1. ADD DEFINITION TO R02 AS FOLLOWS: 
HIGH WIND AREAS. Areas with a basic wind speed equal to or exceeding 100 mph. 
2. ADD NEW SECTION 614 AS FOLLOWS: 

SECTION 614 CONCRETE AND MASONRY CONSTRUCTION IN HIGH WIND AREAS 
R614.1 Masonry buildings in high wind areas. Masonry buildings sited in high wind areas shall be permitted to be of concrete, concrete masonry, or clay masonry construction. Concrete masonry buildings shall comply with the provisions of this section. 
R614.1.1 Concrete masonry units. Concrete masonry units shall be hollow or solid unit masonry in accordance with ASTM C 90 and shall have a minimum net area compressive strength of 1900 psi when using Type M or S mortar. 
R614.2 Bond type. Masonry walls shall be running bond or stack bond construction. 
R614.3 Thickness. The minimum nominal thickness of exterior concrete masonry walls shall be 8 inches. 
R614.4 Mortar. Mortar shall be either Type M or S in accordance with ASTM C 270. 
R614.5 Mortar 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. 
R614.5.1 Joint thickness. Bed joints shall be d inch, ± c inch, thick. Head joints shall be d inch, + d
inch or –¼ inch, thick. 
Exception: The bed joint of the starting course placed over footings shall be permitted to vary in 
thickness from a minimum of ¼ inch to a maximum of ¾ inch. 
R614.6 Grout. Grout shall have a maximum coarse aggregate size of d-inch and shall be placed at an 8 to 11-inch slump and have a minimum specified compressive strength of 2000 psi at 28 days when tested in an approved manner or shall be in accordance with ASTM C 476. 
R614.7 Grouting. All cells containing reinforcement or anchor bolts shall be grouted solid. 
R614.7.1 Protrusions. For grout pours over 5 feet, masonry protrusions extending ½ inch or more into cells or cavities to be grouted shall be removed. 
R614.7.2 Debris. Spaces to be grouted shall be free of mortar droppings, debris, loose aggregates, and any material deleterious to masonry grout. 
R614.8 Reinforcement. Reinforcing steel shall be a minimum of Grade 60 No. 5 or No. 4 bars and shall be identified in an approved manner. 
R614.8.1 Bundling. Bundling shall be permitted when two bars are required at the same location in a wall or in a bond beam. 
R614.8.2 Splices. Splices shall be lap splices. Non-contact lap splices shall be permitted provided reinforcing bars are not spaced farther apart than 5 inches. Splice lengths shall be a minimum of 25 inches for No. 5 bars and 20 inches for No. 4 bars. 
R614.8.3 Bending. Reinforcement shall be bent in the shop or in the field. All reinforcement shall be bent cold. The diameter of the bend, measured on the inside of the bar, shall not be less than six-bar diameters. 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 of 
horizontal displacement to 6 inches of vertical bar length. 
R614.8.4 Clearance from masonry. Reinforcing bars embedded in grouted masonry cells shall have a minimum clear distance between reinforcing bars and any face of a cell of ¼-inch for fine grout or ½-inch for coarse grout 
R614.8.5 Cover for reinforcing steel. Reinforcing bars used in masonry walls shall have a masonry cover, including grout, of not less than 2 inches for masonry units with face exposed to earth or weather and 1½-inch for masonry units not exposed to earth or weather. 
R614.8.6 Joint reinforcement stack bond. When masonry units are laid in stack bond, horizontal joint reinforcement shall be placed in bed joints at not more than 16 inches on center. Horizontal joint reinforcement shall be a minimum of 9-gage and shall be in addition to required vertical reinforcement, 
R614.8.6.1 Joint reinforcement embedment. Longitudinal wires of joint reinforcement shall be fully embedded in mortar or grout with a minimum cover of e- inch when exposed to earth or weather and ½inch when not exposed to earth or weather. 
R614.8.7 Cleanout openings. Cleanout openings shall be provided for cells containing spliced reinforcement when the grout pour exceeds 5 feet in height. Where cleanout openings are required, an opening shall be provided in the bottom course of the masonry cell to be filled. Cleanout openings shall have a minimum opening dimension of 3 inches. 
R614.8.8 Termination. All vertical wall reinforcement shall be terminated by hooking into a bond beam or footing with a standard hook. Standard hooks shall be formed by bending the vertical wall reinforcement in accordance with Section R614.8.3 or shall be a prefabricated standard hook. Splices to standard hooks shall be lap splices with the minimum extension length beyond the bend for standard hooks of 10 inches for No. 5 bars and 8 inches for No. 4 bars. Hooks at bond beams shall extend to the uppermost horizontal reinforcement of the bond beam and shall be embedded a minimum of 6 inches into the bond beam as detailed in Figure R614.8a and Figure R614.8b. Where multiple bars are required, a single No. 5 standard hook shall terminate into the bond beam or footing. In narrow footings where the width is insufficient to accommodate a standard 90-degree hook and provide the concrete cover required by Section 404.4.6.1, the hook shall be rotated in the horizontal direction until the required concrete cover is achieved. 
R614.8.9. Continuity multi-story construction. Vertical wall reinforcement in multi-story construction shall extend through bond beams and shall be continuous with the vertical wall reinforcement of the wall above or be offset in accordance with Section R614.8.9.1 and Figure R614.8b 
Exception: 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. 
R614.8.9.1 Offset reinforcement. Vertical reinforcement shall be permitted to be offset between floor levels. Reinforcement for the lower story shall be anchored into the upper floor level bond beam and reinforcement for the upper story shall be anchored into the bond beams above and below in accordance with Section R614.8.8 and Figures R614.8a and R614.8b 
R614.9 Metal accessories. Joint reinforcement and wire anchors and ties shall conform to ASTM A 82. Plate, headed and bent bar anchors shall conform to ASTM A 36. Sheet metal anchors and ties shall conform to ASTM A 366. 
R614.9.1 Exterior walls. Metal accessories for use in exterior wall construction and not directly exposed to the weather shall be galvanized in accordance with ASTM A 153, Class B-2. 
R614.9.2 Interior walls. Metal accessories for use in interior wall construction shall be mill galvanized in accordance with ASTM A 641, Class 1. 
R614.10 Load path. A continuous load path between foundations, walls, and roofs shall be provided. 
R614.10.1 Fastening devices. Approved connectors, anchors and other fastening devices not included in this code shall be installed in accordance with the manufacturer’s recommendations. Where fasteners are not otherwise specified in this code, fasteners shall be provided in accordance with Table 602.3a. 
R614.10.2 Corrosive conditions.. Metal plates, connectors, screws, bolts and nails exposed directly to the weather or subject to salt corrosion in coastal areas, as determined by the building official, shall be stainless steel, hot dipped galvanized after the fastener or connector is fabricated to form a zinc coating not less than 1 oz per sq ft, or hot dipped galvanized coated with a minimum of 1.8 oz per sq ft of steel. 

FIGURE R614.8a ONE STORY MASONRY WALL FIGURE R614.8b CONTINUITY OF FIRST AND SECOND FLOOR VERTICAL WALL REINFORCEMENT 

R614.11 Bond beams. A reinforced bond beam shall be provided in concrete or masonry walls at the top of the wall and at each floor level of each exterior wall. Concrete or masonry walls not extending to the roof line shall have a bond beam at the top of the wall. For concrete walls, the bond beam shall be permitted to be cast integral with the wall. 
Exceptions: 
1.	Aa bond beam is not required at the floor level for slab-on-ground floors. 
2.	Gable endwalls shall be in conformance with Section R614.13. 

R614.11.1 Bond beam types. Bond beams shall be one of the following: 
1.	8" thick x 8" high masonry.
8" thick x 12" high masonry.
8" thick x 16" high masonry.
8" thick x 32" high masonry.

2.	Precast units certified by the manufacturer for the uplift loads as set forth in Table R802.11. Precast units shall be installed in accordance with the manufacturer’s specifications, and approved by the building official. 

R614.11.2 Bond beam reinforcement. The minimum reinforcement for bond beam roof diaphragm chord tension reinforcement steel shall be as set forth in Table R614.11.2A. The minimum reinforcement for bond beam uplift resisting reinforcement steel shall be as set forth in Tables  R614.11.2B-1 thru R614.11.2B-4 for the loads set forth in Table 802.11. 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. 
R614.11.3 Location of reinforcement. Reinforcement shall be located in the top of bond beams and in the top and bottom of bond beams also serving as lintels. 
R614.11.4 Corner continuity. Reinforcement in bond beams shall be continuous around corners as detailed in Figure R614.11.4. 
Exception: In bond beams requiring two reinforcing bars, one bar shall be continuous around corners. R614.11.5 Change in height. Changes in bond beam height shall be permitted as detailed in Figure R614.11.5. R614.11.6 Precast units reinforcement. Precast bond beams shall properly receive and retain all vertical wall reinforcement. Precast bond beams shall contain the minimum amount of continuous reinforcement set forth in Section R614.11.2 and shall be reinforced at joints to act as drag struts and diaphragm chords. 

FIGURE R614.11.4 CORNER CONTINUITY OF BOND BEAM AND WALL REINFORCEMENT 

FIGURE R614.11.5 CHANGES IN BOND BEAM HEIGHT 
R614.12 Vertical reinforcement. Vertical reinforcement shall be provided in conformance with Sections R614.12.1 through R614.12.6. Vertical reinforcement for posts and columns shall be as set forth in Section R614.18.4 and Section R614.18.5.1. 
R614.12.1 Corners. One reinforcement bar shall be provided in each corner, including interior corners and corners created by changes in wall direction or offsetting of walls. 
R614.12.2 Openings. 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.  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), 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. 
R614.12.3 Spacing Vertical reinforcement shall be provided as set forth in Tables R614.12.2A and R614.13.2A as applicable.. 
R614.12.4 Precast bond beams. Vertical reinforcement used in conjunction with precast bond beams shall be spaced the same as for masonry bond beams. Reinforcement shall terminate in the precast beam as set forth in Section R614.8.8. 
R614.12.5 Duplication. Reinforcing steel requirements shall not be additive. A single bar shall be permitted to satisfy multiple requirements. 
R614.12.6 Termination. Vertical reinforcement shall terminate in footings and bond beams as set forth in Section R614.8.8. 
R614.13 Masonry gables. Gable end walls of concrete or masonry shall be constructed full height to the roof line. 
Exception: Gable end trusses or wood framed gable end walls in conformance with Tables R614.3A and R614.3B and Figure R614.3A. 
R614.13.1 Rake beam. Where concrete or masonry is carried full height to the roof line, a cast-in-place rake beam as detailed in Figure R614.13.1 shall be provided. The minimum thickness of the rake beam from top of masonry shall be 4 inches. One No. 5 continuous reinforcing bar shall be placed in the rake beam along the roof line. 
R614.13.2 Vertical reinforcement. Vertical reinforcement shall be provided at the maximum spacing as set forth in Table R614.13.2A. 
R614.13.3 Termination. Required vertical reinforcement shall terminate at the rake beam in accordance with Section R614.8.8. 
R614.13.4 Nailer. A minimum 2x4 nailer for connecting roof sheathing shall be bolted to the top of the wall with a minimum of ½" anchor bolts spaced as set forth in Table R614.13.5. The nailer shall be permitted to be bolted to the inside or outside of the wall. 
R614.13.5 Gable Overhang. Gable overhangs up to 2 feet in width complying with 

FIGURE R614.13.1 CONTINUOUS GABLE ENDWALL REINFORCEMENT ONE AND MULTISTORY TABLE R614.13.5 ANCHOR BOLT SPACING FOR ATTACHING 

R614.14 Exterior shearwalls. Each exterior wall shall have the required length of effective shearwall to resist horizontal movement or forces at the ends of diaphragms in conformance with this section. 
R614.14.1 Shearwall lengths. The required shearwall segment length shall be as set forth in Table R614.14A through Table R614.14E as applicable. 
R614.14.2 Multi-Story Shearwalls. Shearwall segments in an upper story shall be located directly over and within the length of shearwall segments in the story below. Reinforcement at the ends of shearwall segments shall be continuous from the bond beam of the upper story through the story below. 
Exception: Offsetting of vertical reinforcement as set forth in Section R614.8.9.1 shall be permitted. 
R614.15 Support over openings. Walls or roofs above openings shall be supported by pre-engineered assemblies, continuous bond beams, or bond beams combined with lintels as set forth in this section. 
R614.15.1 Pre-engineered assemblies for masonry walls. Unreinforced masonry units above an opening and 8 inch high bond beams above an opening shall be supported by an assembly. 
R614.15.1.1 Gravity loads. Pre-engineered assemblies shall be capable of supporting the gravity load as set forth in Table R614.15.1a and Table R614.15.1b. 
R614.15.1.2 Pre-engineered assemblies as bond beams. Pre-engineered assemblies shall be permitted to function as bond beams over openings provided that the bond beam reinforcement is continuous through the assembly and that assemblies directly supporting a roof shall be rated for the uplift set forth in Table 802.11 
Exception: If the reinforcement in the top of the assembly is equal to or greater than the reinforcement required by the manufacturer in the bottom of the assembly for a given load condition, uplift need not be considered. 
R614.15.1.3 Extension Pre-engineered assemblies spanning openings shall extend a minimum of 4 inches nominal past each side of the opening. 
TABLE R614.15.1a SUPERIMPOSED LOADS MINIMUM RATED LOAD CAPACITY OF 6 INCH OR 8 INCH THICK PRE-ENGINEERED ASSEMBLIES SPANNING OPENINGS OF ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGS TABLE R614.15.1b 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 STORY OF THREE STORY BUILDINGS – WOOD FLOOR SYSTEM 
Roof 			Uplift (plf) 		
Span (ft) 	Gravity (plf) 	90 mph 	100 mph 	110 mph 	
42 	150 	85 	112 	143 	
12 	330 	152 	204 	261 	
24 	600 	262 	351 	450 	
36 	870 	374 	502 	643 	
44 	1,050 	451 	605 	775 	
52 	1,230 	530 	710 	909 	
60 	1,410 	609 	816 	1,044 	

NOTES: 		
	1. 2. 3. 	All loads are superimposed at the top of the wall and do not include dead loads of the bond beam or masonry above the assembly. Add 100% of additional dead loads to the gravity loads and subtract 85% of these loads from the uplift loads. Use 4 foot roof span for assemblies in endwalls. For total roof dead loads over 10 psf, increase gravity loads by the following amount: 	
		(Roof Dead Load - 10 psf) 	x 	(Roof Span + 2 ft) 2 	
	4. 	Uplift rating is required when a pre-engineered assembly is used to directly support a roof. See Section R614.15.1.2  for cases where uplift need not be considered.. 	

Floor1 Span 	Minimum Rated Gravity Load Assembly (plf) 	
		
(ft) 	Assembly Clear Span (ft) 	
	4 6 8 12 16 20 	
42 	210 260 310 410 510 R614 	
12 	430 480 530 630 730 830 	
24 	760 810 860 960 1,060 1,160 	
36 	1,09 0 1,140 1,190 1,290 1,390 1,490 	
44 	1,31 0 1,360 1,410 1,510 1,R61 4 1,710 	
52 	1,53 0 1,580 1,630 1,730 1,830 1,930 	
60 	1,75 0 1,800 1,850 1,950 2,050 2,150 	

NOTES: 
1. 	For a wall supporting floors on both sides, enter Table with the sum of the 2 full spans.     NOTE: Tabular values are for ½ the load of the full span shown. 
2. Use 4 ft building width for assemblies in non-floor bearing walls. 
3. The values in this table shall be permitted to be interpolated. 
4. These loads take into account the dead load of any masonry in the wall above the assembly and live and dead loads of the roof and floor supported. Dead load of the assembly is not included in the table and if not included in the pre-engineered concrete design must be added to the loads in the table. 
5. This table is applicable for all roof dead loads. 

R614.15.2 Pre-engineered assemblies as bottom of bond beam. When pre-engineered assemblies are utilized to form the bottom portion of bond beams over openings in masonry walls, the bottom reinforcement of the pre-engineered assemblies shall be counted toward the additional bottom reinforcement required over the opening. 
TABLE R614.11.2A - ROOF DIAPHRAGM CHORD TENSION BOND BEAM TABLE 614.11.2A - ROOF DIAPHRAGM CHORD TENSION BOND BEAM 
STEEL AREA, INCHES2 	
EXPOSURE B 	
Wind 	Building 	Wall 	BUILDING LENGTH 	
Vel. 	Width 	Height 	40 	50 	60 	70 	80 	
	24 	10 	0.037 	0.052 	0.069 	0.088 	0.110 	
	24 	8 	0.030 	0.042 	0.055 	0.071 	0.088 	
	32 	10 	0.029 	0.040 	0.053 	0.067 	0.084 	
	32 	8 	0.023 	0.032 	0.042 	0.054 	0.067 	
	40 	10 	0.026 	0.036 	0.047 	0.059 	0.073 	
100 	40 	8 	0.021 	0.029 	0.037 	0.047 	0.058 	
	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 	0.101 	
	32 	8 	0.028 	0.039 	0.051 	0.065 	0.081 	
	40 	10 	0.032 	0.043 	0.057 	0.072 	0.088 	
110 	40 	8 	0.025 	0.035 	0.045 	0.057 	0.070 	
	24 	10 	0.054 	0.075 	0.099 	0.127 	0.158 	
	24 	8 	0.043 	0.060 	0.080 	0.102 	0.127 	
	32 	10 	0.041 	0.058 	0.076 	0.097 	0.121 	
	32 	8 	0.033 	0.046 	0.061 	0.078 	0.097 	
	40 	10 	0.038 	0.052 	0.067 	0.085 	0.105 	
120 	40 	8 	0.030 	0.041 	0.054 	0.068 	0.084 	
	24 	10 	0.063 	0.088 	0.117 	0.149 	0.186 	
	24 	8 	0.050 	0.070 	0.093 	0.120 	0.149 	
	32 	10 	0.049 	0.068 	0.089 	0.114 	0.142 	
	32 	8 	0.039 	0.054 	0.071 	0.091 	0.113 	
	40 	10 	0.044 	0.061 	0.079 	0.100 	0.123 	
130 	40 	8 	0.035 	0.048 	0.063 	0.080 	0.098 	
	24 	10 	0.073 	0.102 	0.135 	0.173 	0.216 	
	24 	8 	0.058 	0.082 	0.108 	0.139 	0.173 	
	32 	10 	0.056 	0.078 	0.104 	0.132 	0.164 	
	32 	8 	0.045 	0.063 	0.083 	0.106 	0.131 	
	40 	10 	0.051 	0.070 	0.092 	0.116 	0.143 	
140 	40 	8 	0.041 	0.056 	0.073 	0.093 	0.114 	
	24 	10 	0.084 	0.117 	0.155 	0.199 	0.248 	
	24 	8 	0.067 	0.094 	0.124 	0.159 	0.198 	
	32 	10 	0.065 	0.090 	0.119 	0.152 	0.189 	
	32 	8 	0.052 	0.072 	0.095 	0.121 	0.151 	
	40 	10 	0.059 	0.081 	0.105 	0.133 	0.164 	
150 	40 	8 	0.047 	0.064 	0.084 	0.106 	0.131 	

STEEL AREA, INCHES2 	
EXPOSURE C 	
Win d Vel. 	Building Width 24 	Wall Height 10 	40 0.052 	BUILDING LENGTH 50 60 70 0.073 0.097 0.124 	80 0.154 	
	24 	8 	0.042 	0.058 	0.077 	0.099 	0.123 	
	32 	10 	0.040 	0.056 	0.074 	0.095 	0.118 	
	32 	8 	0.032 	0.045 	0.059 	0.076 	0.094 	
	40 	10 	0.037 	0.050 	0.066 	0.083 	0.102 	
100 	40 	8 	0.029 	0.040 	0.052 	0.066 	0.082 	
	24 	10 	0.063 	0.088 	0.117 	0.150 	0.187 	
	24 	8 	0.051 	0.071 	0.094 	0.120 	0.149 	
	32 	10 	0.049 	0.068 	0.090 	0.114 	0.142 	
	32 	8 	0.039 	0.054 	0.072 	0.092 	0.114 	
	40 	10 	0.044 	0.061 	0.079 	0.100 	0.124 	
110 	40 	8 	0.035 	0.049 	0.063 	0.080 	0.099 	
	24 	10 	0.075 	0.105 	0.139 	0.178 	0.222 	
	24 	8 	0.060 	0.084 	0.112 	0.143 	0.178 	
	32 	10 	0.058 	0.081 	0.107 	0.136 	0.169 	
	32 	8 	0.046 	0.065 	0.085 	0.109 	0.135 	
	40 	10 	0.053 	0.072 	0.094 	0.119 	0.147 	
120 	40 	8 	0.042 	0.058 	0.076 	0.095 	0.118 	
	24 	10 	0.088 	0.123 	0.164 	0.209 	0.261 	
	24 	8 	0.071 	0.099 	0.131 	0.168 	0.209 	
	32 	10 	0.068 	0.095 	0.125 	0.160 	0.199 	
	32 	8 	0.055 	0.076 	0.100 	0.128 	0.159 	
	40 	10 	0.062 	0.085 	0.111 	0.140 	0.173 	
130 	40 	8 	0.050 	0.068 	0.089 	0.112 	0.138 	
	24 	10 	0.102 	0.143 	0.190 	0.243 	0.302 	
	24 	8 	0.082 	0.114 	0.152 	0.194 	0.242 	
	32 	10 	0.079 	0.110 	0.145 	0.185 	0.230 	
	32 	8 	0.063 	0.088 	0.116 	0.148 	0.184 	
	40 	10 	0.072 	0.098 	0.129 	0.162 	0.200 	
140 	40 	8 	0.057 	0.079 	0.103 	0.130 	0.160 	
	24 	10 	0.118 	0.164 	0.218 	0.279 	0.347 	
	24 	8 	0.094 	0.131 	0.174 	0.223 	0.278 	
	32 	10 	0.091 	0.126 	0.167 	0.213 	0.264 	
	32 	8 	0.073 	0.101 	0.133 	0.170 	0.212 	
	40 	10 	0.082 	0.113 	0.148 	0.187 	0.230 	
150 	40 	8 	0.066 	0.090 	0.118 	0.149 	0.184 	

NOTES: 
1. DIAPHRAGM CHORD TENSION STEEL AREA SHALL BE ADDED TO BOND BEAMUPLIFT STEEL AREA FOR TOTAL REQUIRED BOND BEAM AREA OF STEEL . SELECT APPROPRIATE BAR SIZE AND NUMBER OF BARS FROM TABLE R614.11.2C. 
2. THE TABULAR VALUE FOR DIAPHRAGM CHORD TENSION STEEL AREA SHALL BE REDUCED BY A FACTOR OF 0.65 FOR BOND BEAM SPANS LOCATED IN THE END ZONE. 

TABLE R614.11.2B-1AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT 
BENDING, IN2 	
Uplift, plf 		8 in. bond beam/lintel span, ft 	
	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 	

Notes: 
1. When reinforcement required is 0.00, only diaphragm tension reinforcement isrequired. 
TABLE 614.11.2B-2 AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDING, IN2 
Uplift, plf 			16 in. bond beam/lintel span, ft 	
	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 	

Notes: 
1. When reinforcement required is 0.00, only diaphragm tension reinforcement isrequired. 
TABLE 614.11.2B-3—AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDING, IN2 
Uplift, plf 
24 in. bond beam/lintel span, ft 
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 	

Notes: 
1. When reinforcement required is 0.00, only diaphragm tension reinforcement isrequired. 
TABLE 614.11.2B-4 AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT 
BENDING, IN2 	
Uplift, plf 			32 in. bond beam/lintel span, ft 	
	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 	

Notes: 
1. When reinforcement required is 0.00, only diaphragm tension reinforcement isrequired. 
TABLE R614.11.2C BOND BEAM AREA OF STEEL PROVIDED IN2/FT TABLE 614.12.2A 
Number 		Bar size 	
of bars 	No. 4 	No. 5 	No. 6 	
1 	0.20 	0.31 	0.44 	
2 	0.40 	0.62 	0.88 	

SINGLE STORY AND TOP STORY WALLS PARALLEL TO RIDGE VERTICAL 
REINFORCEMENT SPACING No. 5 BARS 	
Exposure 	B 	B 	B 	C 	C 	C 	
Building Width 			
Wind Velocity 	Wall Height 	24 	32 	40 	24 	32 	40 	
100 	8.00 	9.87 	9.87 	9.87 	8.34 	8.34 	8.34 	
	8.67 	9.97 	9.97 	9.97 	8.42 	8.42 	8.42 	
	9.33 	10.06 	10.06 	10.06 	8.49 	8.49 	8.49 	
	10.00 	10.14 	10.14 	10.14 	8.57 	8.57 	8.54 	
	Exposure 	B 	B 	B 	C 	C 	C 	
	Building Width 			
Wind Velocity 	Wall Height 	24 	32 	40 	24 	32 	40 	
110 	8.00 	8.97 	8.97 	8.97 	7.58 	7.58 	7.58 	
	8.67 	9.06 	9.06 	9.06 	7.65 	7.65 	7.65 	
	9.33 	9.14 	9.14 	9.14 	7.72 	7.72 	7.72 	
	10.00 	9.22 	9.22 	9.22 	7.79 	7.79 	7.79 	
	Exposure 	B 	B 	B 	C 	C 	C 	
	Building Width 			
Wind Velocity 	Wall Height 	24 	32 	40 	24 	32 	40 	
120 	8.00 	8.23 	8.23 	8.23 	6.95 	6.95 	6.95 	
	8.67 	8.30 	8.30 	8.30 	7.01 	7.01 	7.01 	
	9.33 	8.38 	8.38 	8.38 	7.08 	7.08 	7.08 	
	10.00 	8.45 	8.45 	8.45 	6.87 	6.87 	6.87 	
	Exposure 	B 	B 	B 	C 	C 	C 	
	Building Width 			
Wind Velocity 	Wall Height 	24 	32 	40 	24 	32 	40 	
130 	8.00 	7.59 	7.59 	7.59 	6.41 	6.41 	6.21 	
	8.67 	7.67 	7.67 	7.67 	6.47 	6.14 	5.67 	
	9.33 	7.73 	7.73 	7.57 	6.03 	5.58 	5.19 	
	10.00 	7.80 	7.36 	6.90 	5.44 	5.07 	4.74 	
	Exposure 	B 	B 	B 	C 	C 	C 	
	Building Width 			
Wind Velocity 	Wall Height 	24 	32 	40 	24 	32 	40 	
140 	8.00 	7.05 	7.05 	7.05 	5.95 	5.76 	5.27 	
	8.67 	7.12 	7.12 	7.01 	5.70 	5.22 	4.82 	
	9.33 	7.18 	6.88 	6.40 	5.14 	4.75 	4.41 	
	10.00 	6.70 	6.24 	5.85 	4.64 	4.32 	4.04 	
	Exposure 	B 	B 	B 	C 	C 	C 	
	Building Width 			
Wind Velocity 	Wall Height 	24 	32 	40 	24 	32 	40 	
150 	8.00 	6.58 	6.58 	6.58 	5.46 	4.96 	4.54 	
	8.67 	6.64 	6.50 	6.01 	4.91 	4.50 	4.15 	
	9.33 	6.39 	5.91 	5.49 	4.43 	4.09 	3.80 	
	10.00 	5.76 	5.37 	5.02 	4.00 	3.72 	3.48 	

TABLE 614.12.2A SINGLE STORY AND TOP STORY WALLS PARALLEL TO RIDGE VERTICAL 
REINFORCEMENT SPACING No. 4 BARS 	
Exposure 	B 	B 	B 	C 	C 	C 	
Wind Velocity 100 	Wall Height 8.00 	24 9.87 	32 9.87 	Building Width 40 24 9.87 8.34 	32 7.97 	40 7.32 	

8.67 	9.97 	9.97 	9.97 	7.79 	7.17 	6.65 	
9.33 	10.06 	9.69 	9.08 	6.98 	6.48 	6.05 	
10.00 	9.06 	8.72 	8.22 	6.27 	5.87 	5.51 	
Exposure 	B 	B 	B 	C 	C 	C 	
			Building Width 			
Wind Velocity 	Wall Height 	24 	32 	40 	24 	32 	40 	
110 	8.00 	8.97 	8.97 	8.76 	7.01 	6.38 	5.85 	
	8.67 	9.06 	9.06 	9.06 	6.83 	6.83 	6.83 	
	9.33 	8.45 	8.45 	8.45 	5.99 	5.99 	5.99 	
	10.00 	7.47 	7.47 	7.47 	5.30 	5.30 	5.30 	
	Exposure 	B 	B 	B 	C 	C 	C 	
				Building Width 			
Wind Velocity 	Wall Height 	24 	32 	40 	24 	32 	40 	
120 	8.00 	8.23 	7.72 	7.09 	5.75 	5.23 	4.80 	
	8.67 	8.07 	8.07 	8.07 	5.72 	5.72 	5.72 	
	9.33 	7.08 	7.08 	7.08 	5.02 	5.02 	5.02 	
	10.00 	6.26 	6.26 	6.26 	4.43 	4.43 	4.43 	
	Exposure 	B 	B 	B 	C 	C 	C 	
				Building Width 			
Wind Velocity 	Wall Height 	24 	32 	40 	24 	32 	40 	
130 	8.00 	7.04 	6.41 	5.88 	4.82 	4.38 	4.01 	
	8.67 	6.29 	5.78 	5.35 	4.32 	3.96 	3.66 	
	9.33 	5.65 	5.24 	4.88 	3.89 	3.60 	3.35 	
	10.00 	5.09 	4.75 	4.45 	3.51 	3.27 	3.06 	
	Exposure 	B 	B 	B 	C 	C 	C 	
				Building Width 			
Wind Velocity 	Wall Height 	24 	32 	40 	24 	32 	40 	
140 	8.00 	7.05 	7.05 	7.05 	5.95 	5.76 	5.27 	
	8.67 	7.12 	7.12 	7.01 	5.70 	5.22 	4.82 	
	9.33 	7.18 	6.88 	6.40 	5.14 	4.75 	4.41 	
	10.00 	6.70 	6.24 	5.85 	4.64 	4.32 	4.04 	
	Exposure 	B 	B 	B 	C 	C 	C 	
				Building Width 			
Wind Velocity 	Wall Height 	24 	32 	40 	24 	32 	40 	
150 	8.00 	6.58 	6.58 	6.58 	5.46 	4.96 	4.54 	
	8.67 	6.64 	6.50 	6.01 	4.91 	4.50 	4.15 	
	9.33 	6.39 	5.91 	5.49 	4.43 	4.09 	3.80 	
	10.00 	5.76 	5.37 	5.02 	4.00 	3.72 	3.48 	

TABLE 614.13.2A MAXIMUM SPACING OF VERTICAL REINFORCEMENT AT CONTINUOUS CONCRETE OR MASONRY LOWER STORIES OF MULTISTORY AND GABLE ENDS SINGLE STORY OR TOP STORY OF MULTISTORY, FEET 
Wind Velocity 100 110 120 
Exp 	Wall hgt 	End Zone 	Int Zone 	End Zone 	Int Zone 	End Zone 	Int Zone 	
	8 	9.87 	10.53 	8.97 	9.57 	8.23 	8.78 	
B 	8.67 	9.97 	10.59 	9.06 	9.63 	8.30 	8.82 	
	9.33 	10.06 	10.64 	9.14 	9.68 	8.38 	8.87 	
	10 	10.14 	10.69 	9.22 	9.72 	8.45 	8.91 	

	12 	10.17 	10.83 	8.38 	9.14 	7.01 	7.65 	
	14 	7.75 	8.29 	6.37 	6.82 	5.33 	5.70 	
	16 	6.12 	6.43 	5.03 	5.29 	4.19 	4.41 	
	18 	4.97 	5.14 	4.07 	4.21 	3.39 	3.51 	
	20 	4.12 	4.20 	3.38 	3.44 	2.81 	2.86 	
	22 	3.48 	3.49 	2.84 	2.85 	2.36 	2.36 	
								
C 	8 	8.34 	8.89 	7.58 	8.09 	6.95 	7.41 	
	8.67 	8.42 	8.94 	7.65 	8.13 	7.01 	7.45 	
	9.33 	8.49 	8.99 	7.72 	8.17 	7.08 	7.49 	
	10 	8.57 	9.03 	7.79 	8.21 	6.87 	7.53 	
	12 	7.21 	7.86 	5.92 	6.47 	4.95 	5.40 	
	14 	5.47 	5.86 	4.49 	4.81 	3.75 	4.01 	
	16 	4.31 	4.54 	3.53 	3.72 	2.94 	3.09 	
	18 	3.49 	3.61 	2.85 	2.95 	2.37 	2.45 	
	20 	2.89 	2.94 	2.35 	2.40 	1.94 	1.98 	
	22 	2.43 	2.43 	1.97 	1.98 	1.62 	1.63 	

TABLE 614.13.2A 
MAXIMUM SPACING OF VERTICAL REINFORCEMENT AT CONTINUOUS CONCRETE OR MASONRY LOWER STORIES OF MULTISTORY AND GABLE ENDS SINGLE STORY OR TOP STORY OF MULTISTORY, FEET 
Wind Velocity 130 140 150 
Exp 	Wall hgt 	End Zone 	Int Zone 	End Zone 	Int Zone 	End Zone 	Int Zone 	
	8 	7.59 	8.10 	7.05 	7.52 	6.58 	7.02 	
	8.67 	7.67 	8.15 	7.12 	7.56 	6.64 	7.06 	
	9.33 	7.73 	8.19 	7.18 	7.60 	6.70 	7.10 	
	10 	7.80 	8.23 	7.08 	7.64 	6.14 	6.85 	
	12 	5.95 	6.49 	5.10 	5.57 	4.42 	4.83 	
B 	14 	4.51 	4.83 	3.86 	4.14 	3.34 	3.58 	
	16 	3.55 	3.73 	3.03 	3.19 	2.62 	2.76 	
	18 	2.86 	2.96 	2.44 	2.53 	2.10 	2.18 	
	20 	2.36 	2.41 	2.01 	2.05 	1.72 	1.76 	
	22 	1.98 	1.99 	1.68 	1.68 	1.43 	1.44 	
								
	8 	6.41 	6.84 	5.95 	6.35 	5.56 	5.93 	
	8.67 	6.47 	6.88 	6.01 	6.39 	5.24 	5.96 	
	9.33 	6.52 	6.91 	5.53 	6.37 	4.75 	5.53 	
	10 	5.83 	6.50 	5.00 	5.58 	4.31 	4.84 	
C 	12 	4.19 	4.58 	3.59 	3.92 	3.10 	3.39 	
	14 	3.16 	3.39 	2.70 	2.90 	2.33 	2.50 	
	16 	2.47 	2.61 	2.11 	2.22 	1.81 	1.91 	
	18 	1.99 	2.06 	1.68 	1.75 	1.44 	1.49 	
	20 	1.63 	1.66 	1.37 	1.40 	1.16 	1.19 	
	22 	1.35 	1.35 	1.13 	1.14 	1.03 	1.26 	

TABLE 614.14A REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 4 REINFORCEMENT ROOF ANGLE 230 
1ST STORY OF 2 STORY 	
OR 2ND STORY OF 3 	
TOP STORY 	STORY 	1ST STORY OF 3 STORY 	
BUILDING WIDTH 	BUILDING WIDTH 	BUILDING WIDTH 	
Exp-	Wind 			
osure 	Speed 	24 	32 	40 	24 	32 	40 	24 	32 	40 	
	100 	0.96 	1.37 	1.87 	2.19 	2.96 	3.86 	3.22 	4.33 	5.61 	
	110 	1.16 	1.66 	2.26 	2.65 	3.59 	4.67 	3.90 	5.24 	6.79 	
B 	120 130 	1.39 1.63 	1.98 2.32 	2.69 3.16 	3.16 3.70 	4.27 5.01 	5.56 6.52 	4.64 5.44 	6.24 7.32 	8.08 9.49 	
	140 	1.89 	2.69 	3.66 	4.29 	5.81 	7.57 	6.31 	8.49 	11.00 	
	150 	2.17 	3.09 	4.21 	4.93 	6.67 	8.68 	7.24 	9.75 	12.63 	
	100 	1.14 	1.65 	2.27 	2.89 	3.94 	5.17 	4.50 	6.04 	7.81 	
	110 	1.38 	1.99 	2.75 	3.50 	4.77 	6.26 	5.44 	7.31 	9.45 	
C 	120 130 	1.64 1.93 	2.37 2.78 	3.27 3.84 	4.17 4.89 	5.68 6.66 	7.45 8.74 	6.48 7.60 	8.69 10.20 	11.25 13.20 	
	140 	2.24 	3.23 	4.46 	5.67 	7.73 	10.14 	8.81 	11.83 	15.31 	
	150 	2.57 	3.71 	5.12 	6.51 	8.87 	11.64 	10.12 	13.59 	17.57 	

REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 5 REINFORCEMENT ROOF ANGLE 230 
1ST STORY OF 2 STORY 	
OR 2ND STORY OF 3 	
TOP STORY 	STORY 	1ST STORY OF 3 STORY 	
Exp-	Wind 	BUILDING WIDTH 	BUILDING WIDTH 	BUILDING WIDTH 	
osure 	Speed 	24 	32 	40 	24 	32 	40 	24 	32 	40 	
	100 	0.77 	1.10 	1.49 	1.75 	2.37 	3.08 	2.57 	3.46 	4.48 	
	110 	0.93 	1.33 	1.81 	2.12 	2.86 	3.73 	3.11 	4.19 	5.43 	
B 	120 130 	1.11 1.30 	1.58 1.85 	2.15 2.52 	2.52 2.96 	3.41 4.00 	4.44 5.21 	3.70 4.35 	4.98 5.85 	6.46 7.58 	
	140 	1.51 	2.15 	2.93 	3.43 	4.64 	6.04 	5.04 	6.78 	8.79 	
	150 	1.73 	2.47 	3.36 	3.94 	5.33 	6.94 	5.79 	7.78 	10.09 	
	100 	0.91 	1.32 	1.82 	2.31 	3.15 	4.13 	3.59 	4.82 	6.24 	
	110 	1.10 	1.59 	2.20 	2.80 	3.81 	5.00 	4.35 	5.84 	7.55 	
C 	120 130 	1.31 1.54 	1.90 2.22 	2.61 3.07 	3.33 3.90 	4.54 5.32 	5.95 6.98 	5.17 6.07 	6.94 8.15 	8.98 10.54 	
	140 	1.79 	2.58 	3.56 	4.53 	6.17 	8.10 	7.04 	9.45 	12.23 	
	150 	2.05 	2.96 	4.09 	5.20 	7.09 	9.30 	8.08 	10.85 	14.04 	

TABLE 614.14B REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 4 REINFORCEMENT ROOF ANGLE 450 
1ST STORY OF 2 STORY 	
OR 2ND STORY OF 3 	
TOP STORY 	STORY 	1ST STORY OF 3 STORY 	
Exp-	Wind 	BUILDING WIDTH 	BUILDING WIDTH 	BUILDING WIDTH 	
osure 	Speed 	24 	32 	40 	24 	32 	40 	24 	32 	40 	
	100 	0.96 	1.37 	1.87 	2.19 	2.96 	3.86 	3.22 	4.33 	5.61 	
	110 	1.16 	1.66 	2.26 	2.65 	3.59 	4.67 	3.90 	5.24 	6.79 	
B 	120 130 	1.39 1.63 	1.98 2.32 	2.69 3.16 	3.16 3.70 	4.27 5.01 	5.56 6.52 	4.64 5.44 	6.24 7.32 	8.08 9.49 	
	140 	1.89 	2.69 	3.66 	4.29 	5.81 	7.57 	6.31 	8.49 	11.00 	
	150 	2.17 	3.09 	4.21 	4.93 	6.67 	8.68 	7.24 	9.75 	12.63 	
	100 	1.14 	1.65 	2.27 	2.89 	3.94 	5.17 	4.50 	6.04 	7.81 	
	110 	1.38 	1.99 	2.75 	3.50 	4.77 	6.26 	5.44 	7.31 	9.45 	
C 	120 130 	1.64 1.93 	2.37 2.78 	3.27 3.84 	4.17 4.89 	5.68 6.66 	7.45 8.74 	6.48 7.60 	8.69 10.20 	11.25 13.20 	
	140 	2.24 	3.23 	4.46 	5.67 	7.73 	10.14 	8.81 	11.83 	15.31 	
	150 	2.57 	3.71 	5.12 	6.51 	8.87 	11.64 	10.12 	13.59 	17.57 	

REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 5 REINFORCEMENT ROOF ANGLE 450 
1ST STORY OF 2 STORY 	
OR 2ND STORY OF 3 	
TOP STORY 	STORY 	1ST STORY OF 3 STORY 	
Exp-	Wind 	BUILDING WIDTH 	BUILDING WIDTH 	BUILDING WIDTH 	
osure 	Speed 	24 	32 	40 	24 	32 	40 	24 	32 	40 	
	100 	0.77 	1.10 	1.49 	1.75 	2.37 	3.08 	2.57 	3.46 	4.48 	
	110 	0.93 	1.33 	1.81 	2.12 	2.86 	3.73 	3.11 	4.19 	5.43 	
B 	120 130 	1.11 1.30 	1.58 1.85 	2.15 2.52 	2.52 2.96 	3.41 4.00 	4.44 5.21 	3.70 4.35 	4.98 5.85 	6.46 7.58 	
	140 	1.51 	2.15 	2.93 	3.43 	4.64 	6.04 	5.04 	6.78 	8.79 	
	150 	1.73 	2.47 	3.36 	3.94 	5.33 	6.94 	5.79 	7.78 	10.09 	
	100 	0.91 	1.32 	1.82 	2.31 	3.15 	4.13 	3.59 	4.82 	6.24 	
	110 	1.10 	1.59 	2.20 	2.80 	3.81 	5.00 	4.35 	5.84 	7.55 	
C 	120 130 	1.31 1.54 	1.90 2.22 	2.61 3.07 	3.33 3.90 	4.54 5.32 	5.95 6.98 	5.17 6.07 	6.94 8.15 	8.98 10.54 	
	140 	1.79 	2.58 	3.56 	4.53 	6.17 	8.10 	7.04 	9.45 	12.23 	
	150 	2.05 	2.96 	4.09 	5.20 	7.09 	9.30 	8.08 	10.85 	14.04 	

TABLE 614.14C REQUIRED SHEARWALL LENGTH NORMAL TO RIDGE NO. 4 REINFORCEMENT PER FOOT OF BUILDING LENGTH 
ROOF ANGLE 230 
1ST STORY OF 2 STORY 	
TOP STORY 	OR 2ND STORY OF 3 	1ST STORY OF 3 STORY 	
	STORY 		
Exp-	Wind 	BUILDING WIDTH 	BUILDING WIDTH 	BUILDING WIDTH 	
osure 	Speed 	24 	32 	40 	24 	32 	40 	24 	32 	40 	
	100 	0.032 	0.032 	0.031 	0.085 	0.084 	0.084 	0.137 	0.137 	0.137 	
	110 	0.039 	0.038 	0.038 	0.102 	0.102 	0.102 	0.166 	0.166 	0.166 	
B 	120 130 	0.046 0.054 	0.046 0.054 	0.045 0.053 	0.122 0.143 	0.122 0.143 	0.121 0.142 	0.198 0.232 	0.198 0.232 	0.197 0.231 	
	140 	0.063 	0.062 	0.061 	0.166 	0.166 	0.165 	0.269 	0.269 	0.268 	
	150 	0.072 	0.071 	0.071 	0.191 	0.190 	0.189 	0.309 	0.309 	0.308 	
	100 	0.045 	0.044 	0.044 	0.119 	0.118 	0.118 	0.193 	0.192 	0.192 	
	110 	0.054 	0.054 	0.053 	0.144 	0.143 	0.143 	0.233 	0.233 	0.232 	
C 	120 130 	0.064 0.076 	0.064 0.075 	0.063 0.074 	0.171 0.201 	0.171 0.200 	0.170 0.199 	0.277 0.326 	0.277 0.325 	0.276 0.324 	
	140 	0.088 	0.087 	0.086 	0.233 	0.232 	0.231 	0.378 	0.377 	0.376 	
	150 	0.101 	0.100 	0.099 	0.267 	0.267 	0.265 	0.434 	0.433 	0.432 	

REQUIRED SHEARWALL LENGTH NORMAL TO RIDGE NO. 5 REINFORCEMENT PER FOOT OF BUILDING LENGTH ROOF ANGLE 230 
1ST STORY OF 2 STORY 	
TOP STORY 	OR 2ND STORY OF 3 	1ST STORY OF 3 STORY 	
	STORY 		
Exp-	Wind 	BUILDING WIDTH 	BUILDING WIDTH 	BUILDING WIDTH 	
osure 	Speed 	24 	32 	40 	24 	32 	40 	24 	32 	40 	
	100 	0.025 	0.025 	0.025 	0.068 	0.067 	0.067 	0.110 	0.110 	0.109 	
	110 	0.031 	0.031 	0.030 	0.082 	0.082 	0.081 	0.133 	0.133 	0.132 	
B 	120 130 	0.037 0.043 	0.036 0.043 	0.036 0.042 	0.097 0.114 	0.097 0.114 	0.097 0.114 	0.158 0.186 	0.158 0.185 	0.157 0.185 	
	140 	0.050 	0.050 	0.049 	0.133 	0.132 	0.132 	0.215 	0.215 	0.214 	
	150 	0.057 	0.057 	0.056 	0.152 	0.152 	0.151 	0.247 	0.247 	0.246 	
	100 	0.036 	0.036 	0.035 	0.095 	0.095 	0.094 	0.154 	0.154 	0.153 	
	110 	0.043 	0.043 	0.042 	0.115 	0.114 	0.114 	0.186 	0.186 	0.185 	
C 	120 130 	0.051 0.060 	0.051 0.060 	0.051 0.059 	0.137 0.160 	0.136 0.160 	0.136 0.159 	0.222 0.260 	0.221 0.260 	0.221 0.259 	
	140 	0.070 	0.070 	0.069 	0.186 	0.185 	0.185 	0.302 	0.301 	0.300 	
	150 	0.080 	0.080 	0.079 	0.213 	0.213 	0.212 	0.346 	0.346 	0.345 	

TABLE 614.14D REQUIRED SHEARWALL LENGTH NORMAL TO RIDGE NO. 4 REINFORCEMENT PER FOOT OF BUILDING LENGTH 
ROOF ANGLE 300 
1ST STORY OF 2 STORY 	
TOP STORY 	OR 2ND STORY OF 3 	1ST STORY OF 3 STORY 	
	STORY 		
Exp-	Wind 	BUILDING WIDTH 	BUILDING WIDTH 	BUILDING WIDTH 	
osure 	Speed 	24 	32 	40 	24 	32 	40 	24 	32 	40 	
	100 	0.032 	0.032 	0.031 	0.085 	0.084 	0.084 	0.137 	0.137 	0.137 	
	110 	0.039 	0.038 	0.038 	0.102 	0.102 	0.102 	0.166 	0.166 	0.166 	
B 	120 130 	0.046 0.054 	0.046 0.054 	0.045 0.053 	0.122 0.143 	0.122 0.143 	0.121 0.142 	0.198 0.232 	0.198 0.232 	0.197 0.231 	
	140 	0.063 	0.062 	0.061 	0.166 	0.166 	0.165 	0.269 	0.269 	0.268 	
	150 	0.072 	0.071 	0.071 	0.191 	0.190 	0.189 	0.309 	0.309 	0.308 	
	100 	0.045 	0.044 	0.044 	0.119 	0.118 	0.118 	0.193 	0.192 	0.192 	
	110 	0.054 	0.054 	0.053 	0.144 	0.143 	0.143 	0.233 	0.233 	0.232 	
C 	120 130 	0.064 0.076 	0.064 0.075 	0.063 0.074 	0.171 0.201 	0.171 0.200 	0.170 0.199 	0.277 0.326 	0.277 0.325 	0.276 0.324 	
	140 	0.088 	0.087 	0.086 	0.233 	0.232 	0.231 	0.378 	0.377 	0.376 	
	150 	0.101 	0.100 	0.099 	0.267 	0.267 	0.265 	0.434 	0.433 	0.432 	

REQUIRED SHEARWALL LENGTH NORMAL TO RIDGE NO. 5 REINFORCEMENT PER FOOT OF BUILDING LENGTH ROOF ANGLE 300 
1ST STORY OF 2 STORY 	
TOP STORY 	OR 2ND STORY OF 3 	1ST STORY OF 3 STORY 	
	STORY 		
Exp-	Wind 	BUILDING WIDTH 	BUILDING WIDTH 	BUILDING WIDTH 	
osure 	Speed 	24 	32 	40 	24 	32 	40 	24 	32 	40 	
	100 	0.025 	0.025 	0.025 	0.068 	0.067 	0.067 	0.110 	0.110 	0.109 	
	110 	0.031 	0.031 	0.030 	0.082 	0.082 	0.081 	0.133 	0.133 	0.132 	
B 	120 130 	0.037 0.043 	0.036 0.043 	0.036 0.042 	0.097 0.114 	0.097 0.114 	0.097 0.114 	0.158 0.186 	0.158 0.185 	0.157 0.185 	
	140 	0.050 	0.050 	0.049 	0.133 	0.132 	0.132 	0.215 	0.215 	0.214 	
	150 	0.057 	0.057 	0.056 	0.152 	0.152 	0.151 	0.247 	0.247 	0.246 	
	100 	0.036 	0.036 	0.035 	0.095 	0.095 	0.094 	0.154 	0.154 	0.153 	
	110 	0.043 	0.043 	0.042 	0.115 	0.114 	0.114 	0.186 	0.186 	0.185 	
C 	120 130 	0.051 0.060 	0.051 0.060 	0.051 0.059 	0.137 0.160 	0.136 0.160 	0.136 0.159 	0.222 0.260 	0.221 0.260 	0.221 0.259 	
	140 	0.070 	0.070 	0.069 	0.186 	0.185 	0.185 	0.302 	0.301 	0.300 	
	150 	0.080 	0.080 	0.079 	0.213 	0.213 	0.212 	0.346 	0.346 	0.345 	

Table 614.14E REQUIRED SHEARWALL LENGTH NORMAL TO RIDGE NO. 4 REINFORCEMENT PER FOOT OF BUILDING LENGTH 
ROOF ANGLE 450 
1ST STORY OF 2 STORY 	
TOP STORY 	OR 2ND STORY OF 3 	1ST STORY OF 3 STORY 	
	STORY 		
Exp-	Wind 	BUILDING WIDTH 	BUILDING WIDTH 	BUILDING WIDTH 	
osure 	Speed 	24 	32 	40 	24 	32 	40 	24 	32 	40 	
	100 	0.032 	0.032 	0.031 	0.085 	0.084 	0.084 	0.137 	0.137 	0.137 	
	110 	0.039 	0.038 	0.038 	0.102 	0.102 	0.102 	0.166 	0.166 	0.166 	
B 	120 130 	0.046 0.054 	0.046 0.054 	0.045 0.053 	0.122 0.143 	0.122 0.143 	0.121 0.142 	0.198 0.232 	0.198 0.232 	0.197 0.231 	
	140 	0.063 	0.062 	0.061 	0.166 	0.166 	0.165 	0.269 	0.269 	0.268 	
	150 	0.072 	0.071 	0.071 	0.191 	0.190 	0.189 	0.309 	0.309 	0.308 	
	100 	0.045 	0.044 	0.044 	0.119 	0.118 	0.118 	0.193 	0.192 	0.192 	
	110 	0.054 	0.054 	0.053 	0.144 	0.143 	0.143 	0.233 	0.233 	0.232 	
C 	120 130 	0.064 0.076 	0.064 0.075 	0.063 0.074 	0.171 0.201 	0.171 0.200 	0.170 0.199 	0.277 0.326 	0.277 0.325 	0.276 0.324 	
	140 	0.088 	0.087 	0.086 	0.233 	0.232 	0.231 	0.378 	0.377 	0.376 	
	150 	0.101 	0.100 	0.099 	0.267 	0.267 	0.265 	0.434 	0.433 	0.432 	

REQUIRED SHEARWALL LENGTH NORMAL TO RIDGE NO. 5 REINFORCEMENT PER FOOT OF BUILDING LENGTH ROOF ANGLE 450 
1ST STORY OF 2 STORY 	
TOP STORY 	OR 2ND STORY OF 3 	1ST STORY OF 3 STORY 	
	STORY 		
Exp-	Wind 	BUILDING WIDTH 	BUILDING WIDTH 	BUILDING WIDTH 	
osure 	Speed 	24 	32 	40 	24 	32 	40 	24 	32 	40 	
	100 	0.025 	0.025 	0.025 	0.068 	0.067 	0.067 	0.110 	0.110 	0.109 	
	110 	0.031 	0.031 	0.030 	0.082 	0.082 	0.081 	0.133 	0.133 	0.132 	
B 	120 130 	0.037 0.043 	0.036 0.043 	0.036 0.042 	0.097 0.114 	0.097 0.114 	0.097 0.114 	0.158 0.186 	0.158 0.185 	0.157 0.185 	
	140 	0.050 	0.050 	0.049 	0.133 	0.132 	0.132 	0.215 	0.215 	0.214 	
	150 	0.057 	0.057 	0.056 	0.152 	0.152 	0.151 	0.247 	0.247 	0.246 	
	100 	0.036 	0.036 	0.035 	0.095 	0.095 	0.094 	0.154 	0.154 	0.153 	
	110 	0.043 	0.043 	0.042 	0.115 	0.114 	0.114 	0.186 	0.186 	0.185 	
C 	120 130 	0.051 0.060 	0.051 0.060 	0.051 0.059 	0.137 0.160 	0.136 0.160 	0.136 0.159 	0.222 0.260 	0.221 0.260 	0.221 0.259 	
	140 	0.070 	0.070 	0.069 	0.186 	0.185 	0.185 	0.302 	0.301 	0.300 	
	150 	0.080 	0.080 	0.079 	0.213 	0.213 	0.212 	0.346 	0.346 	0.345 	

NOTES TO SHEAR WALL TABLES: 
1. THE CUMULATIVE SHEAR WALL SEGMENT LENGTH FOR EACH SIDE OF THE BUILDING SHALL BE EQUAL TO OR GREATER THAN THE TABULAR SHEAR WALL LENGTH REQUIRED. IF THE REQUIRED SHEAR WALL SEGMENT LENGTH PROVIDED IS NOT CONTINUOUS THE TOTAL SHEAR WALL LENGTH REQUIRED SHALL BE INCREASED BY 8" FOR EACH ADDITIONAL SHEAR WALL SEGMENT ON A SIDE. 
2. MINIMUM SHEAR WALL SEGMENT LENGTH SHALL BE 2'-0". A FILLED CELL WITH REINFORCING STEEL BAR IS REQUIRED AT EACH END OF EVERY SHEAR WALL SEGMENT. 
3. PORTIONS OF WALLS WITH OPENINGS SHALL NOT BE CONSIDERED PART OF THE SHEAR WALL LENGTH. 
4. REQUIRED SHEARWALL LENGTHS NORMAL TO THE RIDGE ARE PER LINEAL FOOTOF BUILDING LENGTH. MULTIPLY TABULAR VALUES BY BUILDING LENGTH FOR TOTAL SHEAR LOAD. 

TABLE 614.14F END WALL ROOF SHEAR PER FOOT OF BUILDING LENGTH. 
POUNDS PER FT OF 	POUNDS PER FT OF 	POUNDS PER FT OF 	
BLDG LEN FOR 23/ 	BLDG LEN FOR 30/ 	BLDG LEN FOR 45/ 	
ROOF SLOPE 	ROOF SLOPE 	ROOF SLOPE 	
EXPO	WIND 	BUILDING WIDTH 	BUILDING WIDTH 	BUILDING WIDTH 	
SURE 	SPEED 	24 	32 	40 	24 	32 	40 	24 	32 	40 	
	100 	43.6 	42.8 	43.1 	76.9 	87.8 	100.1 	104.4 	123.8 	145.1 	
	110 	52.7 	51.8 	52.2 	93.1 	106.3 	121.1 	126.3 	149.8 	175.5 	
B 	120 130 	62.8 73.7 	61.7 72.4 	62.1 72.8 	110.8 130.0 	126.5 148.5 	144.2 169.2 	150.3 176.4 	178.3 209.2 	208.9 245.1 	
	140 	85.4 	84.0 	84.5 	150.8 	172.2 	196.2 	204.6 	242.6 	284.3 	
	150 	98.1 	96.4 	97.0 	173.1 	197.7 	225.3 	234.8 	278.5 	326.4 	
	100 	61.1 	60.1 	60.4 	107.9 	123.2 	140.4 	146.3 	173.6 	203.4 	
	110 	73.9 	72.7 	73.1 	130.5 	149.0 	169.9 	177.1 	210.0 	246.1 	
C 	120 130 	88.0 103.3 	86.5 101.5 	87.0 102.1 	155.3 182.3 	177.4 208.1 	202.1 237.2 	210.7 247.3 	249.9 293.3 	292.9 343.7 	
	140 	119.8 	117.7 	118.4 	211.4 	241.4 	275.1 	286.8 	340.2 	398.6 	
	150 	137.5 	135.2 	136.0 	242.7 	277.1 	315.8 	329.2 	390.5 	457.6 	

NOTES: 
1. TABULAR VALUES BETWEEN 23/ AND 30/ AND BETWEEN 30/ AND 45/ ARE PERMITTED TO BE INTERPOLATED. 
2. MULTIPLY BY TOTAL BUILDING LENGTH FOR TOTAL END WALL SHEAR. DIVIDETOTAL SHEAR BY BUILDING WIDTH FOR REQUIRED SHEAR CAPACITY OF ROOF DIAPHRAGM AND CONNECTIONS 

TABLE 614.13.5
UPLIFT CONNECTOR FOR 2' GABLE OVERHANG
	EXPOSURE 	B 	C 	
WIND SPEED 		VEL PRESSURE 	GABLE OVERHANG 	GABLE OVERHANG 	
			INTERIOR 	CORNER 	INTERIOR 	CORNER 	
100 		15.2 	18.2 	21.8 	25.6 	30.6 	
110 		18.4 	22.1 	26.4 	31.0 	37.1 	
120 		22.0 	26.3 	31.5 	36.8 	44.1 	
130 		25.8 	30.8 	36.9 	43.2 	51.8 	
140 		29.9 	35.8 	42.8 	50.1 	60.0 	
150 		34.3 	41.1 	49.1 	57.6 	68.9 	

 \* MERGEFORMAT 

EX EX 
FIGURE 614.13.5 
EEXX 
TABLE 614.3A WOOD GABLE BRACE NAILING RAKE HEIGHT NAIL SIZE 
12 
14 
16 
18 
20 
22 
10d 
4 
4 
5 
5 
6 
6
100 
8d 
6 
7 
8 
8 
9 
10 10d 
4 
5 
6 
6 
7 
7
110 
8d 
7 
8 
9 
10 
11 
11 10d 
5 
6 
7 
7 
8 
8
120 
8d 
9 
10 
11 
12 
13 
13 10d 
6 
7 
8 
9 
10 
10 
130 
8d 
10 
11 
13 
14 
15 
15 10d 
7 
8 
9 
10 
11 
11
140 
8d 
12 
13 
15 
16 
18 
18 10d 
4 
4 
5 
5 
6 
6
150 
8d 
6 
7 
8 
8 
9 
9 
10d 
5 
6 
7 
7 
8 
8
100 
8d 
8 
9 
11 
12 
13 
13 10d 
6 
7 
8 
9 
10 
10 
110 
8d 
10 
11 
13 
14 
15 
15 10d 
7 
8 
9 
10 
11 
11
120 
8d 
12 
14 
15 
17 
18 
18 10d 
9 
10 
11 
12 
13 
13 
130 
8d 
14 
16 
18 
20 
22 
22 10d 
10 
12 
13 
14 
15 
15
140 
8d 
16 
19 
21 
23 
25 
25 10d 
12 
13 
15 
16 
18 
18
150 
8d 
19 
21 
24 
26 
29 
29 
TQABLE 614.3B 
WOOD GABLE STUD CONNECTOR LOADS

CONNECTOR LOAD 
WALL 
WIND 
ROOF 
SPEED 
ZONE 
VERT 
HORIZ 1 
ZONE 
2E 
43 
16 
1E
100 
2E 
43 
11 
1 2E 
53 
20 
1E
110 
2E 
53 
13 
1 2E 
62 
23 
1E
120 
2E 
62 
15 
1 2E 
73 
27 
1E
130 
2E 
73 
18 
1 2E 
85 
32 
1E
140 
2E 
85 
21 
1 2E 
98 
36 
1E
150 
2E 
98 
24 
1 
2E 
61 
23 
1E
100 
2E 
61 
15 
1
110

2E 
74 
28 
1E 
		2E 	74 	18 	1 	
	120 	2E 	88 	33 	1E 	
		2E 	88 	22 	1 	
	130 	2E 	103 	38 	1E 	
		2E 	103 	25 	1 	
	140 	2E 	119 	45 	1E 	
		2E 	119 	30 	1 	
	150 	2E 	137 	51 	1E 	
		2E 	137 	34 	1	

 \* MERGEFORMAT FIGURE 614.3A 

GABLE END BRACING FOR MASONRY WALLS NOT CONTINUOUS TO THE ROOF DIAPHRAGM 
TOTAL SHEAR AT TOP OF TOP STORY WALL FOR DETERMINING CONNECTOR LOAD. DIVIDE BY NUMBER OF CONNECTORS FOR INDIVIDUAL CONNECTOR LOAD 
(F1)
ROOF ANGLE UP TO 
ROOF ANGLE UP TO 
45 
30 
EXPO
WIND 
BUILDING WIDTH 
BUILDING WIDTH 
VEL 
SURE 
SPEED 
PRESSURE 
24 
32 
40 
24 
32 
40 
100 
15.2 
2022 
3113 
4456 
1568 
2319 
3215 
110 
18.4 
2447 
3767 
5392 
1897 
2806 
3890 
120 
22.0 
2912 
4483 
6417 
2258 
3339 
4630
B 
130 
25.8 
3418 
5262 
7531 
2649 
3919 
5433 
140 
29.9 
3964 
6102 
8734 
3073 
4545 
6301 
150 
34.3 
4550 
7005 
10027 
3527 
5218 
7234 
100 
21.4 
2835 
4365 
6248 
2198 
3251 
4507 
110 
25.9 
3431 
5282 
7560 
2660 
3934 
5454 
120 
30.8 
4083 
6286 
8997 
3165 
4682 
6491
C 
130 
36.1 
4792 
7377 
10559 
3715 
5495 
7618 
140 
41.9 
5557 
8555 
12246 
4308 
6372 
8835 
150 
48.1 
6380 
9821 
14058 
4946 
7315 
10142 
NOTE: Multiply tabular values by 0.9 for 8' wall height 
TRANSVERSE CONNECTOR LOAD (F2) 
EXP OSURE 	WIND SPEE D 	VEL PRESSUR E 	ROOF ANGLE < 23/ 	RF ANGL E =>	
			Edge Zone 		Int Zone 	
B 	100 	15.2 	394 	319 	23/289 	
	110 	18.4 	477 	386 	349 	
	120 	22.0 	568 	460 	416 	
	130 	25.8 	667 	539 	488 	
	140 	29.9 	773 	626 	566 	
	150 	34.3 	887 	718 	650 	
C 	100 	21.4 	553 	448 	405 	
	110 	25.9 	669 	541 	490 	
	120 	30.8 	796 	644 	583 	
	130 	36.1 	935 	756 	684 	
	140 	41.9 	1084 	877 	793 	
	150 	48.1 	1244 	1007 	911 	

NOTE: Loads based on 10' wall height. Multiply by 0.8 for 8' wall height 
 \* MERGEFORMAT