Base Shear - IBC2006-91

Fire-resistance rating requirement for building elements: (T-601)Type V-B, Any materials permitted (602.5) Windows(T-715.5) Door&Shutter(T-715.3)

Structural frame 0 hours a

Exterior bearing walls 0 hours f 0 hours #N/A hoursInterior bearing walls 0 hours 0

Floor construction 0 hours 0

Roof construction 0 hours 0

Int. Non-bearing & partition NR

Fire-resistance rating requirements for exterior walls based on fire separation distance. (T-602)*For Type V-B,Group R-3

Ext Wall Setback (ft) Fire Rating

hrs hrs hrs Unprotected Protected

North 5.1 1 ¾ ¾ 10 a,c,e,g,h,i 25 a,c,e,g,h,i 1South 4.5 1 ¾ ¾ NP a,c,g 15 a,c,g 1West 10 0 0 0 NL (g) a,c,e,g,h,i NL (g) a,c,e,g,h,i 0East 30 0 0 0 NL (g) a,d,g,i NL (g) a,d,g,b 0

*For special requirements for Group U occupancies see Section 406.12

Required Separation of Occupancies (T-508.3.3)*

Between = 2 hours, NS c, d b1 hours, S

S = Buildings equipped throughout with an automatic sprinkler system installed in accordance withSection 903.3.1.1.

NS = Buildings not equipped throughout with an automatic sprinkler system installed in accordance withSection 903.3.1.1.

Fire wall fire resistance rating, considered a separate building. (T-705.4 )Occupancies Group 1

Type of construction 8Required fire resistance rating 2 hours

Shaft enclosures (if required per 707.2)fire resistance rating 1 hours

Opening protective fire rating for fire door and shutter assemblies (715.4)Type of Assembly Rating Minimum Opening Protection

7 2 ⅓ hoursThe required locations for fire and smoke dampers: (716.5)

Fire Damper Smoke DamperLocation Section Nonspr Sprinkler Nonspr Sprinkler

1 302.1.1.1 Yes (1) Yes (1) No No

Group R-3 SPRINKLERED UNSPRINKLERED

C CExit access corridors & other exitways C C

C C

Fire Alarm and Detection Systems (907)Occupancy Section System Type

5 907.2.3 Manual fire alarm system

Exception: Manual fire alarm boxes not required where six specific condition are met.

Group R-3, An automatic sprinkler system shall be provided where:0

Type of construction V-B Class C(c) Roof covering

Windows (715.5)

Doors (715.3)

Max area of opening in percentage of the area of exterior wall.T-704.8

Interior wall and ceiling finish requirement by occupancy T-803.5 k

Vertical exit & exit passageways a b

Room & enclosed space c

Minimum roof covering classification for type of construction T-1505.1 a b

&

B52

a. The structural frame shall be considered to be the columns and the girders, beams, trusses and spandrels having direct connections to the columns and bracing members designed to carry gravity loads. The members of floor or roof panels which have no connection to the columns shall be considered secondary members and not a part of the structural frame. b. Roof supports: Fire-resistance ratings of structural frame and bearing walls are permitted to be reduced by 1 hour where supporting a roof only. c. Except in Group F-1, H, M and S-1 occupancies, fire protection of structural members shall not be required, including protection of roof framing and decking where every part of the roof construction is 20 feet or more above any floor immediately below. Fire-retardant-treated wood members shall be allowed to be used for such unprotected members. d. In all occupancies, heavy timber shall be allowed where a 1-hour or less fire-resistance rating is required. e. An approved automatic sprinkler system in accordance with Section 903.3.1.1 shall be allowed to be substituted for 1-hour fire-resistance-rated construction, provided such system is not otherwise required by other provisions of the code or used for an allowable area increase in accordance with Section 506.3 or an allowable height increase in accordance with Section 504.2. The 1-hour substitution for the fire resistance of exterior walls shall not be permitted. f. Not less than the fire-resistance rating required by other sections of this code. g. Not less than the fire-resistance rating based on fire separation distance (see Table 602).

B60

a. Load-bearing exterior walls shall also comply with the fire-resistance rating requirements of Table 601. b. For special requirements for Group U occupancies see Section 406.1.2 c. See Section 705.1.1 for party walls. d. Open parking garages complying with Section 406 shall not be required to have a fire-resistance rating. e. The fire-resistance rating of an exterior wall is determined based upon the fire separation distance of the exteriorwall and the story in which the wall is located.

D62

704.5 Fire-resistance ratings. Exterior walls shall be fire resistance rated in accordance with Tables 601 and 602. The fire-resistance rating of exterior walls with a fire separation distance of greater than 5 feet shall be rated for exposure to fire from the inside. The fire resistance rating of exterior walls with a fire separation distance of 5 feet or less shall be rated for exposure to fire from both sides.

E62

715.5 Fire-protection-rated glazing. Glazing in fire window assemblies shall be fire-protection rated in accordance with this section and Table 715.5. Glazing in fire door assemblies shall comply with Section 715.4.6. Fire-protection-rated glazing shall be tested in accordance with and shall meet the acceptance criteria of NFPA 257. Fire-protection-rated glazing shall also comply with NFPA 80. Openings in nonfire-resistance- rated exterior wall assemblies that require protection in accordance with Section 704.3, 704.8, 704.9 or 704.10 shall have a fire-protection rating of not less than 3/4 hour. Exceptions: 1. Wired glass in accordance with Section 715.5.3. 2. Fire-protection-rated glazing in 0.5-hour fire-resistance- rated partitions is permitted to have an 0.33-hour fire-protection rating .

H62

704.8 Allowable area of openings. The maximum area of unprotected or protected openings permitted in an exterior wall in any story shall not exceed the values set forth in Table 704.8. Where both unprotected and protected openings are located in the exterior wall in any story, the total area of the openings shall comply with the following formula A/a + Au/au < 1.0 a.Values given are percentage of the area of the exterior wall. b. See Section 704.7 for unexposed surface temperature. c. For occupancies in Group R-3, the maximum percentage of unprotected and protected exterior wall openings shall be 25 percent. d. The area of openings in an open parking structure with a fire separation distance of greater than 10 feet shall not be limited. e. For occupancies in Group H-2 or H-3, unprotected openings shall not be permitted for openingswith a fire separation distance of 15 feet or less. f. For requirements for fire walls for buildings with differing roof heights, see Section 705.6.1. g. The area of unprotected and protected openings is not limited for occupancies in Group R-3,with a fire separation distance greater than 5 feet. h. For special requirements for Group U occupancies, see Section 406.1.2. i. Buildings whose exterior bearingwall, exterior nonbearingwall and exterior structural frame are not required to be fire-resistance rated by Table 601 or 602 shall be permitted to have unlimited unprotected openings. j. Includes accessory buildings to Group R-3.

B70

508.3 Mixed occupancies. Each portion of a building shall be individually classified in accordance with Section 302.1. Where a building contains more than one occupancy group, the building or portion thereof shall comply with Sections 508.3.1, 508.3.2, 508.3.3 or a combination of these sections. Exceptions: 1. Occupancies separated in accordance with Section 509. 2. Where required by Table 415.3.2, areas of Group H-1, H-2 or H-3 occupancies shall be located in a separate and detached building or structure. Notes T-508.3.3 S = Buildings equipped throughout with an automatic sprinkler system installed in accordance withSection 903.3.1.1. NS = Buildings not equipped throughout with an automatic sprinkler system installed in accordance withSection 903.3.1.1. N = No separation requirement. NP = Not permitted. a. For Group H-5 occupancies, see Section 903.2.4.2. b. Occupancy separation need not be provided for storage areas within Groups B and M if the: 1. Area is less than 10 percent of the floor area; 2. Area is equipped with an automatic fire-extinguishing system and is less than 3,000 square feet; or 3. Area is less than 1,000 square feet. c. Areas used only for private or pleasure vehicles shall be allowed to reduce separation by 1 hour. d. See Section 406.1.4. e. Commercial kitchens need not be separated from the restaurant seating areas that they serve

B75

a. Walls shall be not less than 2-hour fire-resistance rated where separating buildings of Type II or V construction. b. For Group H-1, H-2 or H-3 buildings, also see Sections 415.4 and 415.5.

B79

707.2 Shaft enclosure required. Openings through a floor/ceiling assembly shall be protected by a shaft enclosure complying with this section. Exceptions: 1. A shaft enclosure is not required for openings totally within an individual residential dwelling unit and connecting four stories or less. 2. A shaft enclosure is not required in a building equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 for an escalator opening or stairway which is not a portion of the means of egress protected according to Items 2.1 or 2.2: 2.1. Where the area of the floor opening between stories does not exceed twice the horizontal projected area of the escalator or stairway and the opening is protected by a draft curtain and closely spaced sprinklers in accordance with NFPA 13. In other than Groups B and M, this application is limited to openings that do not connect more than four stories. 2.2. Where the opening is protected by approved power-operated automatic shutters at every floor penetrated. The shutters shall be of noncombustible construction and have a fire-resistance rating of not less than 1.5 hours. The shutter shall be so constructed as to close immediately upon the actuation of a smoke detector installed in accordance with Section 907.10 and shall completely shut off the well opening. Escalators shall cease operation when the shutter begins to close. The shutter shall operate at a speed of not more than 30 feet per minute and shall be equipped with a sensitive leading edge to arrest its progress where in contact with any obstacle, and to continue its progress on release therefrom. 3. A shaft enclosure is not required for penetrations by pipe, tube, conduit, wire, cable, and vents protected in accordance with Section 711.4. 4. A shaft enclosure is not required for penetrations by ducts protected in accordance with Section 711.4.4. Grease ducts shall be protected in accordance with the International Mechanical Code. 5. A shaft enclosure is not required for floor openings complying with the provisions for covered malls or atriums. 6. A shaft enclosure is not required for approved masonry chimneys, where annular space protection is provided at each floor level in accordance with Section 716.2.5. 7. In other than Groups I-2 and I-3, a shaft enclosure is not required for a floor opening that complies with the following: 7.1. Does not connect more than two stories. 7.2. Is not part of the required means of egress system except as permitted in Section 1005.3.2. 7.3. Is not concealed within the building construction. 7.4. Is not open to a corridor in Group I and R occupancies. 7.5. Is not open to a corridor on nonsprinklered floors in any occupancy. 7.6. Is separated from floor openings serving other floors by construction conforming to required shaft enclosures. 8. A shaft enclosure is not required for automobile ramps in open parking garages and enclosed parking garages constructed in accordance with Sections 406.3 and 406.4, respectively. 9. A shaft enclosure is not required for floor openings between a mezzanine and the floor below. 10. A shaft enclosure is not required for joints protected by a fire-resistant joint system in accordance with Section 712. 11. Where permitted by other sections of this code.

D80

707.4 Fire-resistance rating. Shaft enclosures including exit enclosures shall have a fire-resistance rating of not less than 2 hours where connecting four stories or more and 1 hour where connecting less than four stories. Shaft enclosures shall have a fire-resistance rating not less than the floor assembly penetrated, but need not exceed 2 hours

B82

715.4 Fire door and shutter assemblies. Approved fire door and fire shutter assemblies shall be constructed of any material or assembly of component materials that conforms to the test requirements of Section 715.4.1, 715.4.2 or 715.4.3 and the fire-protection rating indicated in Table 715.4. Fire door assemblies and shutters shall be installed in accordance with the provisions of this section and NFPA 80. Exceptions: 1. Labeled protective assemblies that conform to the requirements of this section or UL 10A, UL 14B and UL 14C for tin-clad fire door assemblies. 2. Floor fire door assemblies in accordance with Section 711.8.

B85

716.5 Where required. Fire dampers, smoke dampers, combination fire/smoke dampers and ceiling radiation dampers shall be provided at the locations prescribed in Sections 716.5.1 through 716.5.5. Where an assembly is required to have both fire dampers and smoke dampers, combination fire/smoke dampers or a fire damper and a smoke damper shall be required. 716.5.1 Fire walls. Ducts and air transfer openings permitted in fire walls in accordance with Section 705.11 shall be protected with listed fire dampers installed in accordance with their listing. 716.5.2 Fire barriers. Ducts and air transfer openings of fire barriers shall be protected with approved fire dampers installed in accordance with their listing. Ducts and air transfer openings shall not penetrate exit enclosures and exit passageways except as permitted by Sections 1020.1.2 and 1021.5, respectively. Notes: 1) Fire damper not required for walls are penetrated by ducted HVAC systems, have a required fire-resistance rating of 1 hour or less, are in areas of other than Group H and are in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2. For the purposes of this exception, a ducted HVAC system shall be a duct system for conveying supply, return or exhaust air as part of the structure’s HVAC system. Such a duct system shall be constructed of sheet steel not less than 26 gage thickness and shall be continuous from the air-handling appliance or equipment to the air outlet and inlet terminals. (716.5.2 exception: 3) 2) Duct penetrations are prohibited. (909.20.2, 1005.3.4) 3) Fire damper not required, provided the duct is installed above a ceiling, it is minimum No. 26 gage galvanized steel, its maximum area is 100 sq. in, it has no openings that connect a corridor with adjacent spaces or rooms, and it doesn't terminate at a wall register in the fire-resistance-rated wall. (716.5.4 Exception 2) 4) Smoke control system is required. (404.4) 5) Smoke dampers not required, provided duct is minimum No. 28 gage galvanized steel and it has no openings serving the corridor. (716.5.4.1, Exc. 2)

F86

716.3.1 Fire-protection rating. Fire dampers shall have the minimum fire-protection rating specified in Table 716.3.1 for the type of penetration. FIRE DAMPER RATING TYPE OF PENETRATION RATING MINIMUM DAMPER RATING Less than 3-hour fire-resistance-rated 1.5 hrs assemblies 3-hour or greater fire-resistance-rated 3 hrs assemblies

H86

716.3.2 Smoke damper ratings. Smoke damper leakage ratings shall not be less than Class II. Elevated temperature ratings shall not be less than 250F (121C)

B89

a. Class C interior finish materials shall be permitted forwainscotting or paneling of not more than 1,000 square feet of applied surface area in the grade lobby where applied directly to a noncombustible base or over furring strips applied to a noncombustible base and fire blocked as required by Section 803.4.1. b. In exit enclosures of buildings less than three stories in height of other than Group I-3, Class B interior finish for nonsprinklered buildings and Class C interior finish for sprinklered buildings shall be permitted. c. Requirements for rooms and enclosed spaces shall be based upon spaces enclosed by partitions. Where a fire-resistance rating is required for structural elements, the enclosing partitions shall extend from the floor to the ceiling. Partitions that do not comply with this shall be considered enclosing spaces and the rooms or spaces on both sides shall be considered one. In determining the applicable requirements for rooms and enclosed spaces, the specific occupancy thereof shall be the governing factor regardless of the group classification of the building or structure. d. Lobby areas in Group A-1, A-2 and A-3 occupancies shall not be less than Class B materials. e. Class C interior finish materials shall be permitted in places of assembly with an occupant load of 300 persons or less. f. For places of religious worship, wood used for ornamental purposes, trusses, paneling or chancel furnishing shall be permitted. g. Class B material is required where the building exceeds two stories. h. Class C interior finish materials shall be permitted in administrative spaces. i. Class C interior finish materials shall be permitted in rooms with a capacity of four persons or less. j. Class B materials shall be permitted as wainscotting extending not more than 48 inches above the finished floor in corridors. k. Finish materials as provided for in other sections of this code. l. Applies when the exit enclosures, exit passageways, corridors or rooms and enclosed spaces are protected by a sprinkler system installed in accordance with Section 903.3.1.1 or 903.3.1.2.

F90

803.1 General. Interior wall and ceiling finishes shall be classified in accordance with ASTM E 84. Such interior finish materials shall be grouped in the following classes in accordance with their flame spread and smoke-developed index. Class A: flame spread 0-25; smoke developed 0-450. Class B: flame spread 26-75; smoke developed 0-450. Class C: flame spread 76-200; smoke developed 0-450

B100

a. Unless otherwise required in accordance with the Urban Wildland Interface Code or due to the location of the building within a fire district in accordance with Appendix D. b. Nonclassified roof coverings shall be permitted on buildings of Group R-3 as applicable in Section 101.2 and U occupancies, where there is a minimum fire-separation distance of 6 feet measured from the leading edge of the roof. c. Buildings that are not more than two stories in height and having not more than 6,000 square feet of projected roof area and where there is a minimum 10-foot fire-separation distance from the leading edge of the roof to a lot line on all sides of the building, except for street fronts or public ways, shall be permitted to have roofs of No. 1 cedar or redwood shakes and No. 1 shingles constructed in accordance with Section1505.6.

E101

1505.2 Class A roof assemblies. Class A roof assemblies are those that are effective against severe fire test exposure. Class A roof assemblies and roof coverings shall be listed and identified as Class A by an approved testing agency. Class A roof assemblies shall be permitted for use in buildings or structures of all types of construction. Exception: Class A roof assemblies include those with coverings of brick, masonry, slate, clay or concrete roof tile, exposed concrete roof deck, ferrous or copper shingles or sheets. 1505.3 Class B roof assemblies. Class B roof assemblies are those that are effective against moderate fire-test exposure. Class B roof assemblies and roof coverings shall be listed and identified as Class B by an approved testing agency. Exception: Class B roof assemblies include those with coverings of metal sheets and shingles. 1505.4 Class C roof assemblies. Class C roof assemblies are those that are effective against light fire-test exposure. Class C roof assemblies and roof coverings shall be listed and identified as Class C by an approved testing agency. 1505.5 Nonclassified roofing. Nonclassified roofing is approved material that is not listed as a Class A, Class B or Class C roof covering

MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES PER T-2902.1 Water Closets

UBC 1997

Occupancy Factor = 30 sq. ft per occupantwater closet

A

M

Total Area = 48,000 Sq. ft

Total Occupant = 1,600

Required water closet ###

Male: = 8

A

Female: = 9

A

A

Required lavatories A

Male: = 6

B

Female: = 7

B

Required bath or shower E

Total: 0 = 0

E

Required drinking fountain E

Total: 1 per 150 = 11 E

Conference rooms, dining rooms, drinking establishments, exhibit rooms, gymnasiums, lounges, stages and similar uses including restaurants classifies as group B Occupancies.

1:1-25, 2:26-75, 3:76-125, 4:126-200, 5:201-300, 6:301-400, over 400, add one for each additional 200

1:1-25, 2:26-75, 3:76-125, 4:126-200, 5:201-300, 6:301-400, over 400, add one for each additional 150

1 for each water closet up to 4, then 1 for each two additional water closets

1 for each water closet up to 4, then 1 for each two additional water closets

B2

Note: Occupant loads over 30 shall have one drinking fountain for each 150 occupants. 1. The figures shown are based on one fixture being the minimum required for the number of indicated or any fraction thereof. 2. Drinking fountain shall not be installed in toilet rooms. 3. Any category not mentioned specifically or about which there are any questions shall be classified by the building official and included in the category which it most nearly resembles, based on the expected use of the plumbing facilities. 4. where urinals are provided, one water closet less than the number specified may be provided for each urinal installed, except the number of water closet in such cases shall not be reduced to less than one half of the minimum specified. 5. twenty-four inches of wash sink or 18 inches of a circular basin, when provided with water outlets for such space, shall be considered equivalent to one lavatory.

B7

2902.2 Separate facilities 1. Separate facilities shall not be required for dwelling units and guestrooms. 2. Separate employee facilities shall not be required in occupancies in which 15 or less people are employed. 3. Separate facilities shall not be required in structures or tenant spaces with a total occupant load, including both employee and customers, of 15 or less.

MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES PER T-2902.1

IBC 2003

E Educational facilities

Total Occupant = 15

Required water closet Male: 1 per 50 = 1

Female: 1 per 50 = Separate ficilities shall not be required

Required lavatoriesMale: 1 per 50 = 1

Female: 1 per 50 = Separate ficilities shall not be required

Required bath or showerTotal: 0 = 0

Required drinking fountainTotal: 1 per 100 = 1

Other 1 Service sink

B2

a. The fixtures shown are based on one fixture being the minimum required for the number of persons indicated or any fraction of the number of persons indicated. The number of occupants shall be determined by this code. b. Fixtures located in adjacent buildings under the ownership or control of the church shall be made available during periods the church is occupied. c. Toilet facilities for employees shall be separate from facilities for inmates or patients. d. A single-occupant toilet room with one water closet and one lavatory serving not more than two adjacent patient rooms shall be permitted where such room is provided with direct access from each patient room and with provisions for privacy. e. For day nurseries, a maximum of one bathtub shall be required. f. For attached one- and two-family dwellings, one automatic clothes washer connection shall be required per 20 dwelling units.

B6

2902.4.1 Travel distance. The required toilet facilities in occupancies other than assembly or mercantile shall be located not more than one story above or below the employee’s regular working area and the path of travel to such facilities shall not exceed a distance of 500 feet 2902.6.2 Pay facilities. Required facilities shall be free of charge and designated by legible signs for each sex. Where pay facilities are installed, such facilities shall be in excess of the required minimum facilities

Means of Egress, CHAPTER 10

Floor Area UseArea 1 5,000 240 gross 21 1Area 2 500 35 net 15 2

0 00 00 00 00 00 00 0

Other 200

Total occupant load 36 1No.of exits required 2

Egress width (Inches) per occupant served, Table 1005.1Occupant Occupancy Without sprinkler system With sprinkler system

Load Group Stair way Other Egress Stair way Other Egress0.3 0.2 0.2 0.15

15 5 (in) 3 (in) 3 (in) 3 (in)

Panic and fire exit hardware Not required

Travel Distance, Table 1015.1 For Group R-2

Without sprinkler system 200 feetWith sprinkler system 250 feet a,b

Common path of egress travel.1014.3 75 feet125 feet, with sprinkler

Corridor fire-resistance rating, Table 1017.1 For Group R-2

Without sprinkler system NP hrsWith sprinkler system ½ hrs c

When occupant load served by corridor > 10

Building with 1 exit, Section 1019.2Occupancy Max story ht.

R-2 1 story 10 occupants and 75 feet travel distanceor 2 story

Occupancy Group

Floor area per occupant

T-1003.2.2.2Occupant

LoadsNo of Exit 1004.2.1

Max occupants (or dwelling units) per floor and travel distance

4 dwelling units occupants and 50 feet travel distance

B1

Exit access components. • 1013.4 Aisles. • 1016 Corridors. • 1013.5 Egress balconies. Exit components. • 1017.2 Exterior exit doors. • 1009 Vertical exit enclosures. • 1020 Exit passageway. • 1020.4 Openings and penetrations. • 1021 Horizontal exits. • 1007.8.2 Exterior exit stairways. Exit discharge components. • 1023.5 Egress courts.

F2

TABLE 1004.1 SPACES WITH ONE MEANS OF EGRESS OCCUPANCY MAXIMUM OCCUPANT LOAD A, B, E, F, M, U 50 H-1, H-2, H-3 3 H-4, H-5, I-1, I-3, I-4, R 10 S 30

G2

1004.1 Design occupant load. In determining means of egress requirements, the number of occupants for whom means of egress facilities shall be provided shall be determined in accordance with this section. Where occupants from accessory areas egress through a primary space, the calculated occupant load for the primary space shall include the total occupant load of the primary space plus the number of occupants egressing through it from the accessory area. 1004.1.1 Areas without fixed seating. The number of occupants shall be computed at the rate of one occupant per unit of area as prescribed in Table 1004.1.1. For areas without fixed seating, the occupant load shall not be less than that number determined by dividing the floor area under consideration by the occupant per unit of area factor assigned to the occupancy as set forth in Table 1004.1.1. Where an intended use is not listed in Table 1004.1.1, the building official shall establish a use based on a listed use that most nearly resembles the intended use. Exception: Where approved by the building official, the actual number of occupants for whom each occupied space, floor or building is designed, although less than those determined by calculation, shall be permitted to be used in the determination of the design occupant load. 1004.2 Increased occupant load. The occupant load permitted in any building, or portion thereof, is permitted to be increased from that number established for the occupancies in Table 1004.1.1, provided that all other requirements of the code are also met based on such modified number and the occupant load does not exceed one occupant per 7 square feet (0.65 m2) of occupiable floor space. Where required by the building official, an approved aisle, seating or fixed equipment diagram substantiating any increase in occupant load shall be submitted. Where required by the building official, such diagram shall be posted

J2

TABLE 1015.1 SPACES WITH ONE MEANS OF EGRESS OCCUPANCY MAXIMUM OCCUPANT LOAD A, B, E, F, M, U 50 H-1, H-2, H-3 3 H-4, H-5, I-1, I-3, I-4, R 10 S 30 TABLE 1019.1 MINIMUM NUMBER OF EXITS FOR OCCUPANT LOAD OCCUPANT LOAD MINIMUM NUMBER OF EXITS (persons per story) (per story) 1-500 2 501-1,000 3 More than 1,000 4

F14

1019.1 Minimum number of exits. All rooms and spaces within each story shall be provided with and have access to the minimum number of approved independent exits required by Table 1019.1 based on the occupant load of the story, except as modified in Section 1015.1 or 1019.2. For the purposes of this chapter, occupied roofs shall be provided with exits as required for stories. The required number of exits from any story, basement or individual space shall be maintained until arrival at grade or the public way. 1-500 =2 exits 501-1,000 =3 exits More than 1,000 =4 exits 1015.2.1 Two exits or exit access doorways. Where two exits or exit access doorways are required from any portion of the exit access, the exit doors or exit access doorways shall be placed a distance apart equal to not less than one-half of the length of the maximum overall diagonal dimension of the building or area to be served measured in a straight line between exit doors or exit access doorways. Interlocking or scissor stairs shall be counted as one exit stairway. Exceptions: 1. Where exit enclosures are provided as a portion of the required exit and are interconnected by a 1-hour fire-resistance-rated corridor conforming to the requirements of Section 1017, the required exit separation shall be measured along the shortest direct line of travel within the corridor. 2. Where a building is equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2, the separation distance of the exit doors or exit access doorways shall not be less than one-third of the length of the maximum overall diagonal dimension of the area served. 1015.2.2 Three or more exits or exit access doorways. Where access to three or more exits is required, at least two exit doors or exit access doorways shall be arranged in accordance with the provisions of Section 1015.2.1.

B15

1005.1 Minimum required egress width. The means of egress width shall not be less than required by this section. The total width of means of egress in inches (mm) shall not be less than the total occupant load served by the means of egress multiplied by the factors in Table 1005.1 and not less than specified elsewhere in this code. Multiple means of egress shall be sized such that the loss of any one means of egress shall not reduce the available capacity to less than 50 percent of the required capacity. The maximum capacity required from any story of a building shall be maintained to the termination of the means of egress. Exception: Means of egress complying with Section 1025

F17

1009.1 Stairway width. The width of stairways shall be determined as specified in Section 1005.1, but such width shall not be less than 44 inches (1118 mm). See Section 1007.3 for accessible means of egress stairways. Exceptions: 1. Stairways serving an occupant load of less than 50 shall have a width of not less than 36 inches (914 mm). 2. Spiral stairways as provided for in Section 1009.8. 3. Aisle stairs complying with Section 1025. 4. Where an incline platform lift or stairway chairlift is installed on stairways serving occupancies in Group R-3, or within dwelling units in occupancies in Group R-2, a clear passage width not less than 20 inches (508 mm) shall be provided. If the seat and platform can be folded when not in use, the distance shall be measured from the folded position

B21

1008.1.9 Panic and fire exit hardware. Where panic and fire exit hardware is installed, it shall comply with the following: 1. The actuating portion of the releasing device shall extend at least one-half of the door leaf width. 2. The maximum unlatching force shall not exceed 15 pounds (67 N). Each door in a means of egress from a GroupAor E occupancy having an occupant load of 50 or more and any Group H occupancy shall not be provided with a latch or lock unless it is panic hardware or fire exit hardware. Exception:A main exit of a Group Aoccupancy in compliance with Section 1008.1.8.3, Item 2. Electrical rooms with equipment rated 1,200 amperes or more and over 6 feet (1829 mm) wide that contain over current devices, switching devices or control devices with exit access doors must be equipped with panic hardware and doors must swing in the direction of egress.

B22

1016.1 Travel distance limitations. Exits shall be so located on each story such that the maximum length of exit access travel, measured from the most remote point within a story to the entrance to an exit along the natural and unobstructed path of egress travel, shall not exceed the distances given in Table 1016.1. Where the path of exit access includes unenclosed stairways or ramps within the exit access or includes unenclosed exit ramps or stairways as permitted in Section 1019.1, the distance of travel on such means of egress components shall also be included in the travel distance measurement. The measurement along stairways shall be made on a plane parallel and tangent to the stair tread nosings in the center of the stairway. Exceptions: 1. Travel distance in open parking garages is permitted to be measured to the closest riser of open stairs. 2. In outdoor facilities with open exit access components and open exterior stairs or ramps, travel distance is permitted to be measured to the closest riser of a stair or the closest slope of the ramp. 3. Where an exit stair is permitted to be unenclosed in accordance with Exception 8 or 9 of Section 1019.1, the travel distance shall be measured from the most remote point within a building to an exit discharge.

F24

a. See the following sections for modifications to exit access travel distance requirements: Section 402: For the distance limitation in malls. Section 404: For the distance limitation through an atrium space. Section 1015.2 For increased limitation in Groups F-1 and S-1. Section 1024.7: For increased limitation in assembly seating. Section 1024.7: For increased limitation for assembly open-air seating. Section 1018.2: For buildings with one exit. Chapter 31: For the limitation in temporary structures. b. Buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2. See Section 903 for occupancies where sprinkler systems according to Section 903.3.1.2 are permitted. c. Buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.

B25

COMMON PATH OF EGRESS TRAVEL. That portion of exit access which the occupants are required to traverse before two separate and distinct paths of egress travel to two exits are available. Paths that merge are common paths of travel. Common paths of egress travel shall be included within the permitted travel distance. 1014.3 Common path of egress travel. In occupancies other than Groups H-1, H-2 and H-3, the common path of egress travel shall not exceed 75 feet (22 860 mm). In occupancies in Groups H-1, H-2, and H-3, the common path of egress travel shall not exceed 25 feet (7620 mm

B27

1017.1 Construction. Corridors shall be fire-resistance rated in accordance with Table 1017.1. The corridor walls required to be fire-resistance rated shall comply with Section 708 for fire partitions. Exceptions: 1. A fire-resistance rating is not required for corridors in an occupancy in Group E where each room that is used for instruction has at least one door directly to the exterior and rooms for assembly purposes have at least one-half of the required means of egress doors opening directly to the exterior. Exterior doors specified in this exception are required to be at ground level. 2. A fire-resistance rating is not required for corridors contained within a dwelling or sleeping unit in an occupancy in Group R. 3. A fire-resistance rating is not required for corridors in open parking garages. 4. A fire-resistance rating is not required for corridors in an occupancy in Group B which is a space requiring only a single means of egress complying with Section 1014.1

F29

a. For requirements for occupancies in Group I-2, see Section 407.3. b. For a reduction in the fire-resistance rating for occupancies in Group I-3, see Section 408.7. c. Buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2 where allowed.

B31

1019.2 Buildings with one exit. Only one exit shall be required in buildings as described below: 1. Buildings described in Table 1018.2, provided that the building has not more than one level below the first story above grade plane. 2. Buildings of Group R-3 occupancy. 3. Single-level buildings with the occupied space at the level of exit discharge provided that the story or space complies with Section 1014.1 as a space with one means of egress

E32

a. For the required number of exits for open parking structures, see Section 1018.1.1. b. For the required number of exits for air traffic control towers, see Section 412.1 c. Buildings classified as Group R-2 equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2 and provided with emergency escape and rescue openings in accordance with Section 1025 shall have a maximum height of three stories above grade. d. Buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 with an occupancy in Group B shall have a maximum travel distance of 100 feet

Description

Required water closet Required lavatories

Male: Female: Male: Female: Total: Total: Other

A-21 per 75 1 per 75 1 per 200 1 per 200 0 1 per 500

1 Service sink100 1 1 1 1 0 1

0 00 0 0 0 0 0 0

00 0 0 0 0 0 0

0 00 0 0 0 0 0 0

00 0 0 0 0 0 0

0 00 0 0 0 0 0 0

00 0 0 0 0 0 0

0 00 0 0 0 0 0 0

00 0 0 0 0 0 0

Total Occupants = 100 1 1 1 1 0 1

MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES PER T-2902.1

Used Group

Required bath or shower

Required drinking fountain

Restaurants, banquet halls and food courts

No. of Occupants

E8

1109.2.1 Unisex toilet and bathing rooms. In assembly and mercantile occupancies, an accessible unisex toilet room shall be provided where an aggregate of six or more male and female water closets is required. In buildings of mixed occupancy, only those water closets required for the assembly or mercantile occupancy shall be used to determine the unisex toilet room requirement. In recreational facilities where separate-sex bathing rooms are provided, an accessible unisex bathing room shall be provided. Fixtures located within unisex toilet and bathing rooms shall be included in determining the number of fixtures provided in an occupancy. Exception: Where each separate-sex bathing room has only one shower or bathtub fixture, a unisex bathing room is not required. 2902.1.1 Unisex toilet and bath fixtures. Fixtures located within unisex toilet bathing rooms complying with Section 404 of the International Plumbing Code are permitted to be included in determining the minimum required number of fixtures for assembly and mercantile occupancies. 2902.4.1 Travel distance. The required toilet facilities in occupancies other than assembly or mercantile shall be located not more than one story above or below the employees working area and the path or travel to such facilities shall not exceed a distance of 500 feet (152 m). 2902.4.3 Pay facilities. Where pay facilities are installed, such facilities shall be in excess of the required minimum facilities. Required facilities shall be free of charge

Description

Required water closet Required lavatories

Male: Female: Male: Female: Total: Total: Other

A-2 Casino

0 1 per 500

1 Service sink901 4 9 3 3 0 2

0 00 0 0 0 0 0 0

00 0 0 0 0 0 0

0 00 0 0 0 0 0 0

00 0 0 0 0 0 0

0 00 0 0 0 0 0 0

00 0 0 0 0 0 0

0 00 0 0 0 0 0 0

00 0 0 0 0 0 0

Total Occupants = 901 4 9 3 3 0 2

Used Group

Required bath or shower

Required drinking fountain

No. of Occupants

1:1-100, 2:101-200, 3:201-400. Over 400, add one fixture each additional 250.

3:1-50, 4:51-100, 6:101-200, 8:201-400 Over 400, add one fixture each additional 150.

1:1-200, 2:201-400, 3:401-750, Over 750, add one fixture for each additional 500

1:1-200, 2:201-400, 3:401-750, Over 750, add one fixture for each additional 500

MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES PER T-2902.1with SNBC amendments.

E8

1109.2.1 Unisex toilet and bathing rooms. In assembly and mercantile occupancies, an accessible unisex toilet room shall be provided where an aggregate of six or more male and female water closets is required. In buildings of mixed occupancy, only those water closets required for the assembly or mercantile occupancy shall be used to determine the unisex toilet room requirement. In recreational facilities where separate-sex bathing rooms are provided, an accessible unisex bathing room shall be provided. Fixtures located within unisex toilet and bathing rooms shall be included in determining the number of fixtures provided in an occupancy. Exception: Where each separate-sex bathing room has only one shower or bathtub fixture, a unisex bathing room is not required. 2902.1.1 Unisex toilet and bath fixtures. Fixtures located within unisex toilet bathing rooms complying with Section 404 of the International Plumbing Code are permitted to be included in determining the minimum required number of fixtures for assembly and mercantile occupancies. 2902.4.1 Travel distance. The required toilet facilities in occupancies other than assembly or mercantile shall be located not more than one story above or below the employees working area and the path or travel to such facilities shall not exceed a distance of 500 feet (152 m). 2902.4.3 Pay facilities. Where pay facilities are installed, such facilities shall be in excess of the required minimum facilities. Required facilities shall be free of charge

Lighting Application Worksheet2006 IECC (SNBO)

PROJECT: Name

Section 1: Allowed Lighting Power Calculation

Building Type Allowed Watts

Auditorium 1.8 2000 14 ft 1.10 3960

Total Area = 2000 Total Allowed Watts = 3960.0

Section 2: Actual Lighting Power Calculation

LAMP TYPEFixture ID

Lamps/ Fixture # of Fixtures Total Watts

48" T8 25W (Super T8) A 3 15 20 300000000000

Incandescent 250 0Total Actual Watts = 300

Section 3: Compliance Calculation

Total Allowed Watts = 3,960Total Actual Watts = 300

Project Compliance = 3,660Lighting PASSES: Design 92 % better than code

LPD(T-505.5.2)

Floor Area ft2

Adjust for Heights

above the floor

Fixture Watt

G6

505.5.2 Interior lighting power. The total interior lighting power (watts) is the sum of all interior lighting powers for all areas in the building covered in this permit. The interior lighting power is the floor area for each building area type listed in Table 505.5.2 times the value from Table 505.5.2 for that area. For areas with high ceilings and lighting fixture mounting heights that exceed 12 feet, an adjustment factor is allowed by multiplying the LPD value from Table 505.5.2 with the adjustment factor in Table 505.5.3. For the purposes of this method, an “area” shall be defined as all contiguous spaces that accommodate or are associated with a single building area type as listed in Table 505.5.2. When this method is used to calculate the total interior lighting power for an entire building, each building area type shall be treated as a separate

1607.11.2 MINIMUM ROOF LOAD

300.0 SQ.FT

1.2-.001At Eq. 16-29= 0.90

Rise per feet, F = 4 :12

1.00 Eq. 16-31= 1.00

Eq. 16-24= 20(0.9)(1)

18.00 psf1607.9 REDUCTION OF LIVE LOAD

1607.9.1 General

L = (6-24)

40 psf T-1607.1

1 T-1607.9.1

2000.0 SQ.FT

L = 23.4 psf = 0.59

1607.9.2 Alternate Live Load reduction for

40 psfR = r(A-150) (16-25)A = 2000.0 SQ.FTr = 0.08 for floor

R = 60 60% Max for vertical member

L = 16 psf

And R = (16-26)

Dead load D = 75.0 psfR = 60.0 60% Max for vertical memberL = 16.0 psf

Min Design Live Load L = 16.0 psf

(7-1)

100 psf Figure 7-1

Terrain Category =

Exposure of Roof =

Thermal Condition =

1 Table 7-4

0.7 Table 7-2

1.1 Table 7-3

53.9 psf

20 psf 7.3

53.90 psf

(7-2)

53.90 psf

Slope Θ = 25

1.1

0.75 7.4.1, 7.4.2, 7.4.3 Figure 7.2a,b and c

40.43 psf W = 15.00ft

Balanced and Unbalanced Snow Load for Hip and Gable Roof

Snow Density γ = (7-3)= 27.00 pcf

S =1/tanΘ = 2.14 Θ = 25

= 1 ft

= 18.44 psf

= 3.91 ft 40.43ftSee Figure 7.3 for Curved Roof BALANCEDSee Figure 7.4 for Cont Beam

See Figure 7-6 for Sawtooth Roof 100.00ftSee Figure 7-8 for Snow Drifts UNBALANCED W ≤ 20

3.91ft 18.44psfUNBALANCED OTHER 12.13ft

40.43ft

Tributary area At =

R1 =

R2 =

Lr = 20R1R2

Min Design Roof Load Lr =

Lo[0.25+15/(KLLAT)]1/2

Lo =

KLL =

AT =

Lo

L shall not be less than 0.50Lo for members supporting one floor and L shall not be less than 0.40Lo for members supporting two or more floors

Lo =

23.1(1+D/Lo)

ASCE 7.3 FLAT ROOF SNOW LOAD (slope ≤ 5o )

Flat-roof snow load, pf = 0.7CeCtIspg

Ground snow load, pg =

Snow load importance factor, Is =

Snow exposure factor, Ce =

Thermal factor, Ct =

Flat-roof snow load, pf =

Min pf =

Design pf =

7.4 SLOPE ROOF SNOW LOAD (slope > 5o )

ps = Cspf

Design pf =o

Ct =

Slope factor Cs =

ps =

.13pg + 14 ≤ 30 pcf

Height of Snow Drift hd

hdγ/S½

8/3hdS½ ps =

ps =

B1

1607.11.2.1 Flat, pitched and curved roofs. Ordinary flat, pitched and curved roofs shall be designed for the live loads specified in the following equation or other controlling combinations of loads in Section 1605, whichever produces the greater load. In structures where special scaffolding is used as a work surface for workers and materials during maintenance and repair operations, a lower roof load than specified in the following equation shall not be used unless approved by the building official. Greenhouses shall be designed for a minimum roof live load of 12 psf. Lr = 20R1R EQ. (16-24) where: 12 ≤ Lr ≤ 20

C12

1607.9.1 General. Subject to the limitations of Sections 1607.9.1.1 through 1607.9.1.4.

C19

1607.9.2 Alternate floor live load reduction. As an alternative to Section 1607.9.1, floor live loads are permitted to be reduced in accordance with the following provisions. Such reductions shall apply to slab systems, beams, girders, columns, piers, walls and foundations. 1. A reduction shall not be permitted in Group A occupancies. 2. A reduction shall not be permitted when the live load exceeds 100 psf (4.79 kN/m2) except that the design live load for memberssupporting two or more floors is permitted to be reduced by 20 percent. 3.A reduction shall not be permitted in passenger vechicle parking garages except that the live loads for members supporting two or more floor are permitted to be reduced by a mximum of 20 percent. 4. For live loads not exceeding 100 psf (4.79 kN/m2), the design live load for any structural member supporting 150 square feet (13.94 m2) or more is permitted to be reduced in accordance with the equation (16-25). Such reduction shall not exceed 40 percent for horizontal members, 60 percent for vertical members, nor R as determined by the equation: (16-26)

B31

7.3 Flat roof snow loads. The flat roof snow load, pf , on a roof with a slope equal to or less than 5 degrees (0.09 rad) (1inch per foot = 4.76 degrees) shall be calculated in accordance with Section 7.3 of ASCE 7.

IBC2006 (1613), ASCE 7-05 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA

25.00%g = 0.250g Figure 22-1 through 22-14

15.00%g = 0.150g

Soil Site Class Table 20-3-1, Default = D

2.500 Table 11.4-1

3.350 Table 11.4-2

= 0.625 (11.4-1)

= 0.503 (11.4-2)

= 0.417 (11.4-3)

= 0.335 (11.4-4)

Building Occupancy Categories Table 1-1

Design Category Consideration: or flexible with dist. between seismic resisting system <40ftSeismic Design Category for 0.1sec C Table 11.6-1Seismic Design Category for 1.0sec D Table 11.6-2

S1 < .75g NA Section 11.6

Since Ta ≥ .8Ts (see below), SDC = D Control (exception of Section 11.6 does not apply)

Comply with Seismic Design Category D C

12.8 Equivalent lateral force procedure

Seismic Force Resisting Systems

0.02 x = 0.75 T-12.8-2

330 ft Limited Building Height (ft) = NP

1.400 0.335g Table 12.8-1

= 1.549 8 sec

Cu.Ta = 2.168 Use T = 1.549 sec.

0.8Ts = = 0.643 < Ta

Is structure Regular & ≤ 5 stories ? 12.8.1.3

0.250g

2.50

= 0.417g (11.4-3)

Response Modification Coef. R = 5.5 Table-12.2-1

2.5

1 Table 11.5-1

Seismic Base Shear V =

=0.076(12.8-2)

R/I

= 0.039(12.8-3)

N/A(12.8-4)

0.01 (12.8-5)

N/A (12.8-6)

0.039Design base shear V = 0.039 W Control

12.14 Simplified Seismic base shear

0.417 SDC = D Limitations: PF = 1.1 For two-story building R = 5

V = = 0.092 W

R 13.3 Seismic Demands on Nonstructural Components

(13.3-1) 0.417

1 3 T-13.5-1 or 13.6-1

1.0 13.1.3

z = 10 ft h = 10 ft 0.167 Wp

= 0.667Wp (13.3-2)

= 0.125Wp (13.3-3)

0.167 Wp12.11.1 Structural Walls and Their Anchorage

12.11.1= 0.167(W)

= 167

(12.11.1)= 0.333 Wp

(12.4.4), (12.4.5), (12.4,6), (12.4.7)

2.5

0.084(D)

4.5Nonbuilding structures, Section 15

Response Modification Coef. R = 3 T-15.4-1 or T-15.4-21 15.4.1.1

= 0.139

0.03 (15.4-1)

= 0.040 (15.4-2)

V = 0.139 W

(15.4-5)

= 0.125 W

Response Spectral Acc. (0.2 sec) Ss =

Response Spectral Acc.( 1.0 sec) S1 = Figure 22-1 through 22-14

Site Coefficient Fa =

Site Coefficient Fv =

Max Considered Earthquake Acc. SMS = Fa.Ss

Max Considered Earthquake Acc. SM1 = Fv.S1

@ 5% Damped Design SDS = 2/3(SMS)

SD1 = 2/3(SM1)

IRC, Seismic Design Category =

E. DUAL SYSTEMS WITH INTERMEDIATE MOMENT FRAMES CAPABLE OF RESISTING AT LEAST 25% OF PRESCRIBED SEISMIC FORCES

Ct =

Building ht. Hn =

Cu = for SD1 of

Approx Fundamental period, Ta = Ct(hn)x 12.8-7 TL =

Calculated T shall not exceed ≤

0.8(SD1/SDS)

Response Spectral Acc.( 0.2 sec) Ss =

Fa =

@ 5% Damped Design SDS = ⅔(Fa.Ss)

Over Strength Factor Wo =Importance factor I =

CsW

Cs =SDS

or need not to exceed, Cs =SD1 For T≤ TL

(R/I).T

or Cs =SD1TL

For T > TL

T2(R/I)

Cs shall not be less than =

Min Cs = 0.5S1I/R For S1 ≥ 0.6g

Use Cs =

@ 5% Damped Design SDS =

FSDS(W)

Fp = 0.4apSDSWp(1+2z/h) SDS =

(Rp/Ip)

ap = Rp =

Ip =

Fp =

Max Fp = 1.6SDSIpWp

Min Fp = 0.3SDSIpWp

Fp =

Fp = 0.40SDSIWw

12.11.2 Anchorage of Concrete or Masonry structural Walls (flexible diaphragm)

or Fp = 400SDSI shall be ≥ 280 #/ft

Fp = 0.8SDSI(Ww)

Max Seismic Load EM = WQE ± 0.2SDSD

Where Wo =

0.2SDSD =

Deflection Amplification factor Cd =

Importance factor I =

For flexible nonbuilding, Cs = SDSI/R

Min Cs =

or Cs= 0.8 S1I/R

For rigid nonbuilding, Cs = 0.3 SDS I

T-12.14-1

T-12.2-1

T-R301.2.2.1.1

http://eqhazmaps.usgs.gov/

http://www.mapquest.com/maps/

D2

11.4.1 Mapped Acceleration Parameters. The parameters SS and S1 shall be determined from the 0.2 and 1.0 s spectral response accelerations shown on Figs. 22-1 through 22-14, respectively. Where S1, is less than or equal to 0.04 and SS is less than or equal to 0.15, the structure is permitted to be assigned to Seismic Design Category A and is only required to comply with Section 11.7

A7

11.4.3 Site Coefficients and Adjusted Maximum Considered Earthquake (MCE) Spectral Response Acceleration Parameters. The MCE spectral response acceleration for short periods (SMS) and at 1 s (SM1), adjusted for Site Class effects, shall be determined by Eqs. 11.4-1 and 11.4-2, respectively. .

A11

TABLE 1-1 OCCUPANCY CATEGORY OF BUILDINGS I Buildings and other structures that represent a low hazard to human life in the event of failure, including, but not limited to: • Agricultural facilities • Certain temporary facilities • Minor storage facilities II All buildings and other structures except those listed in Occupancy Categories I, III, and IV III Buildings and other structures that represent a substantial hazard to human life in the event of failure, including, but not limited to: • Buildings and other structures where more than 300 people congregate in one area • Buildings and other structures with daycare facilities with a capacity greater than 150 • Buildings and other structures with elementary school or secondary school facilities with a capacity greater than 250 • Buildings and other structures with a capacity greater than 500 for colleges or adult education facilities • Health care facilities with a capacity of 50 or more resident patients, but not having surgery or emergency treatment facilities • Jails and detention facilities Buildings and other structures, not included in Occupancy 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, including, but not limited to: • Power generating stations • Water treatment facilities • Sewage treatment facilities • Telecommunication centers Buildings and other structures not included in Occupancy 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 sufficient quantities of toxic or explosive substances to be dangerous to the public if released. Buildings and other structures containing toxic or explosive substances shall be eligible for classification as Occupancy Category II structures 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 toxic or explosive substances does not pose a threat to the public. IV Buildings and other structures designated as essential facilities, including, but not limited to: • Hospitals and other health care facilities having surgery or emergency treatment facilities • Fire, rescue, ambulance, and police stations and emergency vehicle garages • Designated earthquake, hurricane, or other emergency shelters • Designated emergency preparedness, communication, and operation centers and other facilities required for emergency response • Power generating stations and other public utility facilities required in an emergency • Ancillary structures (including, but not limited to, communication towers, fuel storage tanks, cooling towers, electrical substation structures, fire water storage tanks or other structures housing or supporting water, or other fire-suppression material or equipment) required for operation of Occupancy Category IV structures during an emergency • Aviation control towers, air traffic control centers, and emergency aircraft hangars • Water storage facilities and pump structures required to maintain water pressure for fire suppression • Buildings and other structures having critical national defense functions 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 highly toxic substances where the quantity of the material exceeds a threshold quantity established by the authority having jurisdiction. Buildings and other structures containing highly toxic substances shall be eligible for classification as Occupancy Category II structures 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 highly toxic substances does not pose a threat to the public. This reduced classification shall not be permitted if the buildings or other structures also function as essential facilities.

A12

11.6 SEISMIC DESIGN CATEGORY Structures shall be assigned a Seismic Design Category in accordance with Section 11.6.1.1. Occupancy Category I, II, or III structures located where the mapped spectral response acceleration parameter at 1-s period, S1, is greater than or equal to 0.75 shall be assigned to Seismic Design Category E. Occupancy Category IV structures located where the mapped spectral response acceleration parameter at 1- s period, S1, is greater than or equal to 0.75 shall be assigned to Seismic Design Category F. All other structures shall be assigned to a Seismic Design Category based on their Occupancy Category and the design spectral response acceleration parameters, SDS and SD1, determined in accordance with Section 11.4.4. Each building and structure shall be assigned to the more severe Seismic Design Category in accordance with Table 11.6-1 or 11.6-2, irrespective of the fundamental period of vibration of the structure, T . Where S1 is less than 0.75, the Seismic Design Category is permitted to be determined from Table 11.6-1 alone where all of the following apply: 1. In each of the two orthogonal directions, the approximate fundamental period of the structure, Ta, determined in accordance with Section 12.8.2.1 is less than 0.8Ts , where Ts is determined in accordance with Section 11.4.5. 2. In each of two orthogonal directions, the fundamental period of the structure used to calculate the story drift is less than Ts. 3. Eq. 12.8-2 is used to determine the seismic response coefficient Cs . 4. The diaphragms are rigid as defined in Section 12.3.1 or for diaphragms that are flexible, the distance between vertical elements of the seismic force-resisting system does not exceed 40 ft. Where the alternate simplified design procedure of Section 12.14 is used, the Seismic Design Category is permitted to be determined from Table 11.6-1 alone, using the value of SDS determined in Section 12.14.8.1.

D15

11.6 SEISMIC DESIGN CATEGORY Structures shall be assigned a Seismic Design Category in accordance with Section 11.6.1.1. Occupancy Category I, II, or III structures located where the mapped spectral response acceleration parameter at 1-s period, S1, is greater than or equal to 0.75 shall be assigned to Seismic Design Category E. Occupancy Category IV structures located where the mapped spectral response acceleration parameter at 1- s period, S1, is greater than or equal to 0.75 shall be assigned to Seismic Design Category F.

A19

TABLE 12.2-1 DESIGN COEFFICIENTS AND FACTORS FOR SEISMIC FORCE–RESISTING SYSTEMS a Response modification coefficient, R, for use throughout the standard. Note R reduces forces to a strength level, not an allowable stress level. bReflection amplification factor, Cd , for use in Sections 12.8.6, 12.8.7, and 12.9.2 cNL = Not Limited and NP = Not Permitted. For metric units use 30.5 m for 100 ft and use 48.8 m for 160 ft. Heights are measured from the base of the structure as defined in Section 11.2. dSee Section 12.2.5.4 for a description of building systems limited to buildings with a height of 240 ft (73.2 m) or less. eSee Section 12.2.5.4 for building systems limited to buildings with a height of 160 ft (48.8 m) or less. f Ordinary moment frame is permitted to be used in lieu of intermediate moment frame for Seismic Design Categories B or C. gThe tabulated value of the overstrength factor, _0, is permitted to be reduced by subtracting one-half for structures with flexible diaphragms, but shall not be taken as less than 2.0 for any structure. hSee Sections 12.2.5.6 and 12.2.5.7 for limitations for steel OMFs and IMFs in structures assigned to Seismic Design Category D or E. i See Sections 12.2.5.8 and 12.2.5.9 for limitations for steel OMFs and IMFs in structures assigned to Seismic Design Category F. j Steel ordinary concentrically braced frames are permitted in single-story buildings up to a height of 60 ft (18.3 m) where the dead load of the roof does not exceed 20 psf (0.96 kN/m2) and in penthouse structures. k Increase in height to 45 ft (13.7 m) is permitted for single story storage warehouse facilities

A20

Value of approximate period parameters Ct and x per ASCE T-12.8-2 Ct value can be override,to reset type =H19 in Cel B20

C20

x value can be override, to reset type =H20 in cell D20

D23

TL = long-period transition period determined in Section 11.4.5 TL = long-period transition period (s) shown in Fig. 22-15 (Conterminous United States), Fig. 22-16 (Region 1), Fig. 22-17 (Alaska), Fig. 22-18 (Hawaii), Fig. 22-19 (Puerto Rico, Culebra, Vieques, St. Thomas, St. John, and St. Croix), and Fig. 22-20 (Guam and Tutuila).

A24

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 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 from Eq. 12.8-7. 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

A25

Where S1 is less than 0.75, the Seismic Design Category is permitted to be determined from Table 11.6-1 alone where all of the following apply: 1. In each of the two orthogonal directions, the approximate fundamental period of the structure, Ta, determined in accordance with Section 12.8.2.1 is less than 0.8Ts , where Ts is determined in accordance with Section 11.4.5. 2. In each of two orthogonal directions, the fundamental period of the structure used to calculate the story drift is less than Ts. 3. Eq. 12.8-2 is used to determine the seismic response coefficient Cs . 4. The diaphragms are rigid as defined in Section 12.3.1 or for diaphragms that are flexible, the distance between vertical elements of the seismic force-resisting system does not exceed 40 ft. Where the alternate simplified design procedure of Section 12.14 is used, the Seismic Design Category is permitted to be determined from Table 11.6-1 alone, using the value of SDS determined in Section 12.14.8.1.

A26

12.8.1.3 Maximum Ss Value in Determination of Cs . For regular structures five stories or less in height and having a period, T, of 0.5 s or less, Cs is permitted to be calculated using a value of 1.5 for SS

A30

Click here to reset default R and W value. Or enter =i2 for R and =i5 for W

A44

12.14.1.1 Simplified Design Procedure. The procedures of this section are permitted to be used in lieu of other analytical procedures in Chapter 12 for the analysis and design of simple buildings with bearing wall or building frame systems, subject to all of the limitations listed in this Section 12.14.1.1. Where these procedures are used, the seismic design category shall be determined from Table 11.6-1 using the value of SDS from Section 12.14.8.1. The simplified design procedure is permitted to be used if the following limitations are met: 1. The structure shall qualify for Occupancy Category I or II in accordance with Table 1-1. 2. The site class, defined in Chapter 20, shall not be class E or F. 3. The structure shall not exceed three stories in height above grade. 4. The seismic-force resisting system shall be either a bearing wall system or building frame system, as indicated in Table 12.14-1. 5. The structure shall have at least two lines of lateral resistance in each of two major axis directions. 6. At least one line of resistance shall be provided on each side of the center of mass in each direction. 7. For structures with flexible diaphragms, overhangs beyond the outside line of shear walls or braced frames shall satisfy the following: a ≤ d/5 (12.14-1)

E45

a Response modification coefficient, R, for use throughout the standard. b P = permitted; NP = not permitted. c Light-framed walls with shear panels of all other materials not permitted in Seismic Design Category E. d Light-framed walls with shear panels of all other materials permitted up to 35 ft in height in Seismic Design Category D and not permitted in Seismic Design Category E.

A49

13.3.1 Seismic Design Force. The horizontal seismic design force (Fp) shall be applied at the component’s center of gravity and distributed relative to the component’s mass distribution and shall be determined in accordance with Eq. 13.3-1

A58

12.11.1 Design for Out-of-Plane Forces. Structural walls and their anchorage shall be designed for a force normal to the surface equal to 0.4SDS I times the weight of the structural wall with a minimum force of 10 percent of the weight of the structural wall. Interconnection of structural wall elements and connections to supporting framing systems shall have sufficient ductility, rotational capacity, or sufficient strength to resist shrinkage, thermal changes, and differential foundation settlement when combined with seismic forces

A61

12.11.2 Anchorage of Concrete or Masonry Structural Walls. The anchorage of concrete or masonry structural walls to supporting construction shall provide a direct connection capable of resisting the greater of the following: a. The force set forth in Section 12.11.1 b. A force of 400SDS I lb/ linear ft (5.84SDS I kN/m) of wall c. 280 lb/linear ft (4.09 kN/m) of wall 12.11.2.1 Anchorage of Concrete or Masonry Structural Walls to Flexible Diaphragms. In addition to the requirements set forth in Section 12.11.2, anchorage of concrete or masonry structural walls to flexible diaphragms in structures assigned to Seismic Design Category C, D, E, or F shall have the strength to develop the out-of-plane force given by Eq. 12.11-1 Fp = 0.8SDSIWp (12.11.1)

ASCE 7-05 (IBC 2006) WIND: BUILDING DATA:Basic wind speed (3 sec gust) = 90 MPH

Exposure

Roof Pitch = 4.00 :12Mean Roof Height h = 25 ft

1.00 T-6-1

6.4 METHOD 1- SIMPLIFIED PROCEDURE (LOW-RISE, 60 FT)1.00 Fig 6-2

-10.70G -7.97H -10.70G -6.80H

-15.40E -10.51F -15.40E -8.80F

-2.73D

-4.92B θ= 18.4

11.52C 8.50C H =27.4

17.27A All forces shown in psf 22.583333 12.80A

29 49

TRANSVERSE ELEV. LONGITUDINAL ELEV.

12.80A 2a= 6.0ft 10 % of least dimension= 2.9 ft

13.53 kips 40 % of the eave height = 9.0 ft

29 ft 6.77 k10.1psf

4 % of least dimension or 3 ft= 3.0 ft

8.50C9.3 psf

therefore a = 3.0 ft49 ft

(6-1)

All forces shown in psf 6.0ft 1.00 6.5.7

12.8 Fig 6-2

11.52C 17.27A Height Adjustment factor λ = 1.00 Fig 6-2

PLAN VIEW Importance factor Iw = 1.00 6.2

FIGURE 6.2, Main Wind Force System 12.80psf

MWFRS

Horizontal Loads Vertical LoadsLoad Roof End Zone Interior zone End Zone Interior zone Overhang

Direction Angle Wall (A) Roof (B) Wall (C ) Roof (D) WW (E) LW (F) WW (G) LW (H)Transverse 18.4 17.27 -4.92 11.52 -2.73 -15.40 -10.51 -10.70 -7.97 -21.60 -16.90Longitudinal All 12.8 -6.7 8.5 -4 -15.4 -8.8 -10.7 -6.8 -21.6 -16.9* If roof pressure under horizontal loads is less than zero, use zero

Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively.

FIGURE 6-3, COMPONENT AND CLADDINGRoof effective area = 30 18.4 Effective Area for wall element = 20 Sq. ft

Interior Zone 1 = 9.45 -12.87 psf Wall, Interior Zone 4 = 13.90 -15.10 psfEnd Zone 2 = 9.45 -17.98 psf End Zone 5 = 13.90 -18.20 psf

Conner Zone 3 = 9.45 -23.90 psfRoof Overhang effective area = 6 sq. ft

Interior Zone 2 = -26.13 psfEnd Zone 3 = -36.71 psf

IBC 1605.2.1(LRFD) U = 0.9D + 1.6WIBC 1605.3.1(ASD), U = 06D + W, increase in allowable shall not be used.IBC 1605.3.2(ASD), U = D + 1.3 W, allowable stress are permit to be increased.

Importance factor Iw =

Height Adjustment factor λ =

Example: ps = λ KztIps30

Kzt =

horizontal load at end zone ps30 =

EOH GOH

For the design of the longitudinal MWFRS use Ө = 0°, and locate the zone E/F, G/H boundary at the mid-length of the building

sq. ft, q=

= =

X

X

E5

6.2 MEAN ROOF HEIGHT, h: The average of the roof eave height and the height to the highest point on the roof surface, except that, for roof angles of less than or equal to 10◦, the mean roof height shall be the roof heave height

A7

BUILDING, LOW-RISE: Enclosed or partially enclosed buildings that comply with the following conditions: 1. Mean roof height h less than or equal to 60 ft . 2. Mean roof height h does not exceed least horizontal dimension 6.4 METHOD 1—SIMPLIFIED PROCEDURE 6.4.1 Scope. A building whose design wind loads are determined in accordance with this section shall meet all the conditions of 6.4.1.1 or 6.4.1.2. If a building qualifies only under 6.4.1.2 for design of its components and cladding, then its MWFRS shall be designed by Method 2 or Method 3. 6.4.1.1 MainWind-Force Resisting Systems. For the design of MWFRSs the building must meet all of the following conditions: 1. The building is a simple diaphragm building as defined in Section 6.2. 2. The building is a low-rise building as defined in Section 6.2. 3. The building is enclosed as defined in Section 6.2 and conforms to the wind-borne debris provisions of Section 6.5.9.3. 4. The building is a regular-shaped building or structure as defined in Section 6.2. 5. The building is not classified as a flexible building as defined in Section 6.2. 6. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability due to galloping or flutter; and does not have a site location for which channeling effects or buffeting in the wake of upwind obstructions warrant special consideration. 7. The building has an approximately symmetrical cross section in each direction with either a flat roof or a gable or hip roof with θ ≤ 45◦. 8. The building is exempted from torsional load cases as indicated in Note 5 of Fig. 6-10, or the torsional load cases defined in Note 5 do not control the design of any of the MWFRSs of the building.

D29

Figure 1609.6.2.1 a= 10 percent of the least horizontal dimension or 40 percent of the eave height, whichever is less but not less than either 4 percent of the least horizontal dimension or 3 feet

F31

6.4.2.1.1 Minimum Pressures. The load effects of the design wind pressures from Section 6.4.2.1 shall not be less than the minimum load case from Section 6.1.4.1 assuming the pressures, ps , for zones A, B, C, and D all equal to +10 psf, while assuming zones E, F, G, and H all equal to 0 psf

A40

6.4.1.1 Main Wind-Force Resisting Systems. For the design of MWFRSs the building must meet all of the following conditions: 1. The building is a simple diaphragm building as defined in Section 6.2. 2. The building is a low-rise building as defined in Section 6.2. 3. The building is enclosed as defined in Section 6.2 and conforms to the wind-borne debris provisions of Section 6.5.9.3. 4. The building is a regular-shaped building or structure as defined in Section 6.2. 5. The building is not classified as a flexible building as defined in Section 6.2. 6. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability due to galloping or flutter; and does not have a site location for which channeling effects or buffeting in the wake of upwind obstructions warrant special consideration. 7. The building has an approximately symmetrical cross section in each direction with either a flat roof or a gable or hip roof with θ ≤ 45◦. 8. The building is exempted from torsional load cases as indicated in Note 5 of Fig. 6-10, or the torsional load cases defined in Note 5 do not control the design of any of the MWFRSs of the building

E41

6.4.2.1.1 Minimum Pressures. The load effects of the design wind pressures from Section 6.4.2.1 shall not be less than the minimum load case from Section 6.1.4.1 assuming the pressures, ps , for zones A, B, C, and D all equal to +10 psf, while assuming zones E, F, G, and H all equal to 0 psf

A50

6.4.1.2 Components and Cladding. For the design of components and cladding the building must meet all the following conditions: 1. The mean roof height h must be less than or equal to 60 ft (h ≤ 60 ft). 2. The building is enclosed as defined in Section 6.2 and conforms to the wind-borne debris provisions of Section 6.5.9.3. 3. The building is a regular-shaped building or structure as defined in Section 6.2. 4. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability due to galloping or flutter; and does not have a site location for which channeling effects or buffeting in the wake of upwind obstructions warrant special consideration. 5. The building has either a flat roof, a gable roof with θ ≤ 45◦, or a hip roof with θ ≤ 27

L51

6.2 EFFECTIVE WIND AREA, A: The area used to determine GCp. For component and cladding elements, the effective wind area in Figs. 6-11 through 6-17 and Fig. 6-19 is the span length multiplied by an effective width that need not be less than one third the span length. For cladding fasteners, the effective wind area shall not be greater than the area that is tributary to an individual fastener

ASCE7-05, 6.5.7 Topographic Effectsx = 50

H = 80

= H/2

320Height above local ground z = 45 ft

Hill Shape

Direction

Exposure BHeight of hill, H= 80 ft ###

320 ft 2-dimensional ridge

0.25 2-dimensional escarpments

0.25 3-dimentional axisym

Distance from the crest to the building, x = 50 ft 0.16 Check limit

0.95 0.24

320

µ = 1.5 < 60, Topographic Effects shall not be included

0.90 < 15, Topographic Effects shall not be included

γ = 4 < 0.2, Topographic Effects shall not be included

0.57

(6-3)

1.26

Lh =

Distance upwind of crest to where the difference in ground elevation is half the

height of hill, Lh =

H/Ln =

calculate K1 by using H/Ln =

x/Lh =

Figure 6-4, K1/(H/Lh) = K1 =

calculate K2, K3 by using Ln =

K2 = 1 - x/µLh

K2 =

K3 = e-γz/Lh

K3 =

Kzt = [1 +K1K2K3]2

Kzt = Back to Wind load

A1

6.5.7.1 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 (100 H)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. 6-2 in the upper one-half of a hill or ridge or near the crest of an escarpment; 4. H/Lh ≥ 0.2; and 5. H is greater than or equal to 15 ft (4.5 m) for Exposures C and D and 60 ft (18 m) for Exposures A and B

6.5.14 Design Wind Load on Solid Freestanding Walls and Solid Signs Per ASCE 7-05

F = (6-27) B =20.00

(6-15)

Exposure 1.4

1.00 (6.5.7.2) s = 10.00

0.85 (6.5.4.4) 0 to s s to 2sWind Speed V= 90

Impotance factor I= 0.87 (6.5.5), T-6-1

15.33

0.85 (6.5.8) 0.00 ft 1.00 ft Balance

B/s= 2.00 Cf =1.40

s/h = 1.00

1.40 Fig 6-20

Since B/s ≥ 2 Case C must also be considered

Total # of Segment with width = s Vert. location of resultant force 0.00 ft 1.50 ft= 2 5.5 ft from grade

Balance, see Fig 6-20 = 0.00 ft Total h =10.00

0 to s, = 2.25 s to 2s, = 1.50

0.00 ft 2.00 ft

Case C, Multiples factor (if applicable)

0.0 ft Free Standing Wall, Case B= 10.40PSFwhen s/h > 0.8, (1.8-s/h) = 0.80 Free Standing Wall, Case C= 11.14PSF

for Lr/s = 0.00, = 1.00 1 0.9%openning = 0.0%

Reduction factor = 1.00d = 6.77 ft

Method A & B

Sign h F (lbs) M (ft-lbs)10.00 200.0 1.40 0.57 8.7 2080.2 11441.4

Pole 0.00 0.0 1.2 0.57 8.7 0.0 0.00.00 0.0 1.2 0.57 8.7 0.0 0.0 3.00ft0.00 0.0 1.2 0.57 8.7 0.0 0.0

Total 2,080.2 11,441.4H = 5.50 ft

Method C

Sign h F (lbs) M (ft-lbs) PSFBalance, see Fig 6-20 = 10.00 0.00 1.40 0.57 8.7 0.0 0.0

0 to s, = 10.00 100.00 2.25 0.57 8.7 1337.3 6686.5 13.37 s to 2s, = 10.00 100.00 1.50 0.57 8.7 891.5 4457.7 8.92

0.57 8.7 0.0 0.00.57 8.7 0.0 0.00.57 8.7 0.0 0.00.57 8.7 0.0 0.00.57 8.7 0.0 0.0

Pole 0.00 0.0 1.2 0.57 8.7 0.0 0.00.00 0.0 1.2 0.57 8.7 0.0 0.00.00 0.0 1.2 0.57 8.7 0.0 0.0

Total 2,228.8 11,144.2H = 5.00ft

IBC 1805.7: Design Employing Lateral Load Bearing

Total Lateral Load, P = 2080.2 lbsDist from ground to point of P, H = 5.50 ft*Allowable lateral soil-bearing, S = 100.00 lbs/sq ft/ft

Allowable Increase = 2 x 100.00 lbs/sq ft/ftDia of footing or diagonal of sq. footing, b = 3.00 ft

Constrained at ground = NoS1 = 866 lbs/sq ft ≤ 15 x 100 O.K.

= 2.34P/S1 bd = 0.5A[1+(1+(4.36h/A))½]

d = 6.77 ft

qh G Cf As

qz= .00256 Kz Kzt Kd V2 I

Exposure coefficient Kz =

Topography factor Kzt =

Directionality factor Kd =

qz= Kz

Gust Effect factor G = L1 = D1 =

Case A & B, Cf =

L2 = D2 =

Case C, Cf for Region

L3 = D3 =

Horizontal dim of return corner Lr =

area As Cf Kz qh

area As Cf Kz qh

B10

ASCE 7-98, Sec. 6.5.8.1 If the building is flexible (fundamental frequency is less than 1 Hz or foundamental period more than 1 sec. ), G shall be calculated by formula Eq. 6-6.

B60

1804.3.1 Increases in allowable lateral sliding resistance. The resistance values derived from the table are permitted to be increased by the tabular value for each additional foot of depth to a maximum of 15 times the tabular value. Isolated poles for uses such as flagpoles or signs and poles used to support buildings that are not adversely affected by a 1/2 inch motion at the ground surface due to short-term lateral loads are permitted to be designed using lateral-bearing values equal to two times the tabular values.

Design Requirement by Category Category A Category B Category C Category D Category E Category FFor: 8. Ordinary reinforced concrete shear walls, see 14.2

Limit Building Height Table-12.2-1 NL NL NL NP NP NP

Seismic load effect E, 12.425 % Increase in Force for Connection

Horizontal Irregular 1a,1b,2,3 or 4 1a,1b,2,3 or 4 1a,1b,2,3 or 4

Vertical Irregular 4 4 4

Anchorage of concrete or masonry walls

Flexible

1 1 1 1.3 1.3 1.3

minCollector element & connection, 12.10.2

Light frameStructural Walls and Their Anchorage, 12.11.1

min 0.1Ww

Element Supporting discontinuous Wall and Frame, 12.3.3.3Horizontal Irregular Not Permit na na na na 1b 1bVertical Irregular Not Permit, 12.3.3.1 na na na 5b 1b, 5a or 5b 1b, 5a or 5bExtrem Weak Stories 12.3.3.2 5b not over 2-story 5b not over 2-story 5b not over 2-storyBuilding Separations, 12.12.3 y y y y y yConcrete

Seismic-force-resisting systems IBC 1908.1 IBC 1908.1.4 IBC 19081.4 IBC 1908.1.4 IBC 1908.1.4

Discontinuous members. IBC 1908.1.12 IBC 1908.1.12 IBC 1908.1.12 IBC 1908.1.12

Plain IBC 1910.4.4 IBC 1910.4.4 IBC 1910.4.4 IBC 1910.4.4

n/a n/a n/a IBC 1910.5.2 IBC 1910.5.2 IBC 1910.5.2

Slab on Grade IBC1911.1 IBC1911.1 IBC1911.1 IBC1911.1 IBC1911.1Masonry IBC 2106.3 IBC 2106.4 IBC 2106.5 IBC 2106.6 IBC 2106.6

Seismic Design Requirement MSJC 1.14.3 MSJC 1.14.4 MSJC 1.15.5 MSJC 1.14.6 MSJC 1.14.7 MSJC 1.14.7

Wall not part of the lateral-force-resisting system IBC 2106.3.1 IBC 2106.3.1 IBC 2106.3.1 IBC 2106.3.1 IBC 2106.3.1

IBC 2106.4.1 IBC 2106.4.1 IBC 2106.4.1 IBC 2106.4.1

1.5 times the forces IBC 2106.5.1 IBC 2106.5.1 IBC 2106.5.1

Steel, AISC 341Structural steel IBC 2205.2.1 IBC 2205.2.1 IBC 2205.2.1 IBC 2205.2.2 IBC 2205.2.2 IBC 2205.2.2Composite IBC 2205.3 IBC 2205.3.1 IBC 2205.3.1 IBC 2205.3.1Light frame IBC 2210.5 IBC 2210.5 IBC 2210.5 IBC 2210.5 IBC 2210.5 IBC 2210.5WoodGeneral IBC 2305 IBC2305 IBC2305 IBC2305 IBC2305 IBC2305Shear wall 2305

Structural wood panel, h/d ratio, 2305.3.3 2:1 2:1 2:1

Gypsum Board & Stucco NP NP

Particleboard NP NP NP

Fiberboard NP NP NP

Shear panel connections (2305.1.4) NA NA NA IBC 2305.1.4 IBC 2305.1.4 IBC 2305.1.4

Sill Plate IBC 2305.3.11 IBC 2305.3.11 IBC 2305.3.11

MSJC = Masonry Standards Joint Committee (ACI 530.1-05/ASCE 6-05/TMS 602-05)

QE ± 0.2DDSD QE ± 0.2DDSD QE ± 0.2DDSD rQE ± 0.2SDSD rQE ± 0.2SDSD rQE ± 0.2SDSD

0.40SDSIWw 0.40SDSIWw 0.40SDSIWw 0.40SDSIWw 0.40SDSIWw 0.40SDSIWw

400SDSI 400SDSI 400SDSI 400SDSI 400SDSI 400SDSI

0.8SDSIE(Ww) 0.8SDSIE(Ww) 0.8SDSIE(Ww) 0.8SDSIE(Ww) 0.8SDSIE(Ww)

Redundancy, rDiaphragm, 12.10 max 0.4SDSIwpx 0.4SDSIwpx 0.4SDSIwpx 0.4SDSIwpx 0.4SDSIwpx 0.4SDSIwpx

0.2SDSIwpx 0.2SDSIwpx 0.2SDSIwpx 0.2SDSIwpx 0.2SDSIwpx 0.2SDSIwpx

QE QE Em=WQE ± 0.2SDSD Em =WQE ± 0.2SDSD Em=WQE ± 0.2SDSD Em=WQE ± 0.2SDSD

QE QE rQE rQE rQE rQE

.40IESDSWw .40IESDSWw .40IESDSWw .40ISDSWw .40IESDSWw .40IESDSWw

0.1Ww 0.1Ww 0.1Ww 0.1Ww 0.1Ww

Em=WQE ± 0.2SDSD Em=WQE ± 0.2SDSD Em =WQE ± 0.2SDSD Em=WQE ± 0.2SDSD Em=WQE ± 0.2SDSD

Frame members not proportioned to resist forces induced by earthquake motions.

Design of discontinuous members that are part of the lateral-force-resisting system

31/2:1 31/2:1 31/2:1

11/2:1 11/2:1 11/2:1 11/2:1

31/2:1 31/2:1 31/2:1

11/2:1 11/2:1 11/2:1

A5

12.4.1 Applicability. All members of the structure, including those not part of the seismic force–resisting system, shall be designed using the seismic load effects of Section 12.4 unless otherwise exempted by this standard. Seismic load effects are the axial, shear, and flexural member forces resulting from application of horizontal and vertical seismic forces as set forth in Section 12.4.2. Where specifically required, seismic load effects shall be modified to account for system overstrength, as set forth in Section 12.4.3.

A6

12.3.3.4 Increase in Forces Due to Irregularities for Seismic Design Categories D through F. For structures assigned to Seismic Design Category D, E, or F and having a horizontal structural irregularity of Type 1a, 1b, 2, 3, or 4 in Table 12.3-1 or a vertical structural irregularity of Type 4 in Table 12.3-2, the design forces determined from Section 12.8.1 shall be increased 25 percent for connections of diaphragms to vertical elements and to collectors and for connections of collectors to the vertical elements. Collectors and their connections also shall be designed for these increased forces unless they are designed for the load combinations with overstrength factor of Section 12.4.3.2, in accordance with Section 12.10.2.1. .

A9

12.11.1 Design for Out-of-Plane Forces. Structural walls and their anchorage shall be designed for a force normal to the surface equal to 0.4SDS I times the weight of the structural wall with a minimum force of 10 percent of the weight of the structural wall. Interconnection of structural wall elements and connections to supporting framing systems shall have sufficient ductility, rotational capacity, or sufficient strength to resist shrinkage, thermal changes, and differential foundation settlement when combined with seismic forces. 12.11.2 Anchorage of Concrete or Masonry Structural Walls. The anchorage of concrete or masonry structural walls to supporting construction shall provide a direct connection capable of resisting the greater of the following: a. The force set forth in Section 12.11.1 b. A force of 400SDS I lb/ linear ft (5.84SDS I kN/m) of wall c. 280 lb/linear ft (4.09 kN/m) of wall 12.11.2.1 Anchorage of Concrete or Masonry Structural Walls to Flexible Diaphragms. In addition to the requirements set forth in Section 12.11.2, anchorage of concrete or masonry structural walls to flexible diaphragms in structures assigned to Seismic Design Category C, D, E, or F shall have the strength to develop the out-of-plane force given by Eq. 12.11-1:

A12

12.3.4.2 Redundancy Factor, ρ, for Seismic Design Categories Dthrough F. For structures assigned to Seismic Design Category D, E, or F, ρ shall equal 1.3 unless one of the following two conditions is met, whereby ρ is permitted to be taken as 1.0: a. Each story resisting more than 35 percent of the base shear in the direction of interest shall comply with Table 12.3-3. b. Structures that are regular in plan at all levels provided that the seismic force–resisting systems consist of at least two bays of seismic force–resisting perimeter framing on each side of the structure in each orthogonal direction at each story resisting more than 35 percent of the base shear. The number of bays for a shear wall shall be calculated as the length of shear wall divided by the story height or two times the length of shear wall divided by the story height for light framed construction. .

A13

The force determined from Eq. 12.10-1 need not exceed 0.4SDS Iwpx, but shall not be less than 0.2SDS Iwpx . Where the diaphragm is required to transfer design seismic force from the vertical resisting elements above the diaphragm to other vertical resisting elements below the diaphragm due to offsets in the placement of the elements or to changes in relative lateral stiffness in the vertical elements, these forces shall be added to those determined from Eq. 12.10-1. The redundancy factor, ρ, applies to the design of diaphragms in structures assigned to Seismic Design Category D, E, or F. For inertial forces calculated in accordance with Eq. 12.10-1, the redundancy factor shall equal 1.0. For transfer forces, the redundancy factor, ρ, shall be the same as that used for the structure. For structures having horizontal or vertical structural irregularities of the types indicated in Section 12.3.3.4, the requirements of that section shall also apply

A15

12.10.2 Collector Elements. Collector elements shall be provided that are capable of transferring the seismic forces originating in other portions of the structure to the element providing the resistance to those forces. 12.10.2.1 Collector Elements Requiring Load Combinations with Overstrength Factor for Seismic Design Categories C through F. In structures assigned to Seismic Design Category C, D, E, or F, collector elements (see Fig. 12.10-1), splices, and their connections to resisting elements shall resist the load combinations with over-strength of Section 12.4.3.2. EXCEPTION: In structures or portions thereof braced entirely by light frame shear walls, collector elements, splices, and connections to resisting elements need only be designed to resist forces in accordance with Section 12.10.1.1

D15

9.5.2.6.3.1 Collector elements. Collector elements shall be provided that are capable of transferring the seismic forces originating in other portions of the structure to the element providing the resistance to those forces. Collector elements, splices and their connections to resisting elements shall have the design strength to resist the special load combinations of Section 9.5.2.7.1 Exception: In structures or portions thereof braced entirely by light-framed shear walls, collector elements, splices and connections to resisting elements need only. have the strength to resist the load combinations of Section 9.5.2.5.4.

H16

1605.4 Special Seismic Load Combination 1.2D + f1L + Em (16-19) 0.9D + Em (16-20)

A18

12.11.1 Design for Out-of-Plane Forces. Structural walls and their anchorage shall be designed for a force normal to the surface equal to 0.4SDS I times the weight of the structural wall with a minimum force of 10 percent of the weight of the structural wall. Interconnection of structural wall elements and connections to supporting framing systems shall have sufficient ductility, rotational capacity, or sufficient strength to resist shrinkage, thermal changes, and differential foundation settlement when combined with seismic forces

A21

12.3.3.3 Elements Supporting Discontinuous Walls or Frames. Columns, beams, trusses, or slabs supporting discontinuous walls or frames of structures having horizontal irregularity Type 4 of Table 12.3-1 or vertical irregularity Type 4 of Table 12.3-2 shall have the design strength to resist the maximum axial force that can develop in accordance with the load combinations with overstrength factor of Section 12.4.3.2. The connections of such discontinuous elements to the supporting members shall be adequate to transmit the forces for which the discontinuous elements were required to be designed

H21

1605.4 Special Seismic Load Combination 1.2D + f1L + Em (16-19) 0.9D + Em (16-20)

A23

12.3.3.1 Prohibited Horizontal and Vertical Irregularities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category E or F having horizontal irregularity Type 1b of Table 12.3-1 or vertical irregularities Type 1b, 5a, or 5b of Table 12.3-2 shall not be permitted. Structures assigned to Seismic Design Category D having vertical irregularity Type 5b of Table 12.3-2 shall not be permitted

A26

12.12.3 Building Separation. All portions of the structure shall be designed and constructed to act as an integral unit in resisting seismic forces unless separated structurally by a distance sufficient to avoid damaging contact under total deflection (δx) as determined in Section 12.8.6

F27

1910.5 Seismic Design Category D, E or F. Structures assigned to Seismic Design Category D, E or F, as determined in Section 1616, shall conform to the requirements for Seismic Design Category C and to the additional requirements of this section.

C28

1908.1.1 In structures assigned to Seismic Design Category B. beam in ordinary moment frames forming part of the seismic-force-resisting system, at least two main flexural reinforcing bars shall be provided continuously top and bottom throughout the beams, through or developed with in exterior columns or boundary elements. 1908.1.2 Columns of ordinary moment frames having a clear height to maximum plan dimension ratio of five or less shall be designed for shear in accordance with Section 21.12.3 of ACI 318.

D28

1910.4.1 Seismic-force-resisting systems. Moment frames used to resist seismic forces shall be intermediate moment frames or special moment frames. Shear walls used to resist seismic forces shall be ordinary reinforced concrete shear walls or special reinforced concrete shear walls. Ordinary reinforced concrete shear walls constructed of precast concrete elements shall comply with the additional requirements of Section 21.13 of ACI 318 for intermediate precast concrete structural walls, as modified by Section 1908.1.9.

F28

1910.5.1 Seismic-force-resisting systems. Moment frames used to resist seismic forces shall be special moment frames. Shear walls used to resist seismic forces shall be special reinforced concrete shear walls.

D29

1910.4.2 Discontinuous members. Columns supporting reactions from discontinuous stiff members, such as walls, shall be designed for the special load combinations in Section 1605.4 and shall be provided with transverse reinforcement at the spacing, so , as defined in Section 21.12.5.2 of ACI 318 over their full height beneath the level at which the discontinuity occurs. This transverse reinforcement shall be extended above and below the column as required in Section 21.4.4.5 of ACI 318

F31

1910.5.2 Frame members not proportioned to resist forces induced by earthquake motions. Frame components assumed not to contribute to lateral force resistance shall conform to ACI 318, Section 21.11, as modified by Section 1908.1.6 of this chapter

C32

1911.1 General. The thickness of concrete floor slabs sup-ported directly on the ground shall not be less than 3 1 /2 inches (89 mm). A6-mil (0.006 inch; 152 mm) polyethylene vapor retarder with joints lapped not less than 6 inches (152 mm) shall be placed between the base course or subgrade and the concrete floor slab, or other approved equivalent methods or materials shall be used to retard vapor transmission through the floor slab.. Exception: A vapor retarder is not required: 1. For detached structures accessory to occupancies in Group R-3 as applicable in Section 101.2, such as garages, utility buildings or other unheated facilities. 2. For unheated storage rooms having an area of less than 70 square feet (6.5 m 2 ) and carports attached to occupancies in Group R-3 as applicable in Section 101.2. 3. For buildings of other occupancies where migration of moisture through the slab from below will not be detrimental to the intended occupancy of the building. 4. For driveways, walks, patios and other flatwork which will not be enclosed at a later date. 5. Where approved based on local site conditions

D32

1911.1 General. The thickness of concrete floor slabs sup-ported directly on the ground shall not be less than 3 1 /2 inches (89 mm). A6-mil (0.006 inch; 152 mm) polyethylene vapor retarder with joints lapped not less than 6 inches (152 mm) shall be placed between the base course or subgrade and the concrete floor slab, or other approved equivalent methods or materials shall be used to retard vapor transmission through the floor slab.. Exception: A vapor retarder is not required: 1. For detached structures accessory to occupancies in Group R-3 as applicable in Section 101.2, such as garages, utility buildings or other unheated facilities. 2. For unheated storage rooms having an area of less than 70 square feet (6.5 m 2 ) and carports attached to occupancies in Group R-3 as applicable in Section 101.2. 3. For buildings of other occupancies where migration of moisture through the slab from below will not be detrimental to the intended occupancy of the building. 4. For driveways, walks, patios and other flatwork which will not be enclosed at a later date. 5. Where approved based on local site conditions

A33

2106.1 Seismic design requirements for masonry. Masonry structures and components shall comply with the requirements in Section 1.13.2.2 of ACI 530/ASCE 5/TMS 402 and Section. 1.13.3, 1.13.4, 1.13.5, 1.13.6 or 1.13.7 of ACI 530/ASCE 5/TMS 402 depending on the structure’s seismic design category as determined in Section 1616.3. All masonry walls, unless isolated on three edges from in-plane motion of the basic structural systems, shall be considered to be part of the seismic- force-resisting system. In addition, the following requirements shall be met

C35

2106.3.1 Masonry walls not part of the lateral-force resisting system. Masonry partition walls, masonry screen walls and other masonry elements that are not designed to resist vertical or lateral loads, other than those induced by their own mass, shall be isolated from the structure so that the vertical and lateral forces are not imparted to these elements. Isolation joints and connectors between these elements and the structure shall be designed to accommodate the design story drift

D35

2106.3.1 Masonry walls not part of the lateral-force resisting system. Masonry partition walls, masonry screen walls and other masonry elements that are not designed to resist vertical or lateral loads, other than those induced by their own mass, shall be isolated from the structure so that the vertical and lateral forces are not imparted to these elements. Isolation joints and connectors between these elements and the structure shall be designed to accommodate the design story drift

D36

2106.4.1 Design of discontinuous members that are part of the lateral-force-resisting system. Columns and pilasters that are part of the lateral-force-resisting system and that support reactions from discontinuous stiff members such as walls shall be provided with transverse reinforcement spaced at no more than one-fourth of the least nominal dimension of the column or pilaster. The minimum trans-verse reinforcement ratio shall be 0.0015. Beams supporting reactions from discontinuous walls or frames shall be provided with transverse reinforcement spaced at no more than one-half of the nominal depth of the beam. The mini-mum transverse reinforcement ratio shall be 0.0015

F37

2106.5.1 Loads for shear walls designed by the working stress design method. When calculating shear or diagonal tension stresses by the working stress design method, shear walls that resist seismic forces shall be designed to resist 1.5 times the forces required by Chapter 16. The 1.5 multiplier need not be applied to the overturning moment

B39

2205.2.1 Seismic Design Category A, B or C. Structural steel structures assigned to Seismic Design Category A, B or C shall be of any construction permitted in Section 2205. An R factor as set forth in Section 12.2.1 of ASCE 7 for the appropriate steel system is permitted where the structure is designed and detailed in accordance with the provisions of AISC 341, Part I. Systems not detailed in accordance with the above shall use the R factor in Section 12.2.1 of ASCE 7 designated for “structural steel systems not specifically detailed for seismic resistance.”

F39

2205.2.2 Seismic Design Category D, E or F. Structural steel structures assigned to Seismic Design Category D, E or F shall be designed and detailed in accordance with AISC 341, Part I

D40

2205.3 Seismic requirements for composite construction. The design, construction and quality of composite steel and concrete components that resist seismic forces shall conform to the requirements of the AISC 360 and ACI 318. An R factor as set forth in Section 12.2.1 of ASCE 7 for the appropriate composite steel and concrete system is permitted where the structure is designed and detailed in accordance with the provisions of AISC 341, Part II. In Seismic Design Category B or above, the design of such systems shall conform to the requirements of AISC 341, Part II

F40

2205.3.1 Seismic Design Categories D, E and F. Composite structures are permitted in Seismic Design Categories D, E and F, subject to the limitations in Section 12.2.1 of ASCE 7, where substantiating evidence is provided to demonstrate that the proposed system will perform as intended by AISC 341, Part II. The substantiating evidence shall be subject to building official approval. Where composite elements or connections are required to sustain inelastic deformations, the substantiating evidence shall be based on cyclic testing.

B41

2210.5 Lateral design. The design of light-framed cold-formed steelwalls and diaphragms to resist wind and seismic loads shall be in accordance with AISI-Lateral.

B43

2305.1 General. Structures using wood shear walls and diaphragms to resist wind, seismic and other lateral loads shall be designed and constructed in accordance with the provisions of this section. Alternatively, compliance with the AF&PA SDPWS shall be permitted subject to the limitations therein and the limitations of this code. 2305.1.1 Shear resistance based on principles of mechanics. Shear resistance of diaphragms and shear walls are permitted to be calculated by principles of mechanics using values of fastener strength and sheathing shear resistance. 2305.1.2 Framing. Boundary elements shall be provided to transmit tension and compression forces. Perimeter members at openings shall be provided and shall be detailed to distribute the shearing stresses. Diaphragm and shear wall sheathing shall not be used to splice boundary elements. Diaphragm chords and collectors shall be placed in, or tangent to, the plane of the diaphragm framing unless it can be demonstrated that the moments, shears and deformations, considering eccentricities resulting from other configurations can be tolerated without exceeding the adjusted resistance and drift limits.

A44

2305.3.1 General.Wood shear walls are permitted to resist horizontal forces in vertical distributing or resisting elements, provided the deflection in the plane of the shearwall, as determined by calculations, tests or analogies drawn there from, does not exceed the more restrictive of the permissible deflection of attached distributing or resisting elements or the drift limits of Section 12.12.1 ofASCE7. Shear wall sheathing other thanwood structural panels shall not be permitted in Seismic Design Category E or F (see Section 1613).

F45

T-2305.3.3 Note a. For design to resist seismic forces, shear wall height-width ratios greater than 2:1, but not exceeding 31/2:1, are permitted provided the allowable shear values in Table 2306.4.1 are multiplied by 2w/h. b. Ratio shown is for unblocked construction. Height-to-width ratio is permitted to be 2:1 where the wall is installed as blocked construction in accordance with Section 2306.4.5.1.2. T-2306.4.1 note: i. In Seismic Design Category D, E or F, where shear design values exceed 490 plf (LRFD) or 350 plf (ASD) all framing members receiving edge nailing from abutting panels shall not be less than a single 3-inch nominal member. Plywood joint and sill plate nailing shall be staggered in all cases. See Section 2305.3.10 for sill plate size and anchorage requirements.

A46

T-2305.3.3 note b. Ratio shown is for unblocked construction. Aspect ratio is permitted to be 2:1 where the wall is installed as blocked construction in accordance with Section 2306.4.5.1.2.

A49

2305.1.4 Shear panel connections. Positive connections and anchorages capable of resisting the design forces shall be provided between the shear panel and the attached components. In Seismic Design Category D, E or F, the capacity of toenail connections shall not be used when calculating lateral load resistance to transfer lateral earthquake forces in excess of 150 pounds per foot (2189 N/m) from diaphragms to shear walls, drag struts (collectors) or other elements, or from shear walls to other elements.

F50

2305.3.11 Sill plate size and anchorage in Seismic Design Category D, E or F. Anchor bolts for shear walls shall include steel plate washers, a minimum of 0.229 inch by 3 inches by 3 inches (5.82 mm by 76 mm by 76 mm) in size, between the sill plate and nut. The hole in the plate washer is permitted to be diagonally slotted with a width of up to 3/16 inch (4.76 mm) larger than the bolt diameter and a slot length not to exceed 13/4 inches (44 mm), provided a standard cut washer is placed between the plate washer and the nut. Sill plates resisting a design load greater than 490 plf (7154 N/m) using load and resistance factor design or 350 plf (5110 N/m) using allowable stress design shall not be less than a 3-inch (76 mm) nominal member. Where a single 3- inch (76 mm) nominal sill plate is used, 2- 20d box end nails shall be substituted for 2-16d common end nails found in line 8 of Table 2304.9.1. Exception: In shear walls where the design load is greater than 490 plf (7151 N/m) but less than 840 plf (12 264 N/m) using load and resistance factor design or greater than 350 plf (5110 N/m) but less than 600 plf (8760 N/m) using allowable stress design, the sill plate is permitted to be a 2-inch (51 mm) nominal member if the sill plate is anchored by two times the number of bolts required by design and 0.229-inch by 3-inch by 3-inch (5.82mmby 76mmby 76mm) plate washers are used

CONCRETE SLENDER WALL PER IBC-2006, ACI 318-05,Section 14.8 Ver 4/2006

4500 psi E = 12.4.2.3

60000 psi = 0.08 DWind Load, W = 14 psf Load Combination, IBC 1605.2.1

0.167 U = 1.20 D + 1.6L (16-3)

0.42 g U = 1.20 D + 0.5L + 1.6W (16-4)

27 ft U = 1.28 (16-5)Parapet Height, p = 0 ft U = 0.90 D + 1.6W (16-6)

Eccentric, e = 2.7 in U = 0.82 (16-7)Design width, b = 24 in Concrete wt. = 150 pcf

Effective thickness, t = 6 in h/t = 54.0Design, d = 3.8 in n = 7.1

75.0 psf 4,066,840 psi

0.9 0.825Dead Load, D = 200 plf

Live Load, L = 100 plfVertical Rebars = # 5

Spacing = 24 inHorizontal rebars = # 5

Spacing = 24 in

2025 lbs Load Combination For Strength Design:(16-3) (16-4) (16-5) (16-6) (16-7)

800.0 580.0 613.3 360.0 326.7 lbs

2430.0 2430.0 2598.7 1822.5 1653.8 lbs

= 3230.0 3010.0 3212.1 2182.5 1980.4 lbs

Max 22.4 ≤ 0.06f'c, OK, 14.8.2.6 = 22.4 20.9 22.3 15.2 13.8 psi

= 44.8 25.0 44.8 25.0 plf

0.310 sq.in ≤ OK (14.8.2.3)

= 0.36 0.36 0.36 0.35 0.34 sq.in

a = = 0.24 0.24 0.24 0.23 0.22 inch c = a/0.85 = 0.28 0.28 0.28 0.27 0.26 inch

(0.003/c)d - 0.003 = 0.038 0.038 0.038 0.040 0.040

≥ 0.005 for tension conctrol OK OK OK OK OK

= 80,358 79,574 80,295 76,621 75,899 lb-in

(14-7) = 32.33 32.05 32.30 30.99 30.73

= 1,080 49,772 28,166 49,475 27,779 lb-in

(14-4) = 1,683 75,038 43,767 66,184 36,124 lb-in

(14-5) = 0.19 8.39 4.86 7.66 4.21 in

Strength check 72,323 71,617 72,265 68,959 68,309 lb-in(14-3) OK NG OK OK OK

Deflection at service load Load combination = D + L +(W or 0.7E) (16-15)Seismic Wind

600.0 600.0 lbs

2,025.0 2,025.0 lbs

2,625.0 2,625.0 lbsw = 17.5 28 plf

= 432 432

(9-9) = 72,449 72,449 lb-in > øMn, NG (14-2)

= 0.45 0.45 in

a = = 0.20 0.20 inc = a/0.85 = 0.24 0.24 in

(14-7) = 28.15 28.15

(14-10) = 20,278 31,950 lb-in

(9-8) = 432.0 432.0

(14-9) = 0.13 0.20 inch

14.8.4 = 2.16 2.16 inch Check total reinforcement OK OK `

Vertical reinforcement = 0.0022

Horizontal reinforcement = 0.0022

Total = 0.0043

Compressive strength, f'c = QE ± 0.2SDSD

Yield strength of rebars, fy = QE ±

Seismic Load QE = Fp = Wp

Design response spectrum, SDS =

Wall unsupported height, lc = D + 0.5L + 1.QE

D + 1.QE

Weight of the wall, Wp = Ec =

Reduction factor, f = β1 =

Wt. of the wall @ mid height Pw =

Factored load from trib Floor/Roof , Puf =

Factored weight of wall @ mid Ht, Puw =

Factored axial load, Pu = Puf+Puw

Pu/Ag =

Factored distributed lateral load, wu =

As = 0.6rb(b.d)

Ase = (Pu+As.fy)/fy

(Pu+As.fy)/(0.85.f'c.b)

ε1 =

Nominal strength, Mn = (Asefy)(d - a/2)

Icr = n.Ase.(d-c)2+bc3/3 in4

Mua = wu.lc2/8+Puf.e/2

Mu obtained by iteration of deflection ∆u (10times)

Mu = Mua + PuΔu Du = (5.Mu.h2)/[.75(48.Ec.Icr)]

fMn shall not be less than Mu fMn =fMn > Mu

Unfactored Load trib from floor/roof, Pf =

Pw =

Ps = Pf + Pw

Ig = b.t3/12 in4

Mcr = 7.5(f'c)1/2.Ig)/0.5.t

Dcr = (5.Mcr.h2)/(48.Ec.Ic)

As.fy/(0.85.f'c.b)

Icr = n.As.(d-c)2+bc3/3 in4

M = w.lc2/8+Pf.e/2+(Ps).Ds

Ie = (Mcr/M)3Ig + [1+(Mcr/M)3]Icr ≤ Ig in4

Ds = (5.M.lc2)/(48.Ec.Ie)

Allowable, D = lc/150

Ag

Ag

Ag

MASONRY SLENDER WALL PER IBC-2006, MSJC-05, SECTION 3.3.5 Ver 5/2003

###

1500 psi E = 12.4.2.3 #

60000 psi = 0.08 D Load Combination

Wind Load, W = 5 psf Load Combination, IBC 1605.2.1 .2SDS

0.224 U = 1.20 D + 1.6L (16-3) ###

0.42 g U = 1.20 D + 0.5L + 1.6W (16-4) ###

Wall unsupported height, h = 35 ft U = 1.28 (16-5) ###

Parapet Height, p = 0 ft U = 0.90 D + 1.6W (16-6) ###

Eccentric, e = 7.3 in U = 0.82 (16-7) ###

Design width, b = 12 in ###

Effective thickness, t = 7.63 in h/t = 55.0 #

Design, d = 3.81 in n = 27.6 #

80 psf 700 For clay masonry ###

0.9 MSJC 3.1.4.1 = 1,050,000 psi MSJC 1.8.2 ###

Tributary Dead Load, D = 50 plf 84.0 psi, per T-3.1.8.2.1 ###

Tributary Live Load, L = 0 plf ###

Vertical Rebars # 5 ###

Spacing = 24 in ###

Horizontal rebars # 4Spacing = 24 in

1400 lbs Load Combination For Strength Design:(16-3) (16-4) (16-5) (16-6) (16-7) ###

60.0 60.0 64.2 45.0 40.8 lbs

1680.0 1680.0 1796.7 1260.0 1143.3 lbs

(3-25) 1740.0 1740.0 1860.8 1305.0 1184.2 lbs

Max 20.3 ≤ 0.05 fm, OK (3-23), 3.3.5.4 19.0 19.0 20.3 14.3 12.9 psi

8.0 17.9 8.0 17.9 plf

0.155 sq.in ###

= 0.18 0.18 0.19 0.18 0.17 sq.in

a = (3-28) = 0.77 0.77 0.78 0.74 0.73 inch c = a/0.8 3.3.2(g) = 0.96 0.96 0.97 0.92 0.91 inch

(3-27) = 37,830 37,830 38,198 36,500 36,128 lb-in

= 44.85 44.85 45.11 43.88 43.60

84.0 psi, per T-3.1.7.2.1 = 84 84 84 84 84 psi

= 444 444 444 444 444

3.3.5.4 = 9,780 9,780 9,780 9,780 9,780 lb-in

= 0.39 0.39 0.39 0.39 0.39 in

(3-24) = 235 27,479 93,068 21,413 55,023 lb-in

= 0.01 N/A N/A N/A N/A inch

= N/A 7.22 32.19 5.02 18.53 inch

Strength check 34,047 34,047 34,378 32,850 32,515 lb-in(3-26) OK OK NG OK NG

Deflection at service load Load combination = D + L + (W or 0.7E) (16-15)Seismic Wind

Unfactored lateral load, w = 12.5 5.0 plf

50.0 50.0 lbs ` Δs

1,400.0 1,400.0 lbs ###

P = = 1,450.0 1,450.0 lbs ###

= 0.18 0.18 ###

a = = 0.75 0.75 in ###

c = a/0.8 = 0.93 0.93 in ###

= 44.20 44.20 ###

= 42,540 10,126 lb-in ###

(3-30) = N/A N/A inch ###

(3-31) = 13.32 0.52 inch ###

.007(h) (3-29) = 2.94 2.94 inch ###

Check total reinforcement NG OK

Vertical reinforcement = 0.0017

Horizontal reinforcement = 0.0011

Total = 0.0028

Compressive strength, f'm = QE ± 0.2SDSD

Yield strength of rebars, fy = QE ±

Seismic Load QE = Fp = Wp

Design response spectral, SDS =

D + 0.5L + 1.QE

D + 1.QE

Weight of the wall, Wp = Em = f'm

Reduction factor, f =

fr =

Wt. of the wall @ mid height Pw =

Factored load from trib Floor/Roof , Puf =

Factored weight of wall @ mid Ht, Puw =

Factored axial load, Pu = Puw+Puf

Pu/Ag =

Factored distributed lateral load, wu =

As =

Ase = (Pu+As.fy)/fy

(Pu+As.fy)/(0.8.f'm.b)

Nominal strength, Mn = (Asfy + Pu)(d - a/2)


Modulus of Rupture fr =

Ig = b.t3/12 in4

Mu obtained by iteration of deflection ∆u (10times)

Mcr = (fr.Ig)/0.5.t

δcr = (5.Mcr.h2)/(48.Em.Ig)

Applied ultimate strength, Mu = wu.h2/8+Puf.e/2+Pu.δu

Mu < Mcr, du = (5.Mu.h2)/(48.Em.Ig)

Mcr < Mu < Mn, du = dcr + 5.(Mu-Mcr)h2/(48.Em.Icr)

fMn shall not be less than Mu fMn =fMn > Mu

Unfactored Load from trib floor/roof, Pf =

Pw =

Pf+Pw

Ase = (P+As.fy)/fy in2

Ase.fy/(0.8.f'm.b)


Ms = w.h2/8+Pf.e/2+(Pf+Pw).ds

Ms < Mcr, ds = (5.Ms.h2)/(48.Em.Ig)

Mcr < Ms < Mn, ds = dcr+5.(Ms-Mcr)h2/(48.Em.Icr)Allowable, D =

Ag

Ag

Ag

Wood member Design: IBC Dense #1Design Live Load, L 20 Psf DF#1 and Better

Design Dead Load, D 10 Psf Deflection Limits L/ 360 DF#1Load Duration 1.25 (1 for Normal, 1.25 For Roof, 1.15 For Snow Loading) DF#2

Allow soil bearing= 1000 psf L.B with 2x Ledger Allowable load of L.B. in lbs 270 530 2x12

Size, Member Data Spacing Span Header Rafter/Floor joist Max Span Spacing(inch) 2x14

(Inch) (ft) (Inch) Size Span(ft)*Overhang Ft - Inch 3/8"dia 5/8"Dia DF#2

### 12 14 13 6 875 40 0 ###### 8 6 6 13 2x6

### 16 12 12 3 95 41 0 ###### 8 5 6 12 b

2 19.2 12 11 7 1.6 42 0 ###### 8 4 6 12 d

1 24 11 10 9 1.2 875 43 0 ###### 8 3 6 12 CF

### 12 18 18 2 CF 1.200 44 0 ###### 8 2 6 12 Cr

### 16 17 16 6 Cr 1.00 45 0 ###### 8 1 6 11 E

2 19.2 16 15 6 Fb

1 24 14 14 5 Rafter/Floor Joist Post Spacing Fv

DF#2, Fb= 875 psi w/o Load Duration Span* Overhang 10 11 12 ft 3x6

CF= 1.3 Cr= 1.15 12.8 1.5 Int footing 240 19 20 21 Sq.In SpeciesFor 2x6DF#2 Fb= 1309 psi Ext footing 240 14 14 15 Sq.In size

Fv= 95 psi 13.8 1.5 Int footing 254 20 21 21 Sq.In ###E= 1.6 psi Ext footing 254 14 15 15 Sq.In DF#1

For 4x10DF#2 Fb= 875 psi 14.8 1.5 Int footing 269 20 21 22 Sq.In 2x8CF= 1.2 Cr= 1.00 Ext footing 269 14 15 16 Sq.In bFv= 95 psi Patio may be supported on concrete slab, provided that the post dE= 1.6 psi do not support D+L in excess of 750 lbs. CF

R=Repetitive member Used (not more than 24" o/c) Cr

S=Single member Used MINIMUM ROOF LIVE LOAD PER IBC 1607.11.2 E

Lag Bolts shall be min of 5" long 300.0 SQ.FT

* For header with Rafter or Joist at both side, 1.2-.001At Eq. 16-29

spacing (rafter's span) shall be double or average. = 0.90 6x8Rise per feet, F = 5 :12 6x10

1.2-.05F Eq. 16-32= 0.95 size

Eq. 16-24= 20(0.9)(0.95) DF#2

17.10 psfbdCF

CrEFbFv

RAFTER / OR FLOOR JOIST (Table 1) HEADER (Table 2)

Fb

FOOTING (Table 3)

Tributary area At =

R1 =

R2 =

Lr = 20R1R2

Min Design Roof Lr =

RAFTER SPAN PER TABLE 1

LAG BOLT, SIZE & SPACING PER TABLE 2 HEADER, PER TABLE 2

POST SPACINGPER TABLE 3

FOOTING SIZEPER TABLE 3

HEADER, PER TABLE 2

E4

MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS PER TABLE 1607.1 Residential • 10 Uninhabitable attics without storage • 20 Uninhabitable attics with storage • 30 Habitable attics and sleeping areas • 40 All other areas except balconies and decks • 40 Deck • 60 Balcony

I5

TABLE 1604.3

E6

DURATION FACTORS PER NDS-TABLE 2.3.2

Allowable load for plate, headed and bent bar anchor bolt per ACI 530-05, Section 2.1.4.2

Diameter of angle bolt = ⅝˝ 0.307

15''

10''

1,500 psi

36,000 psi

= 314.29 (2-3, 2-4)

= 6086 lbs (2-1)

2,210 lbs (2-2)

2210 lbs

= 1,621 (2-5)

Reduction factor = 1.00 1,621 lbs

1,326 lbs (2-6)

1,326 lbs

Strength design for plate, headed and bent bar anchor bolt per ACI 530-05, Section 3.1.6

Diameter of angle bolt = ⅝˝ 0.307

15''

10''

1,500 psi

36,000 psi

= 314.29

24,344 (3-1)

9,944 (3-2)

9,944 lbs

353.57 (3-10)

27,388 (3-8)

5,967 (3-9)

5,967 lbs

Ab = in2

Edge distance lbe =

Equivalent embedment length, le =

f'm =

fy =

Ap = πle2 in2

Ba = 0.2Abfy =

Allowable in tension, Ba =

Bv =

or Bv = 0.12Abfy =

Allowable in shear Bv =

Ab =

Edge distance lbe =

Equivalent embedment length, lb =

f'm =

fy =

Apt = πlb2

fBan = .5(4Apt(f'm)½) =

Or fBan = 0.9Abfy =

Capacity in tension fBan =

Apv = ½(πlbe2) =

fBvn = .5(4Apv(f'm)½) =

Or fBvn = 0.9(.6Abfy) =

Capacity in shear fBvn =

'mpa fA5.0B =

4b

'mv Af350B =

Date Location Note30-Apr-06 All Sheets

22-Jun-06 EQ

8-Aug-06 Arch A-2, Sprinkler

Egress Common path of travel

7-Sep-06 CMU-Slender-wall Pu, 0.2fm & 0.05fm

12-Sep-06 EQ

12-Dec-06 Free standing sign Add wind load calc for sign

19-Dec-07 EQ Revise Limitation for T-12.14-1

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The application is created by Yo Ratanapeanchai, SE. This spreadsheet is intended as an educational tool for learning and understanding of the IBC 2006 and ASCE 7-05. It will perform both Fire Life Safety (chapter 3, 5, 6, 7, 8, 9, 10, 15 and 29) and Structural (Snow, Wind and Earthquake Load, Chapter 16 and ASCE7-05) .The application is freeware, so feel free to distribute, modify or use in anyway you see fit. Password protection is in place on some of the Worksheets and will not be given due to data integrity of the original development. Report by fax or email any errors or suggestions you may have. This will be greatly appreciated.

To verify the accuracy of the formula in each cell, just copy the entire Worksheet and paste or follow each calculation process manually.

The built-in reset and print function are required for Macro to be set to Enable. See built in Help in Excel for more information.

DISCLAIMER STATEMENT: The author is not responsible and liable for the accuracy of this application and any information contained in this spreadsheet to the full extent permitted by the law.

Revise cell C39, B43 to display Cs value, when T>TL

Min Cs =0.01

Max, Min Fp

Revise cell C41, S1≥ 0.6g

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Last Update12/19/2007

Base Shear - IBC2006-91

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