overstrength Amplification Ra Are Specified Factor, Cdb Factor, Ω0g

Seismic Force-Resisting System

Structural System Limitations Including Structural Height, hn (ft) Limitsc Seismic Design Category B

A. BEARING WALL SYSTEMS 1. Special reinforced concrete shear wallsl, m

14.2

2½

160 160

100

2. Ordinary reinforced concrete shear wallsl

14.2

2½

14.2

2½

14.2

1½

2½

1½

40k

3. Detailed plain concrete shear wallsl 4. Ordinary plain concrete shear walls

14.2

2½

14.2

2½

7. Special reinforced masonry shear walls 14.4

2½

3½

160 160

100

8. Intermediate reinforced masonry shear walls

14.4

3½

2½

2¼

9. Ordinary reinforced masonry shear walls

14.4

2½

1¾

160 NP

10. Detailed plain masonry shear walls

14.4

2½

1¾

5. Intermediate precast shear walls 6. Ordinary precast shear walls

11. Ordinary plain masonry shear walls

14.4

1½

2½

1¼

12. Prestressed masonry shear walls

14.4

1½

2½

1¾

13. Ordinary reinforced AAC masonry shear walls

14.4

2½

14. Ordinary plain AAC masonry shear walls

14.4

1½

2½

1½

15. Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets

14.1 and 14.5 6½

16. Light-frame (cold-formed steel) walls sheathed with wood structural panels rated for shear resistance or steel sheets

14.1

17. Light-frame walls with shear panels of all other materials

14.1 and 14.5 2

2½

18. Light-frame (cold-formed steel) wall systems using ﬂat strap bracing

14.1

3½

1. Steel eccentrically braced frames

14.1

160 160

100

2. Steel special concentrically braced frames

14.1

160 160

100

3. Steel ordinary concentrically braced frames

14.1

3¼

35j

NPj

6½

B. BUILDING FRAME SYSTEMS

35j

Continued

MINIMUM DESIGN LOADS

1.4.6 Extraordinary Loads and Events When considered, design for resistance to extraordinary loads and events shall be in accordance with the procedures of Section 2.5.

Table 1.5-2 Importance Factors by Risk Category of Buildings and Other Structures for Snow, Ice, and Earthquake Loadsa Risk Category from Table 1.5-1

Snow Importance Factor, Is

Ice Importance Factor—Thickness, Ii

Ice Importance Factor—Wind, Iw

Seismic Importance Factor, Ie

0.80

1.00

III

1.10

1.25

1.00

1.25

1.20

1.25

1.00

1.50

CHAPTER 20

SITE CLASSIFICATION PROCEDURE FOR SEISMIC DESIGN

Table 20.3-1 Site Classiﬁcation _ vs

_ _ N or N ch

_ su

>5,000 ft/s 2,500 to 5,000 ft/s 1,200 to 2,500 ft/s 600 to 1,200 ft/s <600 ft/s

NA NA >50 15 to 50 <15

NA NA >2,000 psf 1,000 to 2,000 psf <1,000 psf

Site Class A. B. C. D. E.

Hard rock Rock Very dense soil and soft rock Stiff soil Soft clay soil

Any proﬁle with more than 10 ft of soil having the following characteristics: —Plasticity index PI > 20, —Moisture content w ≥ 40%, _ —Undrained shear strength su < 500 psf F. Soils requiring site response analysis in accordance with Section 21.1

See Section 20.3.1

For SI: 1 ft/s = 0.3048 m/s; 1 lb/ft2 = 0.0479 kN/m2.

on site or on proﬁles of the same rock type in the same formation with an equal or greater degree of weathering and fracturing. Where hard rock conditions are known to be continuous to a depth of 100 ft (30 m), surﬁcial shear wave velocity measurements _ are permitted to be extrapolated to assess vs .

∑d

_ 20.4.2 N, Average _ Field Standard Penetration Resistance and Nch, Average Standard Penetration Resistance _ _for Cohesionless Soil Layers N and Nch shall be determined in accordance with the following formulas: n

N ch =

di ∑ i =1 N i

(20.4-2)

ds di ∑ N i i =1 m

(20.4-3)

where Ni and di in Eq. 20.4-3 are for cohesionless soil m

layers only and

∑d

= ds where ds is the total

i =1

di ∑ v i =1 si

i =1 n

where Ni and di in Eq. 20.4-2 are for cohesionless soil, cohesive soil, and rock layers.

_ 20.4.1 vs , Average Shear Wave Velocity _ vs shall be determined in accordance with the following formula:

i =1 n

∑d

The definitions presented in this section shall apply to the upper 100 ft (30 m) of the site profile. Profiles containing distinct soil and rock layers shall be subdivided into those layers designated by a number that ranges from 1 to n at the bottom where there are a total of n distinct layers in the upper 100 ft (30 m). Where some of the n layers are cohesive and others are not, k is the number of cohesive layers and m is the number of cohesionless layers. The symbol i refers to any one of the layers between 1 and n.

∑d

= 100 ft (30 m)

i =1

20.4 DEFINITIONS OF SITE CLASS PARAMETERS

vs =

vsi = the shear wave velocity in ft/s (m/s)

(20.4-1)

thickness of cohesionless soil layers in the top 100 ft (30 m). Ni is the standard penetration resistance (ASTM D1586) not to exceed 100 blows/ft (305 blows/m) as directly measured in the ﬁeld without corrections. Where refusal is met for a rock layer, Ni shall be taken as 100 blows/ft (305 blows/m). _ 20.4.3 _ su , Average Undrained Shear Strength su shall be determined in accordance with the following formula:

where di = the thickness of any layer between 0 and 100 ft (30 m) 204

CHAPTER 11

SEISMIC DESIGN CRITERIA

Table 11.4-1 Site Coefﬁcient, Fa Mapped Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameter at Short Period Site Class

SS ≤ 0.25

SS = 0.5

SS = 0.75

SS = 1.0

SS ≥ 1.25

A B C D E F

0.8 1.0 1.2 1.6 2.5 See Section 11.4.7

0.8 1.0 1.2 1.4 1.7

0.8 1.0 1.1 1.2 1.2

0.8 1.0 1.0 1.1 0.9

0.8 1.0 1.0 1.0 0.9

Note: Use straight-line interpolation for intermediate values of SS.

Table 11.4-2 Site Coefﬁcient, Fv Mapped Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameter at 1-s Period Site Class

S1 ≤ 0.1

S1 = 0.2

S1 = 0.3

S1 = 0.4

S1 ≥ 0.5

A B C D E F

0.8 1.0 1.7 2.4 3.5 See Section 11.4.7

0.8 1.0 1.6 2.0 3.2

0.8 1.0 1.5 1.8 2.8

0.8 1.0 1.4 1.6 2.4

0.8 1.0 1.3 1.5 2.4

Note: Use straight-line interpolation for intermediate values of S1.

1. For periods less than T0, the design spectral response acceleration, Sa, shall be taken as given by Eq. 11.4-5:

Spectral Response Acceleration,Sa (g)

SDS

Sa =

SD1

T ⎞ ⎛ Sa = SDS ⎜ 0.4 + 0.6 ⎟ T0 ⎠ ⎝

SD1

Sa =

SD1⋅TL T2

0 0

1.01

Period, T (sec)

(11.4-5)

2. For periods greater than or equal to T0 and less than or equal to TS, the design spectral response acceleration, Sa, shall be taken equal to SDS. 3. For periods greater than TS, and less than or equal to TL, the design spectral response acceleration, Sa, shall be taken as given by Eq. 11.4-6:

Sa =

FIGURE 11.4-1 Design Response Spectrum.

S D1 T

(11.4-6)

4. For periods greater than TL, Sa shall be taken as given by Eq. 11.4-7: 11.4.5 Design Response Spectrum Where a design response spectrum is required by this standard and site-speciﬁc ground motion procedures are not used, the design response spectrum curve shall be developed as indicated in Fig. 11.4-1 and as follows:

Sa =

SD1TL T2

where SDS = the design spectral response acceleration parameter at short periods

(11.4-7)

Page 89 of 113

Contract

Document C401TM Standard Form of Agreement Between Architect and Consultant AGREEMENT made as of the Twenty-Seventh day of January in the year Two thousand twenty-one (In words, indicate day, month and year) BETWEEN the Consultant’s client identified as the Architect: (Name, address and other information) Partners Unger Niles and Kaplan Architects 315 Bowery Avenue New York, NY 1003-7105 and the Consultant: (Name, address and other information) Backyardigans Co. 900 N Benton Ave Springfield, MO 65802 Consultant’s Discipline: Structural engineering Consultant’s Designated Representative: (Name, address and other information) Amy C. Jurgensen The Architect has made an agreement, hereinafter known as the Prime Agreement, with the Architect’s client identified as the Owner: (Name, address and other information) U.S Department of the Interior The National Park Service 1849 C Street, NW Washington, DC 20240 Dated: October 31st, 2020 (In words, indicate month, day and year of the Prime Agreement) October Thirty-first, Two-thousand twenty For the following Project: (Include detailed description of Project, location, address and scope.) A 15,900 square-foot Archeology Center for the Dinosaur National Monument in Vernal, Utah. The building space includes common building facilities, exhibition rooms, research facilities, an administrative area, and an orientation area.

AIA Document C401TM – 2007 (formerly C141TM – 1997). Copyright © 1963, 1967, 1970, 1974, 1979, 1987, 1997 and 2007 by The American Institute of Architects. All rights reserved. WARNING: This AIA® Document is protected by the U.S. Copyright Law and International Treaties. Unauthorized reproduction or distribution of this AIA®, or any portion of it, may result in severe civil and criminal penalties, and will be prosecuted to the maximum extent possible under the law. To report copyright violations of AIA Contract Documents, e-mail The American Institute of Architects’ legal counsel, copyright@aia.org.

The Architect and the Consultant agree as follows. TABLE OF ARTICLES 1

GENERAL PROVISIONS

CONSULTANT’S RESPONSIBILITIES

SCOPE OF CONSULTANT’S SERVICES

ADDITIONAL SERVICES

ARCHITECT’S RESPONSIBILITIES

COST OF THE WORK

COPYRIGHTS AND LICENSES

CLAIMS AND DISPUTES

TERMINATION AND SUSPENSION

MISCELLANEOUS PROVISIONS

COMPENSATION

SPECIAL TERMS AND CONDITIONS

SCOPE OF THE AGREEMENT

ARTICLE 1 GENERAL PROVISIONS § 1.1 A copy of the Architect’s agreement with the Owner, known as the Prime Agreement (from which compensation amounts may be deleted), is attached as Exhibit A and is made a part of this Agreement.

§ 1.2 The portion of the Project for which the Consultant shall provide services is hereinafter called This Portion of the Project. Except as set forth herein, the Consultant shall not have any duties or responsibilities for any other portion of the Project. This Portion of the Project consists of the following: (Fully describe the Portion of the Project for which the Consultant shall provide the services set forth in Article 3.) Archeology Center § 1.3 To the extent that the provisions of the Prime Agreement apply to This Portion of the Project, the Architect shall assume toward the Consultant all obligations and responsibilities that the Owner assumes toward the Architect, and the Consultant shall assume toward the Architect all obligations and responsibilities that the Architect assumes toward the Owner. Insofar as applicable to this Agreement, the Architect shall have the benefit of all rights, remedies and redress against the Consultant that the Owner, under the Prime Agreement, has against the Architect, and the Consultant shall have the benefit of all rights, remedies and redress against the Architect that the Architect, under the Prime Agreement, has against the Owner. Where a provision of the Prime Agreement is inconsistent with a provision of this Agreement, this Agreement shall govern.

§ 1.4 The Consultant is an independent contractor for This Portion of the Project. The Consultant is responsible for methods and means used in performing its services under this Agreement, and is not an employee, agent or partner of the Architect. The Architect shall not be responsible for the acts or omissions of the Consultant. § 1.5 Except as authorized by the Architect, all communications between the Consultant and the Owner, Contractor or other consultants for the Project shall be forwarded through the Architect. The Architect shall be the administrator of the professional services for the Project, and shall facilitate the exchange of information among the Owner, Consultant and other consultants as necessary for the coordination of This Portion of the Project. § 1.6 If applicable, the Architect and Consultant agree to share the costs and expenses incurred in marketing, promotion, display and procurement of this Project as follows:

§ 1.7 If applicable, the Architect and Consultant agree to share professional credit for the Project as follows: The Consultant shall be identified on the construction sign. The Consultant shall be recognized in the Architect’s promotional materials, publications, and competition entries specifically associated with the Project. § 1.8 The other consultants to be retained by the Architect are as follows: (List disciplines and, if known, names, addresses and other information.) Mechanical, electrical, and pluming services are provided by Hit Rolls Downhill LLC, Provo, Utah. Landscaping services are provided by Treehouse Sam, Salt Lake City, Utah. § 1.9 The subconsultants to be retained by the Consultant are as follows: (List disciplines and, if known, names, addresses and other information.) ARTICLE 2 CONSULTANT’S RESPONSIBILITIES § 2.1 The Consultant shall perform its services consistent with the professional skill and care ordinarily provided by professionals practicing in the same or similar locality under the same or similar circumstances. The Consultant shall perform its services as expeditiously as is consistent with such professional skill and care and the orderly progress of the Project. § 2.2 The Consultant shall identify a representative authorized to act on behalf of the Consultant with respect to This Portion of the Project, and key personnel who will perform the Consultant’s services. The Consultant shall not replace its identified representative or key personnel without the Architect’s approval, which shall not unreasonably be withheld. § 2.3 The Consultant shall recommend to the Architect the appropriate investigations, surveys, tests, analyses, reports and the services of other consultants that should be obtained for the proper execution of the Consultant’s services. § 2.4 The Consultant shall coordinate its services with those of the Architect and other consultants in order to avoid unreasonable delay in the orderly and sequential progress of the Architect’s or other consultants’ services. The Consultant shall coordinate all aspects of its design of the Work for This Portion of the Project with the Work designed by the Architect and other consultants, as necessary for the proper coordination of the Project.

§ 2.5 The Consultant shall provide copies of drawings, reports, specifications and other necessary information to the Architect and other consultants in the format the Architect requires. § 2.6 The Consultant shall not be responsible for the acts or omissions of the Architect, Architect’s other consultants, Contractor, Subcontractors, their agents or employees, or other persons performing any of the Work. The Consultant shall provide prompt written notice to the Architect if the Consultant becomes aware of any errors, omissions or inconsistencies in the services or information provided by the Architect or other consultants. § 2.7 The Consultant shall submit for the Architect’s approval a schedule for the performance of the Consultant’s services consistent with the requirements of the Prime Agreement, which may be adjusted as the Project proceeds. The Consultant’s schedule shall allow reasonable time for the Architect and other consultants to review the Consultant’s submittals. Once approved by the Architect, time limits established by the schedule shall not, except for reasonable cause, be exceeded by the Consultant or Architect. § 2.8 The Consultant shall maintain the following insurance for the duration of this Agreement: (Identify types and limits of insurance coverage, and other insurance requirements applicable to the Agreement, if any.) .1 General Liability Commercial General Liability (CGL) Policy for personal injury with $1,000,000 limit. .2

Automobile Liability Business Automobile Liability (BAL) Policy for transportation owner, non-owner, and renter with $1,000,000 combined single limit.

Workers’ Compensation Workers’ Compensation Policy for personal injury to employees (no negligence) with $1,000,000 per occurrence limit and $2,000,000 general aggregate limit.

Professional Liability Professional Liability Policy for errors and omissions with $1,000,000, aggregate limit.

ARTICLE 3 SCOPE OF CONSULTANT’S SERVICES § 3.1 The Consultant shall provide the Architect with the same professional services for This Portion of the Project as the Architect is required to provide to the Owner under the Prime Agreement, unless otherwise described below: (Set forth, in detail, any variations to, or limitations on, the professional services described in the Prime Agreement affecting the Consultant’s services under this Agreement.) All structural engineering services necessary to support the Archeology Center using the appropriate model building codes. The schematic architectural design is provided in Exhibit C – Schematic Design Drawings. § 3.1.1 The Consultant shall ascertain the requirements for This Portion of the Project and shall confirm such requirements to the Architect.

§ 3.1.2 If required in the jurisdiction where the Project is located, the Consultant shall be licensed to perform the services described in this Section 3.1, or shall cause such services to be performed by appropriately licensed design professionals. § 3.1.3 Upon request of the Architect, the Consultant shall furnish to the Architect, with reasonable promptness, interpretations of the Contract Documents prepared by the Consultant. § 3.1.4 The Consultant shall, within time limits agreed upon or otherwise with reasonable promptness, render written recommendations on claims, disputes and other matters in question between the Owner and Contractor relating to the execution or progress of This Portion of the Project as provided by the Contract Documents. § 3.1.5 The Consultant shall assist the Architect in determining whether the Architect shall reject Work for This Portion of the Project which does not conform to the Contract Documents or whether additional inspection or testing is required. ARTICLE 4 ADDITIONAL SERVICES § 4.1 Additional Services may be provided after execution of this Agreement without invalidating the Agreement. Upon recognizing the need to perform Additional Services that may arise as the Project proceeds, as described in the Prime Agreement, the Consultant shall notify the Architect. The Consultant, however, shall not proceed to provide such services until the Consultant receives the Architect’s written authorization. Except for services due to the fault of the Consultant, any Additional Services provided in accordance with this Section 4.1 shall entitle the Consultant to compensation pursuant to Section 11.2. § 4.2 The Consultant shall provide ten (10) site visits during construction of the Project. When this number is reached, the Consultant shall notify the Architect. The Consultant shall conduct site visits in excess of that number as Additional Services. ARTICLE 5 ARCHITECT’S RESPONSIBILITIES § 5.1 The Architect shall provide available information in a timely manner regarding requirements for and limitations on This Portion of the Project, including a copy of the Owner’s program for the Project. Within seven days after receipt of a written request, the Architect shall request information from the Owner as necessary and relevant for the Consultant to evaluate, give notice of or enforce lien rights. Within seven days of receipt of such information from the Owner, the Architect shall furnish the information to the Consultant. § 5.2 The Architect shall identify a representative authorized to act on the Architect’s behalf with respect to This Portion of the Project. The Architect or such identified representative shall render decisions in a timely manner pertaining to documents submitted by the Consultant in order to avoid unreasonable delay in the orderly and sequential progress of the Consultant’s services. The Architect shall not replace its identified representative without the approval of the Consultant, which shall not unreasonably be withheld. § 5.3 On the Consultant’s request for This Portion of the Project, the Architect shall furnish to the Consultant, in a timely manner, (1) detailed layouts showing the location of connections, and (2) tabulations giving sizes, loads and other information on equipment designed, specified or furnished by others for design and coordination of This Portion of the Project. § 5.4 The Architect shall confer with the Consultant before issuing interpretations or clarifications of documents prepared by the Consultant and shall request the recommendation of the Consultant before providing interpretations or clarifications of shop drawings, product data, samples or other submissions of the Contractor, or upon Change Orders and Construction Change Directives affecting This Portion of the Project. § 5.5 The Architect shall furnish to the Consultant a copy of the preliminary estimate or updated estimates of Cost of the Work as submitted to the Owner, bidding documents, bid tabulations, negotiated proposals and Contract

Documents, including, to the extent they pertain to this Portion of the Project, Change Orders and Construction Change Directives for the Consultant’s use in the design and coordination of This Portion of the Project. § 5.6 The Architect shall advise the Consultant of the identity of other consultants participating in the Project and the scope of their services. § 5.7 If the Consultant reasonably requests information from investigations, surveys, tests, analyses and reports, or the services of other consultants not within the scope of the Consultant’s services, the Architect shall request that the Owner furnish the information or services. § 5.8 The Architect shall be entitled to rely on the accuracy and completeness of services and information furnished by the Consultant. The Architect shall provide prompt written notice to the Consultant if the Architect becomes aware of any errors, omissions or inconsistencies in such services or information. ARTICLE 6 COST OF THE WORK § 6.1 For purposes of this Agreement, the Cost of the Work is defined as set forth in the Prime Agreement. § 6.2 When the Project requirements have been sufficiently identified, the Consultant shall prepare and submit to the Architect an estimate of Cost of the Work for This Portion of the Project. The Consultant shall update the estimate for This Portion of the Project as required by the Prime Agreement. § 6.3 If at any time the estimate for the Cost of the Work exceeds the Owner’s budget for the Cost of the Work, the Consultant shall make appropriate recommendations to the Architect to adjust the Project’s size, quality or budget related to This Portion of the Project. Additionally, the Consultant shall cooperate with the Architect and the Architect’s other consultants in redesigning the Work for This Portion of the Project to comply with the budget for the Cost of the Work. ARTICLE 7 COPYRIGHTS AND LICENSES § 7.1 Upon execution of this Agreement, the Consultant grants to the Architect a license to use the Consultant’s Instruments of Service in the same manner and to the same extent as the Architect has granted a license to the Owner in the Prime Agreement. § 7.2 The Architect and the Consultant shall not make changes in each other’s Instruments of Service without written permission of the other party. § 7.3 The Consultant shall maintain on file and make available to the Architect design calculations for This Portion of the Project, and shall furnish copies thereof to the Architect on request. ARTICLE 8 CLAIMS AND DISPUTES § 8.1 Subject to Section 8.2, any claim, dispute or other matter in question arising out of or related to this Agreement shall be subject to the same dispute resolution provisions as set forth in the Prime Agreement. If such matter relates to or is the subject of a lien arising out of the Consultant’s services, the Consultant may proceed in accordance with applicable law to comply with the lien notice or filing deadlines prior to resolution of the matter under the dispute resolution provisions set forth in the Prime Agreement. § 8.2 If the claim, dispute or other matter in question arising out of or related to this Agreement is unrelated to a dispute between the Architect and Owner, or if the Consultant is legally precluded from being a party to the dispute resolution procedures set forth in the Prime Agreement, then claims, disputes or other matters in question shall be resolved in accordance with this Section 8.2. Any such claim, dispute or matter in question shall be subject to mediation as a condition precedent to binding dispute resolution. Mediation shall be conducted as set forth in AIA Document B101™–2007 at Sections 8.2.1, 8.2.2 and 8.2.3. When applying those provisions to this Agreement, “Architect” shall be substituted for “Owner,” and “Consultant” shall be substituted for “Architect.” If

the parties do not resolve a claim, dispute or matter in question through mediation, the method of binding dispute resolution shall be the following: (Check the appropriate box. If the Architect and Consultant do not select a method of binding dispute resolution below, or do not subsequently agree in writing to a binding dispute resolution method other than litigation, the dispute will be resolved in a court of competent jurisdiction.) [ X ] Arbitration pursuant to the terms and conditions set forth in Section 8.3 of AIA Document B101™–2007. When applying those provisions to this Agreement, “Architect” shall be substituted for “Owner,” and “Consultant” shall be substituted for “Architect.” [ ]

Litigation in a court of competent jurisdiction

[ ]

Other (Specify)

§ 8.3 The Consultant shall indemnify and hold the Architect and the Architect’s officers and employees harmless from and against damages, losses and judgments arising from claims by third parties, including reasonable attorneys’ fees and expenses recoverable under applicable law, but only to the extent they are caused by the negligent acts or omissions of the Consultant, its employees and its consultants in the performance of professional services under this Agreement. § 8.4 The Architect shall indemnify and hold the Consultant and the Consultant’s officers and employees harmless from and against damages, losses and judgments arising from claims by third parties, including reasonable attorneys’ fees and expenses recoverable under applicable law, but only to the extent they are caused by the negligent acts or omissions of the Architect, its employees and its other consultants in the performance of professional services under this Agreement. ARTICLE 9 TERMINATION OR SUSPENSION § 9.1 Except as otherwise provided below, the Architect may terminate this Agreement or suspend the Consultant’s services pursuant to the same terms and conditions under which the Owner my terminate the Prime Agreement or suspend the Architect’s services under the Prime Agreement. Additionally, the Consultant may terminate this Agreement or suspend its services pursuant to the same terms and conditions under which the Architect may terminate the Prime Agreement or suspend its services under the Prime Agreement. § 9.2 Either party may terminate this Agreement at such time as the Prime Agreement is terminated. The Architect shall promptly notify the Consultant of such termination. ARTICLE 10 MISCELLANEOUS PROVISIONS § 10.1 This Agreement shall be governed by the law provided in the Prime Agreement. If the parties have selected arbitration as the method of binding dispute resolution in Section 8.2, the Federal Arbitration Act shall govern the arbitration set forth in Section 8.3 of AIA Document B101™–2007. § 10.2 Terms in this Agreement shall have the same meaning as those in AIA Document A201™–2007, General Conditions of the Contract for Construction. § 10.3 The Architect and Consultant, respectively, bind themselves, their agents, successors, assigns and legal representatives to this Agreement. Neither Architect nor Consultant shall assign this Agreement without the written consent of the other. § 10.4 Nothing contained in this Agreement shall create a contractual relationship with, or a cause of action in favor of, a third party against either the Architect or Consultant.

§ 10.5 Unless otherwise required in this Agreement, the Architect and Consultant shall have no responsibility for the discovery, presence, handling, removal or disposal of, or exposure of persons to, hazardous materials or toxic substances in any form at the Project site. § 10.6 If the Consultant or Architect receives information specifically designated by the other party as “confidential” or “business proprietary,” the receiving party shall keep such information strictly confidential and shall not disclose it to any other person except to (1) its employees, (2) those who need to know the content of such information in order to perform services or construction solely and exclusively for the Project, or (3) its consultants and contractors whose contracts include similar restrictions on the use of confidential information. ARTICLE 11 COMPENSATION § 11.1 For the Consultant’s Services as described under Article 3, the Architect shall compensate the Consultant as follows: (Insert amount of, or basis for, compensation.) The cost basis is 1.25% of the Construction Cost. The estimated Construction Cost is $4,000,000 and the estimated Consultant compensation is $50,000. § 11.2 For Additional Services that may arise during the course of the Project, the Architect shall compensate the Consultant as follows: (Insert amount of, or basis for, compensation.) Hourly rates as indicated in Article 11.4 § 11.3 Compensation for Additional Services of the Consultant’s subconsultants when not included in Section 11.2, shall be the amount invoiced to the Consultant plus five percent ( 5 % ), or as otherwise stated below:

§ 11.4 The hourly billing rates for services of the Consultant and the Consultant’s subconsultants, if any, are set forth below. The rates shall be adjusted in accordance with the Consultant’s and Consultant’s subconsultants’ normal review practices. (If applicable, attach an exhibit of hourly billing rates or insert them below.) Employee or Category

Rate

Principal Project Engineer Engineer-In-Training Office Staff

$250/hr $150/hr $100/hr $60/hr

§ 11.5 COMPENSATION FOR REIMBURSABLE EXPENSES The Architect shall reimburse the Consultant for the Reimbursable Expenses necessarily incurred by the Consultant or the Consultant’s employees directly relating to the Project and listed in the Prime Agreement. Reimbursable Expenses are in addition to compensation for the Consultant’s services and Additional Services.

§ 11.6 PAYMENTS TO THE CONSULTANT § 11.6.1 The Consultant shall submit invoices for services and Reimbursable Expenses in accordance with the provisions of the Prime Agreement. The Architect shall review such invoices and, if they are considered incorrect or untimely, the Architect shall, within ten days from receipt of the Consultant’s billing, review the matter with the Consultant and confirm in writing to the Consultant the Architect’s understanding of the disposition of the issue. § 11.6.2 Payments to the Consultant shall be made promptly after the Architect is paid by the Owner under the Prime Agreement. The Architect shall exert reasonable and diligent efforts to collect prompt payment from the Owner. The Architect shall pay the Consultant in proportion to amounts received from the Owner which are attributable to the Consultant’s services rendered and Reimbursable Expenses incurred. ARTICLE 12 SPECIAL TERMS AND CONDITIONS Special terms and conditions that modify this Agreement are as follows:

ARTICLE 13 SCOPE OF THE AGREEMENT § 13.1 This Agreement represents the entire and integrated agreement between the Architect and the Consultant and supersedes all prior negotiations, representations or agreements, either written or oral. This Agreement may be amended only by written instrument signed by both Architect and Consultant. § 13.2 This Agreement is comprised of the following documents listed below: .1 AIA Document C401™–2007, Standard Form Agreement Between Architect and Consultant .2 Prime Agreement attached as Exhibit A .3 AIA Document E201™–2007, Digital Data Protocol Exhibit, if completed, or the following: .4 Other documents: (List other documents, if any, including additional scopes of service forming part of the Agreement.) Exhibit B – Program Exhibit C – Schematic Design Drawings This Agreement entered into as of the day and year first written above.

Amy Jurgensen

Devlin Ramone ARCHITECT (Signature)

CONSULTANT (Signature)

Devlin Ramone, Principal (Printed name and title)

Amy Jurgensen, Principal (Printed name and title)

ARCHEOLOGY CENTER DINOSAUR NATIONAL MONUMENT, UTAH

EXHIBIT A Prime Agreement Between Owner and Architect

U.S. Department of the Interior

THE NATIONAL PARK SERVICE 1849 C Street, NW Washington, DC 20240

The American Institute of Architects is pleased to provide this sample copy of an AIA Contract Document for educational purposes. Created with the consensus of contractors, attorneys, architects and engineers, the AIA Contract Documents represent over 110 years of legal precedent.

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E D I T I O N

AIA DOCUMENT B141-1997 Standard Form of Agreement Between Owner and Architect with Standard Form of Architect’s Services

This document has important legal consequences.

A G R E E M E N T made as of the in the year Two thousand twenty

Thirty-first

day of

Consultation with an

October

attorney is encouraged with respect to its completion or modification.

(In words, indicate day, month and year)

BETWEEN

TABLE OF ARTICLES

the Architect's client identified as the Owner:

(Name, address and other information)

1.1 INITIAL I N F O R M A T I O N 1.2 RESPONSIBILITIES OF THE

U.S. Department of the Interior THE NATIONAL PARK SERVICE 1849 C Street, NW Washington, DC 20240

PARTIES 1.3 TERMS AND CONDITIONS

and the Architect:

1.4 SCOPE OF SERVICES AND

(Name, address and other information)

OTHER SPECIAL TERMS

Partners Unger Niles & Kaplan Architects 315 Bowery Avenue New York, NY 10003-7105

AND CONDITIONS 1.5 COMPENSATION

For the following Project: (Include detailed description of Project)

The National Park Service plans to build a 15,900-ft2 Archeology Center at the site of the dig in Dinosaur National Monument, Utah. The facility will serve as a public museum and a research center for the existing dig taking place along a stream bed. A sheer cliff on one side of the stream has yielded fossils date from the Cretaceous Period. A feature of the museum exhibit room will be the display of the reconstructed skeleton of a small Tyrannosaurus Rex discovered in the cliff. Curators will provide brief tours of the museum and the dig site. A unique requirement of the building design is to integrate the public interior areas with the design of the observation area that overlooks the skeleton, the cliff face, and the ongoing excavation of the dig.

A I A ®

AIA DOCUMENT B141-1997 STANDARD FORM AGREEMENT

The Owner and Architect agree as follows.

The American Institute of Architects 1735 New York Avenue, N.W. Washington, D.C. 20006-529

Copyright 1917, 1926, 1948, 1951, 1953, 1958, 1961, 1963, 1966, 1967, 1970, 1974, 1977, 1987, ©1997 by The American Institute of Architects. Reproduction of the material herein or substantial quotation of its provisions without written permission of the AIA violates the copyright laws of the United States and will subject the violator to legal prosecution. WARNING: Unlicensed photocopying violates US copyright laws and will subject the violator to legal prosecution.

1-1

Reproduced with permission of The American Institute of Architects, 1735 New York Avenue NW, Washington D.C. 20006. For more information or to purchase AIA Contract Documents, visit www.aia.org.

ARCHEOLOGY CENTER DINOSAUR NATIONAL MONUMENT, UTAH

EXHIBIT B Architectural Program

U.S. Department of the Interior

THE NATIONAL PARK SERVICE 1849 C Street, NW Washington, DC 20240

A RCHEOLOGY C ENTER P ROGRAM Project Description The National Park Service plans to build a 15,900-ft2 Archeology Center at the site of a dig in Dinosaur National Monument, Utah. The facility will serve as a public museum and a research center for the existing dig taking place along a stream bed. A sheer cliff on one side of the stream has yielded fossils dating from the Cretaceous Period. A feature of the museum exhibit room will be the display of the reconstructed skeleton of a small Tyrannosaurus Rex discovered in the cliff. Curators will provide brief tours of the museum and the dig site. A unique requirement of the building design is to integrate the public interior areas with the design of the observation area that overlooks the skeleton, the cliff face, and the ongoing excavation. Climate and Geographical Data Location

Dinosaur National Monument, Utah (Latitude (40°32’ N), Longitude (108°59’ W))

Elevation

Approximately 5,000 ft above sea level

Sun Angles

Dec 21 at Noon (24°), Jun 21 at noon (71°)

Frost Depth

3’-6”

Snowfall

Maximum 6”, 30.9” annual average (ground snow load is 20 psf)

Rainfall

9.8” annual average

Site Class

Class C, very dense soil and soft rock

Soil Bearing

Sandy gravel and or gravel (GW and GP) w/ vertical load bearing resistance of 3,000 psf, shallow foundation permissible

Climate

Cold semi-arid climate (Köppen BSk) with low humidity (avg 35%). Average summer high 91°F; average winter low 7°F Site Description

The site for the new building is located in the midst of a vast park area. There are no existing structures in the immediate vicinity. Access to the public and the staff to the dig area is over an existing footpath and a stone bridge. To the West and South of the building limit line are potential dig sites and study areas. The building site rises from the stream to the drop-off area. Site Requirements General

Fossils are evident in various densities in the south facing cliff and they shall be viewed from the observation area. All site circulation and access to the building shall meet the barrier-free requirements. The existing footpath and bridge shall be maintained in their original size and position. The location of all natural elements of the site, e.g. the stream, cliff, and the dig locations, shall remain in their original positions.

100

Site Service

All utilities to the building shall be underground and originate in the drop-off area. No service drive or truck dock is required. Delivery and pick-up service will be by hand or on a dolly. All visitors and staff will arrive at the drop-off area by auto or tour bus and enter the building at the upper level connecting bridge. Visitors, staff, and handicapped parking, the public drop-off area and access road are located off the site and south of the building limit line. Building Requirements

General

The design solution shall include all program, site, building code, and barrierfree design requirements as listed in the program. Building code and barrierfree design requirements are listed in the code analysis. The individual space requirements listed are the actual areas and are within the 10% permitted variance. Glass areas facing west shall be protected from the high intensity of the afternoon sun. Reflective glass is not allowed as a sunshade device. Furniture, fixtures, and equipment layouts are not required unless specified. Designated with notes or shading the one-hour or two-hour fire-resistive construction as required by code. Two means of egress are required.

Area

The Total Gross Building Area is about 15,900 ft2.

Lower Level

The dig level has a total floor area of 8,750 ft2. 

Common Building Facilities, 3,455 ft2 1. Lobby, 1,250 ft2. The area serves the Exhibition Room, the Research Facilities, and Building Services, and contains the Main Stairs. Two (2) exits are required from this area. 2. Main Stair, 400 ft2. The open stair shall be near the Reception Lobby area and provide access to the dig level Lobby. The geometry of the stair is at the discretion of the designer. The minimum floor-to-floor height by the stair is 12’-6”. 3. Elevator, 80 ft2. Provide one hydraulic elevator with 6’ x 8’ platform in an 8’ x 10’ shaft. The Elevator connects the entry level (Reception Lobby) with the dig level (Lobby). 4. Circulation, 1,725 ft2. The area provides all horizontal circulation and additional vertical stair(s) if required by your design solution. Vertical circulation shall be limited to two stairs and one elevator.



Exhibition Rooms, 2,700 ft2 5. T-Rex Exhibit Room, 1,600 ft2. The room is a double-height room with a minimum of 30’ and a maximum 40’ floor-to-floor ceiling height. The room contains the centerpiece of the exhibits, which is the reconstructed skeleton of the Tyrannosaurus Rex, and it is clearly the focus of the museum. The

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room shall be oriented toward the dig and the cliff, and shall be primarily illuminated by daylight. Two (2) exits are required from this area. 6. Walking Exhibit, 1,100 ft2. The room is single height with artificial lighting of a winding custom oak and glass display case featuring the history of dinosaurs through educational and artifact presentations. Two exits are required. 

Research Facilities, 2,125 ft2. The rooms in this category are for staff researchers and visiting scholars. The rooms will be secured from public access after regular working hours by individual door locks. 7. Coordinator’s Office, 150 ft2. The room shall be near the Library and Workroom. 8. Library, 500 ft2. The room will contain written material and records of the research being carried on at the site. It will be used by the staff researchers and visiting scholars. 9. Office, 325 ft2. The space houses three workstations are assigned to the research staff or visiting scholars and supervised by the coordinator. 10. Staff Toilet Rooms, 250 ft2 (two at 125 ft2). The toilet rooms serve researchers, one men and one women. 11. Receiving & Storage Room, 500 ft2. The room is used for safekeeping of raw specimens as they are brought in from the dig. Specialized equipment is also stored in this room. This room shall be provided with an 8’-0” wide overhead door, have access to the dig area, and be next to the Workroom. 12. Workroom, 400 ft2. In this room, the specimens are examined, prepared, and catalogued after being stored in the Receiving & Storage Room. Indicate the layout of 20 lineal feet of 2 foot wide counters, and two workstations, each with 2’-6” x 5’-0” desk, a chair, and a 3’-0” x 5’-0” drafting board.



Building Services, 470 ft2 13. Electrical Room, 100 ft2. The room contains the electrical switchgear, meters and panels, and the telephone and security equipment. 14. Mechanical Room, 200 ft2. The room contains the hot water storage tank, and the two heat pump fan coil units for heating and cooling. 15. Vertical chase, 20 ft2. Provide an aperture in the deck between the Lower and Upper Levels to facilitate the vertical movement of air and or water. 16. Elevator Equipment Room, 80 ft2. The room shall be next to the Elevator and located on the dig level. The room houses the hydraulic elevator equipment.

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17. Janitor’s Room, 70 ft2. The room will be used for general building and janitor’s supplies and contains a janitor’s sink. Upper Level

The entry dig level has a total floor area of 7,150 ft2. 

Common Building Facilities 4,925 ft2 1. Reception Lobby, 1,600 ft2. The area is the entry point for all visitors and staff. A receptionist is responsible for receiving and directing all visitors. The area also permits visitors to wait prior to taking conducted tours. Indicate the reception desk and chair plus seating for six (6). Indicate 16 ft of freestanding panels for archeological photographs. 2. Toilet Rooms, 450 ft2 (two at 275 ft2 each). The rooms shall meet the Barrier-Free Design Requirements in the Code Analysis. They shall serve the public only, one for men and one for women. Indicate in the women’s toilet room two lavatories and three toilets, and in the men’s indicate two lavatories, one urinal, and two toilets. Also indicate the screening required to prevent viewing of the fixtures from the corridor. 3. Coat Room, 100 ft2. The room will be used for coat storage and is supervised by the receptionist. 4. Observation Area, 800 ft2. The area shall provide the observer with views of the dig, the cliff face, and the skeleton of Tyrannosaurus Rex displayed at the dig level of the Exhibition Room. The area may be indoors, outdoors, or a combination of both, and may combine with the Lobby. The floor elevation of the space may be at a different level from the Reception Lobby Level depending on your Main Stair configuration. One (1) exit is required in from area. 5. Main Stair, 400 ft2. The open stair shall open to the Reception Lobby area and shall provide access to the dig level Lobby. The geometry of the stair is at the discretion of the designer. The stair is not fire-protected. The minimum floor-to-floor negotiated by the stair is 12’-6”. 6. Elevator, 80 ft2. Provide one hydraulic elevator with 6’ x 8’ platform in an 8’ x 10’ shaft. The Elevator connects the entry level (Reception Lobby) with the dig level (Lobby). 7. Vending, 100 ft2. Drink and snack machines. 8. Circulation, 1,375 ft2. The area provides all horizontal circulation and additional vertical stair(s) if required by your design solution. Vertical circulation shall be limited to two stairs and one elevator. 9. Vertical chase, 20 ft2. Provide an aperture in the deck between the Lower and Upper Levels to facilitate the vertical movement of air and or water.

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Administrative Area, 900 ft2. All museum responsibilities are coordinated by the Administrative Staff housed in this area. These responsibilities include activities of visiting scholars and archeologists, the general public, the research staff, and other functions such as publicity and fundraising. 10. Directors Office, 200 ft2. Accessibility by the public, staff, and others to this room is controlled by the Administrative Secretary. The office shall have an exterior window. 11. Assistant Director’s Office, 150 ft2. The Assistant Director deals with the day-to-day functions of the Center. The room shall have an exterior window. 12. Accounting Office, 150 ft2. The staff in this room handles all the Center’s fiscal matters. 13. Administrative Secretary’s Area, 300 ft2. The area is for one secretary who serves all of the Administrative Staff. The secretary controls the immediate access to the Director’s Office. 14. Staff Toilet Rooms, 100 ft2, two at 50 ft2. The toilet rooms serve the Administrative Staff, one men and one women.

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Orientation Area, 1,325 ft2. The orientation rooms and kitchenette will be used for pre- and post-tour lectures, seminars, and staff meetings. The rooms do not need to be contiguous. 15. Orientation Room #1, 325 ft2. The room seats 10 people and shall have a connecting door to the Kitchenette. It will be used as a staff lunchroom. 16. Orientation Room #2, 225 ft2. The room will be used for miscellaneous functions. 17. Orientation Room, 700 ft2. The assembly room is for public lectures and staff meetings with immediate access to the Reception Lobby Area. 18. Kitchenette, 75 ft2. Provide a connecting door from this room to Orientation Room #1.

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Entry Bridge and Balcony – By the NPS 19. Entry Bridge, 10 ft wide. The building is located in a valley and a gently sloping site with a cliff on one side and raised vehicular access on the other. The occupants will enter at the Upper Level. A wide bridge will extend from the building entrance to the vehicular drop-off. The bridge does not provide lateral stability and will be designed and built by the National Park Service. Code Requirements

General

The requirements for protecting the safety, health, and welfare of the public and barrier-free design must be incorporated into your design solution. The site is located in a hypothetical fire district and the design shall conform to codes as

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indicated below. (Note: The following generic code requirements have been standardized for use with the former NCARB architecture license exams for Building Design.) Classifications The building is classified as a mixed-use occupancy of assembly without a stage and business use. An occupancy separation is not required between the assembly and business occupancy. Although the building may become fully sprinklered, the type of construction is noncombustible one-hour fire resistive construction. All elements of the structural frame, e.g. columns, girders, beams, trusses, and spandrels shall be protected. The floor-ceiling and roof-ceiling assembly shall be of one-hour fire-resistive construction. Interior partitions may be of non-rated non-combustible construction except for elevator shafts, stair shafts, mechanical shafts, chases, and mechanical rooms. Exterior non-bearing walls may be of non-combustible construction. Planning

Exiting

Each space from the program must be located on the floor plans in accordance with the space requirements (direct access, adjacencies, windows, views, size, location, etc. 

The individual space requirements are net assignable square feet. These shall not vary more than + 10% for each space. (You may use centerline-ofwall to centerline-of-wall measurements).

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The total building area must not exceed 10 % variance from the programmed size (14,130 ft2 to 17,490 ft2).

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The minimum floor-to-floor height is 12’-6” for single-story spaces.

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The minimum floor-to-ceiling height of the T-Rex Exhibit is 30’-0”.

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The total building height shall not exceed 50 ft.

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The building footprint is restricted to the L-shaped building limit line.

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Label each space with Room Name (Director’s Office). The room configurations are your choice they may be square, rectangular, elliptical, organic, etc. as long as they within a 1:1 to 1:2, length:width ratio, unless noted otherwise.

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Show people and general interior furniture such as reception desk, chairs for waiting areas, etc.

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Indicate and label standpipe in exit stairs and exterior Siamese connection.

The building has an automatic fire suppression system. The Exit Access, Exit, and Exit Discharge spaces shall meet the following criteria: 

Provide a minimum of two exits from each floor separated by a travel distance of no less than 1/3 the length of the maximum diagonal dimension of the floor. (The building shall be fully sprinklered).

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Connect stairs directly to corridor or circulation area at each floor. Page 6 of 9

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Occupants

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Every room shall be connected to a corridor or circulation area (avoid exiting through intervening spaces).

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The maximum length of a dead-end corridor is 50 ft.

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The minimum clear width of primary circulation corridors is 6 ft (centerlineof-wall to centerline-of-wall is acceptable, proved the walls are of conventional thicknesses).

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Provide a minimum of two exits from each room when the occupant load exceeds 50 people. The occupant load is the floor area divided by the allowable floor area per occupant based on the room usage. These exit doors are separated by 1/3 the distance of the maximum diagonal dimension of that room.

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Required exit doors shall swing in the direction of travel (stairs, exterior exit doors, spaces with occupant load > 50).

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Door swings shall not reduce the exit path to less than 3 ft.

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Discharge exit passageways directly to the exterior at grade or through exit stairs.

In determining required exit facilities; the number of occupants for a given space shall be established by the largest number computed in accordance with the following criteria: Use

Stairs

Floor Area per Occupant

Assembly without fixed seats

7 net

Unconcentrated (Tables and Chairs)

15 net

Business Area

100 gross

Corridor

100 net

Storage

300 net

The exit stairs shall have a center landing and be approximately (verify) 10 ft x 30 ft. Identify a 30” x 48” area of refuge on the second floor for wheelchairs. 

Exit stairs shall discharge directly to the exterior of the building or into an exit passageway leading directly to the exterior of a building. An exit passageway shall be without other openings and shall be separated from the remainder of the building by at least 2-hour fire –resistive construction.

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An exit stair may discharge into an interior vestibule or foyer other than and ‘exit passageway’ or ‘grade lobby’ which meets the following criteria: The

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depth from the exterior of the building is not greater than ten (10) feet and the width not greater than twenty (20) feet.

Fire Ratings

Barrier-Free

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The foyer is separated from the remainder of the level of discharge by selfclosing doors and at least 2-hour fire-resistive construction.

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The path from of exit from a street or grade floor may pass through an exit stair tower serving the upper floor.

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Exit stairs wrapping around elevator shafts shall not be allowed.

A protected exit path for evacuating occupants and protected vertical shafts and particular spaces to divert flame and smoke migration must be provided. 

All room and corridor walls, floors, and ceilings shall be of at least one-hour fire-resistive construction.

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All exit stairs and passageways shall have walls, floors, and ceilings of at least two-hour fire-resistive construction.

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All elevator shafts, mechanical shafts, chases, and mechanical rooms, and trash rooms shall have walls, floors, and ceilings of at least two-hour fireresistive construction.

The design of the building and the site shall meet the current minimum ADA. Character

Keeping with architectural traditions in the area, the trustees prefer an exterior appearance that deploys a cement-based stucco with reveals and some ornamentation at the upper level, and a stone veneer at the dig level. The fenestration patterns are left to the discretion of the designer to optimize views while balancing daylighting and energy loads. Mechanical System Requirements Provide a water source heat pump fain coil system serviced by an exterior mounted cooling tower. The tower may be positioned external to the building envelope (locate a 3’ x 8’ concrete pad on grade for the exterior mounted cooling tower). Structural System Requirements The building must withstand all appropriate gravity and lateral forces. The recommended system as suggested by the financing trustee is a braced building with post-and-beam structural steel superstructure and a rigid diaphragm composed of a composite, concrete topped, corrugated metal deck for the horizontal floor and roof decks. The geotechnical engineer provided the soil report, which indicates that the soil is suitable for a shallow reinforced concrete foundation with isolated column and spread footings. The challanging access to the site limits the use of conventional long span framing members.

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Site Plan

Location Map

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ARCHEOLOGY CENTER DINOSAUR NATIONAL MONUMENT, UTAH

EXHIBIT C Architect’s Schematic Design Drawings

Devlin Ramone, AIA NCARB

PARTNERS UNGER NILES & KAPLAN ARCHITECTS 315 Bowery Avenue New York, NY 10003-7105

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Drury Spring 2021 Structures Book

Articles inside

Exhibit B - Program

AIA Document C401 Standard Form of Agreement Between Architect and Consultant