ABS Consulting Project No

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1 SUPPORTING STRUCTURE DESIGN FOR BLAST RESISTANT WINDOWS CHILD DEVELOPMENT CENTER MOODY AFB, GA ABS Consulting Project No. 898 PREPARED FOR: ATLANTIC ENGINEERING SERVICE 6 ARLINGTON EXPRESSWAY BLDG. B, SUITE JACKSONVILLE, FL PREPARED BY: JOHNNY WACLAWCZYK, P.E DAVID HOLGADO, P.E. JANUARY

2 Supporting Structure Design for Blast Resistant Windows January Child Development Center Moody AFB, GA ABSG Project Number 898 Introduction ABSG Consulting Inc. (ABS Consulting) was contracted by Atlantic Engineering Service to perform the blast design of the supporting structure for windows to be installed in the New Child Development Center planned for construction at Moody AFB, GA. Building Description The New CDC building is a one story concrete masonry unit (CMU) building with an irregular shape in plan. Material properties of the structural components were obtained from the Structural Drawings (Contract No. W9HN-9-C-) dated on Nov/6/9. Materials of the exterior walls and roof that support windows are as follows, depending of the window location: 8 CMU partially grouted (prism minimum compressive strength f`m = 8 psi) Grout Strength (minimum compressive strength f`c = psi) Cold formed Steel members (F y = ksi) HSS Steel Tube members (F y = ksi) A typical elevation of the exterior wall is sown in Figure Bond Beam Window Opening Supporting Wall Door Opening Figure Typical Wall Elevation

3 Supporting Structure Design for Blast Resistant Windows January Child Development Center Moody AFB, GA ABSG Project Number 898 Methodology. Overview ABS Consulting developed the design of the supporting members of the window and door systems of the New CDC based on the requirements of Department of Defense Minimum Antiterrorism Standards for Buildings (UFC ---) (Ref ). Structural response of the each supporting members were evaluated using nonlinear dynamic analyses techniques were used to determine structural response under blast loading conditions.. Blast Loads A blast can be characterized by a peak pressure and an impulse where impulse is the integration of the pressure-time history as shown in Figure. Structural response to a blast is dependent upon both the peak pressure and blast impulse. Some types of building construction can be more sensitive to the blast pressure while other types of construction can be more sensitive to blast impulse. Two different blast loads are used and applied to each supporting component. Blast loads are based on charge weights I and II at the minimum standoff for conventional construction described in UFC -- (Ref.). Pressure P so Impulse (i so ) Time t d Figure Idealized Blast Load. Dynamic Analysis Dynamic design of supporting components and blast resistant systems was accomplished with the SBEDS tool developed by the US Corps of Engineers Protective Design Center (Ref. ). This methodology utilizes dynamic transient nonlinear analysis based on Single Degree of Freedom (SDOF) systems.

4 Supporting Structure Design for Blast Resistant Windows January Child Development Center Moody AFB, GA ABSG Project Number 898 The SDOF models are developed so that the same energy is required to displace both the analytical model and the actual structural component. This method computes the time history response of a critical point on the member based on the transient blast load. Response at this critical point is used to evaluate the adequacy of the structures through the use of deformation response limits. An idealized SDOF model is illustrated in Figure. Numerical solution of the SDOF response is obtained using the SBEDS spreadsheet. P X P M K X SDOF System Figure Equivalent Spring-Mass SDOF System. Structural Structural response criteria were established to comply with the project requirements. For Primary Gathering Buildings, UFC -- and the addendum to Solicitation W9HN-9-R- required a Low level of protection for the design of the CDC facility. Response limits for components were taken from PDC-TR-6-8 Single Degree of Freedom Response Limits for Antiterrorism Design which establishes numerical limit values for each protection level (Ref ). Response criteria are expressed in terms of ductility ratios and support rotations. The ductility ratio is the maximum deflection divided by the deflection at first yield. For conventional design, the ductility ratio is typically limited to less than one. The support rotation is a widely accepted method of normalizing deflections to the span of the element (See Equation ). In conventional construction, edge rotations are typically limited to less than ½-degree; however, in situations where the structure

5 Supporting Structure Design for Blast Resistant Windows January Child Development Center Moody AFB, GA ABSG Project Number 898 is required to provide protection from a single event, such as accidental or intentional explosions, acceptable ductility ratios can vary from to, and allowable edge rotations can vary with the application. Figure Illustration of Support Rotation Angle Used for Damage Criteria Where: x tan m Equation L. Assumptions SDOF models were developed based on geometric and material properties of the proposed structural members as well as the following assumptions: Boundary conditions Boundary conditions are assumed base on the continuity of the member along the span as well as the fixity of the end supports. Table and Error! Reference source not found. show the assumed boundary conditions of each component. Loading area The blast loaded area was specific to each component and based on a rectangular area formed by the span length and a tributary width. The approach to obtain the tributary width per opening supporting components is shown in Figure and Figure 6 for window openings and Figure 7 and Figure 8 for door openings. Table and Error! Reference source not found. show the assumed span length as well as the tributary width of each component. Interaction with supported members Full load transfer was conservatively assumed between the glazing and supporting member. Therefore, each component per opening: lintel and pilaster are assumed to resist the % of the load on the corresponding the tributary area; i.e. no energy is absorbed by the supported member (window, door).

6 Supporting Structure Design for Blast Resistant Windows January Child Development Center Moody AFB, GA ABSG Project Number 898 Lintel Pilaster Figure Window Opening Supporting Components 8. Window w + Pilaster b Lintel h W8 h.w 6 h + Lintel h 8 Window w a. Pilaster/Jamb Pilaster b b. Lintel/Header Figure 6 Span & Tributary Width Assumption for Window Opening Supporting Components

7 Supporting Structure Design for Blast Resistant Windows January Child Development Center Moody AFB, GA ABSG Project Number 898 Lintel Pilaster Figure 7 Door Opening Supporting Components. Door w + Pilaster b Lintel h. Door h + Lintel h 8 7 Door h Door w Pilaster b a. Pilaster/Jamb b. Lintel/Header Figure 8 Span & Tributary width assumption for Door Opening Supporting Components 6

8 Supporting Structure Design for Blast Resistant Windows January Child Development Center Moody AFB, GA ABSG Project Number 898 Summary of Response Response of each member was obtained using the SBEDS calculation tool as described above. Member end support rotations were compared with response limit criteria and member sizes were adjusted to obtain practical structural designs and consistency with other loading and discipline requirements. Summaries of the responses for the final window door system support members are contained in Table through Table. Supporting calculations for all members are attached in the appendix. WINDOW ID Table Masonry Pilaster Response Summary PILASTER ID Span (ft) Charge Weight 8 ft Tributary width (ft) MASONRY PILASTERS Width (in) Depth (in) Rebar # Rebar Qty Max. Rotation (deg) Sketch ID W W M/M W W M W9 M at W M W M at W M M at W M W M at W M W M at W M W M at W M WINDOW ID PILASTER ID Span (ft) Charge Weight 8 ft Tributary width (ft) Width (in) Depth (in) Rebar # Rebar Qty Max. Rotation (deg) Sketch ID W W M/M W W M W9 M at W M W M at W M M at W M W M at W M W M at W M W M at W M Notes: Support Conditions: F-P (Pilaster) Support Conditions: F-P (Lintel) * f`c = psi MASONRY PILASTERS 7

9 Supporting Structure Design for Blast Resistant Windows January Child Development Center Moody AFB, GA ABSG Project Number 898 Table Masonry Lintels Response Summary Response Summary for Charge Weight 8 ft WINDOW ID OPENING Width (ft) Heigth (ft) Span (ft) Tributary width (ft) MASONRY LINTELS Width (in) Depth (in) Rebar # Rebar Qty Max. Rotation (deg) Sketch Section W A W A W A W A W A W A W A Response Summary for Charge Weight 8 ft OPENING MASONRY LINTELS WINDOW ID Width (ft) Heigth (ft) Span (ft) Tributary width (ft) Width (in) Depth (in) Rebar # Rebar Qty Max. Rotation (deg) Sketch Section W A W A W A W A W A W A W A Notes: Support Conditions: F-P (Pilaster) Support Conditions: F-P (Lintel) * f`c = psi 8

10 Supporting Structure Design for Blast Resistant Windows January Child Development Center Moody AFB, GA ABSG Project Number 898 WINDOW ID Span (ft) Table Steel Jamb Response Summary Response Summary for Charge Weight 8 ft Tributary width (ft) Support Condition STEEL JAMBS Section Name Steel grade Max. Rotation (deg) Max Reaction (kips) W W.. F-P SHEAR WALL HSS 6x6x/ A Gr. B.6 8. W6.. P-P Cx. Ga *.8 9. W7.. P-P Cx. Ga *.8 9. W8.. P-P HSS 6x6x/ A Gr. B..9 W.. P-P Cx. Ga *.8 9. W.. P-P Cx. Ga *.8 9. W 7 P-P HSS 7xx/8 A Gr. B.. WINDOW ID Span (ft) Response Summary for Charge Weight 8 ft Tributary width (ft) Support Condition STEEL JAMBS Section Name Steel grade Max. Rotation (deg) Max Reaction (kips) W W.. F-P SHEAR WALL HSS 6x6x/ A Gr. B. 8. W6.. P-P Cx. Ga *. 9. W7.. P-P Cx. Ga *. 9. W8.. P-P HSS 6x6x/ A Gr. B..9 W.. P-P Cx. Ga *. 9. W.. P-P Cx. Ga *. 9. W 7 P-P HSS 7xx/8 A Gr. B.. 9

11 Supporting Structure Design for Blast Resistant Windows January Child Development Center Moody AFB, GA ABSG Project Number 898 Table Steel Header and Sill Response Summary Response Summary for Charge Weight 8 ft WINDOW ID OPENING Width (ft) Heigth (ft) Span (ft) Tributary width (ft) Support condition STEEL HEAD & SILL Section Name Steel grade Max. Rotation (deg) Max Reaction (kips) W P-P 8x C, ga A6, Gr. (steel cold-formed).7 8. W P-P HSS 8xx/ A Gr. B.. W P-P HSS 6x6x/ A Gr. B. 8. W F-P Cx. Ga *..6 W F-P Cx. Ga *..6 W P-P HSS 6x6x/ A Gr. B W F-P Cx. Ga *..6 W F-P Cx. Ga *..6 Response Summary for Charge Weight 8 ft WINDOW ID OPENING Width (ft) Heigth (ft) Span (ft) Tributary width (ft) Support condition STEEL HEAD & SILL Section Name Steel grade Max. Rotation (deg) Max Reaction (kips) W P-P 8x C, ga A6, Gr. (steel cold-formed) W P-P HSS 8xx/ A Gr. B.. W P-P HSS 6x6x/ A Gr. B.9 8. W F-P Cx. Ga *..6 W F-P Cx. Ga *..6 W P-P HSS 6x6x/ A Gr. B. 8.6 W F-P Cx. Ga *..6 W F-P Cx. Ga *..6

12 Supporting Structure Design for Blast Resistant Windows January Child Development Center Moody AFB, GA ABSG Project Number 898 References ] Department of Defense (DoD), Unified Facilities Criteria (UFC) UFC--, DoD Minimum Antiterrorism Standards for Buildings, DoD, January 7. ] Department of Defense (DoD), Unified Facilities Criteria (UFC) UFC--, DoD Minimum Antiterrorism Standoff Distances for Buildings, DoD, January 7 ] SBEDS, "Single-degree-of-freedom Blast Effects Design Spreadsheets", Ver., U.S. Army Corps of Engineers Protective Design Center, -September 8 ] PDC TR 6-8, "Single Degree of Freedom Structural Response Limits for Antiterrorism Design", U.S. Army Corps of Engineers Protective Design Center, 6

13 Supporting Structure Design for Blast Resistant Windows January Child Development Center Moody AFB, GA ABSG Project Number 898 Appendix Supporting Calculations

14 Masonry Pilasters and Lintels Charge Weight I

15 Building: Moddy CDC By: JW // Component: Window W - Masonry Pilaster Span, L:. ft Charge w eight and standoff Shear Constant Elastic Plastic Spacing, B:. ft Gravity Displacement F (simple support) =.8. Boundary Conditions: Fixed-Simple, Uniformly Loaded None (v ertical component) R (simple support) =.9. Response Type: Flexural Only F (fixed support) =.9. Section Height, H: 7.6 in Time Pressure Section Width, W:.6 in (ms) (psi) Reinforcing Steel Areas Inbound Rebound Positive Moment Reinf. Steel, Asp:.. in..6 Negative Moment Reinf. Steel, Asn:.. in Inbound Natural Period: 8.8 ms Distance of Cover to Center of Bars: d c (see diagram below) Rebound Natural Period: 8.8 ms Non-Loaded Side:.8 in Max Recommended Time Step: #VALUE! ms Loaded Side:.8 in Time Step:. ms Loaded Area Factor - Enter. for Uniform Load 6 % of Critical Damping: % Supported Weight, w:. psf 7 Initial Velocity: in/ms Concrete Density, γ:. lb/ft Concrete Compressive Strength, f`c: Configuration Structural & Material Properties. psi Charge Weight and Standoff Concrete Static Strength Increase Factor (>=):. W R Property Inbound Rebound Units Concrete Dynamic Compr. Increase Factor (>=):.9 (lbs TNT) (ft) Mass, M psi-ms /in Concrete Dynamic Compr. Strength, f`dc :,97 psi Chg I 8 Load-Mass Factors, K LM Concrete Elastic Modulus, E c :,88, psi Blast Load Phase K LM Select Reinforcement: A6, A66, A76 (All Gr. 6) Positive phase only K LM Reinf. Steel Yield Strength, f s : 6, psi Charge Weight Load Type K LM Reinf. Steel Ultimate Strength, f u : 9, psi Reflected w ithout Clearing K LM Static Strength Increase Factor:. Parameters for Reflected Loads K LM Dynamic Increase Factor:.7 Wall Height (ft) Stiffness, K Dynamic Reinf. Steel Yield Stress, f ds : 77, psi Wall Width (ft) K psi/in Reinf. Steel Elastic Modulus, E s : 9 psi Incidence Angle K.9.9 psi/in Axial Load for Compresson/ P-delta Effects; P:(Note: Enter P>=) lb See notes under error messages K.. psi/in Calculated Properties Retrieve K.. psi/in No Axial Load With Axial Load Load file name K.. psi/in Rebound Positive Moment Capacity, M p : lb-in Blast Input File Not Selected Resistance, R Inbound Positive Moment Capacity, M p : lb-in See All COE R psi Inbound Positive Reinforcement Ratio, ρ p :.67 Response Flex ure-no shear reinforcing or TM R psi Rebound Negative Moment Capacity, M p : lb-in Criteria LOP/Type R psi Inbound Negative Moment Capacity, M p : lb-in θ (deg) µ R psi Inbound Negative Reinforcement Ratio, ρ n :.67 N/A Save RUN SDOF Help Blast Load Input Type Pressure-Time Input R (fixed support) = Dynamic Shear Factors Solution Control SDOF Properties Inbound Reinforcement Ratio Check compared to.7ρ bal : Reinforcement OK Yield Displacement, x Equiv. Stress Block Factor, β :.8 See notes under error messages x in 7% of Balanced Reinforcement Ratio,.7 ρ b :. x in Average Cover Depth for Moment of Inertia, dc avg :.8 in in Average Moment of Inertia, I a : 8.6 in x in Error/Warning Messages Equiv Yield Defl., X E. -. in Current load input is inconsistent with output, please Run SDOF Notes: µ = 6.79 θ max =.9 deg. Design Criteria: Used for clearing of reflected load X max Inbound =.97 in at time = 9. msec Angle in degrees from normal X min Rebound =. in at time =. msec TM - tension membrane designates response R max =.7 psi at time = 9. msec L/h is span to height ratio R min = -. psi at time = 9.7 msec Shortest Yield Line Distance to Determine θ: Vu at distance d from support = Concrete Shear Capacity Direct Shear Capacity, (monolithic joint) V c,direct = Diagonal Shear Capacity, V c,diag = Results At support: At distance d from support: Required Stirrups, A v,req ** For critical section at d, A v,req_d; Response OK compared to input design criteria Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu Left Side Vu at support = Right Side Vu at support = For critical support, A v,req_s; 6. in 6,6 lb,966 lb 6,9 lb 88. lb 6.7 lb Stirrups Required. in /in. in /in * Based on larger of inbound and rebound ultimate flexural resistance, not including tension or compression membrane.

16 Building: Moddy CDC By: JW // Component: Window W - Masonry Pilaster θ max =.9 deg. Peak Dynamic Reactions µ = 6.79 V max,long =.7 psi X max =.97 in at time = 9. msec V max,short =.99 psi X min =. in at time =. msec Strain Rate to Yield* R max =.7 psi at time = 9. msec For Steel. / sec R min = -. psi at time = 9.7 msec For Concrete.9 / sec *Yield when deflection=x E at bottom of SDOF Properties on Input Sheet, or maximum response if no yield Displacement History Force (psi) Applied Force History PEAK LOAD INFORMATION Peak Pressure =.8 psi Positive Phase Impulse = psi-ms Peak Negative Pressure =. psi Negative Phase Impulse = psi-ms. Resistance and Equivalent P-delta Force Histories Resistance Equivalent P-delta Force Resistance or Force (psi) Resistance (psi) Resistance vs. Displacement Dynamic Shear (psi) Dynamic Shear History Long Side Short Side

17 Building: Moddy CDC By: JW // Component: Window W - Masonry Pilaster Span, L:. ft Charge w eight and standoff Shear Constant Elastic Plastic Spacing, B: 8. ft Gravity Displacement F (simple support) =.8. Boundary Conditions: Fixed-Simple, Uniformly Loaded None (v ertical component) R (simple support) =.9. Response Type: Flexural Only F (fixed support) =.9. Section Height, H: 7.6 in Time Pressure Section Width, W:.6 in (ms) (psi) Reinforcing Steel Areas Inbound Rebound Positive Moment Reinf. Steel, Asp:.. in..6 Negative Moment Reinf. Steel, Asn:.. in Inbound Natural Period:. ms Distance of Cover to Center of Bars: d c (see diagram below) Rebound Natural Period:. ms Non-Loaded Side:. in Max Recommended Time Step: #VALUE! ms Loaded Side:. in Time Step:. ms Loaded Area Factor - Enter. for Uniform Load 6 % of Critical Damping: % Supported Weight, w:. psf 7 Initial Velocity: in/ms Concrete Density, γ:. lb/ft Concrete Compressive Strength, f`c: Configuration Structural & Material Properties. psi Charge Weight and Standoff Concrete Static Strength Increase Factor (>=):. W R Property Inbound Rebound Units Concrete Dynamic Compr. Increase Factor (>=):.9 (lbs TNT) (ft) Mass, M.9.9 psi-ms /in Concrete Dynamic Compr. Strength, f`dc :,97 psi Chg I 8 Load-Mass Factors, K LM Concrete Elastic Modulus, E c :,88, psi Blast Load Phase K LM Select Reinforcement: A6, A66, A76 (All Gr. 6) Positive phase only K LM Reinf. Steel Yield Strength, f s : 6, psi Charge Weight Load Type K LM Reinf. Steel Ultimate Strength, f u : 9, psi Reflected w ithout Clearing K LM Static Strength Increase Factor:. Parameters for Reflected Loads K LM Dynamic Increase Factor:.7 Wall Height (ft) Stiffness, K Dynamic Reinf. Steel Yield Stress, f ds : 77, psi Wall Width (ft) K psi/in Reinf. Steel Elastic Modulus, E s : 9 psi Incidence Angle K.7.7 psi/in Axial Load for Compresson/ P-delta Effects; P:(Note: Enter P>=) lb See notes under error messages K.. psi/in Calculated Properties Retrieve K.. psi/in No Axial Load With Axial Load Load file name K.. psi/in Rebound Positive Moment Capacity, M p : lb-in Blast Input File Not Selected Resistance, R Inbound Positive Moment Capacity, M p : lb-in See All COE R psi Inbound Positive Reinforcement Ratio, ρ p :. Response Flex ure-no shear reinforcing or TM R psi Rebound Negative Moment Capacity, M p : lb-in Criteria LOP/Type R psi Inbound Negative Moment Capacity, M p : lb-in θ (deg) µ R psi Inbound Negative Reinforcement Ratio, ρ n :. N/A Save RUN SDOF Help Blast Load Input Type Pressure-Time Input R (fixed support) = Dynamic Shear Factors Solution Control SDOF Properties Inbound Reinforcement Ratio Check compared to.7ρ bal : Reinforcement OK Yield Displacement, x Equiv. Stress Block Factor, β :.8 See notes under error messages x. -. in 7% of Balanced Reinforcement Ratio,.7 ρ b :. x. -. in Average Cover Depth for Moment of Inertia, dc avg :. in. -. in Average Moment of Inertia, I a : 7. in x. -. in Error/Warning Messages Equiv Yield Defl., X E in Current load input is inconsistent with output, please Run SDOF Notes: µ = 8.9 θ max =.9 deg. Design Criteria: Used for clearing of reflected load X max Inbound =.7 in at time =. msec Angle in degrees from normal X min Rebound =. in at time =. msec TM - tension membrane designates response R max =.7 psi at time =. msec L/h is span to height ratio R min = -. psi at time =.8 msec Shortest Yield Line Distance to Determine θ: Vu at distance d from support = Concrete Shear Capacity Direct Shear Capacity, (monolithic joint) V c,direct = Diagonal Shear Capacity, V c,diag = Results At support: At distance d from support: Required Stirrups, A v,req ** For critical section at d, A v,req_d; Response OK compared to input design criteria Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu Left Side Vu at support = Right Side Vu at support = For critical support, A v,req_s; 6. in 9,9 lb,89 lb 8,67 lb lb lb Stirrups Required. in /in. in /in * Based on larger of inbound and rebound ultimate flexural resistance, not including tension or compression membrane.

18 Building: Moddy CDC By: JW // Component: Window W - Masonry Pilaster θ max =. deg. Peak Dynamic Reactions µ = 8.9 V max,long =.69 psi X max =.7 in at time =. msec V max,short =.9 psi X min =. in at time =. msec Strain Rate to Yield* R max =.7 psi at time =. msec For Steel.9 / sec R min = -. psi at time =.8 msec For Concrete. / sec *Yield when deflection=x E at bottom of SDOF Properties on Input Sheet, or maximum response if no yield Displacement History Force (psi) Applied Force History PEAK LOAD INFORMATION Peak Pressure =.8 psi Positive Phase Impulse = psi-ms Peak Negative Pressure =. psi Negative Phase Impulse = psi-ms Resistance or Force (psi) Resistance and Equivalent P-delta Force Histories Resistance Equivalent P-delta Force -.. Resistance vs. Displacement Resistance (psi) Dynamic Shear (psi) Dynamic Shear History Long Side Short Side

19 Building: Moddy CDC By: JW // Component: Window W - Masonry Pilaster Span, L:. ft Charge w eight and standoff Shear Constant Elastic Plastic Spacing, B: 8. ft Gravity Displacement F (simple support) =.8. Boundary Conditions: Fixed-Simple, Uniformly Loaded None (v ertical component) R (simple support) =.9. Response Type: Flexural Only F (fixed support) =.9. Section Height, H: 7.6 in Time Pressure Section Width, W:.6 in (ms) (psi) Reinforcing Steel Areas Inbound Rebound Positive Moment Reinf. Steel, Asp:.. in..6 Negative Moment Reinf. Steel, Asn:.. in Inbound Natural Period:. ms Distance of Cover to Center of Bars: d c (see diagram below) Rebound Natural Period:. ms Non-Loaded Side:. in Max Recommended Time Step: #VALUE! ms Loaded Side:. in Time Step:. ms Loaded Area Factor - Enter. for Uniform Load 6 % of Critical Damping: % Supported Weight, w:. psf 7 Initial Velocity: in/ms Concrete Density, γ:. lb/ft Concrete Compressive Strength, f`c: Configuration Structural & Material Properties. psi Charge Weight and Standoff Concrete Static Strength Increase Factor (>=):. W R Property Inbound Rebound Units Concrete Dynamic Compr. Increase Factor (>=):.9 (lbs TNT) (ft) Mass, M.9.9 psi-ms /in Concrete Dynamic Compr. Strength, f`dc :,97 psi Chg I 8 Load-Mass Factors, K LM Concrete Elastic Modulus, E c :,88, psi Blast Load Phase K LM Select Reinforcement: A6, A66, A76 (All Gr. 6) Positive phase only K LM Reinf. Steel Yield Strength, f s : 6, psi Charge Weight Load Type K LM Reinf. Steel Ultimate Strength, f u : 9, psi Reflected w ithout Clearing K LM Static Strength Increase Factor:. Parameters for Reflected Loads K LM Dynamic Increase Factor:.7 Wall Height (ft) Stiffness, K Dynamic Reinf. Steel Yield Stress, f ds : 77, psi Wall Width (ft) K psi/in Reinf. Steel Elastic Modulus, E s : 9 psi Incidence Angle K.7.7 psi/in Axial Load for Compresson/ P-delta Effects; P:(Note: Enter P>=) lb See notes under error messages K.. psi/in Calculated Properties Retrieve K.. psi/in No Axial Load With Axial Load Load file name K.. psi/in Rebound Positive Moment Capacity, M p : lb-in Blast Input File Not Selected Resistance, R Inbound Positive Moment Capacity, M p : lb-in See All COE R psi Inbound Positive Reinforcement Ratio, ρ p :. Response Flex ure-no shear reinforcing or TM R psi Rebound Negative Moment Capacity, M p : lb-in Criteria LOP/Type R psi Inbound Negative Moment Capacity, M p : lb-in θ (deg) µ R psi Inbound Negative Reinforcement Ratio, ρ n :. N/A Save RUN SDOF Help Blast Load Input Type Pressure-Time Input R (fixed support) = Dynamic Shear Factors Solution Control SDOF Properties Inbound Reinforcement Ratio Check compared to.7ρ bal : Reinforcement OK Yield Displacement, x Equiv. Stress Block Factor, β :.8 See notes under error messages x. -. in 7% of Balanced Reinforcement Ratio,.7 ρ b :. x. -. in Average Cover Depth for Moment of Inertia, dc avg :. in. -. in Average Moment of Inertia, I a : 7. in x. -. in Error/Warning Messages Equiv Yield Defl., X E in Current load input is inconsistent with output, please Run SDOF Notes: µ = 8.9 θ max =.9 deg. Design Criteria: Used for clearing of reflected load X max Inbound =.7 in at time =. msec Angle in degrees from normal X min Rebound =. in at time =. msec TM - tension membrane designates response R max =.7 psi at time =. msec L/h is span to height ratio R min = -. psi at time =.8 msec Shortest Yield Line Distance to Determine θ: Vu at distance d from support = Concrete Shear Capacity Direct Shear Capacity, (monolithic joint) V c,direct = Diagonal Shear Capacity, V c,diag = Results At support: At distance d from support: Required Stirrups, A v,req ** For critical section at d, A v,req_d; Response OK compared to input design criteria Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu Left Side Vu at support = Right Side Vu at support = For critical support, A v,req_s; 6. in 9,9 lb,89 lb 8,67 lb lb lb Stirrups Required. in /in. in /in * Based on larger of inbound and rebound ultimate flexural resistance, not including tension or compression membrane.

20 Building: Moddy CDC By: JW // Component: Window W - Masonry Pilaster θ max =. deg. Peak Dynamic Reactions µ = 8.9 V max,long =.69 psi X max =.7 in at time =. msec V max,short =.9 psi X min =. in at time =. msec Strain Rate to Yield* R max =.7 psi at time =. msec For Steel.9 / sec R min = -. psi at time =.8 msec For Concrete. / sec *Yield when deflection=x E at bottom of SDOF Properties on Input Sheet, or maximum response if no yield Displacement History Force (psi) Applied Force History PEAK LOAD INFORMATION Peak Pressure =.8 psi Positive Phase Impulse = psi-ms Peak Negative Pressure =. psi Negative Phase Impulse = psi-ms Resistance or Force (psi) Resistance and Equivalent P-delta Force Histories Resistance Equivalent P-delta Force -.. Resistance vs. Displacement Resistance (psi) Dynamic Shear (psi) Dynamic Shear History Long Side Short Side

21 Building: Moddy CDC By: JW // Component: Window w - Masonry Pilaster Span, L:. ft Charge w eight and standoff Shear Constant Elastic Plastic Spacing, B: 8. ft Gravity Displacement F (simple support) =.8. Boundary Conditions: Fixed-Simple, Uniformly Loaded None (v ertical component) R (simple support) =.9. Response Type: Flexural Only F (fixed support) =.9. Section Height, H: 7.6 in Time Pressure Section Width, W:. in (ms) (psi) Reinforcing Steel Areas Inbound Rebound Positive Moment Reinf. Steel, Asp:.. in..6 Negative Moment Reinf. Steel, Asn:.. in Inbound Natural Period: 8.6 ms Distance of Cover to Center of Bars: d c (see diagram below) Rebound Natural Period: 8.6 ms Non-Loaded Side:. in Max Recommended Time Step: #VALUE! ms Loaded Side:. in Time Step:. ms Loaded Area Factor - Enter. for Uniform Load 6 % of Critical Damping: % Supported Weight, w:. psf 7 Initial Velocity: in/ms Concrete Density, γ:. lb/ft Concrete Compressive Strength, f`c: Configuration Structural & Material Properties. psi Charge Weight and Standoff Concrete Static Strength Increase Factor (>=):. W R Property Inbound Rebound Units Concrete Dynamic Compr. Increase Factor (>=):.9 (lbs TNT) (ft) Mass, M psi-ms /in Concrete Dynamic Compr. Strength, f`dc :,97 psi Chg I 8 Load-Mass Factors, K LM Concrete Elastic Modulus, E c :,88, psi Blast Load Phase K LM Select Reinforcement: A6, A66, A76 (All Gr. 6) Positive phase only K LM Reinf. Steel Yield Strength, f s : 6, psi Charge Weight Load Type K LM Reinf. Steel Ultimate Strength, f u : 9, psi Reflected w ithout Clearing K LM Static Strength Increase Factor:. Parameters for Reflected Loads K LM Dynamic Increase Factor:.7 Wall Height (ft) Stiffness, K Dynamic Reinf. Steel Yield Stress, f ds : 77, psi Wall Width (ft) K psi/in Reinf. Steel Elastic Modulus, E s : 9 psi Incidence Angle K.8.8 psi/in Axial Load for Compresson/ P-delta Effects; P:(Note: Enter P>=) lb See notes under error messages K.. psi/in Calculated Properties Retrieve K.. psi/in No Axial Load With Axial Load Load file name K.. psi/in Rebound Positive Moment Capacity, M p : 9 9 lb-in Blast Input File Not Selected Resistance, R Inbound Positive Moment Capacity, M p : 9 9 lb-in See All COE R psi Inbound Positive Reinforcement Ratio, ρ p :. Response Flex ure-no shear reinforcing or TM R. -. psi Rebound Negative Moment Capacity, M p : 9 9 lb-in Criteria LOP/Type R. -. psi Inbound Negative Moment Capacity, M p : 9 9 lb-in θ (deg) µ R. -. psi Inbound Negative Reinforcement Ratio, ρ n :. N/A Save RUN SDOF Help Blast Load Input Type Pressure-Time Input R (fixed support) = Dynamic Shear Factors Solution Control SDOF Properties Inbound Reinforcement Ratio Check compared to.7ρ bal : Reinforcement OK Yield Displacement, x Equiv. Stress Block Factor, β :.8 See notes under error messages x in 7% of Balanced Reinforcement Ratio,.7 ρ b :. x in Average Cover Depth for Moment of Inertia, dc avg :. in in Average Moment of Inertia, I a : 8. in x in Error/Warning Messages Equiv Yield Defl., X E. -. in Current load input is inconsistent with output, please Run SDOF Notes: µ = 8.8 θ max =.9 deg. Design Criteria: Used for clearing of reflected load X max Inbound =. in at time =. msec Angle in degrees from normal X min Rebound =. in at time =. msec TM - tension membrane designates response R max =. psi at time =. msec L/h is span to height ratio R min = -.7 psi at time =.6 msec Shortest Yield Line Distance to Determine θ: Vu at distance d from support = Concrete Shear Capacity Direct Shear Capacity, (monolithic joint) V c,direct = Diagonal Shear Capacity, V c,diag = Results At support: At distance d from support: Required Stirrups, A v,req ** For critical section at d, A v,req_d; Response OK compared to input design criteria Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu Left Side Vu at support = Right Side Vu at support = For critical support, A v,req_s; 6. in 9, lb,67 lb 8,67 lb 86. lb.8 lb. in /in. in /in * Based on larger of inbound and rebound ultimate flexural resistance, not including tension or compression membrane.

22 Building: Moddy CDC By: JW // Component: Window w - Masonry Pilaster θ max =. deg. Peak Dynamic Reactions µ = 8.8 V max,long =.7 psi X max =. in at time =. msec V max,short =.9 psi X min =. in at time =. msec Strain Rate to Yield* R max =. psi at time =. msec For Steel.8 / sec R min = -.7 psi at time =.6 msec For Concrete.6 / sec *Yield when deflection=x E at bottom of SDOF Properties on Input Sheet, or maximum response if no yield Displacement History Force (psi) Applied Force History PEAK LOAD INFORMATION Peak Pressure =.8 psi Positive Phase Impulse = psi-ms Peak Negative Pressure =. psi Negative Phase Impulse = psi-ms Resistance or Force (psi) Resistance and Equivalent P-delta Force Histories Resistance Equivalent P-delta Force -.. Resistance vs. Displacement Resistance (psi) Dynamic Shear (psi) Dynamic Shear History Long Side Short Side

23 Building: Moddy CDC By: JW // Component: Window W - Masonry Pilaster Span, L:. ft Charge w eight and standoff Shear Constant Elastic Plastic Spacing, B: 6. ft Gravity Displacement F (simple support) =.8. Boundary Conditions: Fixed-Simple, Uniformly Loaded None (v ertical component) R (simple support) =.9. Response Type: Flexural Only F (fixed support) =.9. Section Height, H: 7.6 in Time Pressure Section Width, W:.6 in (ms) (psi) Reinforcing Steel Areas Inbound Rebound Positive Moment Reinf. Steel, Asp:.. in..6 Negative Moment Reinf. Steel, Asn:.. in Inbound Natural Period: 8.88 ms Distance of Cover to Center of Bars: d c (see diagram below) Rebound Natural Period: 8.88 ms Non-Loaded Side:. in Max Recommended Time Step: #VALUE! ms Loaded Side:. in Time Step:. ms Loaded Area Factor - Enter. for Uniform Load 6 % of Critical Damping: % Supported Weight, w:. psf 7 Initial Velocity: in/ms Concrete Density, γ:. lb/ft Concrete Compressive Strength, f`c: Configuration Structural & Material Properties. psi Charge Weight and Standoff Concrete Static Strength Increase Factor (>=):. W R Property Inbound Rebound Units Concrete Dynamic Compr. Increase Factor (>=):.9 (lbs TNT) (ft) Mass, M.. psi-ms /in Concrete Dynamic Compr. Strength, f`dc :,97 psi Chg I 8 Load-Mass Factors, K LM Concrete Elastic Modulus, E c :,88, psi Blast Load Phase K LM Select Reinforcement: A6, A66, A76 (All Gr. 6) Positive phase only K LM Reinf. Steel Yield Strength, f s : 6, psi Charge Weight Load Type K LM Reinf. Steel Ultimate Strength, f u : 9, psi Reflected w ithout Clearing K LM Static Strength Increase Factor:. Parameters for Reflected Loads K LM Dynamic Increase Factor:.7 Wall Height (ft) Stiffness, K Dynamic Reinf. Steel Yield Stress, f ds : 77, psi Wall Width (ft) K.8.8 psi/in Reinf. Steel Elastic Modulus, E s : 9 psi Incidence Angle K.. psi/in Axial Load for Compresson/ P-delta Effects; P:(Note: Enter P>=) lb See notes under error messages K.. psi/in Calculated Properties Retrieve K.. psi/in No Axial Load With Axial Load Load file name K.. psi/in Rebound Positive Moment Capacity, M p : 6 6 lb-in Blast Input File Not Selected Resistance, R Inbound Positive Moment Capacity, M p : 6 6 lb-in See All COE R. -. psi Inbound Positive Reinforcement Ratio, ρ p :. Response Flex ure-no shear reinforcing or TM R psi Rebound Negative Moment Capacity, M p : 6 6 lb-in Criteria LOP/Type R psi Inbound Negative Moment Capacity, M p : 6 6 lb-in θ (deg) µ R psi Inbound Negative Reinforcement Ratio, ρ n :. N/A Save RUN SDOF Help Blast Load Input Type Pressure-Time Input R (fixed support) = Dynamic Shear Factors Solution Control SDOF Properties Inbound Reinforcement Ratio Check compared to.7ρ bal : Reinforcement OK Yield Displacement, x Equiv. Stress Block Factor, β :.8 See notes under error messages x. -. in 7% of Balanced Reinforcement Ratio,.7 ρ b :. x. -. in Average Cover Depth for Moment of Inertia, dc avg :. in. -. in Average Moment of Inertia, I a : 6.8 in x. -. in Error/Warning Messages Equiv Yield Defl., X E in Current load input is inconsistent with output, please Run SDOF Notes: µ =. θ max =.9 deg. Design Criteria: Used for clearing of reflected load X max Inbound =.9 in at time = 6. msec Angle in degrees from normal X min Rebound =. in at time =. msec TM - tension membrane designates response R max =.69 psi at time = 6. msec L/h is span to height ratio R min = -.9 psi at time = 6.7 msec Shortest Yield Line Distance to Determine θ: Vu at distance d from support = Concrete Shear Capacity Direct Shear Capacity, (monolithic joint) V c,direct = Diagonal Shear Capacity, V c,diag = Results At support: At distance d from support: Required Stirrups, A v,req ** For critical section at d, A v,req_d; Response OK compared to input design criteria Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu Left Side Vu at support = Right Side Vu at support = For critical support, A v,req_s; 6. in 9,9 lb,8 lb 8,9 lb 89. lb 878. lb Stirrups Required. in /in. in /in * Based on larger of inbound and rebound ultimate flexural resistance, not including tension or compression membrane.

24 Building: Moddy CDC By: JW // Component: Window W - Masonry Pilaster θ max =.9 deg. Peak Dynamic Reactions µ =. V max,long =.79 psi X max =.9 in at time = 6. msec V max,short =.7 psi X min =. in at time =. msec Strain Rate to Yield* R max =.69 psi at time = 6. msec For Steel. / sec R min = -.9 psi at time = 6.7 msec For Concrete.8 / sec *Yield when deflection=x E at bottom of SDOF Properties on Input Sheet, or maximum response if no yield Displacement History Force (psi) Applied Force History PEAK LOAD INFORMATION Peak Pressure =.8 psi Positive Phase Impulse = psi-ms Peak Negative Pressure =. psi Negative Phase Impulse = psi-ms Resistance or Force (psi) Resistance (psi) Resistance and Equivalent P-delta Force Histories Resistance vs. Displacement Resistance Equivalent P-delta Force Dynamic Shear (psi) Dynamic Shear History Long Side Short Side

25 Building: Moddy CDC By: JW // Component: M Window W9 - Masonry Pilaster Span, L:. ft Charge w eight and standoff Shear Constant Elastic Plastic Spacing, B: 6.8 ft Gravity Displacement F (simple support) =.8. Boundary Conditions: Fixed-Simple, Uniformly Loaded None (v ertical component) R (simple support) =.9. Response Type: Flexural Only F (fixed support) =.9. Section Height, H: 7.6 in Time Pressure Section Width, W:.6 in (ms) (psi) Reinforcing Steel Areas Inbound Rebound Positive Moment Reinf. Steel, Asp:.. in..6 Negative Moment Reinf. Steel, Asn:.. in Inbound Natural Period: 9.8 ms Distance of Cover to Center of Bars: d c (see diagram below) Rebound Natural Period: 9.8 ms Non-Loaded Side:. in Max Recommended Time Step: #VALUE! ms Loaded Side:. in Time Step:. ms Loaded Area Factor - Enter. for Uniform Load 6 % of Critical Damping: % Supported Weight, w:. psf 7 Initial Velocity: in/ms Concrete Density, γ:. lb/ft Concrete Compressive Strength, f`c: Configuration Structural & Material Properties. psi Charge Weight and Standoff Concrete Static Strength Increase Factor (>=):. W R Property Inbound Rebound Units Concrete Dynamic Compr. Increase Factor (>=):.9 (lbs TNT) (ft) Mass, M psi-ms /in Concrete Dynamic Compr. Strength, f`dc :,97 psi Chg I 8 Load-Mass Factors, K LM Concrete Elastic Modulus, E c :,88, psi Blast Load Phase K LM Select Reinforcement: A6, A66, A76 (All Gr. 6) Positive phase only K LM Reinf. Steel Yield Strength, f s : 6, psi Charge Weight Load Type K LM Reinf. Steel Ultimate Strength, f u : 9, psi Reflected w ithout Clearing K LM Static Strength Increase Factor:. Parameters for Reflected Loads K LM Dynamic Increase Factor:.7 Wall Height (ft) Stiffness, K Dynamic Reinf. Steel Yield Stress, f ds : 77, psi Wall Width (ft) K psi/in Reinf. Steel Elastic Modulus, E s : 9 psi Incidence Angle K.8.8 psi/in Axial Load for Compresson/ P-delta Effects; P:(Note: Enter P>=) lb See notes under error messages K.. psi/in Calculated Properties Retrieve K.. psi/in No Axial Load With Axial Load Load file name K.. psi/in Rebound Positive Moment Capacity, M p : 6 6 lb-in Blast Input File Not Selected Resistance, R Inbound Positive Moment Capacity, M p : 6 6 lb-in See All COE R psi Inbound Positive Reinforcement Ratio, ρ p :. Response Flex ure-no shear reinforcing or TM R psi Rebound Negative Moment Capacity, M p : 6 6 lb-in Criteria LOP/Type R psi Inbound Negative Moment Capacity, M p : 6 6 lb-in θ (deg) µ R psi Inbound Negative Reinforcement Ratio, ρ n :. N/A Save RUN SDOF Help Blast Load Input Type Pressure-Time Input R (fixed support) = Dynamic Shear Factors Solution Control SDOF Properties Inbound Reinforcement Ratio Check compared to.7ρ bal : Reinforcement OK Yield Displacement, x Equiv. Stress Block Factor, β :.8 See notes under error messages x. -. in 7% of Balanced Reinforcement Ratio,.7 ρ b :. x. -. in Average Cover Depth for Moment of Inertia, dc avg :. in. -. in Average Moment of Inertia, I a : 6.8 in x. -. in Error/Warning Messages Equiv Yield Defl., X E in Current load input is inconsistent with output, please Run SDOF Notes: µ = 6. θ max =. deg. Design Criteria: Used for clearing of reflected load X max Inbound =.8 in at time = 9. msec Angle in degrees from normal X min Rebound =. in at time =. msec TM - tension membrane designates response R max =.9 psi at time = 9. msec L/h is span to height ratio R min = -. psi at time =. msec Shortest Yield Line Distance to Determine θ: Vu at distance d from support = Concrete Shear Capacity Direct Shear Capacity, (monolithic joint) V c,direct = Diagonal Shear Capacity, V c,diag = Results At support: At distance d from support: Required Stirrups, A v,req ** For critical section at d, A v,req_d; Response OK compared to input design criteria Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu Left Side Vu at support = Right Side Vu at support = For critical support, A v,req_s; 6. in 9,9 lb,8 lb 8,9 lb 89. lb 878. lb Stirrups Required. in /in. in /in * Based on larger of inbound and rebound ultimate flexural resistance, not including tension or compression membrane.

26 Building: Moddy CDC By: JW // Component: M Window W9 - Masonry Pilaster θ max =. deg. Peak Dynamic Reactions µ = 6. V max,long =.7 psi X max =.8 in at time = 9. msec V max,short =.99 psi X min =. in at time =. msec Strain Rate to Yield* R max =.9 psi at time = 9. msec For Steel.7 / sec R min = -. psi at time =. msec For Concrete.8 / sec *Yield when deflection=x E at bottom of SDOF Properties on Input Sheet, or maximum response if no yield Displacement History Force (psi) Applied Force History PEAK LOAD INFORMATION Peak Pressure =.8 psi Positive Phase Impulse = psi-ms Peak Negative Pressure =. psi Negative Phase Impulse = psi-ms. Resistance and Equivalent P-delta Force Histories Resistance Equivalent P-delta Force Resistance or Force (psi) Resistance (psi) Resistance vs. Displacement Dynamic Shear (psi) Dynamic Shear History Long Side Short Side

27 Building: Moddy CDC By: JW // Component: Window W - Masonry Pilaster Span, L:. ft Charge w eight and standoff Shear Constant Elastic Plastic Spacing, B: 8. ft Gravity Displacement F (simple support) =.8. Boundary Conditions: Fixed-Simple, Uniformly Loaded None (v ertical component) R (simple support) =.9. Response Type: Flexural Only F (fixed support) =.9. Section Height, H: 7.6 in Time Pressure Section Width, W: 6. in (ms) (psi) Reinforcing Steel Areas Inbound Rebound Positive Moment Reinf. Steel, Asp:.. in..6 Negative Moment Reinf. Steel, Asn:.. in Inbound Natural Period:.9 ms Distance of Cover to Center of Bars: d c (see diagram below) Rebound Natural Period:.9 ms Non-Loaded Side:. in Max Recommended Time Step: #VALUE! ms Loaded Side:. in Time Step:. ms Loaded Area Factor - Enter. for Uniform Load 6 % of Critical Damping: % Supported Weight, w:. psf 7 Initial Velocity: in/ms Concrete Density, γ:. lb/ft Concrete Compressive Strength, f`c: Configuration Structural & Material Properties. psi Charge Weight and Standoff Concrete Static Strength Increase Factor (>=):. W R Property Inbound Rebound Units Concrete Dynamic Compr. Increase Factor (>=):.9 (lbs TNT) (ft) Mass, M psi-ms /in Concrete Dynamic Compr. Strength, f`dc :,97 psi Chg I 8 Load-Mass Factors, K LM Concrete Elastic Modulus, E c :,88, psi Blast Load Phase K LM Select Reinforcement: A6, A66, A76 (All Gr. 6) Positive phase only K LM Reinf. Steel Yield Strength, f s : 6, psi Charge Weight Load Type K LM Reinf. Steel Ultimate Strength, f u : 9, psi Reflected w ithout Clearing K LM Static Strength Increase Factor:. Parameters for Reflected Loads K LM Dynamic Increase Factor:.7 Wall Height (ft) Stiffness, K Dynamic Reinf. Steel Yield Stress, f ds : 77, psi Wall Width (ft) K psi/in Reinf. Steel Elastic Modulus, E s : 9 psi Incidence Angle K.. psi/in Axial Load for Compresson/ P-delta Effects; P:(Note: Enter P>=) lb See notes under error messages K.. psi/in Calculated Properties Retrieve K.. psi/in No Axial Load With Axial Load Load file name K.. psi/in Rebound Positive Moment Capacity, M p : 6 6 lb-in Blast Input File Not Selected Resistance, R Inbound Positive Moment Capacity, M p : 6 6 lb-in See All COE R psi Inbound Positive Reinforcement Ratio, ρ p :.9 Response Flex ure-no shear reinforcing or TM R psi Rebound Negative Moment Capacity, M p : 6 6 lb-in Criteria LOP/Type R psi Inbound Negative Moment Capacity, M p : 6 6 lb-in θ (deg) µ R psi Inbound Negative Reinforcement Ratio, ρ n :.9 N/A Save RUN SDOF Help Blast Load Input Type Pressure-Time Input R (fixed support) = Dynamic Shear Factors Solution Control SDOF Properties Inbound Reinforcement Ratio Check compared to.7ρ bal : Reinforcement OK Yield Displacement, x Equiv. Stress Block Factor, β :.8 See notes under error messages x. -. in 7% of Balanced Reinforcement Ratio,.7 ρ b :. x. -. in Average Cover Depth for Moment of Inertia, dc avg :. in. -. in Average Moment of Inertia, I a :.8 in x. -. in Error/Warning Messages Equiv Yield Defl., X E in Current load input is inconsistent with output, please Run SDOF Notes: µ = 8. θ max =.7 deg. Design Criteria: Used for clearing of reflected load X max Inbound =. in at time =. msec Angle in degrees from normal X min Rebound =. in at time =. msec TM - tension membrane designates response R max =.7 psi at time =. msec L/h is span to height ratio R min = -. psi at time =.7 msec Shortest Yield Line Distance to Determine θ: Vu at distance d from support = Concrete Shear Capacity Direct Shear Capacity, (monolithic joint) V c,direct = Diagonal Shear Capacity, V c,diag = Results At support: At distance d from support: Required Stirrups, A v,req ** For critical section at d, A v,req_d; Response OK compared to input design criteria Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu Left Side Vu at support = Right Side Vu at support = For critical support, A v,req_s; 6. in 9,7 lb,9 lb 8,7 lb 9. lb 89. lb Stirrups Required. in /in. in /in * Based on larger of inbound and rebound ultimate flexural resistance, not including tension or compression membrane.

28 Building: Moddy CDC By: JW // Component: Window W - Masonry Pilaster θ max =. deg. Peak Dynamic Reactions µ = 8. V max,long =.69 psi X max =. in at time =. msec V max,short =.9 psi X min =. in at time =. msec Strain Rate to Yield* R max =.7 psi at time =. msec For Steel.9 / sec R min = -. psi at time =.7 msec For Concrete. / sec *Yield when deflection=x E at bottom of SDOF Properties on Input Sheet, or maximum response if no yield Displacement History Force (psi) Applied Force History PEAK LOAD INFORMATION Peak Pressure =.8 psi Positive Phase Impulse = psi-ms Peak Negative Pressure =. psi Negative Phase Impulse = psi-ms Resistance or Force (psi) Resistance and Equivalent P-delta Force Histories Resistance Equivalent P-delta Force -.. Resistance vs. Displacement Resistance (psi) Dynamic Shear (psi) Dynamic Shear History Long Side Short Side

29 Building: Moddy CDC By: DH // Component: Window W - Masonry Pilaster Span, L:. ft Charge w eight and standoff Shear Constant Elastic Plastic Spacing, B:. ft Gravity Displacement F (simple support) =.8. Boundary Conditions: Fixed-Simple, Uniformly Loaded None (v ertical component) R (simple support) =.9. Response Type: Flexural Only F (fixed support) =.9. Section Height, H: 7.6 in Time Pressure Section Width, W: 8. in (ms) (psi) Reinforcing Steel Areas Inbound Rebound Positive Moment Reinf. Steel, Asp:.6.6 in..6 Negative Moment Reinf. Steel, Asn:.6.6 in Inbound Natural Period:. ms Distance of Cover to Center of Bars: d c (see diagram below) Rebound Natural Period:. ms Non-Loaded Side:.8 in Max Recommended Time Step: #VALUE! ms Loaded Side:.8 in Time Step:. ms Loaded Area Factor - Enter. for Uniform Load 6 % of Critical Damping: % Supported Weight, w:. psf 7 Initial Velocity: in/ms Concrete Density, γ:. lb/ft Concrete Compressive Strength, f`c: Configuration Structural & Material Properties 8. psi Charge Weight and Standoff Concrete Static Strength Increase Factor (>=):. W R Property Inbound Rebound Units Concrete Dynamic Compr. Increase Factor (>=):.9 (lbs TNT) (ft) Mass, M psi-ms /in Concrete Dynamic Compr. Strength, f`dc :, psi Chg I 8 Load-Mass Factors, K LM Concrete Elastic Modulus, E c :,96,9 psi Blast Load Phase K LM Select Reinforcement: A6, A66, A76 (All Gr. 6) Positive phase only K LM Reinf. Steel Yield Strength, f s : 6, psi Charge Weight Load Type K LM Reinf. Steel Ultimate Strength, f u : 9, psi Reflected w ithout Clearing K LM Static Strength Increase Factor:. Parameters for Reflected Loads K LM Dynamic Increase Factor:.7 Wall Height (ft) Stiffness, K Dynamic Reinf. Steel Yield Stress, f ds : 77, psi Wall Width (ft) K psi/in Reinf. Steel Elastic Modulus, E s : 9 psi Incidence Angle K.7.7 psi/in Axial Load for Compresson/ P-delta Effects; P:(Note: Enter P>=) lb See notes under error messages K.. psi/in Calculated Properties Retrieve K.. psi/in No Axial Load With Axial Load Load file name K.. psi/in Rebound Positive Moment Capacity, M p : lb-in Blast Input File Not Selected Resistance, R Inbound Positive Moment Capacity, M p : lb-in See All COE R. -. psi Inbound Positive Reinforcement Ratio, ρ p :. Response Flex ure-no shear reinforcing or TM R psi Rebound Negative Moment Capacity, M p : lb-in Criteria LOP/Type R psi Inbound Negative Moment Capacity, M p : lb-in θ (deg) µ R psi Inbound Negative Reinforcement Ratio, ρ n :. N/A Save RUN SDOF Help Blast Load Input Type Pressure-Time Input R (fixed support) = Dynamic Shear Factors Solution Control SDOF Properties Inbound Reinforcement Ratio Check compared to.7ρ bal : Reinforcement OK Yield Displacement, x Equiv. Stress Block Factor, β :.8 See notes under error messages x. -. in 7% of Balanced Reinforcement Ratio,.7 ρ b :.8 x. -. in Average Cover Depth for Moment of Inertia, dc avg :.8 in. -. in Average Moment of Inertia, I a : 9.7 in x. -. in Error/Warning Messages Equiv Yield Defl., X E in Current load input is inconsistent with output, please Run SDOF Notes: µ =.6 θ max =.7 deg. Design Criteria: Used for clearing of reflected load X max Inbound =.8 in at time = 9. msec Angle in degrees from normal X min Rebound =. in at time =. msec TM - tension membrane designates response R max =.8 psi at time = 9. msec L/h is span to height ratio R min = -.67 psi at time = 7. msec Shortest Yield Line Distance to Determine θ: Vu at distance d from support = Concrete Shear Capacity Direct Shear Capacity, (monolithic joint) V c,direct = Diagonal Shear Capacity, V c,diag = Results At support: At distance d from support: Required Stirrups, A v,req ** For critical section at d, A v,req_d; Response OK compared to input design criteria Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu Left Side Vu at support = Right Side Vu at support = For critical support, A v,req_s; 6. in,9 lb 6,8 lb 9,6 lb 69. lb lb. in /in. in /in * Based on larger of inbound and rebound ultimate flexural resistance, not including tension or compression membrane.