This chapter prescribes construction requirements for buildings where all exterior walls above the foundation are concrete or masonry and where the building meets the parameters and requirements of Chapter 1. Interior walls and partitions may be concrete, masonry, wood framed, coldformed steel framed, or any other approved construction. Concrete walls shall be in accordance with Section 409.

Section 402 General

TABLE 402

MINIMUM REINFORCEMENT SPLICE LENGTH (inches)

BAR SIZE	LAP SPLICE A^a	LAP SPLICE B^b
4	20	25
5	25	39
6	43	54
7	59	63

For SI: 1 inch = 25.4 mm.

Bars with 3³/ ₈ inches minimum cover on all sides and 3³/₈ inches minimum clearance to adjacent bars [Figure 402(1)].
Bars with 2 inches minimum cover on all sides and 2 inches minimum clearance to adjacent bars [Figure 402(2)].

For SI: 1 inch = 25.4 mm.
FIGURE 402(2)
LAP SPLICE B CONFIGURATION

402.1 Materials for Masonry

402.1.1 Masonry Units

Concrete masonry units shall be hollow or solid unit masonry in accordance with ASTM C90 and shall have a minimum net area compressive strength of 1900 psi (62 MPa).
Clay masonry units shall be in accordance with ASTM C62, C216, or C652 Class H40V, and shall have a minimum net area compressive strength of 4400 psi (30.3 MPa) when using Type M or S mortar or a minimum net area compressive strength of 5500 psi (37.9 MPa) when using Type N mortar.

402.1.2 Mortar

In structural applications, mortar shall be either Type M or S in accordance with ASTM C270. In veneer applications, mortar shall be Type M, S, or N in accordance with ASTM C270.

402.1.3 Grout

The grout shall have a maximum coarse aggregate size of ³/₈ inch (9.5 mm) placed at an 8 to 11-inch (203 to 229 mm) slump and have a minimum specified compressive strength of 2000 psi (15.2 MPa) at 28 days when tested in accordance with ASTM C1019, or shall be in accordance with ASTM C476. Grout shall be placed in maximum 5 foot (1524 mm) lifts and properly consolidated.

Exception: Where the following conditions are met, place grout in lifts not exceeding 12.67 ft (3.86 m).

The masonry has cured for at least 4 hours.
The grout slump is maintained between 10 and 11 in. (254 and 279 mm).
No intermediate reinforced bond beams are placed between the top and the bottom of the pour height.

402.1.4 Reinforcing Steel

The reinforcing steel shall be minimum Grade 60 and identified in accordance with ASTM A615, A706 or A996. ASTM A996 bars produced from rail steel shall be Type R.

402.1.5 Metal Accessories

Joint reinforcement, anchors, ties and wire fabric shall conform to the following standards:

ASTM A951 for joint reinforcement and wire anchors and ties.
ASTM A36/A36M for plate, headed and bent bar anchors.
ASTM A1008/A1008M for sheet metal anchors and ties.

402.1.6 Galvanization

Metal accessories for use in exterior wall construction and not directly exposed to the weather shall be hot dip galvanized and metal accessories for use in interior wall construction shall be mill galvanized in accordance the following:

Mill galvanized coatings:
1. Joint reinforcement ASTM A641. (0.1 oz/ft²) (31 g/m²)
2. Sheet-metal ties and sheet-metal anchors ASTM A653 Coating Designation G60
Hot-dip galvanized coatings:
1. Joint reinforcement, wire ties, and wire anchors ASTM A153 (1.50 oz/ft²) (458 g/m²)
2. Sheet-metal ties and sheet-metal anchors ASTM A153 Class B
3. Steel plates and bars (as applicable to size and form indicated) ASTM A123 or ASTM A153, Class B

402.1.7 Fasteners and Connectors

This standard contains figures showing connectors. The connectors are shown for illustrative purposes only. The illustration of the connectors is not intended to endorse any connector manufacturer. To choose the appropriate connector, please check with the connector manufacturer.

402.1.7.1 Continuous Load Path

A continuous load path between foundations, walls and roofs shall be provided. Approved connectors, anchors and other fastening devices shall be installed in accordance with the manufacturer's recommendations. Where fasteners are not otherwise specified in this standard, fasteners shall be provided in accordance with Table R602.3(1) of the International Residential Code. Nails, screws or bolts shall be able to resist the forces described in this standard. Nails, screws and bolts shall comply with requirements contained in the AWC NDS.

402.1.7.2 Nails

Unless otherwise stated, sizes given for nails are common wire nails. Common wire nail length diameter and head diameter shall be as shown in Appendix L, Table L4 of AWC NDS. Nails shall conform to the requirements of ASTM F1667 including supplementary requirements.

402.1.7.3 Corrosion

Fasteners and connectors that are exposed directly to the weather in areas within 3,000 feet (914 m) of a saltwater coastline or subject to salt corrosion, as determined by the building official, or in contact with treated wood shall comply with Section 402.1.7.3.1 or 402.1.7.3.2:

402.1.7.3.1 Screws, Bolts and Nails

Screws, bolts and nails shall be corrosion resistant by coating, galvanization or composition (stainless steel, nonferrous metal or other suitable corrosion-resistant material). The corrosion resistance of galvanized fasteners with diameters over ³/₈ inch (9.5 mm) shall be equal to or equivalent to that provided by compliance with ASTM A153. The corrosion resistance of fasteners with diameters of ³/₈ inch (9.5 mm) or less shall be demonstrated through one of the following methods:

Compliance, or equivalent, with ASTM A153.
Compliance, or equivalent, with ASTM A641 Class 1.
Corrosion resistance exhibiting not more than 5 percent red rust after 1000 hours exposure in accordance with ASTM B117.
Corrosion resistance exhibiting not more than 5 percent red rust after 280 hours exposure for nails, 1000 hours for roof tile fasteners or 360 hours exposure for other carbon steel fasteners in accordance with ASTM G85, Annex 5.

402.1.7.3.2 Metal Plates and Connectors

Metal plates and connectors shall be stainless steel, hot dipped galvanized prior to fabrication to meet ASTM A653 Coating Designation G185, hot dipped galvanized after fabrication to meet ASTM A123 or provided with a protective coating as specified by ANSI/TPI 1.

402.2 Masonry Work, General

402.2.1 Mortor Joints

All mortar joints for hollow unit masonry shall extend the full width of face shells. Mortar joints for solid masonry shall be full head and bed joints.

402.2.2 Bed Joints

Bed joints shall be ³/₈ inch (± ¹/₈ inch) (9.5 ± 3 mm) thick and head joints shall be ³/₈ inch (+ ³/₈ inch or - ¹/₄ inch) (9.5 + 9.5 or - 6 mm) thick except for masonry veneer.

402.2.3 Starting Course

The bed joint of the starting course placed over footings shall be permitted to vary in thickness from a minimum of ¹/₄ inch (6 mm) to a maximum of ³/₄ inch (19 mm).

402.2.4 Stack Bond

Masonry walls shall be running bond or stack bond construction. When masonry units are laid in stack bond, 9-gage (0.148 inch) (minimum) horizontal joint reinforcement, in addition to required vertical reinforcement, shall be placed in bed joints at not more than 16 inches (406 mm) on center.

402.2.5 Joint Reinforcement

Longitudinal wires of joint reinforcement shall be fully embedded in mortar or grout with a minimum cover of ⁵/₈ inch (16 mm) when exposed to earth or weather and ¹/₂ inch (13 mm) when not exposed to earth or weather.

402.3 Reinforcing Steel, General

402.3.1 Size of Reinforcement

Reinforcing steel shall be No. 4, 5, 6 or 7 for bond beam reinforcement and No.4 or No. 5 bars for wall vertical reinforcement.

402.3.2 Splices

Splices shall be lap splices with minimum splice lengths as set forth in Table 402.

402.3.3 Bonding of Reinforcement

Reinforcement that is required to be bent shall be bent in the shop or in the field in accordance with all of the following:

1. All reinforcement shall be bent cold.

2. The diameter of the bend, measured on the inside of the bar, is not less than six-bar diameters.

3. Reinforcement partially embedded in concrete shall not be field bent.

Exception: Where bending is necessary to align dowel bars with a vertical cell, bars partially embedded in concrete shall be permitted to be bent at a slope of not more than 1 inch (25 mm) of horizontal displacement to 6 inches (152 mm) of vertical bar length.

402.4 Masonry Cover Over Reinforcing Steel

402.4.1 Cover in Grouted Cells

Reinforcing bars embedded in grouted masonry cells shall have a minimum clear distance of ¹/₄ inch (6 mm) for fine grout or ¹/₂ inch (13 mm) for coarse grout between reinforcing bars and any face of a cell.

402.4.2 Cover in Masonry Walls

Reinforcing bars used in masonry walls shall have a masonry cover (including grout) of not less than:

2 inches (51 mm) for masonry units with face exposed to earth or weather.
1¹/₂ inch (38 mm) for masonry units not exposed to earth or weather.

402.5 Cleanout Openings (Masonry)

402.5.1 Cleanout for Grouted Cells

Cleanout openings shall be provided for cells containing spliced reinforcement where the grout pour exceeds 5 feet (1524 mm) in height.

Exception: Cleanout openings are not required in cells containing vertical reinforcement where footing dowels are not required by Section 403.3.1, provided vertical wall reinforcement from above reaches within 12 inches (305 mm) of the floor slab below.

402.5.2 Bottom Course Opening

Where cleanout openings are required, an opening shall be provided in the bottom course of the masonry cell to be filled.

402.5.3 Opening Size

Cleanout openings shall have a minimum opening dimension of 3 inches (76 mm).

402.6 Grouting (Masonry)

402.6.1 Masonry Protrusions

Masonry protrusions extending ¹/₂ inch (13 mm) or more into cells or cavities to be grouted shall be removed for grout pours over 5 feet (1524 mm).

402.6.2 Grouted Spaces

Spaces to be grouted shall be free of mortar droppings, debris, loose aggregates, and any material harmful to masonry grout.

402.6.3 Solid Grout

All cells containing reinforcement or anchor bolts shall be grouted solid.

Section 403 Footings and Foundations

TABLE 403

MINIMUM WIDTH OF CONCRETE OR MASONRY FOOTINGS (inches)^a

	LOAD-BEARING VALUE OF SOIL (psf)
	1,500	2,000	3,000	4,000
8-inch hollow masonry
1 story	12	12	12	12
2 stories	21	16	12	12
3 stories	32	24	16	12
8-inch solid or fully grouted masonry, ICF and flat panel concrete
1 story	16	12	12	12
2 stories	29	21	14	12
3 stories	42	32	21	16

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.

Where minimum footing width is 12 inches, use of a single wythe of solid or fully grouted 12-inch nominal masonry units is permitted.

FIGURE 403(1)
CONTINUITY OF FOOTING AND FOUNDATION WALL REINFORCEMENT

For SI: 1 inch = 25.4 mm.
FIGURE 403(2)
STEMWALL FOUNATION WITH SLAB-ON-GRADE

For SI: 1 inch = 25.4 mm.
FIGURE 403(3)
STEMWALL FOUNDATION WITH WOOD-FRAMED FLOOR

For SI: 1 inch = 25.4 mm.
FIGURE 403(4)
MONOLITHIC SLAB-ON-GRADE FOUNDATION

403.1 Design

403.1.1 General

All exterior walls, bearing walls and columns shall be supported on concrete footings of sufficient design to safely support the loads imposed as determined from the character of the soil.

403.1.2 Minimum Size

Minimum sizes for footings shall be as set forth in Table 403 (refer to Figures 403(1) through (4) for typical foundation details). The footing width, W, shall be based on the load-bearing value of the soil in accordance with Table 403. Spread footings shall be at least 8 inches (203 mm) in thickness. Except for monolithic slabon-grade foundations, all exterior footings shall be at least 2 inches (51 mm) wider on each side than the wall resting on the footing and shall not extend past the wall more than the thickness of the footing. Monolithic slab-on-grade interior foundations may be used in conjunction with stemwall exterior foundations.

403.1.3 Uplift Resistance

Masonry buildings within the dimensional scope of Table 403 shall be assumed to be of adequate weight to not require uplift resistance greater than that provided by the structure and any foundation in accordance with Section 403 of this standard.

403.2 Construction

403.2.1 Minimum Depth

Footings shall be level or shall be stepped so that both top and bottom of such footings are level. The bottom of all footings, except monolithic slabon-grade interior footings, shall be a minimum of 12 inches (305 mm) below finished ground line.

403.2.2 Reinforcing

The minimum amount of reinforcing steel for footings shall be two No. 4 bars for footings having a cross-sectional area of 200 in.²(290 cm²) or less and two No. 5 bars or three No. 4 bars for footings having a cross-sectional area greater than 200 in.²(290 cm²).

403.2.3 Continuity

The outer bar of foundation steel shall be continuous around corners using corner bars or by bending the bar in accordance with Section 402.3.3. In both cases, the minimum bar lap shall be as required in Section 402.3.

403.2.4 Minimum Thickness of Stemwall

Foundation stemwalls shall be as thick as or thicker than the wall supported above, but in no case less than 8 inches (203 mm) thick for masonry.

403.2.5 Foundation Stemwalls

Foundation stemwalls shall extend no more than 3 feet (915 mm) above the finished grade except as permitted by Section 301.6.

403.3 Footing Dowels

403.3.1 Footing Dowel Location

Footing dowel bars shall be provided for all required vertical wall reinforcement in the following locations:

At all corners.
At each side of each opening more than 6 feet (1829 mm) wide.
At each end of each shearwall segment.
At other required vertical wall reinforcement of buildings which are located where the Design Wind Speed is 180 mph (80.5 m/s) or greater.
At vertical reinforcement in exterior walls as required elsewhere in this chapter where the aggregate area of openings exceeds 25 percent of the wall area.
At locations where girders or girder trusses bear on masonry walls.

403.3.2 Dowel Bars

All footing dowel bars shall be the same size as the vertical wall reinforcement minimum, shall have a standard 90-degree (1.57 rad) hook, and shall be embedded 5 inches (127 mm) minimum into 8-inch-thick (203 mm) footings and a minimum of 6 inches (152 mm) into all other footings. Dowel bars shall lap vertical wall reinforcement in accordance with the provisions of Section 402.3. Dowels shall extend into the footing and terminate with a standard hook at 3 inches (76 mm) clear of the footing bottom. Vertical wall reinforcing shall be lap spliced with the dowel, extend into the bond beam at the wall top and terminate with a standard hook at 1¹/₂ inches (38 mm) clear of the top of the bond beam. Alternately stemwall vertical reinforcing shall be permitted to extend into the footing and be terminated with a standard hook at 3 inches (76 mm) clear of the bottom of the footing. In addition, grouted, reinforced vertical cells shall be provided at hold down post anchorages and at uplift anchorages that use straps embedded into concrete or masonry.

Section 404 Floor Systems

For SI: 1 inch = 25.4 mm.
FIGURE 404(1)
HOLLOWCORE CONNECTION TO EXTERIOR BEARING WALL

FIGURE 404(2)
HOLLOWCORE CONNECTION TO INTERIOR BEARING WALL

TABLE 404

ANCHOR BOLT SPACING FOR LOAD-BEARING LEDGER BOLTED TO MASONRY WALL

LOAD-BEARING LEDGER SIZE^b (NOMINAL)	FLOOR SPAN (feet)	ANCHOR BOLT SPACING^a (inches)
		BOLT DIAMETER (inches)
		¹/₂	⁵/₈	³/₄	⁷/₈	1
Single 2×	10	18	21	24	—	—
	12	16	18	20	—	—
	14	13	15	17	—	—
	16	12	13	15	—	—
	18	10	12	13	—	—
	20	9	11	12	—	—
Double 2×	10		31	38	43	48
	12	—	26	32	36	39
	14	—	22	27	31	34
	16	—	19	24	27	30
	18	—	17	21	24	26
	20	—	15	19	22	24

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

NOTES:

Anchor bolt embedment shall be a minimum of 6 inches.
Ledger shall be same depth as joist.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE 404(3)
HOLLOWCORE CONNECTION TO NONBEARING WALL

For SI: 1 inch = 25.4 mm.
FIGURE 404(4)
ENDWALL BRACING PERPENDICULAR TO FLOOR FRAMING

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE 404(5)
WOOD FLOOR SYSTEM BOLTED LEDGER

TABLE 404(1)a

TOTAL FLOOR DIAPHRAGM SHEAR LOAD PERPENDICULAR TO THE RIDGE^{a, b}(ASD) (lb per side)

EXPOSURE	ULTIMATE DESIGN WIND SPEED (mph)	PERPENDICULAR DIMENSION DIAPHRAGM LENGTH^c (feet)
EXPOSURE	ULTIMATE DESIGN WIND SPEED (mph)	24	32	40	48	56	64	72	80
B	120	2089	2674	3343	3900	4457	5014	5571	6129
	130	2463	3153	3941	4598	5255	5911	6568	7225
	140	2816	3605	4506	5257	6008	6759	7510	8261
	150	3249	4158	5198	6064	6931	7797	8663	9530
	160	3713	4753	5941	6931	7921	8911	9901	10891
	170	4207	5385	6731	7853	8975	10097	11219	12341
	180	4665	5971	7464	8708	9952	11196	12440	13684
	195	5506	7048	8810	10278	11746	13214	14683	16151
C	120	2929	3749	4686	5467	6248	7029	7810	8591
	130	3453	4420	5525	6446	7367	8287	9208	10129
	140	3949	5055	6318	7371	8424	9477	10530	11583
	150	4556	5831	7289	8504	9719	10933	12148	13363
	160	5205	6662	8328	9716	11104	12492	13880	15268
	170	5899	7550	9438	11011	12584	14157	15730	17303
	180	6542	8374	10467	12212	13956	15701	17445	19190
	195	7719	9880	12350	14408	16467	18525	20584	22642

For SI: 1 foot = 304.8 mm, 1 pound force = 4.448 N, 1 mile per hour = 0.447 m/s.

NOTES:

Loads are for walls/diaphragm edges perpendicular to the ridge and are based on tributary wall height of 10 +1 feet (floor diaphragm taken as 1 foot deep). For tributary wall heights other than 10 +1 feet, multiply by tributary wall height (ft)/11.
To determine required individual connector load between the wall and the diaphragm, divide the tabular shear load by the number of connectors.
Dimension of diaphragm perpendicular to wall on which connectors are being designed.

TABLE 404(1)b

TOTAL FLOOR DIAPHRAGM SHEAR LOAD PARALLEL TO THE RIDGE^{a, b}(ASD) (lb per side)

EXPOSURE	ULTIMATE DESIGN WIND SPEED (mph)	DIAPHRAGM WIDTH^c (feet)
EXPOSURE	ULTIMATE DESIGN WIND SPEED (mph)	24	32	40
B	120	1506	1927	2408
	130	1775	2272	2839
	140	2030	2597	3247
	150	2342	2996	3745
	160	2676	3424	4280
	170	3033	3880	4850
	180	3363	4302	5378
	195	3969	5078	6347
C	120	2111	2701	3376
	130	2489	3185	3981
	140	2847	3642	4552
	150	3284	4201	5252
	160	3752	4800	6000
	170	4252	5440	6800
	180	4716	6033	7541
	195	5564	7118	8898

For SI: 1 foot = 304.8 mm, 1 pound force = 4.448 N, 1 mile per hour = 0.447 m/s.

NOTES:

Loads are for walls/diaphragm edges parallel to the ridge and are based on tributary wall height of 10 +1 feet (floor diaphragm taken as 1 foot deep). For tributary wall heights other than 10 +1 feet, multiply by tributary wall height (ft)/11.
To determine required individual connector load between the wall and the diaphragm, divide the tabular shear load by the number of connectors.
Dimension of diaphragm perpendicular to wall on which connectors are being designed.

404.1 Concrete Slab-on-Grade

404.1.1 Minimum Thickness

Concrete slab-on-grade shall be 3¹/₂ inches thick (89 mm) minimum.

404.1.2 Reinforcement

Reinforcement is not required for slab-on-grade floors.

404.2 Suspended Concrete Slabs

404.2.1 Suspended Concrete Floors

Suspended concrete floors shall be hollowcore floor systems, designed and installed in accordance with the manufacturer's specifications. See Figures 404(1), 404(2) and 404(3) for typical connection details.

404.3 Wood Floor Framing

Wood floor framing shall be in accordance with this section and Section R502 of the International Residential Code or the AWC WFCM.

404.3.1 Floor Joists

Floor joists shall be sized in accordance with the AWC STJR or the AWC WFCM.

404.3.2 Wood I-Joists

Single- or continuous-span I-joists shall comply with the manufacturer's code evaluation report.

404.3.3 Floor Trusses

Floor trusses shall be in accordance with ANSI/TPI-1.

404.3.4 Floor Sheathing Thickness

Floor sheathing shall be a minimum of ⁷/₁₆-inch (11 mm) wood structural panels, installed with the long dimension perpendicular to framing and with end joints staggered [see Figure 404(4)].

404.3.5 Floor Sheathing Spans

Floor framing shall be spaced so that the sheathing spans do not exceed those specified in Table R503.2.1.1(1) of the International Residential Code.

404.3.6 Bracing

Full-depth blocking, perpendicular to floor framing members, in the first two framing spaces at each end of floor system spaced 4 feet (1220 mm) on center maximum [see Figure 404(4)] shall be provided. See Section 404.4 for other blocking.

404.3.7 Fastening

Fastening shall be in accordance with Table R602.3(1) of the International Residential Code and Tables 2306.3.1 and 2306.3.2 of the International Building Code to provide the required shear capacities.

404.3.8 Connections for Masonry Walls in Accordance With Section 405

Bearing ends of joists or trusses shall be connected to masonry walls by a ledger bolted to the wall as shown in Figure 404(5). Anchor bolts shall be sized and spaced in accordance with Table 404 and with a bolt located not less than 6 inches (152 mm) nor more than 12 inches (305 mm) from each end of each ledger member. The ledger shall be No. 2 Southern Pine or No. 2 Douglas Fir. Framing shall be fastened to the ledger with metal joist hangers properly rated for all gravity loads. Floor sheathing shall be fastened to the ledger the same as to other floor framing members.
Where the masonry wall above the floor line is thinner than the wall below, first-story wood floors shall be permitted to bear on and be attached to the top of the wall below as shown for stemwalls in Figure 403(3). Framing shall be fastened to the plate in accordance with Table R602.3(1) of the International Residential Code. The plate shall be bolted to the wall with ¹/₂-inch-diameter (13 mm) anchor bolts spaced at a maximum of 6 feet (1829 mm) on center, with a bolt located not less than 6 inches (152 mm) nor more than 12 inches (305 mm) from each end of each plate member and embedded a minimum of 7 inches (178 mm) into the masonry wall.

404.4 Floor Diaphragms

Floor sheathing and fasteners shall be capable of resisting the total shear loads specified in Tables 404(1)a and 404(1)b for the applicable exposure and wind speed. Shear capacities for wood floor diaphragms shall be based on the spacing of the floor framing members, sheathing material, sheathing thickness, nail size and nail spacing as specified in the AWC SDPWS and Chapter 5 of this standard. The suspended concrete slabs specified in Section 404.2 have a diaphragm capacity of 4,000 plf (58.4 kN/m).

Section 405 Masonry Wall Systems

FIGURE 405(1)
CORNER CONTINUITY OF BOND BEAM AND WALL REINFORCEMENT

For SI: 1 inch = 25.4 mm.
FIGURE 405(2)
CHANGES IN BOND BEAM HEIGHT

TABLE 405(1)

ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREA^{a, b}EXPOSURE B (square inches)

ULTIMATE DESIGN WIND SPEED (mph)	BUILDING WIDTH (feet)	WALL HEIGHT (feet)	BUILDING LENGTH (feet)
ULTIMATE DESIGN WIND SPEED (mph)	BUILDING WIDTH (feet)	WALL HEIGHT (feet)	40	50	60	70	80
120	24	10	0.032	0.045	0.060	0.076	0.095
	24	8	0.026	0.036	0.048	0.061	0.076
	32	10	0.025	0.035	0.046	0.058	0.072
	32	8	0.020	0.028	0.037	0.047	0.058
	40	10	0.023	0.031	0.040	0.051	0.063
	40	8	0.018	0.025	0.032	0.041	0.050
130	24	10	0.038	0.053	0.070	0.090	0.112
	24	8	0.030	0.042	0.056	0.072	0.090
	32	10	0.029	0.041	0.054	0.069	0.085
	32	8	0.023	0.033	0.043	0.055	0.068
	40	10	0.027	0.037	0.048	0.060	0.074
	40	8	0.021	0.029	0.038	0.048	0.059
140	24	10	0.043	0.061	0.081	0.103	0.128
	24	8	0.035	0.049	0.064	0.082	0.103
	32	10	0.034	0.047	0.062	0.079	0.098
	32	8	0.027	0.037	0.049	0.063	0.078
	40	10	0.030	0.042	0.055	0.069	0.085
	40	8	0.024	0.033	0.044	0.055	0.068
150	24	10	0.050	0.070	0.093	0.119	0.148
	24	8	0.040	0.056	0.074	0.095	0.118
	32	10	0.039	0.054	0.071	0.091	0.113
	32	8	0.031	0.043	0.057	0.073	0.090
	40	10	0.035	0.048	0.063	0.080	0.098
	40	8	0.028	0.039	0.050	0.064	0.078
160	24	10	0.057	0.080	0.106	0.136	0.169
	24	8	0.046	0.064	0.085	0.109	0.135
	32	10	0.044	0.061	0.081	0.104	0.129
	32	8	0.035	0.049	0.065	0.083	0.103
	40	10	0.040	0.055	0.072	0.091	0.112
	40	8	0.032	0.044	0.058	0.073	0.090
170	24	10	0.065	0.091	0.120	0.154	0.192
	24	8	0.052	0.073	0.096	0.123	0.153
	32	10	0.050	0.070	0.092	0.118	0.146
	32	8	0.040	0.056	0.074	0.094	0.117
	40	10	0.046	0.062	0.082	0.103	0.127
	40	8	0.036	0.050	0.065	0.082	0.102
180	24	10	0.072	0.101	0.133	0.171	0.213
	24	8	0.058	0.080	0.107	0.137	0.170
	32	10	0.056	0.077	0.102	0.130	0.162
	32	8	0.044	0.062	0.082	0.104	0.130
	40	10	0.051	0.069	0.090	0.114	0.141
	40	8	0.040	0.055	0.072	0.091	0.113
195	24	10	0.085	0.119	0.157	0.202	0.251
	24	8	0.068	0.095	0.126	0.161	0.201
	32	10	0.066	0.091	0.121	0.154	0.191
	32	8	0.052	0.073	0.096	0.123	0.153
	40	10	0.060	0.082	0.107	0.135	0.166
	40	8	0.048	0.065	0.085	0.108	0.133

For SI: 1 foot = 304.8 mm, 1 square inch = 645.16 mm², 1 mile per hour = 0.447 m/s.

Diaphragm chord tension steel area shall be added to bond beam uplift steel area determined in Tables 405(3) through (7) for total required bond beam area of steel. Select appropriate bar size and number of bars from Table 405(8).
Multiplication of the tabular value for diaphragm chord tension steel area by a factor of 0.65 shall be permitted for bond beam spans located in the end zone.

TABLE 405(2)

ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREA^{a, b} EXPOSURE C (square inches)

ULTIMATE DESIGN WIND SPEED (mph)	BUILDING WIDTH (feet)	WALL HEIGHT (feet)	BUILDING LENGTH (feet)
ULTIMATE DESIGN WIND SPEED (mph)	BUILDING WIDTH (feet)	WALL HEIGHT (feet)	40	50	60	70	80
120	24	10	0.045	0.063	0.084	0.107	0.133
	24	8	0.036	0.050	0.067	0.086	0.107
	32	10	0.035	0.048	0.064	0.082	0.102
	32	8	0.028	0.039	0.051	0.065	0.081
	40	10	0.032	0.043	0.057	0.072	0.088
	40	8	0.025	0.035	0.045	0.057	0.071
130	24	10	0.053	0.074	0.099	0.126	0.157
	24	8	0.043	0.060	0.079	0.101	0.126
	32	10	0.041	0.057	0.076	0.097	0.120
	32	8	0.033	0.046	0.060	0.077	0.096
	40	10	0.037	0.051	0.067	0.085	0.104
	40	8	0.030	0.041	0.054	0.068	0.083
140	24	10	0.061	0.085	0.113	0.145	0.180
	24	8	0.049	0.068	0.090	0.116	0.144
	32	10	0.047	0.065	0.086	0.110	0.137
	32	8	0.038	0.052	0.069	0.088	0.110
	40	10	0.043	0.059	0.077	0.097	0.119
	40	8	0.034	0.047	0.061	0.077	0.095
150	24	10	0.070	0.098	0.130	0.167	0.208
	24	8	0.056	0.079	0.104	0.133	0.166
	32	10	0.054	0.075	0.100	0.127	0.158
	32	8	0.043	0.060	0.080	0.102	0.126
	40	10	0.049	0.068	0.088	0.112	0.137
	40	8	0.039	0.054	0.071	0.089	0.110
160	24	10	0.080	0.112	0.149	0.191	0.237
	24	8	0.064	0.090	0.119	0.152	0.190
	32	10	0.062	0.086	0.114	0.145	0.181
	32	8	0.050	0.069	0.091	0.116	0.145
	40	10	0.056	0.077	0.101	0.127	0.157
	40	8	0.045	0.062	0.081	0.102	0.126
170	24	10	0.091	0.127	0.169	0.216	0.269
	24	8	0.073	0.102	0.135	0.173	0.215
	32	10	0.070	0.098	0.129	0.165	0.205
	32	8	0.056	0.078	0.103	0.132	0.164
	40	10	0.064	0.087	0.114	0.144	0.178
	40	8	0.051	0.070	0.091	0.116	0.142
180	24	10	0.101	0.141	0.187	0.239	0.298
	24	8	0.081	0.113	0.150	0.192	0.238
	32	10	0.078	0.108	0.143	0.183	0.227
	32	8	0.062	0.087	0.115	0.146	0.182
	40	10	0.071	0.097	0.127	0.160	0.197
	40	8	0.057	0.078	0.101	0.128	0.158
195	24	10	0.119	0.166	0.221	0.283	0.352
	24	8	0.095	0.133	0.177	0.226	0.281
	32	10	0.092	0.128	0.169	0.216	0.268
	32	8	0.074	0.102	0.135	0.173	0.214
	40	10	0.084	0.114	0.150	0.189	0.233
	40	8	0.067	0.092	0.120	0.151	0.186

For SI: 1 foot = 304.8 mm, 1 square inch = 645.16 mm², 1 mile per hour = 0.447 m/s.

Diaphragm chord tension steel area shall be added to bond beam uplift steel area determined in Tables 405(3) through (7) for total required bond beam area of steel. Select appropriate bar size and number of bars from Table 405(8).
Multiplication of the tabular value for diaphragm chord tension steel area by a factor of 0.65 shall be permitted for bond beam spans located in the end zone.

TABLE 405(3)

AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDING^{a, b, c, d} (square inches)

UPLIFT (ASD) (plf)	8 IN. BOND BEAM/LINTEL SPAN (feet)
UPLIFT (ASD) (plf)	4	6	8	10	12	14	16	18
50	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
100	0.009	0.021	0.038	0.060	0.088	0.123	NP	NP
150	0.016	0.037	0.067	0.107	0.159	NP	NP	NP
200	0.023	0.053	0.096	0.157	NP	NP	NP	NP
250	0.030	0.069	0.127	0.211	NP	NP	NP	NP
300	0.037	0.086	0.160	0.270	NP	NP	NP	NP
350	0.044	0.103	0.194	NP	NP	NP	NP	NP
400	0.051	0.120	0.230	NP	NP	NP	NP	NP
450	0.058	0.138	0.269	NP	NP	NP	NP	NP
500	0.065	0.156	NP	NP	NP	NP	NP	NP
550	0.073	0.175	NP	NP	NP	NP	NP	NP
600	0.080	0.195	NP	NP	NP	NP	NP	NP
650	0.088	0.215	NP	NP	NP	NP	NP	NP
700	0.095	0.235	NP	NP	NP	NP	NP	NP
750	0.103	0.257	NP	NP	NP	NP	NP	NP
800	0.110	0.280	NP	NP	NP	NP	NP	NP
850	0.118	NP	NP	NP	NP	NP	NP	NP
900	0.126	NP	NP	NP	NP	NP	NP	NP
950	0.134	NP	NP	NP	NP	NP	NP	NP
1000	0.142	NP	NP	NP	NP	NP	NP	NP
1050	0.150	NP	NP	NP	NP	NP	NP	NP
1100	0.158	NP	NP	NP	NP	NP	NP	NP

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per lineal foot = 14.594 N/m, 1 square inch = 645.16 mm².

Uplift bending steel area shall be added to bond beam uplift steel area determined in Tables 405(1) and (2) as appropriate for total required bond beam area of steel. Select appropriate bar size and number of bars from Table 405(8).
When reinforced required is 0.000, only diaphragm tension reinforcement is required.
NP = Not Permitted.
Based on horizontal reinforcement placed in a 2³/₄-inch notch in the top of the bond beam.

FIGURE 405(3)
MAIN WINDFORCE LOADING DIAGRAM

TABLE 405(4)

AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDING^{a, b, c, d} (square inches)

UPLIFT (ASD) (plf)	12 IN. BOND BEAM/LINTEL SPAN (feet)
UPLIFT (ASD) (plf)	4	6	8	10	12	14	16	18
50	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
100	0.004	0.009	0.016	0.026	0.037	0.51	0.067	0.085
150	0.008	0.018	0.032	0.050	0.073	0.100	0.132	0.170
200	0.012	0.027	0.048	0.075	0.109	0.151	0.201	NP
250	0.016	0.035	0.063	0.100	0.147	0.205	NP	NP
300	0.019	0.044	0.080	0.126	0.186	0.261	NP	NP
350	0.023	0.053	0.096	0.153	0.226	NP	NP	NP
400	0.027	0.062	0.112	0.180	0.268	NP	NP	NP
450	0.031	0.071	0.129	0.207	0.311	NP	NP	NP
500	0.035	0.080	0.146	0.236	0.356	NP	NP	NP
550	0.039	0.089	0.163	0.265	NP	NP	NP	NP
600	0.043	0.098	0.180	0.294	NP	NP	NP	NP
650	0.047	0.108	0.198	0.325	NP	NP	NP	NP
700	0.051	0.117	0.216	0.356	NP	NP	NP	NP
750	0.055	0.126	0.234	0.388	NP	NP	NP	NP
800	0.059	0.136	0.252	0.422	NP	NP	NP	NP
850	0.063	0.145	0.271	NP	NP	NP	NP	NP
900	0.067	0.155	0.290	NP	NP	NP	NP	NP
950	0.071	0.165	0.309	NP	NP	NP	NP	NP
1000	0.075	0.174	0.329	NP	NP	NP	NP	NP
1050	0.079	0.184	NP	NP	NP	NP	NP	NP
1100	0.083	0.194	NP	NP	NP	NP	NP	NP

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square inch = 645.16 mm², 1 pound per lineal foot = 14.594 N/m.

Uplift bending steel area shall be added to bond beam uplift steel area determined in Tables 405(1) and (2) as appropriate for total required bond beam area of steel. Select appropriate bar size and number of bars from Table 405(8).
When reinforced required is 0.000, only diaphragm tension reinforcement is required.
NP = Not Permitted.
Based on horizontal reinforcement placed in a 2³/₄-inch notch in the top of the bond beam.

TABLE 405(5)

AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDING^{a, b, c, d}(square inches)

UPLIFT (ASD) (plf)	16 IN. BOND BEAM/LINTEL SPAN (feet)
UPLIFT (ASD) (plf)	4	6	8	10	12	14	16	18
50	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
100	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
150	0.005	0.010	0.019	0.029	0.042	0.058	0.076	0.097
200	0.007	0.017	0.030	0.046	0.067	0.092	0.121	0.154
250	0.010	0.023	0.040	0.063	0.092	0.126	0.167	0.214
300	0.013	0.029	0.051	0.081	0.117	0.162	0.214	0.275
350	0.015	0.035	0.062	0.098	0.143	0.197	0.262	NP
400	0.018	0.041	0.073	0.116	0.169	0.234	0.312	NP
450	0.021	0.047	0.084	0.134	0.195	0.271	NP	NP
500	0.023	0.053	0.096	0.152	0.222	0.309	NP	NP
550	0.026	0.059	0.107	0.170	0.249	0.348	NP	NP
600	0.029	0.066	0.118	0.188	0.277	0.388	NP	NP
650	0.032	0.072	0.130	0.206	0.305	0.429	NP	NP
700	0.034	0.078	0.141	0.225	0.334	NP	NP	NP
750	0.037	0.084	0.152	0.244	0.363	NP	NP	NP
800	0.040	0.091	0.164	0.263	0.392	NP	NP	NP
850	0.042	0.097	0.176	0.282	0.422	NP	NP	NP
900	0.045	0.103	0.187	0.302	0.453	NP	NP	NP
950	0.048	0.110	0.199	0.321	NP	NP	NP	NP
1000	0.051	0.116	0.211	0.341	NP	NP	NP	NP
1050	0.053	0.122	0.223	0.362	NP	NP	NP	NP
1100	0.056	0.129	0.235	0.382	NP	NP	NP	NP

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square inch = 645.16 mm², 1 pound per lineal foot = 14.594 N/m.

Uplift bending steel area shall be added to bond beam uplift steel area determined in Tables 405(1) and (2) as appropriate for total required bond beam area of steel. Select appropriate bar size and number of bars from Table 405(8).
When reinforced required is 0.000, only diaphragm tension reinforcement is required.
NP = Not Permitted.
Based on horizontal reinforcement placed in a 2³/₄-inch notch in the top of the bond beam.

TABLE 405(6)

AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDING^{a, b, c, d}(square inches)

UPLIFT (ASD) (plf)	24 IN. BOND BEAM/LINTEL SPAN (feet)
UPLIFT (ASD) (plf)	4	6	8	10	12	14	16	18
50	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
100	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
150	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
200	0.004	0.008	0.014	0.022	0.032	0.043	0.057	0.072
250	0.005	0.012	0.021	0.032	0.047	0.064	0.084	0.106
300	0.007	0.015	0.027	0.043	0.062	0.085	0.111	0.142
350	0.009	0.019	0.034	0.054	0.077	0.106	0.139	0.177
400	0.010	0.023	0.041	0.064	0.093	0.127	0.167	0.213
450	0.012	0.027	0.048	0.075	0.108	0.148	0.195	0.249
500	0.014	0.031	0.054	0.086	0.124	0.170	0.224	0.286
550	0.015	0.034	0.061	0.096	0.140	0.192	0.253	0.323
600	0.017	0.038	0.068	0.107	0.155	0.213	0.282	0.361
650	0.019	0.042	0.075	0.118	0.171	0.235	0.311	0.399
700	0.020	0.046	0.082	0.129	0.187	0.257	0.341	0.438
750	0.022	0.050	0.089	0.140	0.203	0.280	0.371	0.477
800	0.024	0.053	0.095	0.150	0.219	0.302	0.401	0.517
850	0.025	0.057	0.102	0.161	0.235	0.325	0.432	0.558
900	0.027	0.061	0.109	0.172	0.251	0.347	0.462	NP
950	0.029	0.065	0.116	0.183	0.268	0.370	0.494	NP
1000	0.030	0.069	0.123	0.194	0.284	0.394	0.525	NP
1050	0.032	0.072	0.130	0.206	0.301	0.417	0.557	NP
1100	0.034	0.076	0.137	0.217	0.317	0.440	NP	NP

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square inch = 645.16 mm², 1 pound per lineal foot = 14.694 N/m.

Uplift bending steel area shall be added to bond beam uplift steel area determined in Tables 405(1) and (2) as appropriate for total required bond beam area of steel. Select appropriate bar size and number of bars from Table 405(8).
When reinforced required is 0.000, only diaphragm tension reinforcement is required.
NP = Not Permitted.
Based on horizontal reinforcement placed in a 2³/₄-inch notch in the top of the bond beam.

TABLE 405(7)

AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDING^{a, b, c}(square inches)

UPLIFT (ASD) (plf)	32 IN. BOND BEAM/LINTEL SPAN (feet)
UPLIFT (ASD) (plf)	4	6	8	10	12	14	16	18
50	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
100	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
150	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
200	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
250	0.003	0.007	0.012	0.019	0.027	0.037	0.048	0.061
300	0.004	0.009	0.017	0.026	0.038	0.052	0.068	0.086
350	0.005	0.012	0.022	0.034	0.049	0.067	0.087	0.111
400	0.007	0.015	0.027	0.042	0.060	0.082	0.107	0.136
450	0.008	0.018	0.031	0.049	0.071	0.097	0.127	0.161
500	0.009	0.020	0.036	0.057	0.082	0.112	0.147	0.187
550	0.010	0.023	0.041	0.065	0.093	0.127	0.167	0.213
600	0.011	0.026	0.046	0.072	0.104	0.143	0.187	0.239
650	0.013	0.029	0.051	0.080	0.116	0.158	0.208	0.265
700	0.014	0.031	0.056	0.088	0.127	0.174	0.228	0.291
750	0.015	0.034	0.061	0.095	0.138	0.189	0.249	0.317
800	0.016	0.037	0.066	0.103	0.149	0.205	0.269	0.344
850	0.018	0.040	0.071	0.111	0.161	0.220	0.290	0.370
900	0.019	0.042	0.076	0.119	0.172	0.236	0.311	0.397
950	0.020	0.045	0.081	0.127	0.183	0.252	0.332	0.424
1000	0.021	0.048	0.085	0.134	0.195	0.267	0.353	0.451
1050	0.022	0.051	0.090	0.142	0.206	0.283	0.374	0.479
1100	0.024	0.053	0.095	0.150	0.218	0.299	0.395	0.506

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square inch = 645.16 mm², 1 pound per lineal foot = 14.694 N/m.

Uplift bending steel area shall be added to bond beam uplift steel area determined in Tables 405(1) and (2) as appropriate for total required bond beam area of steel. Select appropriate bar size and number of bars from Table 405(8).
When reinforced required is 0.000, only diaphragm tension reinforcement is required.
Based on horizontal reinforcement placed in a 2³/₄-inch notch in the top of the bond beam.

TABLE 405(8)

BOND BEAM AREA OF STEEL PROVIDED, in²/ft

NUMBER OF BARS	BAR SIZE
NUMBER OF BARS	No. 4	No. 5	No. 6	No. 7
1	0.20	0.31	0.44	0.60
2	0.40	0.62	0.88	1.20

For SI: 1 square inch per foot.

For SI: 1 inch = 25.4 mm.
FIGURE 405(4)
CONTINUOUS GABLE ENDWALL REINFORCEMENT SINGLE AND MULTI-STORY

For SI: 1 inch = 25.4 mm.
FIGURE 405(5)
OUTLOOKER DETAIL FOR CONNECTION OF ROOF DIAPHRAGM TO MASONRY CONTINUOUS GABLE (Cut masonry rake beam similar)

For SI: 1 inch = 25.4 mm.
FIGURE 405(6)
LADDER DETAIL FOR CONNECTION OF ROOF DIAPHRAGM TO MASONRY CONTINUOUS GABLE

For SI: 1 inch = 25.4 mm.
FIGURE 405(7)
GABLE END BRACING FOR MASONRY WALLS NOT CONTINUOUS TO THE ROOF DIAPHRAGM

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square inch = 645.16 mm².
FIGURE 405(8)
SHEARWALL SEGMENTS

TABLE 405(9)

SINGLE-STORY AND TOP-STORY WALL PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACING (feet)

SPACING FOR NO. 5 BARS
ULTIMATE DESIGN WIND SPEED (mph)	WALL HEIGHT (feet)	EXPOSURE
		B	B	B	C	C	C
		BUILDING WIDTH (feet)
		24	32	40	24	32	40
120	8.00	10.61	10.61	10.61	8.96	8.96	8.96
	8.67	10.72	10.72	10.72	9.05	9.05	9.05
	9.33	10.81	10.81	10.81	9.13	9.13	9.13
	10.00	10.91	10.91	10.91	9.21	9.21	9.21
130	8.00	9.77	9.77	9.77	8.25	8.25	8.25
	8.67	9.87	9.87	9.87	8.33	8.33	8.33
	9.33	9.96	9.96	9.96	8.41	8.41	8.41
	10.00	10.04	10.04	10.04	8.48	8.48	8.48
140	8.00	9.14	9.14	9.14	7.72	7.72	7.72
	8.67	9.23	9.23	9.23	7.79	7.79	7.79
	9.33	9.31	9.31	9.31	7.86	7.86	7.86
	10.00	9.39	9.39	9.39	7.93	7.93	7.93
150	8.00	8.51	8.51	8.51	7.19	7.19	7.19
	8.67	8.59	8.59	8.59	7.26	7.26	7.26
	9.33	8.67	8.67	8.67	7.32	7.18	6.68
	10.00	8.74	8.74	8.74	6.98	6.51	6.10
160	8.00	7.96	7.96	7.96	6.72	6.72	6.72
	8.67	8.04	8.04	8.04	6.79	6.79	6.30
	9.33	8.11	8.11	8.11	6.69	6.19	5.76
	10.00	8.18	8.18	7.68	6.03	5.62	5.26
170	8.00	7.48	7.48	7.48	6.32	6.32	6.01
	8.67	7.55	7.55	7.55	6.38	5.94	5.48
	9.33	7.62	7.62	7.31	5.84	5.40	5.02
	10.00	7.62	7.12	6.67	5.27	4.90	4.59
180	8.00	7.10	7.10	7.10	6.00	5.85	5.36
	8.67	7.17	7.17	7.12	5.79	5.31	4.89
	9.33	7.23	6.99	6.51	5.22	4.82	4.48
	10.00	6.80	6.34	5.94	4.71	4.38	4.10
195	8.00	6.54	6.54	6.48	5.39	4.89	4.47
	8.67	6.60	6.41	5.92	4.84	4.43	4.09
	9.33	6.29	5.82	5.41	4.36	4.03	3.74
	10.00	5.68	5.29	4.95	3.94	3.67	3.43

SPACING FOR NO. 4 BARS
ULTIMATE DESIGN WIND SPEED (mph)	WALL HEIGHT (feet)	EXPOSURE
		B	B	B	C	C	C
		BUILDING WIDTH (feet)
		24	32	40	24	32	40
120	8.00	10.61	10.61	10.61	8.96	8.96	8.73
	8.67	10.72	10.72	10.72	9.05	8.52	7.91
	9.33	10.81	10.81	10.81	8.26	7.68	7.18
	10.00	10.50	10.41	9.84	7.40	6.94	6.52
130	8.00	9.77	9.77	9.77	8.25	7.78	7.15
	8.67	9.87	9.87	9.87	8.13	8.13	8.13
	9.33	9.96	9.96	9.96	7.13	7.13	7.13
	10.00	8.88	8.88	8.88	6.30	6.30	6.30
140	8.00	9.14	9.14	9.14	7.31	6.65	6.11
	8.67	9.23	9.23	9.23	7.09	7.09	7.09
	9.33	8.77	8.77	8.77	6.22	6.22	6.22
	10.00	7.75	7.75	7.75	5.50	5.50	5.50
150	8.00	8.51	8.37	7.69	6.21	5.65	5.18
	8.67	8.17	7.53	6.98	5.56	5.11	4.72
	9.33	7.32	6.80	6.35	5.00	4.63	4.31
	10.00	6.57	6.15	5.78	4.50	4.20	3.94
160	8.00	7.84	7.15	6.56	5.35	4.86	4.45
	8.67	7.01	6.45	5.97	4.80	4.40	4.06
	9.33	6.29	5.83	5.44	4.32	3.99	3.72
	10.00	5.65	5.28	4.96	3.89	3.63	3.40
170	8.00	6.80	6.19	5.67	4.66	4.23	3.87
	8.67	6.08	5.59	5.17	4.18	3.83	3.54
	9.33	5.46	5.06	4.71	3.77	3.48	3.24
	10.00	4.92	4.59	4.30	3.40	3.16	2.96
180	8.00	6.05	5.50	5.04	4.16	3.78	3.46
	8.67	5.41	4.97	4.59	3.73	3.42	3.16
	9.33	4.87	4.51	4.20	3.37	3.11	2.89
	10.00	4.39	4.09	3.83	3.04	2.83	2.65
195	8.00	5.03	4.57	4.18	3.48	3.15	2.88
	8.67	4.51	4.13	3.82	3.12	2.86	2.64
	9.33	4.06	3.76	3.49	2.82	2.60	2.42
	10.00	3.66	3.41	3.19	2.54	2.37	2.21

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE 405(9)
ONE-STORY MASONRY MALL

TABLE 405(10)

MAXIMUM SPACING OF NO. 5 VERTICAL REINFORCEMENT IN WALLS PERPENDICULAR TO THE RIDGE AND WALLS PARALLEL TO THE RIDGE OTHER THAN THE TOP STORY (feet)

ULTIMATE DESIGN WIND SPEED (mph)		120		130		140		150		160		170		180		195
EXPOSURE	Wall Height (ft)	End Zone	Interior Zone	End Zone	Interior Zone	End Zone	Interior Zone	End Zone	Interior Zone	End Zone	Interior Zone	End Zone	Interior Zone	End Zone	Interior Zone	End Zone	Interior Zone
B	8	10.61	11.32	9.77	10.43	9.14	9.75	8.51	9.08	7.96	8.49	7.48	7.98	7.10	7.58	6.54	6.97
	8.67	10.72	11.39	9.87	10.48	9.23	9.81	8.59	9.13	8.04	8.54	7.55	8.02	7.17	7.62	6.60	7.01
	9.33	10.81	11.44	9.96	10.54	9.31	9.85	8.67	9.17	8.11	8.58	7.62	8.06	7.23	7.66	6.66	7.05
	10	10.91	11.50	10.04	10.59	9.39	9.90	8.74	9.22	8.18	8.62	7.68	8.10	7.19	7.69	6.06	6.76
	12	11.16	11.65	9.97	10.72	8.70	9.48	7.51	8.20	6.55	7.15	5.76	6.29	5.18	5.66	4.36	4.76
	14	8.98	9.61	7.59	8.12	6.62	7.08	5.71	6.11	4.98	5.33	4.37	4.68	3.92	4.20	3.30	3.53
	16	7.10	7.47	6.00	6.30	5.22	5.49	4.50	4.73	3.92	4.12	3.43	3.61	3.08	3.24	2.58	2.72
	18	5.77	5.97	4.87	5.03	4.23	4.38	3.65	3.77	3.17	3.28	2.77	2.87	2.48	2.57	2.07	2.15
	20	4.80	4.88	4.04	4.11	3.51	3.57	3.02	3.07	2.62	2.66	2.28	2.33	2.04	2.08	1.70	1.73
	22	4.05	4.06	3.41	3.42	2.96	2.97	2.54	2.54	2.20	2.20	1.91	1.92	1.71	1.71	1.41	1.42
C	8	8.96	9.56	8.25	8.81	7.72	8.24	7.19	7.67	6.72	7.17	6.32	6.74	6.00	6.40	5.52	5.89
	8.67	9.05	9.62	8.33	8.85	7.79	8.28	7.26	7.71	6.79	7.21	6.38	6.78	6.05	6.43	5.16	5.92
	9.33	9.13	9.66	8.41	8.90	7.86	8.32	7.32	7.75	6.85	7.25	6.30	6.81	5.62	6.47	4.68	5.45
	10	9.21	9.71	8.48	8.94	7.93	8.36	7.36	7.79	6.42	7.16	5.65	6.30	5.07	5.66	4.25	4.77
	12	8.36	9.12	7.06	7.70	6.15	6.71	5.31	5.80	4.62	5.05	4.06	4.43	3.64	3.98	3.06	3.34
	14	6.36	6.80	5.36	5.74	4.67	5.00	4.02	4.31	3.50	3.75	3.06	3.28	2.74	2.94	2.29	2.46
	16	5.01	5.27	4.22	4.44	3.67	3.86	3.16	3.32	2.74	2.88	2.39	2.52	2.14	2.26	1.78	1.88
	18	4.07	4.21	3.42	3.54	2.97	3.07	2.55	2.64	2.20	2.28	1.92	1.99	1.71	1.77	1.42	1.47
	20	3.37	3.43	2.83	2.88	2.45	2.49	2.09	2.13	1.81	1.84	1.57	1.60	1.39	1.42	1.15	1.17
	22	2.84	2.84	2.38	2.38	2.05	2.06	1.75	1.76	1.51	1.51	1.30	1.31	1.15	1.16	NP	NP

For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.

NP = Not permitted.

TABLE 405(11)

MAXIMUM SPACING OF NO. 4 VERTICAL REINFORCEMENT IN WALLS PERPENDICULAR TO THE RIDGE AND WALLS PARALLEL TO THE RIDGE OTHER THAN THE TOP STORY (feet)

ULTIMATE DESIGN WIND SPEED (mph)		120		130		140		150		160		170		180		195
EXPOSURE	Wall Height (ft)	End Zone	Interior Zone	End Zone	Interior Zone	End Zone	Interior Zone	End Zone	Interior Zone	End Zone	Interior Zone	End Zone	Interior Zone	End Zone	Interior Zone	End Zone	Interior Zone
B	8	10.61	11.32	9.77	10.43	9.14	9.75	8.51	9.08	7.96	8.49	7.38	7.98	6.53	7.58	5.38	6.58
	8.67	10.72	11.39	9.87	10.48	9.23	9.81	8.59	9.13	7.55	8.54	6.63	7.52	5.87	6.77	4.85	5.72
	9.33	10.81	11.44	9.96	10.54	8.77	9.84	7.59	8.51	6.63	7.44	5.83	6.55	5.25	5.89	4.39	4.98
	10	10.50	11.50	8.88	9.89	7.75	8.63	6.71	7.47	5.85	6.52	5.15	5.74	4.64	5.17	3.91	4.36
	12	7.61	8.29	6.43	7.01	5.61	6.12	4.85	5.29	4.23	4.61	3.72	4.06	3.34	3.65	2.81	3.07
	14	5.80	6.20	4.90	5.24	4.27	4.57	3.68	3.94	3.21	3.44	2.82	3.02	2.53	2.71	2.13	2.28
	16	4.58	4.82	3.87	4.07	3.37	3.54	2.90	3.05	2.53	2.66	2.22	2.33	1.99	2.09	1.66	1.75
	18	3.72	3.85	3.14	3.25	2.73	2.83	2.35	2.43	2.04	2.11	1.79	1.85	1.60	1.66	1.34	1.38
	20	3.09	3.15	2.61	2.65	2.26	2.30	1.95	1.98	1.69	1.72	1.47	1.50	1.32	1.34	1.10	1.12
	22	2.62	2.62	2.20	2.20	1.91	1.91	1.64	1.64	1.42	1.42	1.23	1.24	1.10	1.10	0.91	0.91
C	8	8.96	9.56	8.25	8.81	7.72	8.24	6.71	7.67	5.74	7.03	4.98	6.07	4.43	5.39	3.68	4.46
	8.67	9.05	9.62	8.13	8.85	7.09	8.02	6.04	6.94	5.17	6.06	4.49	5.33	4.00	4.80	3.33	4.03
	9.33	8.43	9.46	7.13	8.00	6.22	6.99	5.38	6.04	4.68	5.27	4.07	4.64	3.62	4.17	3.02	3.52
	10	7.45	8.30	6.30	7.02	5.50	6.13	4.75	5.29	4.14	4.62	3.64	4.06	3.27	3.65	2.74	3.08
	12	5.39	5.88	4.55	4.97	3.97	4.33	3.42	3.74	2.98	3.26	2.62	2.86	2.35	2.57	1.97	2.16
	14	4.10	4.39	3.46	3.70	3.01	3.22	2.59	2.78	2.26	2.42	1.98	2.12	1.77	1.90	1.48	1.59
	16	3.24	3.40	2.73	2.87	2.37	2.49	2.04	2.14	1.77	1.86	1.54	1.63	1.38	1.46	1.15	1.21
	18	2.62	2.71	2.21	2.28	1.91	1.98	1.64	1.70	1.42	1.47	1.24	1.28	1.10	1.14	0.91	0.95
	20	2.17	2.21	1.82	1.86	1.58	1.61	1.35	1.38	1.17	1.19	1.01	1.03	0.90	0.92	0.74	0.75
	22	1.83	1.84	1.53	1.54	1.32	1.33	1.13	1.13	0.97	0.97	0.84	0.84	0.74	0.75	NP	NP

For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.

NP = Not permitted.

FIGURE 405(10)
CONTINUITY OF FIRST- AND SECOND-FLOOR VERTICAL WALL REINFORCEMENT

For SI: 1 foot = 304.8 mm.
FIGURE 405(11)
EXTERIOR WALL REINFORCEMENT SUMMARY ONE-STORY (TWO-STORY SIMILAR)

TABLE 405(12)

ANCHOR BOLT SPACING FOR ATTACHING 2× WOOD NAILER TO RAKE BEAM

REQUIRED ROOF DIAPHRAGM CAPACITY (ASD) AS DETERMINED BY TABLE 405(16) (plf)	¹/₂-INCH ANCHOR BOLT
	Maximum Spacing (feet and inches)
105	6' - 0"
145	5'- 0"
195	4'- 0"
230	3' - 6"
270	3' - 0"
325	2' - 6"
415	2' - 0"
565	1' - 6"
700	1' - 2"
845	1' - 0"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force per lineal foot = 14.594 N/m.

TABLE 405(13)

MASONRY GABLE OUTLOOKER CONNECTOR LOADS (ASD)

ULTIMATE DESIGN WIND SPEED (mph)		ROOF ZONE	CONNECTOR LOAD^a, LB					WALL ZONE^c
			Roof angle, degrees			Perpendicular to Wall F₂^b	Parallel to Wall F₁
			θ ≤ 7°^e	7°< θ ≤ 27°^e	27°< θ ≤ 45°
			Uplift^d
Exposure B	120	2E	355	434	228	21	See Table 405(16)	1E
	120	2E	355	434	228	14		1
	130	2E	418	511	269	25		1E
	130	2E	418	511	269	16		1
	140	2E	478	585	307	28		1E
	140	2E	478	585	307	19		1
	150	2E	551	674	354	33		1E
	150	2E	551	674	354	22		1
	160	2E	630	771	405	38		1E
	160	2E	630	771	405	25		1
	170	2E	714	873	459	43		1E
	170	2E	714	873	459	28		1
	180	2E	792	968	509	47		1E
	180	2E	792	968	509	31		1
	195	2E	934	1143	601	56		1E
	195	2E	934	1143	601	37		1
Exposure C	120	2E	497	608	320	30		1E
	120	2E	497	608	320	20		1
	130	2E	586	717	377	35		1E
	130	2E	586	717	377	23		1
	140	2E	670	820	431	40		1E
	140	2E	670	820	431	26		1
	150	2E	773	946	497	46		1E
	150	2E	773	946	497	30		1
	160	2E	883	1080	568	53		1E
	160	2E	883	1080	568	35		1
	170	2E	1001	1224	644	60		1E
	170	2E	1001	1224	644	39		1
	180	2E	1110	1358	714	66		1E
	180	2E	1110	1358	714	44		1
	195	2E	1310	1602	842	78		1E
	195	2E	1310	1602	842	52		1

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N.

Based on connector spacing of 24 in. and an overhang of 24 in. For spacing other than 24 in. multiply values shown by connector spacing (in.)/24 and for an overhang of less than 24 in. multiply by (overhang (in.) + 24 in.)/48 in.
Unit load on 2 ft. of wall, multiply by ¹/₂ of vertical span between floor and roof (at connector location) for total connector load.
Wall zones designated 1E are end zones. The width of the end zone is 20% of the least horizontal dimension of the building or 0.8 times the mean roof height whichever is smaller, but not less than 8% of the least horizontal dimension or 6 ft.
Uplift loads are based on components and cladding loads because of the small localized areas associated with rake overhangs. Loads parallel and perpendicular represent much broader diaphragm loads and are main windforce resisting system loads.
Total loads for roof and overhang in areas designated as Gable Roof Zone 2 in Figure 301(2) shall be permitted to be multiplied by 0.65 for roof slopes of 27° or less.

TABLE 405(14)

WOOD GABLE BRACE NAILING

ULTIMATE DESIGN WIND SPEED (mph)		RAKE HEIGHT (feet)
ULTIMATE DESIGN WIND SPEED (mph)		12	14	16	18	20	22
Exposure B	120	3	4	4	4	5	5
	120	5	6	7	7	8	9
	130	4	4	5	5	6	6
	130	6	7	8	9	9	9
	140	4	5	5	6	7	7
	140	7	8	9	10	11	11
	150	5	6	6	7	8	8
	150	8	9	10	11	12	12
	160	7	8	9	10	11	11
	160	11	13	15	16	18	18
	170	8	10	11	12	13	13
	170	14	15	17	19	21	21
	180	7	8	9	10	11	11
	180	11	13	15	16	18	18
	195	8	10	11	12	13	13
	195	14	15	17	19	21	21
Exposure C	120	4	5	6	6	7	7
	120	7	8	9	10	11	11
	130	5	6	7	7	8	8
	130	8	10	11	12	13	13
	140	6	7	8	8	9	9
	140	10	11	12	14	15	15
	150	7	8	9	10	11	11
	150	11	13	14	16	17	17
	160	8	9	10	11	12	12
	160	13	15	16	18	20	20
	170	9	10	11	13	14	14
	170	14	17	18	20	22	22
	180	10	11	13	14	15	15
	180	16	18	20	23	25	25
	195	12	13	15	17	18	18
	195	19	22	24	27	29	29

For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.

TABLE 405(15)

WOOD GABLE STUD CONNECTOR LOADS (ASD)

ULTIMATE DESIGN WIND SPEED (mph)		CONNECTOR LOAD^a, LBS						WALL ZONE^d
		Roof angle, degrees			Perpendicular to Wall F₂^c		Parallel to Wall F₁
		θ ≤ 7°	7° < θ ≤ 27°	27°< θ ≤ 45°	Top of stud^b	Bottom of stud
		Uplift^c
Exposure B	120	98	111	56	25	107	See Table 405(16)	5
					21	97		4
	130	116	130	66	29	127		5
					25	113		4
	140	132	149	76	34	147		5
					29	132		4
	150	153	172	87	39	169		5
					33	151		4
	160	175	196	100	44	191		5
					37	172		4
	170	198	223	113	50	216		5
					42	194		4
	180	219	247	125	56	244		5
					47	218		4
	195	259	291	148	66	284		5
					56	256		4
Exposure C	120	138	155	79	35	150		5
					29	135		4
	130	162	183	93	41	177		5
					35	159		4
	140	186	209	106	47	205		5
					40	185		4
	150	214	241	122	54	236		5
					46	212		4
	160	245	275	140	62	268		5
					52	241		4
	170	277	312	158	70	302		5
					59	272		4
	180	308	346	176	78	342		5
					66	305		4
	195	363	408	207	92	398		5
					78	358		4

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 pound force = 4.448 N.

Unit load on stud at 16 in. O.C.
Multiply by ¹/₂ stud length for total connector load.
Uplift loads and loads perpendicular to the wall are based on components and cladding loads because of the small localized areas associated with wood frame gables. Loads parallel to the wall represent much broader diaphragm loads and are main windforce-resisting system loads.
Wall zones 4 and 5 are as denoted in Figure 301(2).

TABLE 405(16)

REQUIRED SHEARWALL LOADS (ASD) (LB PER SIDE) PERPENDICULAR TO RIDGE PER FOOT OF BUILDING LENGTH^{a, b, c}(lb/ft)

EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	ROOF SLOPE ≤ 5:12			ROOF SLOPE = 7:12			ROOF SLOPE = 12:12
		BUILDING WIDTH (feet)			BUILDING WIDTH (feet)			BUILDING WIDTH (feet)
		24	32	40	24	32	40	24	32	40
B	120	46	46	46	76	88	101	102	123	146
	130	55	54	54	90	104	120	121	145	172
	140	63	62	62	103	119	137	138	166	196
	150	72	72	71	119	138	158	159	192	227
	160	83	82	81	136	157	180	182	219	259
	170	94	93	92	154	178	204	206	248	293
	180	104	103	102	171	198	227	228	275	325
	195	122	122	120	201	233	267	270	325	384
C	120	65	65	64	107	124	142	143	173	204
	130	77	76	75	126	146	168	169	204	241
	140	88	87	86	144	167	192	193	233	275
	150	101	101	99	167	193	221	223	269	318
	160	116	115	114	190	221	253	255	307	363
	170	131	130	129	216	250	286	289	348	411
	180	145	145	143	239	277	318	320	386	456
	195	172	171	169	282	327	375	378	455	538

For SI: 1 foot = 304.8 mm, 1 pound per lineal foot = 14.594 N/m, 1 mile per hour = 0.447 m/s.

Required shearwall loads perpendicular to the ridge are per lineal foot of building length. Tabular values shall be multiplied by building length to obtain total shear load.
For connector loads, the total shear load shall be divided by the number of connectors.
Table values shall be permitted to be interpolated.

TABLE 405(17)

REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENT^{a, b, c, d}ROOF ANGLE 23 DEGREES

EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	TOP STORY			1^ST STORY OF 2 STORY OR 2^ND STORY OF 3 STORY			1^ST STORY OF 3 STORY
		Building Width (feet)			Building Width (feet)			Building Width (feet)
		24	32	40	24	32	40	24	32	40
B	120	1.40	1.99	2.72	3.18	4.31	5.61	4.68	6.30	8.16
	130	1.65	2.35	3.21	3.76	5.08	6.62	5.52	7.42	9.62
	140	1.89	2.69	3.66	4.29	5.81	7.57	6.31	8.49	11.00
	150	2.18	3.10	4.23	4.95	6.70	8.73	7.28	9.79	12.69
	160	2.49	3.54	4.83	5.66	7.66	9.97	8.32	11.19	14.51
	170	2.82	4.02	5.47	6.42	8.68	11.30	9.43	12.68	16.44
	180	3.13	4.45	6.07	7.11	9.62	12.53	10.45	14.06	18.23
	195	3.69	5.26	7.16	8.39	11.36	14.79	12.34	16.60	21.51
C	120	1.66	2.39	3.30	4.20	5.73	7.52	6.54	8.78	11.35
	130	1.96	2.82	3.90	4.96	6.76	8.87	7.71	10.35	13.39
	140	2.24	3.23	4.46	5.67	7.73	10.14	8.81	11.83	15.31
	150	2.58	3.73	5.14	6.54	8.92	11.70	10.17	13.65	17.66
	160	2.95	4.26	5.87	7.47	10.19	13.37	11.62	15.60	20.18
	170	3.34	4.82	6.66	8.47	11.55	15.15	13.17	17.68	22.87
	180	3.71	5.35	7.38	9.39	12.80	16.80	14.60	19.60	25.36
	195	4.37	6.31	8.71	11.08	15.11	19.83	17.23	23.13	29.93

REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 5 REINFORCEMENT^{a, b, c, d}ROOF ANGLE 23 DEGREES

EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	TOP STORY			1^ST STORY OF 2 STORY OR 2^ND STORY OF 3 STORY			1^ST STORY OF 3 STORY
		Building Width (feet)			Building Width (feet)			Building Width (feet)
		24	32	40	24	32	40	24	32	40
B	120	0.94	1.34	1.83	2.14	2.90	3.78	3.15	4.24	5.49
	130	1.11	1.58	2.16	2.53	3.42	4.45	3.72	5.00	6.48
	140	1.27	1.81	2.47	2.89	3.91	5.09	4.25	5.72	7.41
	150	1.47	2.09	2.85	3.33	4.51	5.88	4.90	6.59	8.55
	160	1.67	2.39	3.25	3.81	5.15	6.71	5.60	7.53	9.76
	170	1.90	2.70	3.69	4.32	5.84	7.61	6.35	8.54	11.07
	180	2.10	3.00	4.09	4.79	6.48	8.44	7.04	9.47	12.27
	195	2.48	3.54	4.82	5.65	7.64	9.96	8.30	11.17	14.48
C	120	1.12	1.61	2.22	2.83	3.86	5.06	4.40	5.91	7.64
	130	1.32	1.90	2.62	3.34	4.55	5.97	5.19	6.97	9.01
	140	1.51	2.17	3.00	3.82	5.20	6.83	5.93	7.97	10.31
	150	1.74	2.51	3.46	4.40	6.00	7.88	6.85	9.19	11.89
	160	1.99	2.87	3.95	5.03	6.86	9.00	7.82	10.50	13.59
	170	2.25	3.25	4.48	5.70	7.77	10.20	8.86	11.90	15.39
	180	2.49	3.60	4.97	6.32	8.62	11.31	9.83	13.20	17.07
	195	2.94	4.25	5.86	7.46	10.17	13.35	11.60	15.57	20.15

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.

The cumulative shearwall segment length for each side of the building shall equal or exceed the tabular shear wall length required. If the required shearwall segment length is not one continuous shearwall segment, the total shearwall length required shall be increased by 0.67 feet for each additional shearwall segment making up the total shearwall length on a side.
The minimum shearwall segment length shall be 2 feet. Values less than 2 feet are shown only for summation of shearwall segments and for interpolation purposes. A grouted cell with vertical reinforcement of the size indicated is required at each end of every shearwall segment.
Portions of walls with openings other than those permitted by Section 405.5.3 shall not be considered part of the shearwall length.
Shearwall lengths are based on shearwall segment heights of 80 inches (height from the floor to the top of the highest opening adjacent to the shear segment - corners and openings as permitted by Section 405.5.3 are not counted as openings). For shear segment heights other than 80 inches, multiply tabular length values as follows:
SEGMENT HEIGHT (inches) LENGTH MULTIPLIER
88 1.09
96 1.19
104 1.28
112 1.37

SEGMENT HEIGHT (inches)	LENGTH MULTIPLIER
88	1.09
96	1.19
104	1.28
112	1.37

TABLE 405(18)

REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENT^{a, b, c, d}ROOF ANGLE 30 DEGREES

EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	TOP STORY			1^ST STORY OF 2 STORY OR 2^ND STORY OF 3 STORY			1^ST STORY OF 3 STORY
		Building Width (feet)			Building Width (feet)			Building Width (feet)
		24	32	40	24	32	40	24	32	40
B	120	1.44	2.12	2.94	3.07	4.26	5.62	4.48	6.17	8.09
	130	1.69	2.50	3.46	3.62	5.02	6.62	5.29	7.28	9.54
	140	1.94	2.85	3.96	4.14	5.74	7.57	6.04	8.32	10.91
	150	2.23	3.29	4.57	4.78	6.62	8.74	6.97	9.60	12.59
	160	2.55	3.76	5.22	5.46	7.57	9.98	7.97	10.97	14.39
	170	2.89	4.26	5.92	6.19	8.58	11.31	9.03	12.43	16.30
	180	3.21	4.73	6.56	6.86	9.51	12.54	10.01	13.78	18.08
	195	3.79	5.58	7.74	8.10	11.22	14.80	11.81	16.26	21.33
C	120	1.73	2.59	3.64	4.09	5.73	7.63	6.25	8.58	11.22
	130	2.04	3.05	4.30	4.82	6.75	8.99	7.37	10.11	13.23
	140	2.33	3.49	4.91	5.52	7.72	10.28	8.42	11.56	15.13
	150	2.69	4.02	5.67	6.36	8.91	11.86	9.72	13.34	17.46
	160	3.07	4.60	6.48	7.27	10.18	13.56	11.10	15.25	19.95
	170	3.48	5.21	7.34	8.24	11.54	15.36	12.58	17.28	22.60
	180	3.86	5.78	8.14	9.14	12.79	17.03	13.95	19.16	25.06
	195	4.55	6.82	9.61	10.78	15.10	20.10	16.46	22.61	29.58

REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 5 REINFORCEMENT^{a, b, c, d}ROOF ANGLE 30 DEGREES

EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	TOP STORY			1^ST STORY OF 2 STORY OR 2^ND STORY OF 3 STORY			1^ST STORY OF 3 STORY
		Building Width (feet)			Building Width (feet)			Building Width (feet)
		24	32	40	24	32	40	24	32	40
B	120	0.97	1.42	1.98	2.07	2.87	3.78	3.02	4.15	5.45
	130	1.14	1.68	2.33	2.44	3.38	4.46	3.56	4.90	6.42
	140	1.30	1.92	2.67	2.79	3.87	5.10	4.07	5.60	7.35
	150	1.50	2.22	3.08	3.22	4.46	5.88	4.69	6.46	8.47
	160	1.72	2.53	3.52	3.68	5.10	6.72	5.36	7.38	9.68
	170	1.95	2.87	3.98	4.17	5.77	7.62	6.08	8.37	10.97
	180	2.16	3.18	4.42	4.62	6.40	8.44	6.74	9.28	12.17
	195	2.55	3.75	5.21	5.45	7.56	9.97	7.95	10.95	14.36
C	120	0.97	1.42	1.98	2.07	2.87	3.78	3.02	4.15	5.45
	130	1.14	1.68	2.33	2.44	3.38	4.46	3.56	4.90	6.42
	140	1.30	1.92	2.67	2.79	3.87	5.10	4.07	5.60	7.35
	150	1.50	2.22	3.08	3.22	4.46	5.88	4.69	6.46	8.47
	160	1.72	2.53	3.52	3.68	5.10	6.72	5.36	7.38	9.68
	170	1.95	2.87	3.98	4.17	5.77	7.62	6.08	8.37	10.97
	180	2.16	3.18	4.42	4.62	6.40	8.44	6.74	9.28	12.17
	195	3.07	4.59	6.47	7.26	10.16	13.53	11.08	15.22	19.91

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.

The cumulative shearwall segment length for each side of the building shall equal or exceed the tabular shearwall length required. If the required shearwall segment length is not one continuous shearwall segment, the total shearwall length required shall be increased by 0.67 feet for each additional shearwall segment making up the total shearwall length on a side.
The minimum shearwall segment length shall be 2 feet. Values less than 2 feet are shown only for summation of shearwall segments and for interpolation purposes. A grouted cell with vertical reinforcement of the size indicated is required at each end of every shearwall segment.
Portions of walls with openings other than those permitted by Section 405.5.3 shall not be considered part of the shearwall length.
Shearwall lengths are based on shearwall segment heights of 80 inches (height from the floor to the top of the highest opening adjacent to the shear segment - corners and openings as permitted by Section 405.5.3 are not counted as openings). For shear segment heights other than 80 inches, multiply tabular length values as follows:
SEGMENT HEIGHT (inches) LENGTH MULTIPLIER
88 1.09
96 1.19
104 1.28
112 1.37

SEGMENT HEIGHT (inches)	LENGTH MULTIPLIER
88	1.09
96	1.19
104	1.28
112	1.37

TABLE 405(19)

REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENT^{a, b, c, d}ROOF ANGLE 45 DEGREES

EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	TOP STORY			1^ST STORY OF 2 STORY OR 2^ND STORY OF 3 STORY			1^ST STORY OF 3 STORY
		Building Width (feet)			Building Width (feet)			Building Width (feet)
		24	32	40	24	32	40	24	32	40
B	120	1.83	2.80	4.01	3.47	4.94	6.69	4.99	7.07	9.52
	130	2.16	3.31	4.73	4.09	5.83	7.89	5.88	8.34	11.23
	140	2.47	3.78	5.41	4.67	6.67	9.02	6.73	9.53	12.84
	150	2.85	4.36	6.24	5.39	7.69	10.41	7.76	11.00	14.81
	160	3.25	4.98	7.13	6.16	8.79	11.89	8.87	12.57	16.92
	170	3.69	5.65	8.08	6.98	9.96	13.47	10.05	14.24	19.17
	180	4.09	6.26	8.96	7.74	11.05	14.94	11.14	15.79	21.26
	195	4.82	7.39	10.57	9.14	13.03	17.63	13.15	18.64	25.09
C	120	2.28	3.57	5.22	4.71	6.83	9.38	6.91	9.76	13.08
	130	2.68	4.21	6.15	5.56	8.06	11.06	8.15	11.51	15.43
	140	3.07	4.81	7.03	6.36	9.21	12.65	9.32	13.16	17.64
	150	3.54	5.55	8.11	7.33	10.63	14.59	10.76	15.18	20.35
	160	4.05	6.34	9.27	8.38	12.15	16.67	12.29	17.34	23.26
	170	4.58	7.19	10.51	9.50	13.76	18.89	13.93	19.65	26.36
	180	5.08	7.97	11.65	10.53	15.26	20.95	15.45	21.79	29.23
	195	6.00	9.41	13.75	12.43	18.01	24.72	18.23	25.72	34.49

REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 5 REINFORCEMENT^{a, b, c, d}ROOF ANGLE 45 DEGREES

EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	TOP STORY			1^ST STORY OF 2 STORY OR 2^ND STORY OF 3 STORY			1^ST STORY OF 3 STORY
		Building Width (feet)			Building Width (feet)			Building Width (feet)
		24	32	40	24	32	40	24	32	40
B	120	1.23	1.89	2.70	2.33	3.33	4.50	3.36	4.76	6.41
	130	1.45	2.22	3.18	2.75	3.93	5.31	3.96	5.61	7.56
	140	1.66	2.54	3.64	3.15	4.49	6.07	4.53	6.42	8.64
	150	1.92	2.93	4.20	3.63	5.18	7.00	5.22	7.40	9.97
	160	2.19	3.35	4.80	4.15	5.92	8.00	5.97	8.46	11.39
	170	2.48	3.80	5.44	4.70	6.71	9.07	6.77	9.59	12.91
	180	2.75	4.21	6.03	5.21	7.44	10.06	7.50	10.63	14.31
	195	3.25	4.97	7.12	6.15	8.77	11.87	8.85	12.55	16.89
C	120	1.53	2.40	3.51	3.17	4.60	6.31	4.65	6.57	8.81
	130	1.81	2.83	4.14	3.74	5.42	7.44	5.49	7.75	10.39
	140	2.07	3.24	4.74	4.28	6.20	8.51	6.28	8.86	11.88
	150	2.38	3.74	5.46	4.94	7.16	9.82	7.24	10.22	13.70
	160	2.72	4.27	6.24	5.64	8.18	11.22	8.27	11.68	15.66
	170	3.09	4.84	7.07	6.39	9.27	12.72	9.38	13.23	17.74
	180	3.42	5.37	7.84	7.09	10.27	14.10	10.40	14.67	19.67
	195	4.04	6.33	9.26	8.37	12.12	16.64	12.27	17.31	23.22

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.

The cumulative shearwall segment length for each side of the building shall equal or exceed the tabular shearwall length required. If the required shearwall segment length is not one continuous shearwall segment, the total shearwall length required shall be increased by 0.67 feet for each additional shearwall segment making up the total shearwall length on a side.
The minimum shearwall segment length shall be 2 feet. Values less than 2 feet are shown only for summation of shearwall segments and for interpolation purposes. A grouted cell with vertical reinforcement of the size indicated is required at each end of every shearwall segment.
Portions of walls with openings other than those permitted by Section 405.5.3 shall not be considered part of the shearwall length.
Shearwall lengths are based on shearwall segment heights of 80 inches (height from the floor to the top of the highest opening adjacent to the shear segment - corners and openings as permitted by Section 405.5.3 are not counted as openings). For shear segment heights other than 80 inches, multiply tabular length values as follows:
SEGMENT HEIGHT (inches) LENGTH MULTIPLIER
88 1.09
96 1.19
104 1.28
112 1.37

SEGMENT HEIGHT (inches)	LENGTH MULTIPLIER
88	1.09
96	1.19
104	1.28
112	1.37

TABLE 405(20)

REQUIRED SHEARWALL LENGTH (feet) PER FOOT OF BUILDING LENGTH^{a, b, c, d, e}PERPENDICULAR TO RIDGE, NO. 4 REINFORCEMENT, ROOF ANGLE 23 DEGREES

EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	TOP STORY			1^ST STORY OF 2 STORY OR 2^ND STORY OF 3 STORY			1^ST STORY OF 3 STORY
		Building Width (feet)			Building Width (feet)			Building Width (feet)
		24	32	40	24	32	40	24	32	40
B	120	0.046	0.046	0.046	0.123	0.123	0.122	0.200	0.199	0.199
	130	0.055	0.054	0.054	0.145	0.145	0.144	0.236	0.235	0.235
	140	0.063	0.062	0.061	0.166	0.166	0.165	0.269	0.269	0.268
	150	0.072	0.072	0.071	0.191	0.191	0.190	0.311	0.310	0.310
	160	0.082	0.082	0.081	0.219	0.218	0.217	0.355	0.355	0.354
	170	0.093	0.093	0.092	0.248	0.247	0.246	0.402	0.402	0.401
	180	0.104	0.103	0.102	0.275	0.274	0.273	0.446	0.446	0.444
	195	0.122	0.122	0.120	0.324	0.324	0.322	0.527	0.526	0.524
C	120	0.065	0.065	0.064	0.173	0.172	0.171	0.280	0.280	0.279
	130	0.077	0.076	0.075	0.203	0.203	0.202	0.330	0.330	0.329
	140	0.088	0.087	0.086	0.233	0.232	0.231	0.378	0.377	0.376
	150	0.101	0.101	0.099	0.268	0.268	0.267	0.436	0.435	0.434
	160	0.116	0.115	0.114	0.307	0.306	0.305	0.498	0.497	0.496
	170	0.131	0.130	0.129	0.348	0.347	0.345	0.564	0.563	0.562
	180	0.145	0.144	0.143	0.385	0.385	0.383	0.626	0.625	0.623
	195	0.171	0.170	0.168	0.455	0.454	0.452	0.738	0.737	0.735

REQUIRED SHEARWALL LENGTH (feet) PER FOOT OF BUILDING LENGTH^{a, b, c, d, e}PERPENDICULAR TO RIDGE, NO. 5 REINFORCEMENT, ROOF ANGLE 23 DEGREES

EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	TOP STORY			1^ST STORY OF 2 STORY OR 2^ND STORY OF 3 STORY			1^ST STORY OF 3 STORY
		Building Width (feet)			Building Width (feet)			Building Width (feet)
		24	32	40	24	32	40	24	32	40
B	120	0.031	0.031	0.031	0.083	0.083	0.082	0.134	0.134	0.134
	130	0.037	0.037	0.036	0.098	0.097	0.097	0.159	0.158	0.158
	140	0.042	0.042	0.041	0.112	0.111	0.111	0.181	0.181	0.181
	150	0.049	0.048	0.048	0.129	0.129	0.128	0.209	0.209	0.208
	160	0.055	0.055	0.055	0.147	0.147	0.146	0.239	0.239	0.238
	170	0.063	0.063	0.062	0.167	0.167	0.166	0.271	0.271	0.270
	180	0.098	0.097	0.096	0.259	0.259	0.258	0.421	0.421	0.419
	195	0.115	0.115	0.113	0.306	0.306	0.304	0.497	0.496	0.495
C	120	0.044	0.044	0.043	0.116	0.116	0.115	0.189	0.188	0.188
	130	0.052	0.051	0.051	0.137	0.137	0.136	0.222	0.222	0.221
	140	0.059	0.059	0.058	0.157	0.156	0.156	0.254	0.254	0.253
	150	0.068	0.068	0.067	0.181	0.180	0.180	0.293	0.293	0.292
	160	0.078	0.077	0.076	0.206	0.206	0.205	0.335	0.335	0.334
	170	0.088	0.088	0.087	0.234	0.233	0.232	0.380	0.379	0.378
	180	0.098	0.097	0.096	0.259	0.259	0.258	0.421	0.421	0.419
	195	0.115	0.115	0.113	0.306	0.306	0.304	0.497	0.496	0.495

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.

The cumulative shearwall segment length for each side of the building shall equal or exceed the tabular shearwall length required. If the required shearwall segment length is not one continuous shearwall segment, the total shearwall length required shall be increased by 0.67 feet for each additional shearwall segment making up the total shearwall length on a side.
The minimum shearwall segment length shall be 2 feet. Values less than 2 feet are shown only for summation of shearwall segments and for interpolation purposes. A grouted cell with vertical reinforcement of the size indicated is required at each end of every shearwall segment.
Portions of walls with openings other than those permitted by Section 405.5.3 shall not be considered part of the shearwall length.
Required shearwall length perpendicular to the ridge are per lineal foot of building length. Multiply tabular values by building length (distance between adjacent shearwall perpendicular to the ridge if interior shearwalls are used) for total shearwall length per side.
Shearwall lengths are based on shearwall segment heights of 80 inches (height from the floor to the top of the highest opening adjacent to the shear segment - corners and openings as permitted by Section 405.5.3 are not counted as openings). For shear segment heights other than 80 inches, multiply tabular length values as follows:
SEGMENT HEIGHT (inches) LENGTH MULTIPLIER
88 1.09
96 1.19
104 1.28
112 1.37

SEGMENT HEIGHT (inches)	LENGTH MULTIPLIER
88	1.09
96	1.19
104	1.28
112	1.37

TABLE 405(21)

REQUIRED SHEARWALL LENGTH (feet) PER FOOT OF BUILDING LENGTH^{a, b, c, d, e}PERPENDICULAR TO RIDGE, NO. 4 REINFORCEMENT, ROOF ANGLE 30 DEGREES

EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	TOP STORY			1^ST STORY OF 2 STORY OR 2^ND STORY OF 3 STORY			1^ST STORY OF 3 STORY
		Building Width (feet)			Building Width (feet)			Building Width (feet)
		24	32	40	24	32	40	24	32	40
B	120	0.076	0.088	0.101	0.143	0.155	0.168	0.210	0.223	0.235
	130	0.090	0.104	0.120	0.169	0.183	0.199	0.248	0.262	0.278
	140	0.103	0.119	0.137	0.193	0.210	0.227	0.284	0.300	0.318
	150	0.119	0.138	0.158	0.223	0.242	0.262	0.327	0.346	0.366
	160	0.136	0.157	0.180	0.255	0.276	0.299	0.374	0.396	0.419
	170	0.154	0.178	0.204	0.289	0.313	0.339	0.424	0.448	0.474
	180	0.170	0.197	0.226	0.320	0.347	0.376	0.470	0.497	0.526
	195	0.201	0.233	0.267	0.378	0.410	0.444	0.555	0.587	0.621
C	120	0.107	0.124	0.142	0.201	0.218	0.236	0.295	0.312	0.330
	130	0.126	0.146	0.168	0.237	0.257	0.278	0.348	0.368	0.389
	140	0.144	0.167	0.192	0.271	0.294	0.318	0.398	0.421	0.445
	150	0.166	0.193	0.221	0.313	0.339	0.367	0.459	0.485	0.514
	160	0.190	0.220	0.253	0.357	0.387	0.420	0.525	0.555	0.587
	170	0.216	0.250	0.286	0.405	0.439	0.476	0.594	0.629	0.587
	180	0.239	0.277	0.317	0.449	0.487	0.527	0.659	0.697	0.738
	195	0.282	0.327	0.375	0.530	0.575	0.622	0.778	0.823	0.870

REQUIRED SHEARWALL LENGTH (feet) PER FOOT OF BUILDING LENGTH^{a, b, c, d, e}PERPENDICULAR TO RIDGE, NO. 5 REINFORCEMENT, ROOF ANGLE 30 DEGREES

EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	TOP STORY			1^ST STORY OF 2 STORY OR 2^ND STORY OF 3 STORY			1^ST STORY OF 3 STORY
		Building Width (feet)			Building Width (feet)			Building Width (feet)
		24	32	40	24	32	40	24	32	40
B	120	0.051	0.060	0.068	0.097	0.105	0.113	0.142	0.150	0.159
	130	0.061	0.070	0.080	0.114	0.123	0.134	0.167	0.177	0.187
	140	0.069	0.080	0.092	0.130	0.141	0.153	0.191	0.202	0.214
	150	0.080	0.093	0.106	0.150	0.163	0.176	0.220	0.233	0.247
	160	0.091	0.106	0.121	0.172	0.186	0.202	0.252	0.266	0.282
	170	0.103	0.120	0.137	0.194	0.211	0.228	0.285	0.302	0.319
	180	0.115	0.133	0.152	0.216	0.234	0.253	0.316	0.335	0.354
	195	0.135	0.157	0.180	0.254	0.276	0.299	0.374	0.395	0.418
C	120	0.072	0.083	0.096	0.135	0.147	0.159	0.199	0.210	0.222
	130	0.085	0.098	0.113	0.160	0.173	0.187	0.234	0.248	0.262
	140	0.097	0.113	0.129	0.183	0.198	0.214	0.268	0.283	0.300
	150	0.112	0.130	0.149	0.211	0.228	0.247	0.309	0.327	0.346
	160	0.128	0.148	0.170	0.241	0.261	0.283	0.353	0.373	0.395
	170	0.145	0.168	0.193	0.273	0.296	0.320	0.400	0.423	0.448
	180	0.161	0.186	0.214	0.302	0.328	0.355	0.444	0.469	0.496
	195	0.190	0.220	0.252	0.357	0.387	0.419	0.524	0.554	0.586

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.

The cumulative shearwall segment length for each side of the building shall equal or exceed the tabular shearwall length required. If the required shearwall segment length is not one continuous shearwall segment, the total shearwall length required shall be increased by 0.67 feet for each additional shearwall segment making up the total shearwall length on a side.
The minimum shearwall segment length shall be 2 feet. Values less than 2 feet are shown only for summation of shearwall segments and for interpolation purposes. A grouted cell with vertical reinforcement of the size indicated is required at each end of every shearwall segment.
Portions of walls with openings other than those permitted by Section 405.5.3 shall not be considered part of the shearwall length.
Required shearwall length perpendicular to the ridge are per lineal foot of building length. Multiply tabular values by building length (distance between adjacent shearwall perpendicular to the ridge if interior shearwalls are used) for total shearwall length per side.
Shearwall lengths are based on shearwall segment heights of 80 inches (height from the floor to the top of the highest opening adjacent to the shear segment - corners and openings as permitted by Section 405.5.3 are not counted as openings). For shear segment heights other than 80 inches, multiply tabular length values as follows:
SEGMENT HEIGHT (inches) LENGTH MULTIPLIER
88 1.09
96 1.19
104 1.28
112 1.37

SEGMENT HEIGHT (inches)	LENGTH MULTIPLIER
88	1.09
96	1.19
104	1.28
112	1.37

TABLE 405(22)

REQUIRED SHEARWALL (feet) LENGTH PER FOOT OF BUILDING LENGTH^{a, b, c, d, e}PERPENDICULAR TO RIDGE, NO. 4 REINFORCEMENT ROOF ANGLE 45 DEGREES

EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	TOP STORY			1^ST STORY OF 2 STORY OR 2^ND STORY OF 3 STORY			1^ST STORY OF 3 STORY
		Building Width (feet)			Building Width (feet)			Building Width (feet)
		24	32	40	24	32	40	24	32	40
B	120	0.102	0.123	0.145	0.169	0.190	0.213	0.236	0.257	0.280
	130	0.121	0.145	0.172	0.200	0.224	0.251	0.279	0.303	0.330
	140	0.138	0.166	0.196	0.228	0.256	0.287	0.319	0.347	0.377
	150	0.159	0.191	0.226	0.263	0.296	0.331	0.368	0.400	0.435
	160	0.182	0.219	0.259	0.301	0.338	0.378	0.420	0.457	0.497
	170	0.206	0.248	0.293	0.341	0.383	0.428	0.476	0.518	0.563
	180	0.228	0.275	0.325	0.378	0.425	0.475	0.528	0.575	0.625
	195	0.269	0.324	0.384	0.446	0.501	0.560	0.623	0.678	0.737
C	120	0.143	0.173	0.204	0.237	0.267	0.298	0.331	0.361	0.392
	130	0.169	0.204	0.241	0.280	0.314	0.352	0.391	0.425	0.462
	140	0.193	0.233	0.275	0.320	0.360	0.402	0.447	0.486	0.529
	150	0.223	0.268	0.317	0.369	0.415	0.464	0.515	0.561	0.610
	160	0.255	0.307	0.363	0.422	0.474	0.530	0.589	0.641	0.697
	170	0.289	0.348	0.411	0.478	0.537	0.600	0.667	0.727	0.790
	180	0.320	0.385	0.456	0.530	0.596	0.666	0.740	0.806	0.876
	195	0.378	0.455	0.538	0.626	0.703	0.786	0.873	0.951	1.034

REQUIRED SHEARWALL LENGTH (feet) PER FOOT OF BUILDING LENGTH^{a, b, c, d, e}PERPENDICULAR TO RIDGE, NO. 5 REINFORCEMENT ROOF ANGLE 45 DEGREES

EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	TOP STORY			1^ST STORY OF 2 STORY OR 2^ND STORY OF 3 STORY			1^ST STORY OF 3 STORY
		Building Width (feet)			Building Width (feet)			Building Width (feet)
		24	32	40	24	32	40	24	32	40
B	120	0.069	0.083	0.098	0.114	0.128	0.143	0.159	0.173	0.188
	130	0.081	0.098	0.116	0.134	0.151	0.169	0.188	0.204	0.222
	140	0.093	0.112	0.132	0.154	0.173	0.193	0.215	0.234	0.254
	150	0.107	0.129	0.152	0.177	0.199	0.223	0.248	0.269	0.293
	160	0.122	0.147	0.174	0.203	0.228	0.254	0.283	0.308	0.335
	170	0.139	0.167	0.197	0.230	0.258	0.288	0.320	0.349	0.379
	180	0.154	0.185	0.219	0.255	0.286	0.320	0.355	0.387	0.421
	195	0.181	0.218	0.258	0.300	0.337	0.377	0.419	0.456	0.496
C	120	0.096	0.116	0.137	0.160	0.179	0.201	0.223	0.243	0.264
	130	0.114	0.137	0.162	0.188	0.212	0.237	0.263	0.286	0.311
	140	0.130	0.157	0.185	0.215	0.242	0.271	0.301	0.327	0.356
	150	0.150	0.181	0.214	0.249	0.279	0.312	0.347	0.378	0.411
	160	0.171	0.207	0.244	0.284	0.319	0.357	0.397	0.432	0.469
	170	0.194	0.234	0.277	0.322	0.362	0.404	0.449	0.489	0.532
	180	0.215	0.260	0.307	0.357	0.401	0.448	0.498	0.542	0.590
	195	0.254	0.306	0.362	0.421	0.473	0.529	0.588	0.640	0.696

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.

The cumulative shearwall segment length for each side of the building shall equal or exceed the tabular shearwall length required. If the required shearwall segment length is not one continuous shearwall segment, the total shearwall length required shall be increased by 0.67 feet for each additional shearwall segment making up the total shearwall length on a side.
The minimum shearwall segment length shall be 2 feet. Values less than 2 feet are shown only for summation of shearwall segments and for interpolation purposes. A grouted cell with vertical reinforcement of the size indicated is required at each end of every shearwall segment.
Portions of walls with openings other than those permitted by Section 405.5.3 shall not be considered part of the shearwall length.
Required shearwall length perpendicular to the ridge are per lineal foot of building length. Multiply tabular values by building length (distance between adjacent shearwall perpendicular to the ridge if interior shearwalls are used) for total shearwall length per side.
Shearwall lengths are based on shearwall segment heights of 80 inches (height from the floor to the top of the highest opening adjacent to the shear segment - corners and openings as permitted by Section 405.5.3 are not counted as openings). For shear segment heights other than 80 inches, multiply tabular length values as follows:
SEGMENT HEIGHT (inches) LENGTH MULTIPLIER
88 1.09
96 1.19
104 1.28
112 1.37

SEGMENT HEIGHT (inches)	LENGTH MULTIPLIER
88	1.09
96	1.19
104	1.28
112	1.37

TABLE 405(23)
SUPERIMPOSED LOADS MINIMUM RATED LOAD CAPACITY OF 8-INCH-THICK PRE-ENGINEERED ASSEMBLIES SPANNING OPENINGS OF ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGS^{a, c, d, e, f}

TABLE 405(24)
SUPERIMPOSED LOADS, MINIMUM RATED LOAD CAPACITY OF 8-INCH-THICK PRE-ENGINEERED ASSEMBLIES SPANNING OPENINGS OF BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS—WOOD FLOOR SYSTEM^{a, c, d, e, f, g}

TABLE 405(25)
SUPERIMPOSED LOADS, MINIMUM RATED LOAD CAPACITY OF NOMINAL 8-INCH-THICK PRE-ENGINEERED ASSEMBLIES SPANNING OPENINGS OF BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS—HOLLOW CORE SYSTEM^{a, c, d, e, f, g}

TABLE 405(26)
COMBINED BOND BEAM/LINTELS, ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGS^{a, b, d, e, f, g}

TABLE 405(27)
COMBINED BOND BEAM/LINTELS, BOTTOM STORY AND TOP STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS—WOOD FLOOR SYSTEM^{a, b, c, d, e, f, g}

TABLE 405(28)
COMBINED BOND BEAM/LINTELS, BOTTOM STORY AND TOP STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS—HOLLOWCORE FLOOR SYSTEM^{a, b, d, e, f, g}

405.1 General Requirements

Masonry walls constructed in accordance with this standard shall comply with the requirements of this section. Alternatively, concrete masonry walls shall be permitted to comply with TMS 403 Direct Design Handbook for Masonry Structures or where the wall or building is not within the scope of TMS 403, the wall shall comply with TMS 402/ACI 530/ASCE 5-11 Building Code Requirements for Masonry Structures and TMS 602/ACI 530.1/ASCE 6-11Specification for Masonry Structures. The minimum thickness of exterior masonry walls shall be 8 inches (203 mm).

405.2 Bond Beams

405.2.1 General

A reinforced bond beam shall be provided in masonry walls at the top of the wall and at each floor level (except at slab-on-grade) of each exterior wall. (See Section 405.4.1 for rake beam at top of gable endwalls). Bond beams shall contain one #4 bar minimum.

405.2.2 Size

Bond beams shall be one of the following:

8 inches thick × 8 inches high masonry (203 × 203 mm)

8 inches thick × 12 inches high masonry (203 × 305 mm)

8 inches thick × 16 inches high masonry (203 × 406 mm)

8 inches thick × 24 inches high masonry (203 × 610 mm)

8 inches thick × 32 inches high masonry (203 × 813 mm)

Precast units certified by the manufacturer to be suitable for the loads stipulated in Section 405.8.1, installed in accordance with the manufacturer's specifications, and approved by the building official.

405.2.3 Continuity of Reinforcement

Reinforcement shall be continuous around corners [see Figure 405(1)]. Where more than one bar is required, only one bar need be continuous around corners.

405.2.4 Splices

All splices shall be lapped in accordance with Section 402.3.2.

405.2.5 Precast Bond Beams

Precast bond beams shall properly receive and retain all vertical wall reinforcement. Precast bond beams shall contain the minimum amount of continuous reinforcement indicated in Section 405.8.1 and shall be reinforced at joints to act as drag struts and diaphragm chords.

405.2.6 Amount of Bond Beam Reinforcement

The minimum reinforcement for bond beam roof diaphragm chord tension reinforcement steel shall be as set forth in Tables 405(1) and (2) for the appropriate Exposure Category. The minimum reinforcement for bond beam uplift-resisting reinforcement shall be as set forth in Tables 405(3) - 405(6) for the loads set forth in Table 407(3). The total minimum area of bond beam reinforcement shall be the sum of the required area of the diaphragm chord tension steel and the required area of bond beam uplift steel. Bond beam area of steel shall be converted to bar size in accordance with Table 405(8).

405.3 Vertical Reinforcement

405.3.1 Corners

One No. 4 bar minimum shall be provided in each corner, including interior corners and corners created by changes in wall direction or offsetting of walls such as at projected bays and inset porches.

405.3.2 Openings in Masonry Walls

A minimum of one bar of the size used for vertical wall reinforcement shall be provided on each side of openings wider than 6 feet (1829 mm). If more vertical reinforcement is interrupted by an opening than is provided beside the opening (total in the first and second cells adjacent to the opening on both sides of the opening), a minimum of one-half of the equivalent area of reinforcement interrupted by the opening shall be placed on each side of the opening. This reinforcement shall be placed within the first and/or second cells beside the opening.

405.3.3 Girders

A minimum of one bar of the size used for vertical wall reinforcement shall be provided at all locations where girders or girder trusses bear on masonry walls.

405.3.4 Shearwalls

Vertical reinforcement shall be provided at the ends of each shearwall segment in accordance with Section 405.5.5 of this standard.

405.3.5 Spacing of Vertical Reinforcement

Vertical reinforcement shall be provided for the design windspeed, building width, wall height and exposure specified in Table 405(9).

For spacing of reinforcement at continuous gable endwalls, see Section 405.4.
Vertical reinforcement used in conjunction with precast bond beams shall be spaced the same as for masonry bond beams unless other spacing is substantiated by the beam manufacturer and approved by the building official and shall hook into the precast beam in accordance with Section 405.7.

405.3.6 Duplication

Reinforcing steel requirements are not additive. A single reinforcing bar may fulfill more than one requirement. For example, a single bar will satisfy the requirements for a bar at the side of an opening which occurs at the same location as a bar required by Tables 405(8) and 405(9). In all cases, the most stringent requirements shall be applied.

405.3.7 Wall Reinforcement Summary

See Figure 405(11).

405.3.8 Continuity of Reinforcement

See Section 405.7 for details of connection of vertical wall reinforcing to footings and bond beams.

405.4 Masonry Gables

405.4.1 Gable End Walls

Gable end walls of masonry shall be constructed full height to the roof line except where gable end trusses or wood framed gable end walls in conformance with Sections 405.4.7 and 405.4.8 are provided.

405.4.2 Rake Beam

Where masonry is carried full height to the roof line, a cast-in-place rake beam with a minimum 4-inch (102 mm) dimension and one continuous reinforcing bar of the same size used in the bond beam for the sidewall shall be cast along the roof line [see Figure 405(4)].

405.4.3 Vertical Reinforcement

Vertical reinforcement is required at the maximum spacing specified in Table 405(10) or 405(11) as appropriate.

405.4.4 Vertical Reinforcement Into Rake Beam

Vertical wall reinforcing in the masonry gable end wall shall extend into the rake beam and have standard hooked ends. Hooked dowel bars spliced to vertical reinforcing in accordance with Table 402 shall be permitted. No dowels are required into the footing except as specified in Section 403.3.1.

405.4.5 Wood Nailer

Where the masonry is carried the full height to the roof line, diaphragm blocking shall be provided in accordance with Section 407.4. Provide a minimum 2-inch by 4-inch (51 mm by 102 mm) wood nailer bolted to the rake beam to connect the wall to roof sheathing. The wood nailer shall be permitted to be attached to either the inside or outside of the wall.

405.4.6 Roof Diaphragm Attachment

The roof diaphragm shall be attached to the continuous masonry gable as denoted in either Figure 405(5) or 405(6).

405.4.7 Bond Beam

Where masonry is not carried full height, gable end walls shall have a bond beam at the top of the masonry wall. Intermediate bond beams are not required.

405.4.8 Sheathing and Bracing

Where masonry is not carried full height, gable end walls shall be sheathed with ¹⁵/₃₂-inch (11.9 mm) wood structural panels with 8d common or 8d hot dipped galvanized box nails spaced at 6 inches (152 mm) o.c. and 12 inches (305 mm) o.c at intermediate framing. Other approved structural materials shall be permitted provided they are designed to meet the suction and compression loads as required by Section 1609 of the International Building Code. The top of the masonry wall shall be braced in accordance with Tables 405(14) and 405(15) and Figure 405(7) or bracing shall be designed by a registered professional engineer or architect.

405.5 Exterior Shearwalls

Shearwalls are required to resist horizontal movement or forces at ends of diaphragms.

405.5.1 Shearwall Segments

Required shearwall segment lengths shall be determined from Tables 405(17) through 405(19) and 405(20) through 405(22). When using Tables 405(17) through (19) (for endwalls) and the building contains one or more interior shearwalls, the distance to the first interior shearwall shall be used in determining the length-to-width ratio for use in the table. The building length used shall be the distance between adjacent shearwalls. Distance between adjacent shearwalls shall not exceed 2¹/₂ times the building width when used in conjunction with a wood roof or floor diaphragm. Minimum shearwall segment length shall be 2 feet (610 mm).

Values less than 2 feet (610 mm) as shown in the tables are to be used only when adding together required shearwall segment lengths for separate parts of a building, such as in common walls of nonrectangular buildings (see Section 105.3).

405.5.2 Multiple Shearwall Segments

Shearwall segment lengths shown in Tables 405(17) through 405(22) are for a single shearwall segment of the specified length. Shearwalls may be divided into multiple smaller segments if:

All individual shearwall segment lengths meet the minimum requirements of Section 405.5.1.
Individual shearwall segments are subject to the same reinforcement requirements as a single shearwall segment.
The sum of the lengths of individual shearwall segments shall be equal to or greater than the length specified by the applicable table.
The length of the largest individual segment shall be no more than four times the length of the smallest segment within the shearwall.

405.5.3 Openings

Shearwall piers and shearwall segments shall not contain openings (other than incidental utility penetrations) with a maximum horizontal or vertical dimension of 5 inches (127 mm) for piers and 12 inches (305 mm) for portions of shearwall segments above and below piers. The total area of openings in any one segment of shearwall shall not exceed 144 square inches (929 cm²).

405.5.4 Arrangement

The maximum clear distance between shear wall segments shall be 18 feet (5486 mm). A minimum 2-foot (610 mm) shear wall segment shall be located at each building corner where the wall length is greater than 4 feet (1220 mm) [see Figure 405(11)]. Each exterior wall shall have the required length of effective shearwall determined by Tables 405(17) through 405(22).

405.5.5 Reinforcement

Each shearwall or shearwall segment shall contain the amount of vertical reinforcement indicated in Tables 405(17) through 405(22) in each end of each shearwall segment. This reinforcement, shall be anchored with a standard hook into the bond beam at the top and with a standard hook into bond beams or footings below.

405.5.6 Multi-Story Shearwalls

Shearwall segments in an upper story shall be located directly over shearwall segments in the story below and reinforcement at the ends of the shearwall segment shall be continuous from the bond beam of the upper story through the story below.

405.5.7 Nonrectangular Buildings

(See Section 302).

405.6 Interior Shearwalls

405.6.1 Length-to-Width Ratio of Building

Interior shearwalls used to decrease the length-to-width ratio of buildings shall comply with the following:

Bond beams in interior walls containing shearwalls shall extend the full width of the building and shall be subject to the same restrictions as shearwalls in exterior walls;
The length of an interior shearwall shall be sized in accordance with Section 405.5. For interior shearwalls, the total shearwall length shall be the sum of the shearwall lengths required for each building length on each side of the interior shearwall;
Bond beam reinforcement of interior walls containing shearwalls shall be continuous with bond beam reinforcement of exterior walls;
Where masonry shearwalls or shearwall segments terminate below the roof diaphragm, the diaphragm shall be connected to the shearwall or shearwall segments by the roof trusses or framing. Such masonry walls shall be laterally supported by a diaphragm.

405.6.2 Interior Shearwall in Bottom Story

When an interior shearwall is used in the bottom story of a twostory building without an interior shearwall above it (i.e., wider shearwall spacing in top story than bottom story), the following procedure shall be used:

L/W for both stories shall be based on top story;
Top-story shearwall segment lengths shall be as shown in Tables 405(17) through (19);
Bottom-story shearwall segment lengths shall be the upper-story spacing and table values shall be reduced as follows:
3.1. Shearwall having a shearwall above it, multiply by 0.82.
3.2. Shearwall without shearwall above it, multiply by 0.35.

405.7 Continuity of Vertical Wall Reinforcement

405.7.1 Lap Splices

Vertical wall reinforcement shall be lap spliced to foundation dowels at locations specified in Section 403.3. Lap splices shall be in accordance with Section 402.3.2 [see Figure 405(9)].

405.7.2 Termination in the Bond Beam

All vertical wall reinforcement shall be terminated in the bond beam at the roof level with a standard hook. The hook may be formed by bending the vertical wall reinforcement in accordance with Section 402.3.3 or by lap splicing to a standard hook. The hook shall extend to the uppermost horizontal reinforcement of the bond beam and shall be embedded a minimum of 6 inches (152 mm) into the bond beam [see Figure 405(9)].

405.7.3 Continuity in Multistory Building

In multistory construction, vertical wall reinforcement shall extend through bond beams and shall be continuous with the vertical wall reinforcement of the wall above [see Figure 405(10)].

Exceptions:

Where more than one bar in the same cell is required for vertical wall reinforcement, only one bar shall be required to be continuous between stories.
Where vertical wall reinforcement is offset between floor levels, reinforcement shall comply with the following:
2.1. Reinforcement for the lower story is anchored into the upper floor level bond beam in accordance with Section 405.7.2; and,
2.2. Reinforcement for the upper story is anchored into the bond beams above and below in accordance with Section 405.7.2.

405.8 Assemblies and Beams Spanning Openings

405.8.1 Pre-Engineered Assemblies for Masonry Walls

405.8.1.1 Support by an Assembly

Masonry units without horizontal reinforcement above an opening and 8-inch (203 mm) high bond beams above an opening shall be supported by an assembly.

405.8.1.2 Selection of Assembly

Pre-engineered assemblies shall be selected from a manufacturer's approved schedule or other approved tables for the load capacities based on the appropriate minimum gravityload-carrying capacities established in Tables 405(23) through (25).

405.8.1.3 Assemblies Used as a Bond Beam

Pre-engineered assemblies that are to be used as a bond beam over an opening shall comply with the following:

1. The bond beam reinforcement is continuous through the assembly.

2. The assembly has an uplift rating that equals or exceeds the appropriate value stipulated in Table 407(3) if the lintel directly supports a roof.

Exception: If the reinforcement in the top of the assembly meets the requirements of Section 405.2, the lintel need not be rated for uplift.

405.8.1.4 Assembly Span

Pre-engineered assemblies spanning openings shall extend a minimum of 4 inches (102 mm) nominal past each side of the opening.

405.8.2 Bond Beams Combined With Lintels

405.8.2.1 General

The provisions of this section shall apply when the lintel, the wall area between the lintel and the bond beam, and the bond beam itself are solid grouted masonry units or cast together as one unit.

405.8.2.2 Combined Bond Beams/Lintels

Combined bond beams/lintels shall meet the requirements of the appropriate Tables 405(26) through (28).

405.8.2.3 Top Reinforcement Length

Top reinforcement which is in addition to that required in the bond beam over the wall shall extend a minimum of 24 inches (610 mm) past each side of the opening. Top bond beam reinforcement shall be continuous over wall and opening.

405.8.2.4 Bottom Reinforcement Length

Bottom reinforcing shall extend past each side of the opening a minimum of 4 inches (102 mm) for masonry walls. When using a precast lintel, the reinforcing in the precast lintel shall be included when determining the total amount of bottom reinforcement furnished.

405.8.2.5 Cleanout Opening

For masonry walls, a cleanout [12 square inches (77 cm²) minimum] shall be provided in the cells directly above the ends of the lintel when the reinforcing steel in the bottom of the lintel is more than 22 inches (559 mm) below the top of the bond beam.

Section 406 Attic Floor or Ceiling Systems

406.1 Ceiling Framing

406.1.1 Rafter-Joist System

Ceiling joists shall be in accordance with the AWC STJR or the AWC WFCM. The ceiling joists shall be installed parallel to the rafters. Ceiling joists shall be fastened in accordance with Table R602.3(1) of the International Residential Code. Notches and holes shall be in accordance with Section R802.7 of the International Residential Code.

406.1.2 Wood I-Joist Systems

Single or continuous span I-joists shall comply with the manufacturer's code evaluation report.

406.1.3 Truss Systems

(See Section 407.2)

Section 407 Roof Systems

For SI: 1 inch = 25.4 mm.
FIGURE 407(1)
ROOF SHEATHING LAYOUT AND ENDWALL BRACING

TABLE 407(1)

TOTAL SHEAR (ASD) AT TOP OF TOP STORY WALL (F₁)^{a, b}(lb)

EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	VELOCITY PRESSURE (psf)	ROOF ANGLE UP TO 45 DEGREES			ROOF ANGLE UP TO 30 DEGREES
			Building Width (feet)			Building Width (feet)
			24	32	40	24	32	40
B	120	13.2	1749	2693	3854	1356	2006	2781
	130	15.6	2063	3176	4546	1599	2366	3280
	140	17.8	2359	3631	5198	1829	2705	3750
	150	20.5	2721	4189	5996	2110	3120	4326
	160	23.4	3110	4787	6852	2411	3566	4943
	170	26.6	3524	5425	7765	2732	4040	5602
	180	29.5	3907	6015	8610	3029	4480	6212
	195	34.8	4611	7099	10161	3575	5287	7330
C	120	18.5	2452	3775	5404	1901	2812	3899
	130	21.8	2892	4453	6373	2242	3317	4598
	140	24.9	3307	5091	7287	2564	3792	5258
	150	28.8	3815	5874	8407	2958	4375	6065
	160	32.9	4360	6712	9607	3380	4999	6931
	170	37.2	4940	7606	10886	3830	5665	7854
	180	41.3	5478	8434	12071	4247	6282	8709
	195	48.7	6465	9953	14246	5012	7413	10277

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force = 4.448 N, 1 degree = 0.0175 rad, 1 pound force per square foot = 47.88 Pa.

Loads are based on a 10-foot wall height. Multiply by 0.9 for 8-foot wall heights.
To determine individual connector load parallel to the wall (Load F₁) divide shear value by the number of connectors.

TABLE 407(2)

TRANSVERSE CONNECTOR LOAD (ASD) (F₂)^{a, b}(plf)

EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	VELOCITY PRESSURE (psf)	ROOF ANGLE < 23 DEGREES		ROOF ANGLE ≥ 23 DEGREES
EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED (mph)	VELOCITY PRESSURE (psf)	Edge Zone	Interior Zone	ROOF ANGLE ≥ 23 DEGREES
B	120	13.2	341	276	250
	130	15.6	402	326	294
	140	17.8	460	372	337
	150	20.5	531	429	388
	160	23.4	606	491	444
	170	26.6	687	556	503
	180	29.5	762	617	558
	195	34.8	899	728	658
C	120	18.5	478	387	350
	130	21.8	564	456	413
	140	24.9	645	522	472
	150	28.8	744	602	545
	160	32.9	850	688	622
	170	37.2	964	780	705
	180	41.3	1068	865	782
	195	48.7	1261	1020	923

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force = 4.448 N, 1 degree = 0.0175 rad, 1 pound per lineal foot = 14.594 N/m, 1 pound force per square foot = 47.88 Pa.

Load are based on a 10-foot wall height. Multiply by 0.8 for 8-foot wall heights.
To determine individual connector load perpendicular to the wall (Load F₂), multiply the table value by the connector spacing in feet.

FIGURE 407(3)
ROOF TO MASONRY SIDEWALL CONNECTION DIRECT TO BOND BEAM

TABLE 407(3)

ROOF BEARING UPLIFT (F₃) (ASD) AT TOP OF WALL IN EXPOSURE B (plf)^{a, b, c, d}

ROOF ANGLE	ULTIMATE DESIGN WIND SPEED (mph)	ROOF SPAN (feet)							OVERHANGS
ROOF ANGLE	ULTIMATE DESIGN WIND SPEED (mph)	12	20	24	28	32	36	40	OVERHANGS
End zone load for all roof angles	120	-54.38	-90.63	-108.76	-126.88	-145.01	-163.14	-181.26	-23.1
	130	-70.60	-117.66	-141.19	-164.72	-188.26	-211.79	-235.32	-27.2
	140	-85.88	-143.14	-171.77	-200.40	-229.02	-257.65	-286.28	-31.1
	150	-104.61	-174.35	-209.22	-244.09	-278.96	-313.83	-348.70	-35.9
	160	-124.67	-207.79	-249.35	-290.90	-332.46	-374.02	-415.58	-41.0
	170	-146.07	-243.46	-292.15	-340.84	-389.53	-438.22	-486.91	-46.5
	180	-165.90	-276.49	-331.79	-387.09	-442.39	-497.69	-552.99	-51.5
	195	-202.26	-337.10	-404.52	-471.94	-539.36	-606.78	-674.20	-60.8
Interior zone load for all roof angles	120	-28.12	-46.87	-56.25	-65.62	-75.00	-84.37	-93.75	-18.1
	130	-39.63	-66.05	-79.26	-92.47	-105.68	-118.89	-132.10	-21.3
	140	-50.48	-84.13	-100.95	-117.78	-134.60	-151.43	-168.26	-24.4
	150	-63.76	-106.27	-127.53	-148.78	-170.03	-191.29	-212.54	-28.1
	160	-78.00	-130.00	-155.99	-181.99	-207.99	-233.99	-259.99	-32.1
	170	-93.18	-155.30	-186.36	-217.42	-248.48	-279.54	-310.60	-36.4
	180	-107.25	-178.74	-214.49	-250.24	-285.99	-321.74	-357.49	-40.4
	195	-133.05	-221.74	-266.09	-310.44	-354.79	-399.14	-443.49	-47.6
ROOF BEARING UPLIFT (F₃) (ASD) AT TOP OF WALL IN EXPOSURE C, (plf)^{a, b, c, d}
ROOF ANGLE	ULTIMATE DESIGN WIND SPEED (mph)	ROOF SPAN (feet)							OVERHANGS
ROOF ANGLE	ULTIMATE DESIGN WIND SPEED (mph)	12	20	24	28	32	36	40	OVERHANGS
End zone load for all roof angles	120	-90.71	-151.19	-181.43	-211.66	-241.90	-272.14	-302.38	-32.4
	130	-113.45	-189.09	-226.90	-264.72	-302.54	-340.35	-378.17	-38.2
	140	-134.89	-224.81	-269.77	-314.73	-359.69	-404.66	-449.62	-43.6
	150	-161.14	-268.57	-322.28	-375.99	-429.70	-483.42	-537.13	-50.3
	160	-189.27	-315.45	-378.54	-441.63	-504.72	-567.81	-630.90	-57.5
	170	-219.27	-365.46	-438.55	-511.64	-584.73	-657.82	-730.91	-65.2
	180	-247.07	-411.78	-494.13	-576.49	-658.84	-741.20	-823.55	-72.3
	195	-298.05	-496.75	-596.10	-695.45	-794.80	-894.15	-993.50	-85.3
Interior zone for all roof angles	120	-53.90	-89.84	-107.81	-125.77	-143.74	-161.71	-179.68	-25.3
	130	-70.04	-116.73	-140.07	-163.42	-186.76	-210.11	-233.45	-29.9
	140	-85.24	-142.07	-170.49	-198.90	-227.32	-255.73	-284.14	-34.2
	150	-103.87	-173.12	-207.74	-242.36	-276.99	-311.61	-346.24	-39.4
	160	-123.83	-206.38	-247.66	-288.93	-330.21	-371.49	-412.76	-45.0
	170	-145.12	-241.86	-290.23	-338.61	-386.98	-435.35	-483.72	-51.0
	180	-164.84	-274.73	-329.67	-384.62	-386.98	-494.51	-549.45	-56.6
	195	-201.01	-335.01	-402.02	-469.02	-536.02	-603.03	-670.03	-66.8

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per lineal foot = 14.594 N/m, 1 pound force = 4.448 N.

The uplift loads are pounds per lineal foot of building length. For roof uplift connections, multiply by 1.33 for framing spaced 16 inches on center and multiply by 2 for framing spaced 24 inches on center.
The uplift loads include an allowance for 10 pounds/sq. ft. of dead load.
The uplift loads do not account for the effects of overhangs. The magnitude of the above loads shall be increased by adding the overhang loads found in the table. The overhang loads are also based on framing spaced 12 inches on center. The overhang loads given shall be multiplied by the overhang projection and added to the roof uplift value in the table.
Negative values indicate uplift.

For SI: 1 inch = 25.4 mm.
NOTE: F₁, F₂ and F₃ are forces that must be accommodated in the design of the roof/wall connection.
FIGURE 407(4)
ROOF TO MASONRY SIDEWALL CONNECTION BOLTED TOP PLATE ALTERNATE

TABLE 407(4)

WIND UPLIFT LOADS FOR HIP ROOF STEP DOWN SYSTEM^{a, b, c}Top plate to truss connection loads (lb)

HIP TRUSS MEMBER	FROM TABLE 407(3) FIND THE UPLIFT LOAD FOR:	FOR 7-FT ENDJACK SYSTEM	FOR 11-FT ENDJACK SYSTEM
HIP TRUSS MEMBER	FROM TABLE 407(3) FIND THE UPLIFT LOAD FOR:	Multiply uplift load by:
Endjacks	24' Building Width	0.68	0.68
Cornerjacks	24' Building Width	0.75	0.85
Hipjack	24' Building Width with Trusses @ 24" o.c.	1	1.1
#1 Hip Truss	Actual Building Width with Trusses @ 24" o.c.	1.8	2

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N, 1 pound per square foot = 47.88 Pa.

a. Individual connector ratings shall not be less than 100 lb for uplift.

b. Roof and ceiling dead loads shall be actual loads provided, not counting the roof covering. In the absence of more accurate data, the following roof and ceiling dead loads shall be used: 7 psf for truss assembly (roof sheathing, trusses, gypsum ceiling); 7 psf for rafter assembly (roof sheathing, rafters, gypsum ceiling); 10 psf for rafter/ceiling assembly (roof sheathing, rafters and ceiling joists).

Exception: Where roof tile is installed in accordance with ICC/SBCCI SSTD-11, inclusion of the actual weight of the tile in the total roof and ceiling dead load shall be permitted.

c. The following adjustments shall be permitted (uplift shall not be less than 100 lb per connector after adjustment):

Reduction of the required uplift capacity of 30% (multiply by 0.70) shall be permitted for connections at least W/5 from corners but not less than 6 feet.
The values in the tables assume a maximum eave height of 30 feet. When the eave height is 12 feet or less, reduction of the values by 20% (multiply by 0.80) shall be permitted.
Application of footnote C2 simultaneously with footnote C1 shall be permitted.

For SI: 1 foot = 304.8 mm.
FIGURE 407(5)
INTERIOR SHEARWALL TO ROOF CONNECTION

FIGURE 407(6)
HIP ROOF FRAMING USING TRUSSES

407.1 Rafter-Joist Framing Systems

407.1.1 Rafters

Rafters shall be sized in accordance with the AWC WFCM using accepted dead and live load conditions. Spacing shall be 24 inches (610 mm) o.c. maximum.

407.1.2 Rafters-Joist Systems

Rafter-joist systems shall be in accordance with the AWC WFCM.

407.2 Truss Framing Systems

407.2.1 Trusses

Trusses shall be designed in accordance with the ANSI/TPI-1.

407.2.2 Truss Design Submittals

Truss design submittals shall indicate design wind speed, height above ground, and amount of uplift at truss bearing points.

407.2.3 Truss Spacing

Metal-plate-connected wood trusses shall be spaced no more than 24 inches (610 mm) on center and designed for all applicable dead and live loads. Wind loads shall be determined for an enclosed building based on Section 1609 of the International Building Code.

407.2.4 Girder Trusses

Where appropriate, girder trusses shall be designed to function also as drag struts. Truss design submittals and erection instructions shall show both uplift and lateral connection load requirements at the ends of a girder truss. Drag strut requirements may be calculated by multiplying the span of the strut by the appropriate roof diaphragm capacity given in Table 407(1) or 407(2).

407.2.5 Hipped Roofs

Where trusses are used to form a hipped roof, a step-down hip system shall be used [See Figure 407(6)].

407.3 Roof Sheathing

407.3.1 Installation

Roof sheathing shall be wood structural panels sized and installed in accordance with the AWC WFCM.

407.3.2 Sheathing Fastenings

As an alternative to the AWC WFCM, wood structural panel sheathing shall be permitted to be fastened to roof framing with 8d ring shank nails spaced in accordance with AWC WFCM. Ring shank nails shall have a minimum bending yield strength of 130 ksi (896,318 kPa) and have the following minimum dimensions:

Not less than 0.113 inch (3 mm) nominal shank diameter.
Ring diameter shall be not less than 0.004 inch (0.10 mm) larger than actual shank diameter.
Rings shall begin not less than ⁵/₈ inch (16 mm) from the head and shall continue to within ¹/₄ inch (6 mm) from the nail tip. Two lengths without rings shall be allowed along the ring portion of the nail to facilitate collating of fasteners, with each such length not longer than ¹/₄ inch (6 mm).
16 to 32 rings per inch.
0.263 inch (7 mm) nominal full round head diameter; for other head shapes such as D and clipped heads, the small dimension shall be not less than 0.190 inch (5 mm) and the larger dimension shall be not less than 0.263 inch (7 mm).
2³/₈-inch (51 mm) nominal nail length.

407.4 Bracing Gable Endwalls

407.4.1

When a gable endwall extends from the uppermost floor to the underside of the roof and is not supported by a ceiling diaphragm, endwall roof bracing shall be provided perpendicular to the rafters or trusses in the first two rafter or truss spaces at each end and shall be spaced at 4 feet (1220 mm) maximum on center, as shown in Figure 407(1). Bracing members shall be the full depth of rafters or truss top chords.

407.5 Roof Diaphragm

407.5.1

Roof sheathing and fasteners shall be capable of resisting the total shear loads specified in Tables 407(1) and 407(2) for the applicable building width. Shear capacities for roof diaphragms shall be based on the spacing of the roof framing members, sheathing material, sheathing thickness, nail size and nail spacing as specified in the AWC SDPWS and Chapter 5 of this standard. Nailing pattern shall not be less than required by Section 407.3.3.

407.5.2

Where blocking of roof diaphragms is not required, continuous ridge vents shall be permitted.

407.6 Connections for Wood Roof Systems

407.6.1 Sidewall — Truss/Rafter Direct to Bond Beam

Each truss/rafter shall be anchored at each end with rated connectors capable of resisting the uplift and horizontal loads specified [refer to Figure 407(3)].

The connector shall be installed in accordance with the manufacturer's instructions.
The uplift design loads at each truss/rafter bearing shall be not less than specified in Table 407(3). In addition to uplift loads, connections shall be capable of resisting lateral loads parallel to the wall equal to the amount determined in Table 407(1). Loads perpendicular to the wall shall be as determined in Table 407(2).

407.6.2 Sidewall — Bolted Top Plate Alternate

See Figure 407(4).

1. Materials shall comply with the following:

1.1. Anchor bolts — Nominal ¹/₂ inch (13 mm) diameter ASTM A307 or ASTM F1554.

1.2. Washers — A 36, 2-inch (51 mm) diameter with ⁹/₁₆-inch (14 mm) centered hole, ¹/₈ inch (3 mm) thick; or 2 inches × 2 inches × ¹/₈ inch thick square washer with ⁹/₁₆ inch centered hole.

1.3. Nuts — Steel nuts shall be supplied to fit the bolt by the bolt manufacturer.

1.4. Top plate shall be one of the following:

1.4.1. Pressure treated 2 × 6 Southern Pine #2 (or S-P-F #3 or better).

1.4.2. Pressure treated 2 × 8 (S-P-F #3 or better).

1.4.3. 2 × 8 with an F_b value of 870 psi (5998 kPa) (S-P-F #3 or better).

NOTE: See Table 305(1) for F_b values of wood.

2. Anchor bolts shall be spaced as follows:130 mph (58 m/s) — 24 inches (610 mm) o.c. maximum150 mph (67 m/s) — 21 inches (533 mm) o.c. maximum180 mph (80 m/s) —16 inches (406 mm) o.c. maximum

3. The maximum bolt hole diameter in the top plate shall be ⁹/₁₆ inch (14 mm).

4. Where splices are necessary in the plate, a bolt shall be placed a maximum of 6 inches (152 mm) from each side of the splice.

5. A bolt shall be placed a maximum of 12 inches (305 mm) from each end of a plate.

6. The truss/rafter shall be fastened to the top plate with rated connectors capable of resisting the loads specified above in Section 407.6.1(2). Installation shall be in accordance with manufacturer's instructions.

7. Where more nailing area is required for uplift connectors than is available on the 1¹/₂ inch (38 mm) face of a single top plate, connectors shall be prenailed to the bottom (concealed) face of the plate or a double top plate shall be used.

407.6.3 Continuous Gable Endwalls

A minimum 2-inch × 4-inch (51 mm by 102 mm) wood nailer shall be bolted to the rake beam at the top of the endwall with ¹/₂-inch (13 mm) standard anchor bolts spaced per Table 405(12) [see Figure 405(4)]. Roof sheathing shall be fastened to the nailer in the same manner as to other roof framing.

407.6.4 Gable Truss Endwalls

The roof system shall be fastened to the endwall bond beam to resist shear loads from the roof diaphragm. Gable truss endwalls are permitted only when a diaphragm is provided to resist lateral wind pressures on the endwall.

Direct Truss to Concrete or Masonry Connections: Anchor each gable end truss with rated connectors capable of resisting shear (in pounds) equal to the required diaphragm capacity at endwalls as determined in Table 405(16).
Top Plate Alternate: A minimum 2-inch × 4-inch (51 mm by 102 mm) wood plate shall be bolted to the bond beam, 4 feet on center with ¹/₂-inch (13 mm) anchor bolts or equal as determined in Tables 405(12) and 405(16). The plate shall be positioned on the beam so that it bears against the inside face of the bottom chord of the gable truss. Nail the bottom chord to the plate with 16d common or hot-dipped galvanized box nails 8 inches (203 mm) on center.

407.6.5 Wood-Framed Gable Endwalls

See Chapter 6, Combined Exterior Wall Construction.

407.6.6 Hip Roof Trusses at Endwalls

Connect trusses to endwalls using same methods as for sidewalls (See Sections 407.6.1 and 407.6.2). Connections for hip trusses to wall shall resist the uplift loads shown in Table 407(3) as modified by Table 407(4). This method is for a step down hip system only [see Figure 407(6)]. Truss-to-truss connections shall be part of the truss design. Lateral loads parallel to the wall and lateral loads perpendicular to the wall are the same as in Section 407.6.1(2). Alternatively, the truss configuration and uplift connector loads shall be permitted to be as indicated on the truss drawings.

407.6.7 Interior Shearwall to Roof Connection

Connections shall be similar to those for endwalls (Refer to Figure 407(5) for connection of interior shearwall to roof system).

Section 408 Open Structures

408.1 General

Open structures shall be in accordance with Section 508 as modified by Sections 408.2, 408.3 and 408.4.

408.2 Exterior Walls

Exterior walls shall be in accordance with applicable sections of Chapter 4. The connection between the porch roof and the wall shall be in accordance with Section 508 or may be attached directly to a bond beam as provided for in Section 407.6. When a single connector is used for connecting the porch roof and the main structure, the connector shall be rated for the sum of the component loads.

408.3 Posts

Use of solid grouted masonry posts with a minimum cross-sectional dimension of 8 inches by 8 inches (203 mm by 203 mm) with a minimum of one No. 4 in the center of the cell minimum continuous with one No. 4 dowel into the foundation shall be permitted in lieu of wood posts. An embedded anchor with a rated capacity for a Type 2A or 2B connection as appropriate in Table 508 shall be provided at the top of the post when using a wood beam in accordance with Section 508.

408.4 Beams

Masonry beams meeting the requirements of Section 405.8 shall be permitted when using masonry posts. Masonry beams shall be connected to the masonry post with one No. 4 standard hook minimum extending into the beam. Roof members shall be connected to the masonry beam with anchors rated for the minimum capacity indicated for a Type 1 connection in Table 508.

Section 409 Above-Gradeconcrete Wall Systems

TABLE 409(1)

DIMENSIONAL REQUIREMENTS FOR WALLS^{a, b}

WALL TYPE AND NOMINAL THICKNESS	MAXIMUM WALL WEIGHT^c (psf)	MINIMUM WIDTH OF VERTICAL CORES (inches)	MINIMUM THICKNESS OF VERTICAL CORES (inches)	MAXIMUM SPACING OF VERTICAL CORES (inches)	MAXIMUM SPACING OF HORIZONTAL CORES (inches)	MINIMUM WEB THICKNESS (inches)
4" flat	50	N/A	N/A	N/A	N/A	N/A
6" flat	75	N/A	N/A	N/A	N/A	N/A
8" flat	100	N/A	N/A	N/A	N/A	N/A
10" flat	125	N/A	N/A	N/A	N/A	N/A
6" waffle-grid	56	6.25	5	12	16	2
8" waffle-grid	76	7	7	12	16	2
6" screen-grid	53	5.5	5.5	12	12	N/A

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 47.88 Pa, 1 pound per cubic foot = 16.02 kg/m³.

Width "W," thickness "T," spacing and web thickness, refer to Figures 409(2) and 409(3).
N/A indicates not applicable.
Wall weight is based on a unit weight of concrete of 150 pcf. The tabulated values do not include any allowance for interior and exterior finishes.

FIGURE 409(1)

FLAT WALL SYSTEM REQUIREMENTS

For SI: 1 inch = 25.4 mm.

FIGURE 409(2)

WAFFLE-GRID SYSTEM REQUIREMENTS

For SI: 1 inch = 25.4 mm.

FIGURE 409(3)

SCREEN-GRID SYSTEM REQUIREMENTS

For SI: 1 degree = 0.0175 rad, 1 inch = 25.4 mm.

FIGURE 409(5)

STANDARD HOOKS

For SI: 1 foot = 304.8 mm.

NOTE: Section cut through flat wall or vertical core of waffle- or screen-grid walls.

FIGURE 409(6)

CONCRETE WALL CONSTRUCTION

TABLE 409(2)

MINIMUM VERTICAL WALL REINFORCEMENT FOR FLAT CONCRETE ABOVE-GRADE WALLS^{a, b, c, d, e}

ULTIMATE DESIGN WIND SPEED (mph)			MAXIMUM UNSUPPORTED WALL HEIGHT PER STORY (feet)	MINIMUM VERTICAL REINFORCEMENT—BAR SIZE AND SPACING (inches)^g
ULTIMATE DESIGN WIND SPEED (mph)				NOMINAL WALL THICKNESS (inches)
Exposure Category				4		6		8		10
B	C	D		Top^h	Sideⁱ	Top^h	Sideⁱ	Top^h	Sideⁱ	Top^h	Sideⁱ
120			8	4@48^f	4@43	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
			9	4@48^f	4@36	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
			10	4@37	4@34	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
130	110		8	4@48^f	4@38	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
			9	4@39	4@34	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
			10	4@34	4@34	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
140	119	110	8	4@43	4@34	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
			9	4@34	4@34	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
			10	4@34	4@31	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
150	127	117	8	4@37	4@34	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
			9	4@34	4@33	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
			10	4@31	4@27	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
160	136	125	8	4@34	4@34	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
			9	4@34	4@29	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
			10	4@27	4@24	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
170	144	133	8	4@43	4@33	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
			9	4@30	4@26	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
			10	4@24	4@21	4@48^f	5@40	4@48^f	4@48^f	4@48^f	4@48^g
180	153	141	8	4@34	4@29	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
			9	4@27	4@24	4@48^f	5@44	4@48^f	4@48^f	4@48^f	4@48^g
			10	4@21	4@19	5@41	5@36	4@48^f	4@48^f	4@48^f	4@48^g
	165	152	8	4@29	4@25	4@48^f	4@48^f	4@48^f	4@48^f	4@48^f	4@48^g
			9	4@23	4@20	5@43	5@38	4@48^f	4@48^f	4@48^f	4@48^g
			10	4@18	4@16	5@35	5@34	4@48^f	4@48^f	4@48^f	4@48^g
	180	166	8	4@24	4@22	4@48^f	5@40	4@48^f	4@48^f	4@48^f	4@48^g
			9	4@19	4@17	5@36	5@34	4@48^f	4@48^f	4@48^f	4@48^g
			10	4@15	4@14	5@34	5@34	4@48^f	4@48^f	4@48^f	4@48^g
	195	180	8	4@20	4@18	5@39	5@35	4@48^f	4@48^f	4@48^f	4@48^g
			9	4@16	4@14	5@34	5@34	4@48^f	4@48^f	4@48^f	4@48^g
			10	4@12	4@11	5@33	5@30	4@48^f	6@44	4@48^f	4@48^g

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 47.88 Pa, 1 square foot = 0.0929 m².

Table is based on ASCE 7 components and cladding wind pressures for enclosed building using mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, and topographic factor, K_zt equal to 1.0.
Table is based on concrete with minimum specified compressive strength of 2,500 psi.
Reinforcement location shall comply with Section 409.3.
Deflection criterion is L/240 where L is the unsupported height of the wall in inches.
Interpolation shall not be permitted.
Reinforcement bars shall be permitted to have a minimum yield strength of 40,000 psi or 60,000 psi.
Reinforcement bars other than No. 4 bars placed at 48 inches on center shall have a minimum yield strength of 60,000 psi.
Top means gravity load from roof and/or floor construction bears on the top of the wall. For nonload-bearing walls where floor framing members span parallel to the wall, the top bearing condition is permitted to be used.
Side means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to the side of the wall.

TABLE 409(3)

MINIMUM VERTICAL WALL REINFORCEMENT FOR WAFFLE-GRID CONCRETE ABOVE-GRADE WALLS^{a, b, c, d, e}

ULTIMATE DESIGN WIND SPEED (mph)			MAXIMUM UNSUPPORTED WALL HEIGHT PER STORY (feet)	MINIMUM VERTICAL REINFORCEMENT—BAR SIZE AND SPACING (inches)^f
ULTIMATE DESIGN WIND SPEED (mph)				NOMINAL WALL THICKNESS (inches)
Exposure Category				6		8
B	C	D		Top^g	Side^h	Top^g	Side^h
120			8	4@48	5@48	4@48	4@48
			9	4@48	5@40	4@48	4@48
			10	5@43	5@37	4@48	4@48
130	110		8	4@48	5@42	4@48	4@48
			9	5@45	5@37	4@48	4@48
			10	5@37	5@37	4@48	4@48
140	119	110	8	4@48	5@38	4@48	4@48
			9	5@39	5@37	4@48	4@48
			10	5@37	5@35	4@48	4@48
150	127	117	8	5@43	5@37	4@48	4@48
			9	5@37	5@37	4@48	4@48
			10	5@36	6@44	4@48	4@48
160	136	125	8	5@38	5@37	4@48	4@48
			9	5@37	6@47	4@48	4@48
			10	6@45	6@39	4@48	6@46
170	144	133	8	5@37	5@37	4@48	4@48
			9	5@35	6@42	4@48	4@48
			10	6@39	6@35	6@48	6@41
180	153	141	8	5@37	6@47	4@48	4@48
			9	6@44	6@38	4@48	6@45
			10	6@35	6@31	6@43	6@38
	165	152	8	6@48	6@41	4@48	6@48
			9	6@37	6@33	6@45	6@39
			10	6@29	6@27	6@38	6@38
	180	166	8	6@40	6@35	6@48	6@42
			9	6@31	6@28	6@38	6@38
			10	6@24	6@22	6@38	6@37
	195	180	8	6@33	6@30	6@41	6@38
			9	6@26	6@23	6@38	6@38
			10	6@20	6@19	6@34	6@31

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 47.88 Pa, 1 mile per hour = 0.447 m/s, 1 square foot = 0.0929 m².

Table is based on ASCE 7 components and cladding wind pressures for enclosed building using mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, and topographic factor, K_zt equal to 1.0.
Table is based on concrete with minimum specified compressive strength of 2,500 psi.
Reinforcement location shall comply with Section 409.3.
Deflection criterion is L/240 where L is the unsupported height of the wall in inches.
Interpolation shall not be permitted.
Reinforcement bars other than No. 4 bars placed at 48 inches on center shall have a minimum yield strength of 60,000 psi.
Top means gravity load from roof and/or floor construction bears on the top of the wall. For nonload-bearing walls where floor framing members span parallel to the wall, the top bearing condition is permitted to be used.
Side means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to the side of the wall.

TABLE 409(4)

MINIMUM VERTICAL WALL REINFORCEMENT FOR SCREEN-GRID CONCRETE ABOVE-GRADE WALLS^{a, b, c, d, e}

ULTIMATE DESIGN WIND SPEED (mph)			MAXIMUM UNSUPPORTED WALL HEIGHT PER STORY (feet)	MINIMUM VERTICAL REINFORCEMENT—BAR SIZE AND SPACING (inches)^f
ULTIMATE DESIGN WIND SPEED (mph)				NOMINAL WALL THICKNESS (inches)
Exposure Category				6
B	C	D		Top^g	Side^h
120			8	4@48	4@48
			9	4@48	5@38
			10	5@42	6@48
130	110		8	4@48	5@41
			9	5@44	6@48
			10	5@35	6@48
140	119	110	8	4@48	5@36
			9	5@38	6@48
			10	6@48	6@48
150	127	117	8	5@42	6@48
			9	6@48	6@48
			10	6@48	6@42
160	136	125	8	5@37	6@48
			9	6@48	6@45
			10	6@44	6@38
170	144	133	8	6@48	6@48
			9	6@48	6@41
			10	6@38	6@33
180	153	141	8	6@48	6@45
			9	6@42	6@37
			10	6@34	6@30
	165	152	8	6@46	6@40
			9	6@36	6@32
			10	6@29	6@26
	180	166	8	6@38	6@34
			9	6@30	6@27
			10	6@24	6@22
	195	180	8	6@33	6@29
			9	6@25	6@23
			10	6@20	6@18

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 47.88 Pa, 1 square foot = 0.0929 m².

Table is based on ASCE 7 components and cladding wind pressures for enclosed building using mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, and topographic factor, K_zt equal to 1.0, 1 square foot = 0.0929 m².
Table is based on concrete with minimum specified compressive strength of 2,500 psi.
Reinforcement location shall comply with Section 409.3.
Deflection criterion is L/240 where L is the unsupported height of the wall in inches.
Interpolation shall not be permitted.
Reinforcement bars other than No. 4 bars placed at 48 inches on center shall have a minimum yield strength of 60,000 psi.
Top means gravity load from roof and/or floor construction bears on the top of the wall. For nonload-bearing walls where floor framing members span parallel to the wall, the top bearing condition is permitted to be used.
Side means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to the side of the wall.

TABLE 409(5)

MINIMUM UNREDUCED LENGTH OF SOLID ENDWALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE FOR ONE STORY OR TOP STORY OF TWO STORY^{a, c, d, e, f, g}

EXPOSURE CATEGORY			MINIMUM LENGTH OF SOLID WALL REQUIRED INENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet)
B			120	130	140	150	160	170	180				Minimum^b
C				110	119	127	136	144	153	165	180
D					110	117	125	133	141	152	166	180
Sidewall length (feet)	Endwall length (feet)	Roof slope	Velocity pressure (ASD) (psf)
Sidewall length (feet)	Endwall length (feet)	Roof slope	23	27	31	36	41	46	52	60	72	84
15	15	≤ 1:12	1.12	1.32	1.53	1.76	2.00	2.25	2.53	2.94	3.50	4.12	0.92
		5:12	1.56	1.83	2.12	2.43	2.77	3.13	3.50	4.08	4.86	5.71	1.15
		7:12	2.18	2.56	2.97	3.41	3.88	4.38	4.91	5.72	6.80	8.01	1.25
		12:12	3.48	4.09	4.74	5.55	6.19	6.99	7.84	9.12	10.86	12.78	1.54
	30	≤ 1:12	1.12	1.32	1.53	1.76	2.00	2.25	2.53	2.94	3.50	4.12	0.98
		5:12	1.56	1.83	2.12	2.43	2.77	3.13	3.50	4.08	4.86	5.71	1.43
		7:12	3.03	3.56	4.13	4.74	5.39	6.09	6.82	7.94	9.45	11.12	1.64
		12:12	5.63	6.61	7.67	8.80	10.01	11.30	12.67	14.76	17.56	20.67	2.21
	45	≤ 1:12	1.12	1.32	1.53	1.76	2.00	2.25	2.53	2.94	3.50	4.12	1.04
		5:12	1.56	1.83	2.12	2.43	2.77	3.13	3.50	4.08	4.86	5.71	1.72
		7:12	3.88	4.56	5.28	6.07	6.90	7.79	8.74	10.17	12.11	14.24	2.03
		12:12	7.78	9.13	10.59	12.16	13.84	15.62	17.51	20.39	24.27	28.56	2.89
	60	≤ 1:12	1.12	1.32	1.53	1.76	2.00	2.25	2.53	2.94	3.50	4.12	1.09
		5:12	1.56	1.83	2.12	2.43	2.77	3.13	3.50	4.08	4.86	5.71	2.01
		7:12	4.73	5.55	6.44	7.39	8.41	9.50	10.65	12.40	14.76	17.36	2.42
		12:12	9.93	11.66	13.52	15.52	17.66	19.94	22.35	26.03	30.98	36.44	3.57
30	15	≤ 1:12	2.01	2.35	2.73	3.13	3.57	4.03	4.51	5.26	6.25	7.36	1.82
		5:12	2.78	3.27	3.79	4.35	4.95	5.59	6.26	7.30	8.68	10.22	2.23
		7:12	3.93	4.61	5.34	6.13	6.98	7.88	8.83	10.29	12.24	14.40	2.42
		12:12	6.10	7.16	8.31	9.54	10.85	12.25	13.73	15.99	19.03	22.39	2.93
	30	≤ 1:12	2.01	2.35	2.73	3.13	3.57	4.03	4.51	5.26	6.25	7.36	1.93
		5:12	2.78	3.27	3.79	4.35	4.95	5.59	6.26	7.30	8.68	10.22	2.75
		7:12	5.35	6.28	7.29	8.37	9.52	10.75	12.05	14.03	16.70	19.64	3.12
		12:12	9.71	11.39	13.22	15.17	17.26	19.49	21.85	25.44	30.28	35.62	4.14
	45	≤ 1:12	2.01	2.35	2.73	3.13	3.57	4.03	4.51	5.26	6.25	7.36	2.03
		5:12	2.78	3.27	3.79	4.35	4.95	5.59	6.26	7.30	8.68	10.22	3.26
		7:12	6.78	7.96	9.23	10.60	12.06	13.61	15.26	17.77	21.15	24.88	3.82
		12:12	13.31	15.63	18.12	20.80	23.67	26.72	29.96	34.89	41.52	48.85	5.36
	60	≤ 1:12	2.01	2.35	2.73	3.13	3.57	4.03	4.51	5.26	6.25	7.36	2.14
		5:12	2.78	3.27	3.79	4.35	4.95	5.59	6.26	7.30	8.68	10.22	3.78
		7:12	8.21	9.64	11.17	12.83	14.60	16.48	18.47	21.51	25.60	30.12	4.52
		12:12	16.92	19.86	23.03	26.44	30.08	33.96	38.07	44.33	52.76	62.08	6.57
60	15	≤ 1:12	3.72	4.36	5.06	5.81	6.61	7.46	8.37	9.74	11.60	13.64	3.63
		5:12	5.17	6.06	7.03	8.07	9.19	10.37	11.63	13.54	16.11	18.96	4.40
		7:12	7.36	8.64	10.02	11.51	13.09	14.78	16.57	19.30	22.96	27.02	4.75
		12:12	11.27	13.23	15.34	17.61	20.04	22.62	25.36	29.53	35.15	41.35	5.71
	30	≤ 1:12	3.72	4.36	5.06	5.81	6.61	7.46	8.37	9.74	11.60	13.64	3.83
		5:12	5.17	6.06	7.03	8.07	9.19	10.37	11.63	13.54	16.11	18.96	5.37
		7:12	9.93	11.66	13.52	15.52	17.66	19.93	22.35	26.03	30.97	36.44	6.07
		12:12	17.75	20.83	24.16	27.73	31.55	35.62	39.93	46.50	55.34	65.11	8.00
	45	≤ 1:12	3.87	4.54	5.27	6.05	6.88	7.77	8.71	10.14	12.07	14.20	4.03
		5:12	5.37	6.31	7.31	8.40	9.55	10.79	12.09	14.08	16.76	19.72	6.34
		7:12	12.75	14.97	17.36	19.93	22.67	25.59	28.69	33.42	39.77	46.79	7.39
		12:12	24.71	29.00	33.64	38.62	43.94	49.60	55.61	64.76	77.06	90.67	10.29
	60	≤ 1:12	4.01	4.71	5.46	6.27	7.13	8.05	9.03	10.51	12.51	14.72	4.23
		5:12	5.57	6.54	7.58	8.70	9.90	11.18	12.53	14.59	17.36	20.43	7.31
		7:12	15.66	18.37	21.31	24.46	27.83	31.42	35.23	41.02	48.82	57.44	8.71
		12:12	31.90	37.44	43.42	49.85	56.72	64.03	71.78	83.59	99.48	117.1	12.57

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per lineal foot = 14.594 N/m, 1 pound per square foot = 47.88 Pa, 1 pound per square inch = 6.895 kPa.

Tabulated values were derived by calculating design wind pressures in accordance with Figure 4-1 of ASCE 7 for a building with a mean roof height of 35 feet. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall or endwall, as appropriate. The forces to be resisted by each wall line were then divided by the design strength (840 pounds per foot of length) of the default solid wall segment (see Note e). The actual mean roof height of the building shall not exceed the least horizontal dimension of the building.
Tabulated values in the "minimum" column are based on the requirement of Section 28.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building, and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated values in shaded cells are less than the "minimum" value. Where the minimum controls, it is permitted to be reduced in accordance with Notes d and e; however, no reduction is permitted if the mean roof height is less than 35 feet. See Note c.
For buildings with a mean roof height of less than 35 feet, tabulated values are permitted to be reduced by multiplying by the appropriate factor from Table 409(8) or 409(9). The reduced value shall not be less than the "minimum" value shown in the table.
Tabulated values for "one story or top story of two stories" are based on a floor-to-ceiling height of 10 feet. Tabulated values for "first story of two story" are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the values in Table 409(5), (6), or (7), or multiply the value in the table by the reduction factor from Table 409(8) or (9).
Tabulated values are based on the design shear strength (840 pounds per foot of solid wall segment) of a 6-inch screen-grid wall with two or more 24-inch-long solid wall segments constituting the total length of solid wall required by the table. The solid wall segment is constructed with concrete having a specified compressive strength of not less than 2,500 psi, and each end of each 24-inch-long solid wall segment has three No. 4 bars with a yield strength of 40,000 psi arranged in accordance with detail 4 of Figure 409(20). For different solid wall segments, segments equal to or greater than 36 inches in length, a different number, yield strength, and/or arrangement of bars, higher strength concrete, and for flat and waffle-grid walls, adjust tabulated values by multiplying by the appropriate reduction factor from Table 409(8) or (9). See Note c.
The reduction factors in Tables 409(8) and (9) are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Section 409.
For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation.

TABLE 409(6)

MINIMUM UNREDUCED LENGTH OF SOLID WALL, UL, REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE FOR FIRST STORY OF TWO STORY^{a, c, d, e, f, g}

EXPOSURE CATEGORY			UNREDUCED LENGTH OF SOLID WALL, UL, REQUIREDIN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet)
B			120	130	140	150	160	170	180				Minmum^b
C				110	119	127	136	144	153	165	180
D					110	117	125	133	141	152	166	180
Sidewall length (feet)	Endwall length (feet)	Roof slope	Velocity Pressure (ASD) (psf)
Sidewall length (feet)	Endwall length (feet)	Roof slope	23	27	31	36	41	46	52	60	72	84
15	15	< 1:12	3.25	3.81	4.42	5.07	5.77	6.51	7.30	8.50	10.12	11.91	2.54
		5:12	4.50	5.28	6.12	7.03	8.00	9.03	10.12	11.79	14.03	16.51	2.76
		7:12	4.70	5.51	6.39	7.34	8.35	9.43	10.57	12.31	14.65	17.23	2.87
		12:12	6.00	7.04	8.16	9.37	10.66	12.04	13.49	15.71	18.70	22.00	3.15
	30	< 1:12	3.25	3.81	4.42	5.07	5.77	6.51	7.30	8.50	10.12	11.91	2.59
		5:12	4.50	5.28	6.12	7.03	8.00	9.03	10.12	11.79	14.03	16.51	3.05
		7:12	5.55	6.51	7.55	8.67	9.86	11.13	12.48	14.54	17.30	20.35	3.26
		12:12	8.15	9.56	11.09	12.73	14.49	16.35	18.33	21.35	25.41	29.89	3.83
	45	< 1:12	3.25	3.81	4.42	5.07	5.77	6.51	7.30	8.50	10.12	11.91	2.65
		5:12	4.50	5.28	6.12	7.03	8.00	9.03	10.12	11.79	14.03	16.51	3.34
		7:12	6.40	7.51	8.71	10.00	11.37	12.84	14.39	16.76	19.95	23.47	3.65
		12:12	10.30	12.09	14.02	16.09	18.31	20.67	23.17	26.98	32.11	37.78	4.51
	60	< 1:12	3.25	3.81	4.42	5.07	5.77	6.51	7.30	8.50	10.12	11.91	2.71
		5:12	4.50	5.28	6.12	7.03	8.00	9.03	10.12	11.79	14.03	16.51	3.63
		7:12	7.25	8.51	9.87	11.32	12.89	14.55	16.31	18.99	22.60	26.59	4.04
		12:12	12.45	14.61	16.94	19.45	22.13	24.98	28.01	32.62	38.82	45.67	5.19
30	15	< 1:12	5.79	6.80	7.89	9.05	10.30	11.63	13.04	15.18	18.07	21.26	5.06
		5:12	8.04	9.44	10.95	12.57	14.30	16.14	18.10	21.08	25.08	29.51	5.47
		7:12	8.65	10.15	11.77	13.51	15.37	17.35	19.45	22.65	26.96	31.72	5.65
		12:12	10.82	12.70	14.73	16.91	19.24	21.72	24.35	28.36	33.75	39.71	6.17
	30	< 1:12	5.79	6.80	7.89	9.05	10.30	11.63	13.04	15.18	18.07	21.26	5.16
		5 :12	8.04	9.44	10.95	12.57	14.30	16.14	18.10	21.08	25.08	29.51	5.98
		7:12	10.07	11.82	13.71	15.74	17.91	20.22	22.66	26.39	31.41	36.96	6.35
		12:12	14.43	16.93	19.64	22.54	25.65	28.96	32.46	37.80	44.99	52.93	7.38
	45	< 1:12	5.79	6.80	7.89	9.05	10.30	11.63	13.04	15.18	18.07	21.26	5.27
		5:12	8.04	9.44	10.95	12.57	14.30	16.14	18.10	21.08	25.08	29.51	6.50
		7:12	11.50	13.50	15.65	17.97	20.45	23.08	25.88	30.13	35.86	42.19	7.06
		12:12	18.03	21.16	24.55	28.18	32.06	36.19	40.58	47.25	56.23	66.16	8.60
	60	< 1:12	5.79	6.80	7.89	9.05	10.30	11.63	13.04	15.18	18.07	21.26	5.38
		5:12	8.04	9.44	10.95	12.57	14.30	16.14	18.10	21.08	25.08	29.51	7.01
		7:12	12.93	15.17	17.60	20.20	22.98	25.95	29.09	33.88	40.32	47.43	7.76
		12:12	21.64	25.40	29.45	33.81	38.47	43.43	48.69	56.70	67.47	79.39	9.81
60	15	< 1:12	10.74	12.61	14.62	16.79	19.10	21.56	24.17	28.15	33.50	39.41	10.10
		5:12	14.93	17.52	20.32	23.33	26.54	29.96	33.59	39.12	46.55	54.77	10.87
		7:12	16.42	19.27	22.35	25.66	29.20	32.96	36.95	43.03	51.21	60.25	11.22
		12:12	20.33	23.86	27.67	31.77	36.14	40.80	45.74	53.27	63.40	74.59	12.19
	30	< 1:12	10.74	12.61	14.62	16.79	19.10	21.56	24.17	28.15	33.50	39.41	10.30
		5:12	14.93	17.52	20.32	23.33	26.54	29.96	33.59	39.12	46.55	54.77	11.85
		7:12	18.99	22.29	25.85	29.67	33.76	38.11	42.73	49.76	59.22	69.67	12.54
		12:12	26.81	31.46	36.49	41.89	47.66	53.80	60.32	70.24	83.59	98.35	14.48
	45	< 1:12	11.18	13.12	15.21	17.47	19.87	22.43	25.15	29.29	34.86	41.01	10.50
		5:12	15.52	18.22	21.13	24.26	27.60	31.16	34.93	40.68	48.41	56.96	12.82
		7:12	22.01	25.83	29.95	34.39	39.12	44.17	49.52	57.66	68.62	80.74	13.86
		12:12	33.97	39.87	46.23	53.07	60.39	68.17	76.43	89.00	105.92	124.62	16.76
	60	< 1:12	11.59	13.60	15.77	18.11	20.60	23.26	26.07	30.36	36.13	42.51	10.70
		5:12	16.09	18.88	21.90	25.14	28.60	32.29	36.20	42.15	50.16	59.02	13.79
		7:12	25.09	29.45	34.15	39.21	44.61	50.36	56.46	65.75	78.25	92.06	15.18
		12:12	41.34	48.52	56.27	64.60	73.49	82.97	93.02	108.32	128.91	151.67	19.05

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.88 Pa, 1 pound per lineal foot = 14.594 N/m, 1 pound per square inch = 6.895 kPa.

Tabulated values were derived by calculating design wind pressures in accordance with Figure 4-1 of ASCE 7 for a building with a mean roof height of 35 feet. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall or endwall, as appropriate. The forces to be resisted by each wall line were then divided by the design strength (840 pounds per foot of length) of the default solid wall segment (see Note e). The actual mean roof height of the building shall not exceed the least horizontal dimension of the building.
Tabulated values in the "minimum" column are based on the requirement of Section 28.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building, and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated values in shaded cells are less than the "minimum" value. Where the minimum controls, it is permitted to be reduced in accordance with Notes d and e; however, no reduction is permitted if the mean roof height is less than 35 feet. See Note c.
For buildings with a mean roof height of less than 35 feet, tabulated values are permitted to be reduced by multiplying by the appropriate factor from Table 409(8) or 409(9). The reduced value shall not be less than the "minimum" value shown in the table.
Tabulated values for "one story or top story of two story" are based on a floor-to-ceiling height of 10 feet. Tabulated values for "first story of two story" are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the values in Table 409(5), (6), or (7), or multiply the value in the table by the reduction factor from Table 409(8) or (9).
Tabulated values are based on the design shear strength (840 pounds per foot of solid wall segment) of a 6-inch screen-grid wall with two or more 24-inch-long solid wall segments constituting the total length of solid wall required by the table. The solid wall segment is constructed with concrete having a specified compressive strength of not less than 2,500 psi, and each end of each 24-inch-long solid wall segment has three No. 4 bars with a yield strength of 40,000 psi arranged in accordance with detail 4 of Figure 409(20). For different solid wall segments, segments equal to or greater than 36 inches in length, a different number, yield strength, and/or arrangement of bars, higher strength concrete, and for flat and waffle-grid walls, adjust tabulated values by multiplying by the appropriate reduction factor from Table 409(8) or (9). See Note c.
The reduction factors in Tables 409(8) and (9) are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Section 409.6.
For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation.

TABLE 409(7)

MINIMUM UNREDUCED LENGTH OF SOLID WALL, UL, REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIDGE^{a, c, d, e, f, g}

EXPOSURE CATEGORY			UNREDUCED LENGTH OF SOLID WALL, UL, REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE (feet)
B			120	130	140	150	160	170	180	194	212	230	MINIMUM^b
C				110	119	127	136	144	153	165	180	195
D					110	117	125	133	141	152	166	180
Sidewall length (feet)	Endwall length (feet)	Roof slope	One story or top story of two story
< 30	15	< 1:12	1.18	1.39	1.61	1.84	2.10	2.37	2.66	3.09	3.68	4.33	0.90
		5:12	1.40	1.65	1.91	2.19	2.49	2.81	3.15	3.67	4.37	5.14	1.08
		7:12	1.50	1.76	2.04	2.35	2.67	3.01	3.38	3.94	4.68	5.51	1.17
		12:12	1.78	2.09	2.42	2.78	3.16	3.57	4.00	4.66	5.55	6.53	1.39
	30	< 1:12	2.20	2.59	3.00	3.44	3.92	4.42	4.96	5.78	6.87	8.09	1.90
		5:12	2.97	3.48	4.04	4.64	5.28	5.96	6.68	7.78	9.26	10.89	1.90
		7:12	3.32	3.89	4.51	5.18	5.89	6.65	7.46	8.69	10.34	12.16	2.95
		12:12	4.27	5.02	5.82	6.68	7.60	8.58	9.62	11.20	13.33	15.68	3.86
	45	< 1:12	3.30	3.87	4.49	5.15	5.86	6.62	7.42	8.64	10.28	12.09	2.99
		5:12	4.96	5.82	6.75	7.74	8.81	9.95	11.15	12.99	15.46	18.18	4.62
		7:12	5.71	6.70	7.77	8.92	10.15	11.46	12.85	14.96	17.80	20.95	5.36
		12:12	7.79	9.14	10.61	12.17	13.85	15.64	17.53	20.42	24.30	28.59	7.39
	60	< 1:12	4.47	5.25	6.09	6.99	7.96	8.98	10.07	11.72	13.95	16.42	4.18
		5:12	7.39	8.67	10.05	11.54	13.13	14.82	16.62	19.35	23.03	27.10	7.07
		7:12	8.71	10.22	11.85	13.61	15.48	17.48	19.59	22.82	27.15	31.95	8.38
		12:12	12.36	14.51	16.82	19.31	21.97	24.80	27.81	32.38	38.54	45.34	12.00
60	45	< 1:12	3.46	4.06	4.70	5.40	6.14	6.93	7.77	9.05	10.77	12.68	2.99
		5:12	5.18	6.07	7.04	8.09	9.20	10.39	11.65	13.56	16.14	18.99	4.62
		7:12	5.96	6.99	8.11	9.31	10.59	11.95	13.40	15.61	18.57	21.85	5.36
		12:12	8.11	9.52	11.04	12.68	14.43	16.28	18.26	21.26	25.30	29.77	7.39
	60	< 1:12	4.81	5.64	6.54	7.51	8.54	9.64	10.81	12.59	14.98	17.63	4.18
		5:12	7.86	9.23	10.70	12.29	13.98	15.78	17.69	20.61	24.52	28.85	7.07
		7:12	9.25	10.86	12.59	14.46	16.45	18.57	20.82	24.24	28.85	33.94	8.38
		12:12	13.09	15.36	17.81	20.45	23.27	26.27	29.45	34.29	40.81	48.02	12.00
Sidewall length (feet)	Endwall length (feet)	Roof slope	First story of two story										MINIMUM^b
< 30	15	< 1:12	3.30	3.88	4.49	5.16	5.87	6.63	7.43	8.65	10.30	12.12	2.52
		5:12	3.52	4.14	4.80	5.51	6.26	7.07	7.93	9.23	10.99	12.93	2.70
		7:12	3.62	4.25	4.93	5.66	6.44	7.27	8.15	9.50	11.30	13.30	2.79
		12:12	3.90	4.58	5.31	6.10	6.94	7.83	8.78	10.22	12.16	14.31	3.01
	30	< 1:12	5.99	7.03	8.16	9.36	10.65	12.03	13.48	15.70	18.69	21.99	5.14
		5:12	6.76	7.93	9.20	10.56	12.01	13.56	15.20	17.71	21.07	24.79	5.86
		7:12	7.10	8.34	9.67	11.10	12.63	14.26	15.98	18.61	22.15	26.06	6.19
		12:12	8.06	9.46	10.97	12.60	14.33	16.18	18.14	21.13	25.14	29.58	7.10
	45	< 1:12	8.71	10.22	11.85	13.61	15.48	17.48	19.59	22.82	27.15	31.95	7.85
		5:12	10.37	12.17	14.11	16.20	18.43	20.81	23.33	27.17	32.33	38.04	9.48
		7:12	11.12	13.05	15.14	17.38	19.77	22.32	25.02	29.14	34.68	40.80	10.21
		12:2	13.20	15.50	17.97	20.63	23.47	26.50	29.71	34.60	41.17	48.44	12.25
	60	< 1:12	11.50	13.50	15.65	17.97	20.44	23.08	25.87	30.13	35.86	42.19	10.65
		5:12	14.41	16.91	19.62	22.52	25.62	28.92	32.42	37.76	44.94	52.87	13.54
		7:12	15.73	18.46	21.41	24.58	27.97	31.57	35.40	41.22	49.06	57.72	14.85
		12:12	19.38	22.75	26.38	30.29	34.46	38.90	43.61	50.79	60.44	71.12	18.48
60	45	< 1:12	9.14	10.72	12.44	14.28	16.25	18.34	20.56	23.94	28.49	33.52	7.85
		5:12	10.86	12.74	14.78	16.97	19.30	21.79	24.43	28.45	33.86	39.84	9.48
		7:12	11.64	13.66	15.84	18.19	20.69	23.36	26.19	30.50	36.29	42.70	10.21
		12:12	13.80	16.19	18.78	21.56	24.53	27.69	31.04	36.15	43.02	50.62	12.25
	60	< 1:12	12.38	14.53	16.85	19.35	22.01	24.85	27.86	32.44	38.61	45.43	10.65
		5:12	15.44	18.12	21.02	24.13	27.45	30.99	34.74	40.46	48.15	56.65	13.54
		7:12	16.83	19.75	22.91	26.29	29.92	33.77	37.86	44.09	52.48	61.74	14.85
		12:12	20.66	24.25	28.13	32.29	36.74	41.47	46.50	54.15	64.44	75.81	18.48

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per lineal foot = 14.594 N/m, 1 pound per square foot = 47.88 Pa, 1 pound per square inch = 6.895 kPa.

Tabulated values were derived by calculating design wind pressures in accordance with Figure 4-1 of ASCE 7 for a building with a mean roof height of 35 feet. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall or endwall, as appropriate. The forces to be resisted by each wall line were then divided by the design strength (840 pounds per foot of length) of the default solid wall segment (see Note e). The actual mean roof height of the building shall not exceed the least horizontal dimension of the building.
Tabulated values in the "minimum" column are based on the requirement of Section 28.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building, and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated values in shaded cells are less than the "minimum" value. Where the minimum controls, it is permitted to be reduced in accordance with Notes d and e; however, no reduction is permitted if the mean roof height is less than 35 feet. See Note c.
For buildings with a mean roof height of less than 35 feet, tabulated values are permitted to be reduced by multiplying by the appropriate factor from Table 409(8) or 409(9). The reduced value shall not be less than the "minimum" value shown in the table.
Tabulated values for "one story or top story of two story" are based on a floor-to-ceiling height of 10 feet. Tabulated values for "first story of two story" are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the values in Table 409(5), (6), or (7), or multiply the value in the table by the reduction factor from Table 409(8) or (9).
Tabulated values are based on the design shear strength (840 pounds per foot of solid wall segment) of a 6-inch screen-grid wall with two or more 24-inch-long solid wall segments constituting the total length of solid wall required by the table. The solid wall segment is constructed with concrete having a specified compressive strength of not less than 2,500 psi, and each end of each 24-inch-long solid wall segment has three No. 4 bars with a yield strength of 40,000 psi arranged in accordance with detail 4 of Figure 409(20). For different solid wall segments, segments equal to or greater than 36 inches in length, a different number, yield strength, and/or arrangement of bars, higher strength concrete, and for flat and waffle-grid walls, adjust tabulated values by multiplying by the appropriate reduction factor from Table 409(8) or (9). See Note c.
The reduction factors in Tables 409(8) and (9) are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Section 409.6.
For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation.

FIGURE 409(7)

MINIMUM SOLID WALL LENGTH

TABLE 409(8)

REDUCTION FACTOR FOR DESIGN STRENGTH, R, AND LAYOUT OF REINFORCEMENT AT EACH END OF SOLID WALL SEGMENTS FOR FLAT WALLS^a

NOMINAL THICKNESS OF FLAT WALL (inches)	LENGTH OF SOLID WALL SEGMENT^b (inches)	VERTICAL BARS AT EACH END OF SOLID WALL SEGMENT		REINFORCEMENT LAYOUT DETAIL NO. [See Figure 409(20)]	REDUCTION FACTOR, R, FOR LENGTH OF SOLID WALL
					Horizontal shear reinforcement provided?
					No		Yes
		Number of bars	Bar size		40,000^{c, d}	60,000^{c, d}	40,000^{c, d}	60,000^c
		Number of bars	Bar size		40,000^{c, d}	60,000^{c, d}	40,000^{c, d}	All others^d	SDC D^{e, f}
4	24	2	4	1	0.80	0.64	0.80	0.41	NP
		3	4	2	0.68	0.68	0.44	0.30	NP
		2	5	1	0.64	0.64	0.40	0.28	NP
	36	2	4	1	0.74	0.60	0.74	0.50	NP
		3	4	2	0.62	0.62	0.52	0.27	NP
		2	5	1	0.60	0.60	0.48	0.25	NP
		3	5	2	0.62	0.62	0.26	0.18	NP
	48	2	4	1	0.71	0.58	0.71	0.48	NP
		3	4	2	0.60	0.60	0.49	0.25	NP
		2	5	1	0.58	0.58	0.46	0.23	NP
		3	5	2	0.60	0.60	0.24	0.17	NP
6	24	2	4	3	0.75	0.51	0.75	0.51	0.50
		3	4	4	0.52	0.40	0.52	0.27	0.27
		2	5	3	0.49	0.39	0.49	0.25	0.25
		3	5	4	0.40	0.40	0.26	0.18	0.18
	36	2	4	3	0.70	0.48	0.70	0.48	0.47
		3	4	4	0.49	0.38	0.49	0.33	0.33
		2	5	3	0.46	0.37	0.46	0.31	0.31
		3	5	4	0.38	0.38	0.32	0.16	0.16
	48	2	4	3	0.68	0.46	0.68	0.46	0.46
		3	4	4	0.47	0.37	0.47	0.32	0.31
		2	5	3	0.44	0.36	0.44	0.30	0.30
		3	5	4	0.37	0.37	0.30	0.15	0.15
8	24	2	4	3	0.74	0.50	0.74	0.50	0.50
		3	4	5	0.50	0.28	0.50	0.26	0.25
		4	4	6	0.39	0.29	0.39	0.20	0.20
		2	5	3	0.48	0.28	0.48	0.25	0.24
		3	5	5	0.28	0.28	0.25	0.17	0.17
		4	5	6	0.29	0.29	0.19	0.13	0.13
	36	2	4	3	0.70	0.47	0.70	0.47	0.47
		3	4	5	0.47	0.32	0.47	0.32	0.32
		4	4	6	0.36	0.28	0.36	0.25	0.24
		2	5	3	0.45	0.31	0.45	0.31	0.30
		3	5	5	0.31	0.27	0.31	0.16	0.15
		4	5	6	0.28	0.28	0.24	0.12	0.12
	48	2	4	3	0.68	0.46	0.68	0.46	0.46
		3	4	5	0.46	0.31	0.46	0.31	0.31
		4	4	6	0.35	0.27	0.35	0.24	0.23
		2	5	3	0.44	0.30	0.44	0.30	0.29
		3	5	5	0.30	0.27	0.30	0.20	0.20
		4	5	6	0.27	0.27	0.23	0.12	0.11
10	24	2	4	3	0.74	0.50	0.74	0.50	0.50
		4	4	7	0.40	0.24	0.40	0.20	0.20
		6	4	8	0.24	0.24	0.20	0.14	0.14
		2	5	3	0.48	0.32	0.48	0.32	0.32
		4	5	7	0.24	0.24	0.19	0.13	0.13
		6	5	8	0.24	0.24	0.13	0.09	0.09
	36	2	4	3	0.70	0.47	0.70	0.47	0.47
		4	4	7	0.36	0.25	0.36	0.25	0.25
		6	4	8	0.25	0.22	0.25	0.13	0.12
		2	5	3	0.45	0.30	0.45	0.30	0.30
		4	5	7	0.24	0.22	0.24	0.12	0.12
		6	5	8	0.22	0.22	0.12	0.08	0.08
	48	2	4	3	0.68	0.46	0.68	0.46	0.46
		4	4	7	0.35	0.24	0.35	0.24	0.24
		6	4	8	0.24	0.21	0.24	0.16	0.16
		2	5	3	0.44	0.29	0.44	0.29	0.29
		4	5	7	0.23	0.21	0.23	0.15	0.15
		6	5	8	0.21	0.21	0.15	0.08	0.08

For SI: 1 inch = 25.4 mm; 1.0 pounds per square inch = 6.895 MPa

See Note e to Tables 409(5), (6) and (7) for application of reduction factors in this table.
For intermediate lengths of solid wall segments or segments that are longer than the maximum given in the table, use reduction factor for next shorter length given in table.
Yield strength of vertical wall reinforcement at ends of solid wall segments.
Values in this column are based on concrete with a specific compressive strength, f'_c, of 2,500 psi. Where concrete with f'_c of not less than 3,000 psi is used, values in shaded cells are permitted to be decreased by multiplying by 0.91. See Note e.
Reduction factors in this column are based on concrete with a specified compressive strength, f'_c, of 3,000 psi. See Section 409.5.
NP = Not permitted.

FIGURE 409(8)

REINFORCEMENT OF OPENINGS

TABLE 409(9)

REDUCTION FACTOR FOR DESIGN STRENGTH, R, AND LAYOUT OF REINFORCEMENT AT EACH END OF SOLID WALL SEGMENTS FOR WAFFLE-GRID AND SCREEN-GRID WALLS^{a, f}

NOMINAL THICKNESS AND TYPE OF FLAT WALL (inches)	LENGTH OF SOLID WALL SEGMENT^b (inches)	VERTICAL BARS AT EACH END OF SOLID WALL SEGMENT		REINFORCEMENT LAYOUT DETAIL NO. [See Figure 409(20)]	REDUCTION FACTOR, R, FOR LENGTH OF SOLID WALL
					Horizontal shear reinforcement provided?
					No	Yes
		Number of bars	Bar size		40,000 and 60,000^c,d	40,000^{c, e}	All others^d	SDC D^e
6 waffle	24	2	4	3	0.82	0.75	0.38	0.38
		3	4	4	0.85	0.39	0.27	0.27
		2	5	3	0.82	0.37	0.25	0.25
		3	5	4	0.85	0.26	0.18	0.18
	36	2	4	3	0.78	0.70	0.48	0.47
		3	4	4	0.80	0.49	0.25	0.24
		2	5	3	0.78	0.46	0.23	0.23
		3	5	4	0.80	0.24	0.16	0.16
	48	2	4	3	0.76	0.68	0.46	0.46
		3	4	4	0.78	0.47	0.32	0.31
		2	5	3	0.76	0.44	0.30	0.30
		3	5	4	0.78	0.30	0.15	0.15
8 waffle	24	2	4	3	0.82	0.74	0.38	0.37
		3	4	5	0.82	0.38	0.26	0.25
		4	4	6	0.84	0.29	0.20	0.20
		2	5	3	0.82	0.36	0.25	0.24
		3	5	5	0.82	0.25	0.17	0.17
		4	5	6	0.84	0.19	0.14	0.16
	36	2	4	3	0.78	0.70	0.47	0.47
		3	4	5	0.78	0.47	0.24	0.24
		4	4	6	0.79	0.36	0.18	0.18
		2	5	3	0.78	0.45	0.23	0.23
		3	5	5	0.78	0.23	0.16	0.15
		4	5	6	0.79	0.18	0.13	0.15
	48	2	4	3	0.76	0.68	0.46	0.46
		3	4	5	0.76	0.46	0.31	0.31
		4	4	6	0.78	0.35	0.18	0.18
		2	5	3	0.76	0.44	0.30	0.29
		3	5	5	0.76	0.30	0.15	0.15
		4	5	6	0.78	0.17	0.13	0.15
6 screen	24	2	4	3	0.97	0.75	0.38	0.38
		3	4	4	1.00	0.39	0.27	0.27
		2	5	3	0.97	0.37	0.25	0.25
		3	5	4	1.00	0.26	0.18	0.19
	36	2	4	3	0.93	0.70	0.48	0.47
		3	4	4	0.94	0.49	0.25	0.24
		2	5	3	0.93	0.46	0.23	0.23
		3	5	4	0.94	0.24	0.16	0.18
	48	2	4	3	0.91	0.68	0.46	0.46
		3	4	4	0.92	0.47	0.32	0.31
		2	5	3	0.91	0.44	0.30	0.30
		3	5	4	0.92	0.30	0.15	0.17

For SI: 1 inch = 25.4 mm; 1.0 pound per square inch = 6.895 MPa, 1 psi = 6.895 MPa.

See Note e to Tables 409(6), (7), and (8) for application of reduction factors in this table.
For intermediate lengths of solid wall segments, use reduction factor for next shorter length given in table.
Yield strength in pounds per square inch of vertical wall reinforcement at ends of solid wall segments.
Values in this column are based on concrete with a specific compressive strength, f'_c, of 2,500 psi. Where concrete with f'_c of not less than 3,000 psi is used, values in shaded cells are permitted to be decreased by multiplying by 0.91.
Adjustment factors in this column are based on concrete with a specified compressive strength, f'_c, of 3,000 psi.
Each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall not be less than 5¹/₂ inches for 6-inchnominal waffle- and screen-grid forms, and not less than 7¹/₂ inches for 8-inch-nominal waffle-grid forms. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected from Figure 409(20). If necessary to achieve the required dimensions, stay-in-place form material shall be removed or flat wall forms are permitted to be used.

For SI: 1 inch = 25.4 mm.

NOTE: Section cut through flat wall.

FIGURE 409(9)

LINTELS FOR FLAT WALLS

For SI: 1 inch = 25.4 mm.

NOTE: Section cut through vertical core of a waffle-grid lintel.

FIGURE 409(10)

SINGLE FORM HEIGHT WAFFLE-GRID LINTEL

TABLE 409(10)

MINIMUM WALL OPENING REINFORCEMENT REQUIREMENTS IN ICF WALLS^a

WALL TYPE AND OPENING WIDTH (L) (feet)	MINIMUM HORIZONTAL OPENING REINFORCEMENT	MINIMUM VERTICAL OPENING REINFORCEMENT
Flat, Waffle-, and Screen-Grid: L ≥ 2	None required	None required
Flat, Waffle-, and Screen-Grid: L ≥ 2	Provide lintels in accordance with Section 409.7.2. Provide one No. 4 bar within 12 inches from the bottom of the opening. Top and bottom lintel reinforcement shall extend a minimum of 24 inches beyond the limits of the opening.	In locations with wind speeds less than or equal to 110 mph, provide one No. 4 bar for the full height of the wall story within 12 inches of each side of the opening. In locations with wind speeds greater than 110 mph, provide two No. 4 bars or one No. 5 bar for the full height of the wall story within 12 inches of each side of the opening.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 pound per square inch = 6.895 kPa.

This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. This table is not intended to prohibit the use of ICF manufacturer's tables based on engineering analysis in accordance with ACI 318.

For SI: 1 inch = 25.4 mm.

NOTE: Section cut through vertical core of a waffle-grid lintel.

FIGURE 409(11)

DOUBLE FORM HEIGHT WAFFLE-GRID LINTEL

TABLE 409(11)

MAXIMUM ALLOWABLE CLEAR SPAN FOR LINTELS FOR FLAT LOAD-BEARING WALLS^{a, b, c, d, f}NO. 4 BOTTOM BAR SIZE

MINIMUM NOMINAL LINTEL THICKNESS, T (inches)	LINTEL DEPTH, D (inches)	MAXIMUM CLEAR SPAN (feet-inches) (Number is Middle of Span, A)^e
		Supporting Roof Only		Supporting Light-Framed 2nd Story and Roof		Supporting Second Story and Roof
		Ground Snow Load
		30 psf	70 psf	30 psf	70 psf	30 psf	70 psf
4.0	8	4-9 (1-2)	4-2 (0-9)	3-10 (0-8)	3-4 (0-6)	3-5 (0-6)	3-1 (0-5)
	12	6-8 (1-11)	5-5 (1-3)	5-0 (1-1)	4-5 (0-10)	4-6 (0-10)	4-0 (0-8)
	16	7-11 (2-9)	6-5 (1-9)	6-0 (1-6)	5-3 (1-2)	5-4 (1-2)	4-10 (1-0)
	20	8-11 (3-5)	7-4 (2-3)	6-9 (1-11)	6-0 (1-6)	6-1 (1-7)	5-6 (1-3)
	24	9-10 (4-1)	8-1 (2-9)	7-6 (2-4)	6-7 (1-10)	6-9 (1-11)	6-1 (1-6)
6.0	8	5-2 (1-10)	4-2 (1-2)	3-10 (1-0)	3-5 (0-9)	3-5 (0-10)	3-1 (0-8)
	12	6-8 (3-0)	5-5 (2-0)	5-0 (1-9)	4-5 (1-4)	4-6 (1-4)	4-1 (1-1)
	16	7-10 (4-1)	6-5 (2-9)	6-0 (2-5)	5-3 (1-10)	5-4 (1-11)	4-10 (1-7)
	20	8-10 (5-3)	7-3 (3-6)	6-9 (3-1)	6-0 (2-4)	6-1 (2-5)	5-6 (2-0)
	24	9-8 (6-3)	8-0 (4-3)	7-5 (3-8)	6-7 (2-11)	6-8 (3-0)	6-0 (2-5)
8.0	8	5-2 (2-6)	4-2 (1-8)	3-11 (1-5)	3-5 (1-1)	3-6 (1-1)	3-2 (0-11)
	12	6-7 (4-0)	5-5 (2-8)	5-0 (2-4)	4-5 (1-10)	4-6 (1-10)	4-1 (1-6)
	16	7-9 (5-5)	6-5 (3-8)	5-11 (3-3)	5-3 (2-6)	5-4 (2-7)	4-10 (2-2)
	20	8-8 (6-10)	7-2 (4-8)	6-8 (4-2)	5-11 (3-3)	6-0 (3-4)	5-5 (2-9)
	24	9-6 (8-2)	7-11 (5-8)	7-4 (5-1)	6-6 (3-11)	6-7 (4-1)	6-0 (3-4)
10.0	8	5-2 (3-1)	4-2 (2-1)	3-11 (1-9)	3-5 (1-5)	3-6 (1-5)	3-2 (1-2)
	12	6-7 (5-0)	5-5 (3-4)	5-0 (3-0)	4-5 (2-4)	4-6 (2-5)	4-1 (1-11)
	16	7-8 (6-9)	6-4 (4-7)	5-11 (4-2)	5-3 (3-3)	5-4 (3-4)	4-10 (2-8)

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa.

a. This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used, the span lengths in the shaded cells shall be increased by 1.2 times the table values.

b. This table is not intended to prohibit the use of manufacturer's tables based on engineering analysis in accordance with ACI 318.

c. Deflection criterion: L/240.

d. Design load assumptions:

Floor dead load is 10 psf.	Attic live load is 20 psf.
Floor live load is 30 psf.	Roof dead load is 15 psf.
Building width is 32 feet.	Wall dead load is 69 psf.
Light-framed wall dead load is 10 psf.

e. No. 3 stirrups are required at d/2 spacing except no stirrups are required for the distance, (A), shown in the middle portion of the span in accordance with Figure 409(8) and Section 409.7.2.2.

f. Interpolation is permitted between ground snow loads and between lintel depths.

TABLE 409(12)

MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR FLAT LOAD-BEARING WALLS^{a, b, c, d, f}NO. 5 BOTTOM BAR SIZE

MINIMUM NOMINAL LINTEL THICKNESS, T (inches)	LINTEL DEPTH, D (inches)	MAXIMUM CLEAR SPAN (feet-inches) (Number is Middle of Span, A)^e
		Supporting Roof		Supporting Light-Framed 2nd Story and Roof		Supporting Second Story and Roof
		Ground Snow Load
		30 psf	70 psf	30 psf	70 psf	30 psf	70 psf
4.0	8	4-9 (1-2)	4-2 (0-9)	3-11 (0-8)	3-7 (0-6)	3-7 (0-6)	3-5 (0-5)
	12	7-2 (1-11)	6-3 (1-3)	5-11 (1-1)	5-5 (0-10)	5-5 (0-10)	5-0 (0-8)
	16	9-6 (2-9)	8-0 (1-9)	7-4 (1-6)	6-6 (1-2)	6-7 (1-2)	5-11 (1-0)
	20	11-1 (3-5)	9-1 (2-3)	8-4 (1-11)	7-5 (1-6)	7-6 (1-7)	6-9 (1-3)
	24	12-2 (4-1)	10-0 (2-9)	9-3 (2-4)	8-2 (1-10)	8-4 (1-11)	7-6 (1-6)
6.0	8	5-6 (1-10)	4-10 (1-2)	4-7 (1-0)	4-2 (0-9)	4-2 (0-10)	3-10 (0-8)
	12	8-3 (3-0)	6-9 (2-0)	6-3 (1-9)	5-6 (1-4)	5-7 (1-4)	5-0 (1-1)
	16	9-9 (4-1)	8-0 (2-9)	7-5 (2-5)	6-6 (1-10)	6-7 (1-11)	6-0 (1-7)
	20	10-11 (5-3)	9-0 (3-6)	8-4 (3-1)	7-5 (2-4)	7-6 (2-5)	6-9 (2-0)
	24	12-0 (6-3)	9-11 (4-3)	9-3 (3-8)	8-2 (2-11)	8-3 (3-0)	7-6 (2-5)
8.0	8	6-1 (2-6)	5-2 (1-8)	4-9 (1-5)	4-3 (1-1)	4-3 (1-1)	3-10 (0-11)
	12	8-2 (4-0)	6-9 (2-8)	6-3 (2-4)	5-6 (1-10)	5-7 (1-10)	5-0 (1-6)
	16	9-7 (5-5)	7-11 (3-8)	7-4 (3-3)	6-6 (2-6)	6-7 (2-7)	6-0 (2-2)
	20	10-10 (6-10)	8-11 (4-8)	8-4 (4-2)	7-4 (3-3)	7-6 (3-4)	6-9 (2-9)
	24	11-10 (8-2)	9-10 (5-8)	9-2 (5-1)	8-1 (3-11)	8-3 (4-1)	7-5 (3-4)
10.0	8	6-4 (3-1)	5-2 (2-1)	4-10 (1-9)	4-3 (1-5)	4-4 (1-5)	3-11 (1-2)
	12	8-2 (5-0)	6-8 (3-4)	6-2 (3-0)	5-6 (2-4)	5-7 (2-5)	5-0 (1-11)
	16	9-6 (6-9)	7-11 (4-7)	7-4 (4-2)	6-6 (3-3)	6-7 (3-4)	5-11 (2-8)
	20	10-8 (8-4)	8-10 (5-10)	8-3 (5-4)	7-4 (4-2)	7-5 (4-3)	6-9 (3-6)
	24	11-7 (10-0)	9-9 (6-11)	9-0 (6-5)	8-1 (5-0)	8-2 (5-2)	7-5 (4-3)

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa.

a. This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used, the span lengths in the shaded cells shall be increased by 1.2 times the table values.

b. This table is not intended to prohibit the use of manufacturer's tables based on engineering analysis in accordance with ACI 318.

c. Deflection criterion: L/240.

d. Design load assumptions:

Floor dead load is 10 psf.	Attic live load is 20 psf.
Floor live load is 30 psf.	Roof dead load is 15 psf.
Building width is 32 feet.	Wall dead load is 69 psf.
Light-framed wall dead load is 10 psf.

e. No. 3 stirrups are required at d/2 spacing except no stirrups are required for the distance, (A), shown in the middle portion of the span in accordance with Figure 409(8) and Section 409.7.2.2.

f. Interpolation is permitted between ground snow loads and between lintel depths.

For SI: 1 inch = 25.4 mm.

FIGURE 409(12)

SINGLE FORM SCREEN-GRID LINTEL

For SI: 1 inch = 25.4 mm.

FIGURE 409(13)

DOUBLE FORM HEIGHT SCREEN-GRID LINTELS

TABLE 409(13)

MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR WAFFLE-GRID LOAD-BEARING WALLS^{a, b, c, d, f}NO. 4 BOTTOM BAR SIZE

MINIMUM LINTEL THICKNESS, T^g,h (inches)	LINTEL DEPTH, D (inches)	MAXIMUM CLEAR SPAN (feet-inches) (Number is Middle of Span, A)^e
		Supporting Roof		Supporting Light-Framed 2nd Story and Roof		Supporting ICF Second Story and Roof
		Ground Snow Load
		30 psf	70 psf	30 psf	70 psf	30 psf	70 psf
6	8	5-2 (0-10)	4-2 (0-7)	3-10 (0-6)	3-5 (0-4)	3-6 (0-5)	3-2 (0-4)
	12	6-8 (1-5)	5-5 (0-11)	5-0 (0-9)	4-5 (0-7)	4-7 (0-8)	4-2 (0-6)
	16	7-11 (1-11)	6-6 (1-4)	6-0 (1-1)	5-3 (0-10)	5-6 (0-11)	4-11 (0-9)
	20	8-11 (2-6)	7-4 (1-8)	6-9 (1-5)	6-0 (1-1)	6-3 (1-2)	5-7 (0-11)
	24	9-10 (3-0)	8-1 (2-0)	7-6 (1-9)	6-7 (1-4)	6-10 (1-5)	6-2 (1-2)
8	8	5-2 (0-10)	4-3 (0-7)	3-11 (0-6)	3-5 (0-4)	3-7 (0-5)	3-2 (0-4)
	12	6-8 (1-5)	5-5 (0-11)	5-1 (0-9)	4-5 (0-7)	4-8 (0-8)	4-2 (0-6)
	16	7-10 (1-11)	6-5 (1-4)	6-0 (1-1)	5-3 (0-10)	5-6 (0-11)	4-11 (0-9)
	20	8-10 (2-6)	7-3 (1-8)	6-9 (1-5)	6-0 (1-1)	6-2 (1-2)	5-7 (0-11)
	24	9-8 (3-0)	8-0 (2-0)	7-5 (1-9)	6-7 (1-4)	6-10 (1-5)	6-2 (1-2)

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa.

a. This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used, the span lengths in the shaded cells shall be increased by 1.2 times the table values.

b. This table is not intended to prohibit the use of ICF manufacturer's tables based on engineering analysis in accordance with ACI 318.

c. Deflection criterion: L/240.

d. Design load assumptions:

Floor dead load is 10 psf.	Attic live load is 20 psf.
Floor live load is 30 psf.	Roof dead load is 15 psf.
Building width is 32 feet.	Wall dead load is 55 psf.
Light-framed wall dead load is 10 psf.

e. No. 3 stirrups are required at d/2 spacing except no stirrups are required for the distance, (A), shown in the middle portion of the span in accordance with Figure 409(8) and Section 409.7.2.2.

f. Interpolation is permitted between ground snow loads and between lintel depths.

g. For actual wall lintel width, refer to Table 409(1).

h. Lintel width corresponds to the nominal waffle-grid wall thickness with a minimum thickness of 2 inches.

TABLE 409(14)

MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR WAFFLE-GRID LOAD-BEARING WALLS^{a, b, c, d, f}NO. 5 BOTTOM BAR SIZE

MINIMUM LINTEL THICKNESS,T^g,h (inches)	LINTEL DEPTH, D (inches)	MAXIMUM CLEAR SPAN (feet-inches) (Number is Middle of Span, A)^e
		Supporting Roof		Supporting Light-Framed 2nd Story and Roof		Supporting Second Story and Roof
		Ground Snow Load
		30 psf	70 psf	30 psf	70 psf	30 psf	70 psf
6	8	5-4 (0-10)	4-8 (0-7)	4-5 (0-6)	4-1 (0-4)	4-5 (0-5)	3-10 (0-4)
	12	8-0 (1-5)	6-9 (0-11)	6-3 (0-9)	5-6 (0-7)	6-3 (0-8)	5-1 (0-6)
	16	9-9 (1-11)	8-0 (1-4)	7-5 (1-1)	6-6 (0-10)	7-5 (0-11)	6-1 (0-9)
	20	11-0 (2-6)	9-1 (1-8)	8-5 (1-5)	7-5 (1-1)	8-5 (1-2)	6-11 (0-11)
	24	12-2 (3-0)	10-0 (2-0)	9-3 (1-9)	8-2 (1-4)	9-3 (1-5)	7-8 (1-2)
8	8	6-0 (0-10)	5-2 (0-7)	4-9 (0-6)	4-3 (0-4)	4-9 (0-5)	3-11 (0-4)
	12	8-3 (1-5)	6-9 (0-11)	6-3 (0-9)	5-6 (0-7)	6-3 (0-8)	5-2 (0-6)
	16	9-9 (1-11)	8-0 (1-4)	7-5 (1-1)	6-6 (0-10)	7-5 (0-11)	6-1 (0-9)
	20	10-11 (2-6)	9-0 (1-8)	8-4 (1-5)	7-5 (1-1)	8-4 (1-2)	6-11 (0-11)
	24	12-0 (3-0)	9-11 (2-0)	9-2 (1-9)	8-2 (1-4)	9-2 (1-5)	7-8 (1-2)

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa.

a. This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used, the span lengths in the shaded cells shall be increased by 1.2 times the table values.

b. This table is not intended to prohibit the use of manufacturer's tables based on engineering analysis in accordance with ACI 318.

c. Deflection criterion: L/240.

d. Design load assumptions:

Floor dead load is 10 psf.	Attic live load is 20 psf.
Floor live load is 30 psf.	Roof dead load is 15 psf.
Building width is 32 feet.	Wall dead load is 53 psf.
Light-framed wall dead load is 10 psf.

e. No. 3 stirrups are required at d/2 spacing except no stirrups are required for the distance, (A), shown in the middle portion of the span in accordance with Figure 409(8) and Section 409.7.2.2.

f. Interpolation is permitted between ground snow loads and between lintel depths.

g. For actual wall lintel width, refer to Table 409(1).

h. Lintel width corresponds to the nominal waffle-grid wall thickness with a minimum thickness of 2 inches.

For SI: 1 inch = 25.4 mm.

FIGURE 409(14)

SECTION CUT THROUGH FLAT WALL OR VERTICAL CORE OF WAFFLE- OR SCREEN-GRID WALL

For SI: 1 inch = 25.4 mm.

NOTE: Section cut through flat wall or vertical core of waffle- or screen-grid walls.

FIGURE 409(15)

FLOOR LEDGER—WALL CONNECTION (SIDE-BEARING CONNECTION)

TABLE 409(15)

MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR SCREEN-GRID LOAD-BEARING WALLS^{a, b, c, d, f, g} NO. 4 BOTTOM BAR SIZE

MINIMUM LINTEL THICKNESS, T^{h, i} (inches)	MINIMUM LINTEL DEPTH, D^e (inches)	MAXIMUM CLEAR SPAN (feet-inches)
		Supporting Roof		Supporting Light-Framed 2nd Story and Roof		Supporting Second Story and Roof
		Maximum Ground Snow Load (psf)
		30	70	30	70	30	70
6	12	3-7	2-10	2-5	2-0	2-0	N/A
6	24	9-10	8-1	7-6	6-7	6-11	6-2

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa.

This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used, the span lengths in the shaded cells shall be increased by 1.2 times the table values.
This table is not intended to prohibit the use of ICF manufacturer's tables based on engineering analysis in accordance with ACI 318.
Deflection criterion: L/240.

Design load assumptions:

Floor dead load is 10 psf.	Attic live load is 20 psf.
Floor live load is 30 psf.	Roof dead load is 15 psf.
Maximum floor clear span is 32 feet.	Wall dead load is 53 psf.
Light-framed wall dead load is 10 psf.

Stirrup requirements:Stirrups are not required for lintels 12 inches deep.One No. 3 stirrup is required in each vertical core for lintels 24 inches deep.
Interpolation is permitted between ground snow loads.
Flat ICF lintels may be used in lieu of screen-grid lintels.
For actual wall lintel width, refer to Table 409(1).
Lintel width corresponds to the nominal screen-grid ICF wall thickness.

TABLE 409(16)

MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR SCREEN-GRID LOAD-BEARING WALLS^{a, b, c, d, f, g} NO. 5 BOTTOM BAR SIZE

MINIMUM LINTEL THICKNESS, T^{h, i} (inches)	MINIMUM LINTEL DEPTH, D^e (inches)	MAXIMUM CLEAR SPAN, (feet-inches)
		Supporting Roof		Supporting Light-Framed 2nd Story and Roof		Supporting Second Story and Roof
		Maximum Ground Snow Load (psf)
		30	70	30	70	30	70
6	12	3-7	2-10	2-5	2-0	2-0	N/A
6	24	12-3	10-0	9-3	8-3	8-7	7-8

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa.

This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used, the span lengths in the shaded cells shall be increased by 1.2 times the table values.
This table is not intended to prohibit the use of ICF manufacturer's tables based on engineering analysis in accordance with ACI 318.
Deflection criterion: L/240.

Design load assumptions:

Floor dead load is 10 psf.	Attic live load is 20 psf.
Floor live load is 30 psf.	Roof dead load is 15 psf.
Maximum floor clear span is 32 feet.	Wall dead load is 53 psf.
Light-framed wall dead load is 10 psf.

Stirrup requirements:

Stirrups are not required for lintels 12 inches deep.

One No. 3 stirrup is required in each vertical core for lintels 24 inches deep.
Interpolation is permitted between ground snow loads.
Flat ICF lintels may be used in lieu of screen-grid lintels.
For actual wall lintel width, refer to Table 409(1).
Lintel width corresponds to the nominal screen-grid ICF wall thickness.

For SI: 1 inch = 25.4 mm.

NOTE: Section cut through flat wall or vertical core of waffle- or screen-grid walls.

FIGURE 409(16)

FLOOR LEDGER—WALL CONNECTION (LEDGE-BEARING CONNECTION)

For SI: 1 inch = 25.4 mm.

NOTE: Section cut through flat wall.

FIGURE 409(17)

WOOD FLOOR LEDGER—WALL CONNECTION (THROUGH-BOLT SIDE-BEARING CONNECTION)

TABLE 409(17)

MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS WITHOUT STIRRUPS IN LOAD-BEARING WALLS^{a, b, c, d, f, g, h} (NO. 4 OR NO. 5) BOTTOM BAR SIZE

MINIMUM LINTEL NOMINAL THICKNESS,T (inches)	MINIMUM LINTEL DEPTH, D^e (inches)	MAXIMUM CLEAR SPAN (feet-inches)
		Supporting Roof Only		Supporting Light-Framed 2nd Story and Roof		Supporting Second Story and Roof
		Maximum Ground Snow Load (psf)
		30	70	30	70	30	70
Flat ICF Lintel
4.0	8	2-6	2-6	2-6	2-4	2-5	2-2
	12	4-2	4-2	4-1	3-10	3-10	3-7
	16	4-11	4-8	4-6	4-2	4-2	3-11
	20	6-3	5-3	4-11	4-6	4-6	4-3
	24	7-7	6-4	6-0	5-6	5-6	5-2
6.0	8	2-10	2-6	2-6	2-5	2-6	2-2
	12	4-8	4-4	4-3	3-11	3-10	3-7
	16	6-5	5-1	4-8	4-2	4-3	3-11
	20	8-2	6-6	6-0	5-4	5-5	5-0
	24	9-8	7-11	7-4	6-6	6-7	6-1
8.0	8	3-6	2-8	2-7	2-5	2-5	2-2
	12	5-9	4-5	4-4	4-0	3-10	3-7
	16	7-9	6-1	5-7	4-10	4-11	4-5
	20	8-8	7-2	6-8	5-11	6-0	5-5
	24	9-6	7-11	7-4	6-6	6-7	6-0
10.0	8	4-2	3-1	2-9	2-5	2-5	2-2
	12	6-7	5-1	4-7	3-11	4.0	3-7
	16	7-10	6-4	5-11	5-3	5-4	4-10
	20	8-7	7-2	6-8	5-11	6-0	5-5
	24	9-4	7-10	7-3	6-6	6-7	6-0
Waffle-Grid ICF Lintel
6 or 8	8	2-6	2-6	2-6	2-4	2-4	2-2
	12	4-2	4-2	4-1	3-8	3-9	3-7
	16	5-9	5-8	5-7	5-1	5-2	4-8
	20	7-6	7-4	6-9	6-0	6-3	5-7
	24	9-2	8-1	7-6	6-7	6-10	6-2

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.

Table values are based on tensile reinforcement with a minimum yield strength of 40,000 psi, concrete with a minimum specified compressive strength of 2,500 psi, and a building width (clear span) of 32 feet.
Spans located in shaded cells shall be permitted to be multiplied by 1.05 when concrete with a minimum compressive strength of 3,000 psi is used or by 1.1 when concrete with a minimum compressive strength of 4,000 psi is used.
Deflection criterion is L/240, where L is the clear span of the lintel in inches.
Linear interpolation shall be permitted between ground snow loads and between lintel depths.
Lintel depth, D, shall be permitted to include the available height of ICF wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the opening.
Spans shall be permitted to be multiplied by 1.05 for a building width (clear span) of 28 feet.
Spans shall be permitted to be multiplied by 1.1 for a building width (clear span) of 24 feet or less.
ICF wall dead load is 69 psf.

TABLE 409(18)

MAXIMUM BOTTOM BAR LINTEL REINFORCEMENT FOR LARGE CLEAR SPANS IN LOAD-BEARING WALLS^{a, b, c, d, e, f}

MINIMUM LINTEL NOMINAL THICKNESS,T (inches)	MINIMUM LINTEL DEPTH, D (inches)	MINIMUM BOTTOM LINTEL REINFORCEMENT
		Supporting Light-Frame Roof Only		Supporting Light-Framed 2nd Story and Roof		Supporting Second Story and Light-Frame Roof
		Maximum Ground Snow Load (psf)
		30	70	30	70	30	70
Flat ICF Lintel, 12 feet- 3 inches Maximum Clear Span
4.0	24	1 #5	1 #7	D/R	D/R	D/R	D/R
6.0	20	1 #6	1 #7	D/R	D/R	D/R	D/R
6.0	24	1 #5	1 #7	1 #7	1 # 8	1 # 8	D/R
8.0	16	1 #7; 2 #5	D/R	D/R	D/R	D/R	D/R
	20	1 #6; 2 #4	1 #7; 2 #5	1 #8; 2 #6	D/R	D/R	D/R
	24	1 #6; 2 #4	1 #7; 2 #5	1 #7; 2 #5	1 #8; 2 #6	1 #8; 2 #6	1 #8; 2 #6
10.0	16	1 #7; 2 #5	D/R	D/R	D/R	D/R	D/R
	20	1 #6; 2 #4	1 #7; 2 #5	1 #8; 2 #6	1 #8; 2 #6	1 #8; 2 #6	1 #9; 2 #6
	24	1 #6; 2 #4	1 #7; 2 #5	1 #7; 2 #5	1 #7; 2 #6	1 #8; 2 #6	1 #9; 2 #6
Flat Lintel, 16 feet-3 inches Maximum Clear Span
6.0	24	1 #7	D/R	D/R	D/R	D/R	D/R
8.0	24	1 #7; 2 #5	D/R	D/R	D/R	D/R	D/R
10.0	24	1 #7; 2 #5	1 #9; 2 #6	1 #9; 2 #6	D/R	D/R	D/R
Waffle-Grid Lintel, 12 feet-3 inches Maximum Clear Span
6	20	1 #6	D/R	D/R	D/R	D/R	D/R
6	24	1 #5	1 #7; 2 #5	1 #7; 2 #5	1 #8; 2 #6	1 #8; 2 #6	D/R
8	16	1 #7; 2 #5	D/R	D/R	D/R	D/R	D/R
	20	1 #6; 2 #4	1 #7; 2 #5	1 #8; 2 #6	D/R	D/R	D/R
	24	1 #5	1 #7; 2 #5	1 #7; 2 #5	1 #8; 2 #6	1 #8; 2 #6	1 #8; 2 #6
Screen-Grid Lintel, 12 feet-3 inches Maximum Clear Span
6	24	1 #5	1 #7	D/R	D/R	D/R	D/R

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa.

This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used the span lengths in the shaded cells shall be increased by 1.2 times the table values.
This table is not intended to prohibit the use of ICF manufacturer's tables based on engineering analysis in accordance with ACI 318.
D/R indicates design is required.
Deflection criterion: L/240.
Interpolation is permitted between ground snow loads and between lintel depths.
No. 3 stirrups are required a maximum d/2 spacing for spans greater than 4 feet.
Wall dead load varies based on wall thickness using 150 pounds per cubic foot concrete density.

For SI: 1 inch = 25.4 mm.

NOTE: Section cut through flat wall.

FIGURE 409(18)

FLOOR LEDGER—WALL CONNECTION

NOTE: Section cut through flat wall or vertical core of waffle- or screen-grid wall.

FIGURE 409(19)

ROOF SILL PLATE—WALL CONNECTION

TABLE 409(19)

MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS IN NONLOAD-BEARING WALLS WITHOUT STIRRUPS^{a, b, c, d} NO. 4 BOTTOM BAR

MINIMUM LINTEL NOMINAL THICKNESS,T (inches)	MINIMUM LINTEL DEPTH, D (inches)	MAXIMUM CLEAR SPAN
MINIMUM LINTEL NOMINAL THICKNESS,T (inches)	MINIMUM LINTEL DEPTH, D (inches)	Supporting Light-Framed Nonbearing Wall (feet-inches)	Supporting Second Story and Nonbearing Wall (feet-inches)
Flat Lintel
4.0	8	11-1	3-1
	12	15-11	5-1
	16	16-3	6-11
	20	16-3	8-8
	24	16-3	10-5
6.0	8	16-3	4-4
	12	16-3	7-0
	16	16-3	9-7
	20	16-3	12-0
	24	16-3	14-3
8.0	8	16-3	5-6
	12	16-3	8-11
	16	16-3	12-2
	20	16-3	15-3
	24	16-3	16-3
10.0	8	16-3	6-9
	12	16-3	10-11
	16	16-3	14-10
	20	16-3	16-3
	24	16-3	16-3
Waffle-Grid Lintel
6 or 8	8	9-1	2-11
	12	13-4	4-10
	16	16-3	6-7
	20	16-3	8-4
	24	16-3	9-11
Screen-Grid Lintel
6	12	5-8	4-1
6	24	16-3	9-1

For SI: 1 foot = 304.8 mm, 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.

This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section.
This table is not intended to prohibit the use of ICF manufacturer's tables based on engineering analysis in accordance with ACI 318.
Deflection criterion is L/240, where L is the clear span of the lintel in inches.
Linear interpolation is permitted between lintel depths.

TABLE 409.20

FLOOR LEDGER-WALL CONNECTION (SIDE-BEARING CONNECTION) REQUIREMENTS^{a, b, c}

MINIMUM FLOOR CLEAR SPAN^d (inches)	MAXIMUM ANCHOR BOLT SPACING^e (inches)
MINIMUM FLOOR CLEAR SPAN^d (inches)	Staggered ¹/₂-inch-diameter anchor bolts	Staggered ⁵/₈-inch-diameter anchor bolts	Two ¹/₂-inch-diameter anchor bolts^f	Two ⁵/₈-inch-diameter anchor bolts^f
8	18	20	36	40
10	16	18	32	36
12	14	18	28	36
14	12	16	24	32
16	10	14	20	28
18	9	13	18	26
20	8	11	16	22
22	7	10	14	20
24	7	9	14	18
26	6	9	12	18
28	6	8	12	16
30	5	8	10	16
32	5	7	10	14

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

Minimum ledger board nominal depth shall be 8 inches. The thickness of the ledger board shall be a minimum of 2 inches. Thickness of ledger board is in nominal lumber dimensions. Ledger board shall be minimum No. 2 Grade.
Minimum edge distance shall be 2 inches for ¹/₂-inch-diameter anchor bolts and 2.5 inches for ⁵/₈-inch-diameter anchor bolts.
Interpolation is permitted between floor spans.
Floor span corresponds to the clear span of the floor structure (i.e., joists or trusses) spanning between load-bearing walls or beams.
Anchor bolts shall extend through the ledger to the center of the flat wall thickness or the center of the horizontal or vertical core thickness of the waffle-grid or screen-grid wall system.
Minimum vertical distance between bolts shall be 1.5 inches for ¹/₂-inch-diameter anchor bolts and 2 inches for ⁵/₈-inch-diameter anchor bolts.

FIGURE 409(20)

VERTICAL REINFORCEMENT LAYOUT DETAIL

409.1 General Requirements

Concrete walls constructed in accordance with this standard shall comply with the shapes and minimum concrete cross-sectional dimensions required in this section. Where the wall or building is not within the limitations of Section 102.1 and Table 102; or design is required by the tables in this section; or the wall is not within the scope of the tables in this section, the wall shall be designed in accordance with the applicable building code, or where there is no code, in accordance with PCA 100 or ACI 318.

Other types of forming systems resulting in concrete walls not in compliance with this section shall be designed in accordance with the applicable building code, or where there is no code, in accordance with PCA 100 or ACI 318.

409.1.1 Flat Wall Systems

Flat walls constructed with removable or stay-in-place forms shall comply with Table 409(1) and Figure 409(1) and shall have a minimum nominal concrete thickness of 6 inches (152 mm) for foundation walls, and 4 inches (102 mm) for above-grade walls. For flat wall systems, actual thickness is ¹/₂ inch (13 mm) less than nominal thickness.

409.1.2 Waffle-Grid Wall Systems

Waffle-grid wall systems shall have a minimum nominal concrete thickness of 6 inches (152 mm) for the horizontal and vertical concrete members (cores). The dimension of the cores and web shall comply with the dimensional requirements of Table 409(1) and Figure 409(2). The maximum weight of waffle-grid walls shall comply with Table 409(1).

409.1.3 Screen-Grid Wall System

Screen-grid wall systems shall have a minimum nominal concrete thickness of 6 inches (152 mm) for the horizontal and vertical concrete members (cores). The dimensions of the cores shall comply with the dimensional requirements of Table 409(1) and Figure 409(3). The maximum weight of waffle- (screen-) grid walls shall comply with Table 409(1).

409.2 Materials

409.2.1 Concrete

409.2.1.1 Concrete Mix

Ready-mixed concrete shall comply with ASTM C94 or ASTM C685. The nominal maximum size of coarse aggregate shall not exceed one-fifth the narrowest distance between sides of forms, or three-fourths the clear spacing between reinforcing bars or between a bar and the side of the form. Slump shall not exceed 6 inches (152 mm) as determined in accordance with ASTM C143.

Exception: The slump is permitted to exceed 6 inches (152 mm) for approved concrete mixtures that are resistant to segregation and are in accordance with the stay-in-place form manufacturer's recommendations.

409.2.2 Compressive Strength

The minimum specified compressive strength of concrete, f'_c, shall be 2,500 psi (17.2 MPa) at 28 days.

409.2.3 Steel Reinforcement and Anchor Bolts

409.2.3.1 Steel Reinforcement

Reinforcement shall comply with ASTM A615, ASTM A996 or ASTM A706. ASTM A996 bars produced from rail steel shall be Type R.

409.2.3.2 Anchor Bolts

Anchor bolts shall comply with ASTM A307 or ASTM F1554. ASTM A307 headed bolts shall be Grade A, and ASTM A307 bolts with hooks shall be Grade C. ASTM F1554 bolts shall be Grade 36 minimum. Where this standard permits anchor bolts with J- or L-hooks to resist tensile loads, the distance from the inner surface of the shaft of the bolt to the outer tip of the hook shall be not less than three times the diameter of the shaft.

409.2.4 Form Materials and Form Ties

Forms shall be made of wood, steel, aluminum, plastic, a composite of cement and foam insulation, a composite of cement and wood chips or other approved material suitable for supporting and containing concrete. Forms shall have sufficient strength to contain concrete during the concrete placement operation.

The flame-spread index of stay-in-place forms made with foam plastic shall not exceed 75 and the smokedeveloped index shall not exceed 450, where tested in accordance with ASTM E84. The flame-spread index of stay-in-place forms made with other materials shall comply with the applicable building code, and if there is no code, the flame spread index shall not exceed 200 and the smoke-developed index shall not exceed 450, where tested in accordance with ASTM E84.

Form ties shall be steel, solid plastic, foam plastic, a composite of cement and wood chips, a composite of cement and foam plastic or other suitable material capable of resisting the forces created by the fluid pressure of fresh concrete.

409.3 Reinforcement Installation Details

409.3.1 Support and Cover

Reinforcement shall be secured in the proper location in the forms with tie wire or other bar support system such that displacement will not occur during the concrete placement operation. Steel reinforcement in concrete cast against the earth shall have a minimum cover of 3 inches (76 mm). Minimum cover for reinforcement in concrete cast in removable forms that will be exposed to the earth or weather shall be 1¹/₂ inches (38 mm) for No. 5 bars and smaller, and 2 inches (50 mm) for No. 6 bars and larger. For concrete cast-in removable forms that will not be exposed to the earth or weather, and for concrete cast-in stay-in-place forms, minimum cover shall be ³/₄ inch (19 mm). The minus tolerance for cover shall not exceed the smaller of one-third the required cover or ³/₈ inch (10 mm).

409.3.2 Lap Splices

Vertical and horizontal wall reinforcement required by Sections 409.5.2 and 409.5.3 shall be the longest lengths practical. Where splices are necessary in reinforcement, the length of lap splice shall be in accordance with Figure 409(4) and a minimum of 40d_b, where d_b is the diameter of the smallest bar. The maximum gap between noncontact parallel bars at a lap splice shall not exceed the smaller of one-fifth the required lap length or 6 inches (152 mm).

409.3.3 Standard Hooks

Where reinforcement is required by this standard to terminate with a standard hook, the hook shall comply with Figure 409(5).

409.3.4 Webs of Waffle-Grid Walls

Reinforcement, including stirrups, shall not be placed in webs of waffle-grid walls, including lintels. Webs are permitted to have form ties.

409.4 Covering for Stay-in-Place Forms

409.4.1 Interior Covering

Stay-in-place forms constructed of rigid foam plastic shall be protected on the interior of the building as required by the applicable building code. In the absence of a code, rigid foam plastic that remains in place on the interior of the building, including attic and crawl spaces, shall be covered with a minimum of ¹/₂-inch (13 mm) gypsum board or an approved finish material that provides a thermal barrier to limit the average temperature rise of the unexposed surface to no more than 250°F (121°C) after 15 minutes of fire exposure in accordance with ASTM E119. The gypsum board shall be installed with a mechanical fastening system. Use of adhesives in addition to mechanical fasteners is permitted.

409.4.2 Exterior Covering

Stay-in-place forms constructed of rigid foam plastics shall be protected from sunlight and physical damage by the application of an approved exterior wall covering complying with the requirements of the applicable building code. Exterior surfaces of other stay-in-place forming systems shall be protected in accordance with the applicable building code.

409.5 Above-Grade Wall Requirements

409.5.1 General

Above-grade concrete walls shall be constructed in accordance with this section and Figure 409(6). Concrete walls shall be supported on continuous foundation walls or slabs-on-grade that are monolithic with the footing in accordance with Section 403. The minimum length of solid wall without openings shall be in accordance with Section 409.6. Reinforcement around openings, including lintels, shall be in accordance with Section 409.7 Lateral support for above-grade walls shall be provided by the roof system and floor framing system, if applicable, in accordance with Section 409.8. The wall thickness shall be equal to or greater than the thickness of the wall in the story above.

409.5.2 Wall Reinforcement

The vertical wall reinforcement shall satisfy the requirements in Tables 409(2), 409(3) and 409(4). There shall be a vertical bar at all corners of exterior walls. The minimum horizontal reinforcement shall be four No. 4 bars (Grade 40) placed as follows: top bar within 12 inches (305 mm) of the top of the wall, bottom bar within 12 inches (305 mm) of the finish floor, and one bar each at approximately one-third and two-thirds of the wall height.

409.5.3 Continuity of Wall Reinforcement Between Stories

Vertical reinforcement shall be continuous from the bottom of the foundation wall to the roof. Lap splices, where required, shall comply with Section 409.3.2 and Figure 409(4). Where splices are needed to provide the required continuity, dowel bars with a size and spacing to match the vertical above-grade concrete wall reinforcement shall be embedded in the foundation wall and lapspliced with the above-grade wall reinforcement in accordance with Section 409.3.2 and Figure 409(4).

409.5.4 Termination of Reinforcement

Where the design wind pressure exceeds 40 psf (1.92 kPa) in accordance with Table 301(1) vertical wall reinforcement in the topmost story with concrete walls shall terminate with a 90-degree (1.57 rad) standard hook in accordance with Section 409.3.3 and Figure 409(5). The free end of the hook shall be within 4 inches (102 mm) of the top of the wall and shall be oriented parallel to the horizontal steel in the top of the wall.

For all buildings, horizontal reinforcement shall be continuous around the building corners by bending one of the bars and lap-splicing it with the bar in the other wall in accordance with Section 409.3.2 and Figure 409(4).

Exception: In lieu of bending horizontal reinforcement at corners, separate bent reinforcing bars shall be permitted provided that the bent bar is lap-spliced with the horizontal reinforcement in both walls in accordance with Section 409.3.2 and Figure 409(4).

409.5.5 Location of Reinforcement in Wall

Vertical and horizontal wall reinforcement shall be placed within the middle third of the wall. Horizontal and vertical reinforcement shall be located to provide not less than the minimum cover required by Section 409.3.1.

409.6 Minimum Length of Wall Without Openings

Each exterior wall line in each story shall have a total length of solid wall required by Sections 409.6.1 and 409.6.2. A solid wall is a section of flat, waffle-grid or screen-grid wall, extending the full story height without openings or penetrations. The minimum solid wall length shall include only those segments that are a minimum of 24 inches (610 mm) in length. The maximum distance between wall segments included in determining length of solid wall shall not exceed 18 feet (5486 mm). The minimum length of solid wall at all interior and exterior corners of exterior walls shall be not less than 24 inches (610 mm).

409.6.1 Length of Solid Wall

All buildings shall have solid walls in each exterior endwall line and sidewall line to resist lateral wind forces. The site-appropriate basic wind speed and exposure category shall be used to determine the unreduced required total length of solid wall in each exterior endwall line and sidewall line from Tables 409(5), 409(6) and 409(7).

409.6.2 Solid Wall Segments

Solid wall segments that contribute to the required length of solid wall shall comply with this section. Reinforcement shall be provided in accordance with Section 409.5 and Table 409(5), 409(6) or 409(7). Solid wall segments shall extend the full-story height without openings, other than openings for the purpose of utilities and other building services passing through the wall. In flat walls and waffle-grid walls, such openings shall have an area of less than 30 square inches (19 355 mm²) with no dimension exceeding 6¹/₄ inches (159 mm), and shall not be located within 6 inches (152 mm) of the side edges of the solid wall segment. In screen-grid walls, such openings shall be located in the portion of the solid wall segment between horizontal and vertical cores of concrete and opening size and location are not restricted provided no concrete is removed.

409.6.2.1 Minimum Length of Solid Wall Segment and Maximum Spacing

Only solid wall segments equal to or greater than 24 inches (610 mm) in length shall be included in the total length of solid wall required by Section 409.6. In addition, no more than two solid wall segments equal to or greater than 24 inches (610 mm) in length and less than 48 inches (1219 mm) in length shall be included in the required total length of solid wall. The maximum clear opening width between two solid wall segments not less than 24 inches (610 mm) in length shall be 18 feet (5.5 m).

409.6.2.2 Reinforcement in Solid Wall Segments

Reinforcement in solid wall segments shall be in accordance with Sections 409.6.2.2.1 through 409.6.2.2.3.

409.6.2.2.1 Horizontal Shear Reinforcement

Where reduction factors, R, from Tables 409(8) and 409(9) based on horizontal shear reinforcement being provided are used, the maximum spacing of horizontal reinforcement shall not exceed the smaller of one-half the length of the solid wall segment, minus 2 inches (51 mm), the maximum spacing permitted by Section 409.5, or 18 inches (457 mm). Horizontal shear reinforcement shall terminate in accordance with Section 409.5.

409.6.2.2.2 Vertical Reinforcement

Vertical reinforcement applicable to the reduction factor(s), R, from Table 409(8) or 409(9) that is used, shall be located at each end of each solid wall segment in accordance with the applicable detail in Figure 409(20). The additional vertical reinforcement required on each side of an opening is permitted to be used as reinforcement at the ends of solid wall segments where installed in accordance with the applicable detail in Figure 409(20). Where one No. 4 bar is required on each side of an opening, there shall be not less than two No. 4 bars at each end of solid wall segments located as required by the applicable detail in Figure 409(20). Where two No. 4 bars are required or one No. 5 bar is required on each side of an opening, there shall be not less than three No. 4 bars or two No. 5 bars at each end of solid wall segments located as required by the applicable detail in Figure 409(20). One of the bars at each end of solid wall segments shall be deemed to meet the requirements for vertical wall reinforcement.

409.6.2.2.3 Vertical Shear Reinforcement

Where reduction factors, R, from Table 409(8) or 409(9) based on horizontal shear reinforcement being provided are used, the spacing of vertical reinforcement throughout the length of the segment shall not exceed the smaller of one-third the length of the segment, the maximum spacing permitted by Section 409.5 or 18 inches (457 mm). Vertical shear reinforcement shall be continuous between stories and shall terminate in accordance with Section 409.5. Vertical reinforcement required by this section is permitted to be used for vertical reinforcement required by Section 409.5.

409.6.2.3 Solid Wall Segments at Corners

At all interior and exterior corners of exterior walls, a solid wall segment shall extend the full height of each wall story. The segment shall have the length required to develop the horizontal reinforcement above and below the adjacent opening in tension in accordance with Section 409.5.3. For an exterior corner, the limiting dimension is measured on the outside of the wall, and for an interior corner, the limiting dimension is measured on the inside of the wall. The length of a segment contributing to the required length of solid wall shall comply with Section 409.6.1.

The end of a solid wall segment complying with the minimum length requirements of Section 409.6.1 shall be located no more than 6 feet (1828 mm) from each corner.

409.6.2.4 Minimum Wall Thickness

The minimum nominal thickness of flat walls shall be 4 inches (102 mm).

409.7 Wall Openings

409.7.1 Minimum Reinforcement

Wall openings shall have a minimum of 8 inches (203 mm) of depth of concrete for flat and waffle-grid ICF walls and 12 inches (305 mm) for screen-grid walls over the length of the opening. When the depth of concrete above the opening is less than 12 inches for flat or waffle-grid walls, or the width of the opening is greater than or equal to 2 feet (610 mm), lintels in accordance with Section 409.7.2 shall be provided. Reinforcement around openings shall be provided in accordance with Table 409(10) and Figure 409(8). Reinforcement placed horizontally above or below an opening shall extend a minimum of 24 inches (610 mm) beyond the limits of the opening. Wall opening reinforcement shall be provided in addition to the reinforcement required by Section 409.5.2. The perimeter of all wall openings shall be framed with a minimum 2-inch by 4-inch (51 mm by 102 mm) plate, anchored to the wall with ¹/₂-inch diameter (13 mm) anchor bolts spaced a maximum of 24 inches (610 mm) on center. The bolts shall be embedded into the concrete a minimum of 4 inches (102 mm) and have a minimum of 1¹/₂ inches (38 mm) of concrete cover to the face of the wall.

Exception: The 2-inch by 4-inch (51 mm by 102 mm) plate is not required where the wall is formed to provide solid concrete around the perimeter of the opening with a minimum depth of 4 inches (102 mm) for the full thickness of the wall.

409.7.2 Lintels

409.7.2.1 General Requirements

Lintels shall be provided over all openings greater than or equal to 2 feet (1.2 m) in width. Lintels for flat ICF walls shall be constructed in accordance with Figure 409(9) and Table 409(11) or 409(12). Lintels for waffle-grid walls shall be constructed in accordance with Figure 409(10) or 409(11) and Table 409(13) or 409(14). Lintels for screen-grid walls shall be constructed in accordance with Figure 409(12) or 409(13) and Table 409(15) or 409(16). Lintels depths are permitted to be increased by the height of wall located directly above the lintels, provided that the lintel depth spans the entire length of the opening.

409.7.2.2 Stirrups

Where required, No. 3 stirrups shall be installed in flat, waffle-grid and screen-grid wall lintels in accordance with the following:

For flat walls the stirrups shall be spaced at a maximum spacing of d/2 where d equals the depth of the lintel (D) minus the bottom cover of concrete as shown in Figure 409(9). Stirrups shall not be required in the middle portion of the span (A) per Figure 409(8), for flat walls for a length not to exceed the values shown in parenthesis in Tables 409(12) and 409(13) or for spans in accordance with Table 409(17).
For waffle-grid walls a minimum of two No. 3 stirrups shall be placed in each vertical core of waffle-grid lintels. Stirrups shall not be required in the middle portion of the span (A) per Figure 409(9), for waffle-grid walls for a length not to exceed the values shown in parenthesis in Tables 409(14) and 409(15) or for spans in accordance with Table 409(18).
For screen-grid walls one No. 3 stirrup shall be placed in each vertical core of screen-grid lintels.

Exception: Stirrups are not required in screen-grid lintels meeting the following requirements:

Lintel Depth (D) = 12 inches (305 mm) spans less than or equal 3 feet 7 inches (1092 mm).
Lintel Depth (D) = 24 inches (610 mm) spans less than or equal 4 feet 4 inches (1320 mm).

409.7.2.3 Horizontal Reinforcement

One No. 4 horizontal bar shall be provided in the top of the lintel. Horizontal reinforcement placed within 12 inches (305 mm) of the top of the wall in accordance with Section 409.5.2 shall be permitted to serve as the top or bottom reinforcement in the lintel if the reinforcement meets the location requirements in Figure 409(8), 409(9), 409(10), 409(11), 409(12) or 409(13), and the size requirements in Table 409(11), 409(12), 409(13), 409(14), 409(15) or 409(16).

409.7.2.4 Load-Bearing Walls

Lintels for flat walls supporting roof or floor loads shall comply with Table 409(11), 409(12) or 409(17). Lintels for waffle-grid walls supporting roof or floor loads shall comply with Table 409(13), 409(14) or 409(17). Lintels for screen-grid walls supporting roof or floor loads shall comply with Table 409(15) or 409(16).

Where spans larger than those permitted in Table 409(11), 409(12), 409(13), 409(14), 409(15), 409(16) or 409(17) are required, the lintels shall comply with Table 409(18).

409.7.2.5 Nonload-Bearing Walls

Lintels for nonload-bearing flat, waffle-grid and screen-grid walls shall comply with Table 409(19).

409.8 Anchorage to Floors and Roofs

409.8.1 Wall-to-Floor Connections

409.8.1.1 Top Bearing

Floors bearing on the top of foundation walls in accordance with Figure 409(14) shall have the wood sill plate anchored to the wall with minimum ¹/₂-inch diameter (13 mm) bolts embedded a minimum of 7 inches (178 mm) and placed at a maximum spacing of 4 feet (1219 mm) on center and not more than 12 inches (305 mm) from corners. Anchor bolts for waffle-grid and screen-grid walls shall be located in the cores. Cold-formed steel framing systems shall be anchored to the concrete in accordance with Sections 503.1.2 and 504.

409.8.1.2 Ledger Bearing

Wood ledger boards supporting bearing ends of joists or trusses shall be anchored to flat walls with minimum thickness of 5¹/₂ inches (140 mm) and to waffle- or screen-grid walls with minimum nominal thickness of 6 inches (152 mm) in accordance with Figure 409(15), 409(16), 409(17) or 409(18) and Table 409(20). Wood ledger boards supporting bearing ends of joists or trusses shall be anchored to flat walls with minimum thickness of 3¹/₂ inches (140 mm) in accordance with Figure 409(17) and Table 409(20). The ledger shall be a minimum 2-inch by 8-inch, No. 2 Southern Pine or No. 2 Douglas Fir. Ledgers anchored to nonload-bearing walls to support floor or roof sheathing shall be attached with ¹/₂-inch-diameter (13 mm) or headed anchor bolts spaced a maximum of 6 feet (1829 mm) on center. Anchor bolts shall be embedded a minimum of 4 inches (102 mm) into the concrete measured from the inside face of the stay-in-place form. For stay-in-place forms with a face shell thickness of 1¹/₂ inches (38 mm) or less, the hole in the form shall be a minimum of 4 inches (102 mm) in diameter. For stay-in-place forms with a face shell thicker than 1¹/₂ inches (38 mm), the diameter of the hole in the form shall be increased by 1 inch (25 mm) for each ¹/₂ inch (13 mm) of additional stay-in-place form face shell thickness. The ledger board shall be in direct contact with the concrete at each bolt location.

409.8.2 Wall to Roof Connection

Wood sill plates attaching roof framing to walls shall be anchored with minimum ¹/₂-inch-diameter (13 mm) anchor bolt embedded a minimum of 7 inches (178 mm) and placed at 6 feet (1829 mm) on center in accordance with Figure 409(19). Anchor bolts shall be located in the cores of waffle-grid and screen-grid walls. Roof assemblies subject to wind uplift pressure of 20 pounds per square foot (1.44 kPa) or greater shall have rafter or truss ties in accordance with Section 504.

409.8.3 Floor and Roof Diaphragm Construction

Floor and roof diaphragms shall be constructed of wood structural panel sheathing attached to wood or steel framing in accordance with Section 503.1.1 or cold-formed steel framing in accordance with Section 503.1.2.

BOTTOM REINFORCEMENT	ROOF SPAN (feet)	MAXIMUM ALLOWABLE CLEAR SPAN (ft - in.)
		Lintel Height (inches)
		8	12	16	24	32
1 # 4	4^c	8 — 2	10 — 10	12 — 5	14 — 4	15 — 6
	12	5 — 11	8 — 2	9 — 8	11 — 8	13 — 0
	16	5 — 4	7 — 5	8 — 10	10 — 10	12 — 1
	20	4 — 11	6 — 10	8 — 2	10 — 1	11 — 5
	24	4 — 6	6 — 4	7 — 8	9 — 6	10 — 10
	28	4 — 3	6 — 0	7 — 2	9 — 0	10 — 3
	32	4 — 0	5 — 8	6 — 10	8 — 7	9 — 10
	36	3 — 9	5 — 4	6 — 6	8 — 2	9 — 5
	40	3 — 7	5 — 1	6 — 3	7 — 10	9 — 1
1 # 5	4^c	9 — 9	13 — 2	15 — 3	17 — 9	19 — 3
	12	7 — 2	10 — 0	11 — 11	14 — 6	16 — 2
	16	6 — 5	9 — 1	10 — 11	13 — 5	15 — 1
	20	5 — 10	8 — 5	10 — 1	12 — 6	14 — 2
	24	5 — 5	7 — 10	9 — 5	11 — 9	13 — 5
	28	5 — 1	7 — 4	8 — 11	11 — 2	12 — 9
	32	4 — 9	6 — 11	8 — 5	10 — 8	12 — 3
	36	4 — 5	6 — 7	8 — 1	10 — 2	11 — 9
	40	4 — 0	6 — 0	7 — 8	9 — 9	11 — 3
2 # 4	4^c	10 — 8	14 — 9	17 — 2	20 — 1	21 — 9
	12	7 — 9	11 — 2	13 — 5	16 — 4	18 — 3
	16	7 — 0	10 — 2	13 — 3	15 — 2	17 — 1
	20	6 — 5	9 — 4	11 — 5	14 — 2	16 — 1
	24	5 — 11	8 — 9	10 — 8	13 — 4	15 — 3
	28	5 — 7	8 — 2	10 — 0	12 — 8	14 — 6
	32	4 — 11	7 — 4	9 — 6	12 — 0	13 — 10
	36	4 — 5	6 — 8	8 — 8	11 — 6	13 — 4
	40	4 — 0	6 — 0	7 — 11	11 — 1	12 — 10
2 # 5	4^c	11 — 9	17 — 3	20 — 6	24 — 2	26 — 5
	12	8 — 7	13 — 2	16 — 0	19 — 9	22 — 2
	16	7 — 9	11 — 11	14 — 8	18 — 4	20 — 9
	20	7 — 1	10 — 8	13 — 7	17 — 1	19 — 6
	24	6 — 4	9 — 4	11 — 11	16 — 1	18 — 6
	28	5 — 7	8 — 2	10 — 7	14 — 10	17 — 7
	32	4 — 11	7 — 4	9 — 7	13 — 6	16 — 10
	36	4 — 5	6 — 8	8 — 8	12 — 4	15 — 6
	40	4 — 0	6 — 0	7 — 11	11 — 4	14 — 5

BOTTOM REINFORCEMENT	ROOF SPAN (feet)	MAXIMUM ALLOWABLE CLEAR SPAN (ft - in.)
		Lintel Height (inches)
		8	12	16	24	32
1 # 4	4^c	7 — 7	9 — 10	11 — 2	13 — 0	14 — 4
	12	6 — 3	8 — 4	9 — 9	11 — 8	13 — 0
	16	5 — 9	7 — 9	9 — 2	11 — 1	12 — 4
	20	5 — 5	7 — 4	8 — 8	10 — 7	11 — 11
	24	5 — 0	7 — 0	8 — 3	10 — 1	11 — 6
	28	4 — 9	6 — 8	7 — 11	9 — 9	11 — 0
	32	4 — 7	6 — 4	7 — 7	9 — 4	10 — 8
	36	4 — 4	6 — 0	7 — 4	9 — 0	10 — 4
	40	4 — 1	5 — 10	7 — 0	8 — 9	10 — 0
1 # 5	4^c	8 — 7	11 — 4	13 — 2	15 — 5	17 — 0
	12	7 — 4	10 — 0	11 — 7	13 — 11	15 — 7
	16	6 — 9	9 — 4	11 — 0	13 — 4	15 — 0
	20	6 — 4	8 — 10	10 — 6	12 — 9	14 — 4
	24	5 — 11	8 — 5	10 — 0	12 — 3	13 — 10
	28	5 — 7	8 — 0	9 — 7	11 — 10	13 — 4
	32	5 — 5	7 — 8	9 — 2	11 — 5	13 — 0
	36	5 — 2	7 — 4	8 — 10	11 — 0	12 — 7
	40	4 — 11	7 — 1	8 — 6	10 — 8	12 — 3
2 # 4	4^c	9 — 4	12 — 8	14 — 4	17 — 1	18 — 10
	12	7 — 11	10 — 11	12 — 10	15 — 5	17 — 2
	16	7 — 4	10 — 3	12 — 2	14 — 10	16 — 7
	20	6 — 11	9 — 9	11 — 7	14 — 2	16 — 0
	24	6 — 6	9 — 3	11 — 1	13 — 8	15 — 5
	28	6 — 2	8 — 10	10 — 7	13 — 2	15 — 0
	32	5 — 11	8 — 5	10 — 3	12 — 8	14 — 6
	36	5 — 7	8 — 1	9 — 10	12 — 4	14 — 1
	40	5 — 3	7 — 6	9 — 6	11 — 11	13 — 8
2 # 5	4^c	10 — 3	14 — 1	16 — 5	19 — 8	21 — 11
	12	8 — 7	12 — 5	14 — 10	18 — 0	20 — 2
	16	8 — 0	11 — 9	14 — 3	17 — 4	19 — 6
	20	7 — 6	11 — 1	13 — 6	16 — 8	18 — 11
	24	7 — 1	10 — 2	12 — 6	16 — 1	18 — 4
	28	6 — 9	9 — 4	11 — 8	15 — 4	17 — 9
	32	6 — 2	8 — 8	10 — 11	14 — 6	17 — 3
	36	5 — 8	8 — 1	10 — 2	13 — 7	16 — 9
	40	5 — 3	7 — 6	9 — 6	12 — 11	15 — 10

BOTTOM REINFORCEMENT	ROOF SPAN (feet)	MAXIMUM ALLOWABLE CLEAR SPAN (ft - in.)
		Lintel Height (inches)
		8	12	16	24	32
1 # 4	4^c	7 — 1	9 — 2	10 — 6	12 — 4	13 — 9
	12	5 — 3	7 — 2	8 — 6	10 — 4	11 — 8
	16	4 — 9	6 — 7	7 — 10	9 — 8	11 — 0
	20	4 — 4	6 — 1	7 — 3	9 — 0	10 — 4
	24	4 — 0	5 — 8	6 — 10	8 — 6	9 — 9
	28	3 — 9	5 — 3	6 — 5	8 — 0	9 — 3
	32	3 — 6	5 — 0	6 — 1	7 — 8	8 — 10
	36	3 — 4	4 — 9	5 — 9	7 — 4	8 — 6
	40	3 — 1	4 — 6	5 — 6	7 — 0	8 — 2
1 # 5	4^c	8 — 2	10 — 10	12 — 5	14 — 10	16 — 4
	12	6 — 3	8 — 8	10 — 2	12 — 6	14 — 2
	16	5 — 7	7 — 11	9 — 5	11 — 8	13 — 3
	20	5 — 2	7 — 4	8 — 10	11 — 0	12 — 7
	24	4 — 9	6 — 10	8 — 4	10 — 4	11 — 11
	28	4 — 3	6 — 4	7 — 10	9 — 10	11 — 4
	32	3 — 10	5 — 8	7 — 4	9 — 5	10 — 11
	36	3 — 5	5 — 2	6 — 9	9 — 0	10 — 6
	40	3 — 1	4 — 9	6 — 2	8 — 8	10 — 1
2 # 4	4^c	8 — 9	11 — 10	13 — 9	16 — 3	18 — 2
	12	6 — 9	9 — 6	11 — 4	13 — 11	15 — 10
	16	6 — 1	8 — 9	10 — 6	13 — 1	14 — 11
	20	5 — 7	8 — 1	9 — 10	12 — 4	14 — 1
	24	4 — 11	7 — 1	9 — 1	11 — 8	13 — 4
	28	4 — 4	6 — 4	8 — 2	11 — 1	12 — 9
	32	3 — 10	5 — 8	7 — 4	10 — 5	12 — 3
	36	3 — 5	5 — 2	6 — 9	9 — 7	11 — 9
	40	3 — 1	4 — 9	6 — 2	8 — 11	11 — 4
2 # 5	4^c	9 — 5	13 — 3	15 — 10	19 — 0	21 — 2
	12	7 — 4	10 — 9	13 — 1	16 — 5	18 — 8
	16	6 — 8	9 — 3	11 — 5	15 — 3	17 — 7
	20	5 — 8	8 — 1	10 — 2	13 — 9	16 — 9
	24	4 — 11	7 — 1	9 — 1	12 — 5	15 — 4
	28	4 — 4	6 — 4	8 — 2	11 — 4	14 — 1
	32	3 — 10	5 — 8	7 — 4	10 — 5	13 — 0
	36	3 — 5	5 — 2	6 — 9	9 — 7	12 — 1
	40	3 — 1	4 — 9	6 — 2	8 — 11	11 — 3

ROOF SPAN (feet)	MINIMUM RATED GRAVITY LOAD FOR ASSEMBLY (plf)
ROOF SPAN (feet)	Dead load	Live load	Total
4^b	60	120	180
12	120	280	400
16	150	360	510
20	180	440	620
24	210	520	730
28	240	600	840
32	270	680	950
36	300	760	1060
40	330	840	1170

FLOOR SPAN (feet)	MINIMUM RATED GRAVITY LOAD FOR ASSEMBLY (plf)
	DL	LL	Total	DL	LL	Total	DL	LL	Total	DL	LL	Total	DL	LL	Total	DL	LL	Total
	Clear Opening (feet)
	4			6			8			12			16			20
4^b	120	60	180	170	60	230	220	60	280	320	60	380	420	60	480	520	60	580
12	160	180	340	210	180	390	260	180	440	360	180	540	460	180	640	560	180	740
16	180	240	420	230	240	470	280	240	520	380	240	620	480	240	720	580	240	820
20	200	300	500	250	300	550	300	300	600	400	300	700	500	300	800	600	300	900
24	220	360	580	270	360	630	320	360	680	420	360	780	520	360	880	620	360	980
28	240	420	660	290	420	710	340	420	760	440	420	860	540	420	960	640	420	1060
32	260	480	740	310	480	790	360	480	840	460	480	940	560	480	1040	660	480	1140
36	280	540	820	330	540	870	380	540	920	480	540	1020	580	540	1120	680	540	1220
40	300	600	900	350	600	950	400	600	1000	500	600	1100	600	600	1200	700	600	1300