primary frame design report qwc_mb_dsn

DESIGN FRAME #1 BASIC FRAME GEOMETRY ==================== FRAME TYPE..:RF (Un-Symmetrical) FRAME LINES: 2 3 4 WIDTH.......: 50.00 FT. BAY SPACING.: 25.00 FT. ------------------------------------------------------------------------------- LEFT SIDE RIGHT SIDE --------- ---------- EAVE HEIGHT (FT)........: 20.0000 20.0000 ROOF SLOPE (IN/FT)......: 1.0000 1.0000 PEAK OFFSET (FT) FROM...: 25.0000 25.0000 GIRT PROJECTION (IN)....: 8.0000 8.0000 PURLIN PROJECTION (IN)..: 8.0000 8.0000 GIRT SPACINGS (FT)......: 7.292 7.292 13.292SL 13.292SL PURLIN SPACINGS (FT)....: 1@ 4.087 1@ 4.087 4@ 5.000 4@ 5.000 1@ 1.000 1@ 1.000 PURLIN BRACING LOCATIONS: LEFT SIDE: 1BL 4SL 5BL RIGHT SIDE: 1BL 4SL 5BL LEGENDS: S =ONE SIDE FB B =BOTH SIDE FB L =LIGHT SIZE H =HEAVY SIZE G =BRACED BY GIRT * =INADEQUATE FB ------------------------------------------------------------------------------- LOCATIONS CLEARANCES (FT) ------------------------ --------------- VERTICAL AT LEFT KNEE: 17.89 VERTICAL AT RIGHT KNEE: 17.81 HORIZONTAL AT KNEE....: 45.59 VERTICAL AT PEAK......: 20.55 ------------------------------------------------------------------------------- FRAME WEIGHT SUMMARY: --------------------- EXTERIOR COLUMNS....: 585.31 LBS. RAFTERS.............: 677.04 LBS. INTERIOR COLUMNS....: 0.00 LBS. ---------- TOTAL FRAME.........: 1262.36 LBS. FLANGE BRACES.......: 33.62 LBS. CONNECTION PLATES...: 135.20 LBS. CONNECTION BOLTS....: 13.92 LBS. ========== GRAND TOTAL ........: 1445.10 LBS.

Job No:

Sheet No:Run By:

Date:CK'D By:

Plant/Version:Program Version:

MBCI Release 23.0

EXAMPLE

1SYSTEM

30-Nov-20 / 09:03:04

PRIMARY FRAME DESIGN REPORT

Customer Name: THOMASON CONST.

DESIGN FRAME #1 BASIC FRAME GEOMETRY ==================== ------------------------------------------------------------------------------- NUMBER OF CYCLES....: 8 MAX. BENDING RATIO..: 1.00 MAX. SHEAR RATIO....: 0.77 HORZ. DEFL. RATIO...: 115 VERT. DEFL. RATIO...: 254 FLANGE YIELD STRESS : 55.00 KSI WEB YIELD STRESS....: 55.00 KSI AISC SPECIFICATION..: 9TH EDITION CONCRETE STRESS.....: 3000.0 PSI

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

2SYSTEM

30-Nov-20 / 09:03:04



DESIGN FRAME #1 FRAME LOADING AND COMBINATIONS ============================== BUILDING CODE.........: 2003 International Building Code USE CATEGORY..........: 2 SNOW IMPORTANCE FACTOR: 1.00 WIND IMPORTANCE FACTOR: 1.00 SEIS IMPORTANCE FACTOR: 1.00 COASTAL ZONE..........: NO EXPOSURE..............: C FRAME LOCATION........: INTERIOR ZONE OPEN WALL CONDITION...: ENCLOSED SNOW EXPOSURE FACT Ce : 1.00 SNOW THERMAL FACT Ct : 1.10 SNOW ROOF SLP FACT Cs : 1.00 SEISMIC LOADING: MAX ACCELERATION AT SHORT PERIODS, Ss : 50.00 MAX ACCELERATION AT PERIOD OF 1 S, S1 : 30.00 SPECTRAL RESPONSE Sds.................: 0.467 SPECTRAL RESPONSE Sd1.................: 0.360 SEISMIC USE GROUP.....................: I SEISMIC CATEGORY......................: D SOIL PROFILE TYPE(Site Class).........: D STRUCTURAL SYSTEMS: BASIC SEISMIC FORCE RESISTING SYSTEM - Ordinary steel moment frame RESPONSE MODIFICATION FACTOR.....,R: 3.50 DEFLECTION AMPLIFICATION FACTOR ,Cd: 3.00 ANALYSIS PROCEDURE: Equivalent Lateral Force Procedure SEISMIC DESIGN COEFFICIENT........, Cs: 0.1333 HORIZONTAL DRIFT.................., Dx: 1.2886 STABILITY COEFFICIENT.........., Theta: 0.0134 PX= 4.584 VX(DESIGN BASE SHEAR)= 0.611 DX= 0.430 ------------------------------------------------------------------------------- LIVE LOAD...........: 12.00 PSF DEAD LOAD...........: 1.90 PSF COLLATERAL LOAD.....: 0.00 PSF GROUND SNOW LOAD....: 0.00 PSF ROOF SNOW LOAD......: 0.00 PSF WIND VELOCITY.......: 90.00 MPH WIND LOAD...........: 20.74 PSF WIND LOAD APPLICATIONS: LOCATION Kz qz(psf) 0.00' TO 999.00' 0.00 16.07 AT MEAN ROOF HEIGHT 0.91 16.07 GUST RESPONSE FACTOR......= 1.00 POSITIVE INTERNAL PRESSURE= 0.18 NEGATIVE INTERNAL PRESSURE= -0.18 WIND COEFFICIENTS: C1 C2 C3 C4 ------------------ ------- ------- ------- ------- WIND FROM LEFT: 0.4000 -0.6900 -0.3700 -0.2900 WIND FROM RIGHT: 0.4000 -0.6900 -0.3700 -0.2900 WIND FROM LEFT: -0.4500 -0.6900 -0.3700 -0.4500 WIND FROM RIGHT: -0.4500 -0.6900 -0.3700 -0.4500 WIND FROM E.W. : -0.4500 -0.6900 -0.6900 -0.4500

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

3SYSTEM

30-Nov-20 / 09:03:04



DESIGN FRAME #1 FRAME LOADING AND COMBINATIONS ============================== ------------------------------------------------------------------------------ LOAD COMBINATIONS: ------------------ COMB # 1--> 1.00 X(DL+ LL) COMB # 2--> 1.00 X(0.60DL+ WLL) COMB # 3--> 1.00 X(0.60DL+ WLR) COMB # 4--> 1.00 X(DL+ 0.75LL+ 0.75WLL) COMB # 5--> 1.00 X(DL+ 0.75LL+ 0.75WLR) COMB # 6--> 1.00 X(0.60DL+ WLL1) COMB # 7--> 1.00 X(0.60DL+ WLR1) COMB # 8--> 1.00 X(DL+ 0.75LL+ 0.75WLL1) COMB # 9--> 1.00 X(DL+ 0.75LL+ 0.75WLR1) COMB # 10--> 1.00 X(0.60DL+ WEW) COMB # 11--> 1.00 X(0.81DL+ 1.50SEIL) COMB # 12--> 1.00 X(1.29DL+ 1.50SEIL) COMB # 13--> 1.00 X(0.81DL+ 1.50SEIR) COMB # 14--> 1.00 X(1.29DL+ 1.50SEIR) COMB # 15--> 1.00 X(0.60DL+ WLL2) COMB # 16--> 1.00 X(0.60DL+ WLR2) COMB # 17--> 1.00 X(0.60DL+ WLL3) COMB # 18--> 1.00 X(0.60DL+ WLR3)

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

4SYSTEM

30-Nov-20 / 09:03:04



DESIGN FRAME #1 MEMBER SECTION DIMENSIONS ========================= ============================================================================== SECTION LENGTH -DEPTHS (IN)- OUTER FLANGE WEB INNER FLANGE MAX. NAME (FT) START END (IN) (IN) (IN) RATIO ------------------------------------------------------------------------------ LEFT SIDE CORNER WEB THICKNESS=0.1875 EXT. COLUMN---> ---------- BL1A 10.00 12.00 15.35 6.0000 X0.1875 0.1345 6.0000 X0.1875 0.90 BL1B 7.89 15.35 18.00 6.0000 X0.2188 0.1345 6.0000 X0.2188 1.00 ------------------------------------------------------------------------------ RAFTER BEAM---> LP1A 10.00 19.00 13.00 6.0000 X0.2188 0.1345 6.0000 X0.2188 0.91 LP1B 5.00 13.00 10.00 6.0000 X0.1875 0.1345 6.0000 X0.1875 0.65 LP2A 8.01 10.00 10.00 6.0000 X0.1875 0.1345 6.0000 X0.1875 0.83 ------------------------------------------------------------------------------ RIGHT SIDE CORNER WEB THICKNESS=0.1875 EXT. COLUMN---> ---------- BR1A 10.00 12.00 15.37 6.0000 X0.1875 0.1345 6.0000 X0.1875 0.87 BR1B 7.81 15.37 18.00 6.0000 X0.2500 0.1345 6.0000 X0.2500 0.89 ------------------------------------------------------------------------------ RAFTER BEAM---> RP1A 10.00 20.00 13.33 6.0000 X0.2188 0.1345 6.0000 X0.2188 0.89 RP1B 5.00 13.33 10.00 6.0000 X0.1875 0.1345 6.0000 X0.1875 0.65 RP2A 8.01 10.00 10.00 6.0000 X0.1875 0.1345 6.0000 X0.1875 0.82

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

5SYSTEM

30-Nov-20 / 09:03:04



DESIGN FRAME #1 APPLIED AND ALLOWABLE FORCES ============================ =============================================================================== <-- FORCES -->|<--- ALLOWABLES ---->|STRESS RATIOS | COMBINED SECTION BENDING| BENDING | BENDING | BENDING+AXIAL NAME AXIAL MOMENT| AXIAL OFL IFL |AXIAL OFL IFL |RATIO LOAD DIST (KIPS) (K-FT)| (KSI) (KSI) (KSI) | | CASE (FT) -------|--------------|---------------------|--------------|------------------- BL1A 8.04 41.74 33.00 24.79 33.00 0.06 0.90 0.68 0.90 2 10.00 BL1B 8.12 68.43 33.00 26.78 33.00 0.05 1.00 0.81 1.00 2 17.89 LP1A 3.80 65.89 33.00 26.58 33.00 0.02 0.91 0.73 0.91 2 0.00 LP1B 0.25 -9.48 33.00 33.00 13.13 0.00 0.26 0.65 0.65 16 15.00 LP2A -3.66 23.58 18.29 26.47 33.00 0.03 0.80 0.61 0.83 1 22.01 BR1A 9.89 40.58 33.00 24.79 33.00 0.07 0.87 0.66 0.87 3 10.00 BR1B -9.27 -68.46 17.50 33.00 28.76 0.05 0.68 0.84 0.89 1 17.81 RP1A 3.74 68.68 33.00 26.39 33.00 0.02 0.89 0.71 0.89 3 0.00 RP1B 0.35 -9.51 33.00 33.00 13.13 0.00 0.26 0.65 0.65 15 15.00 RP2A -3.68 23.35 18.29 26.47 33.00 0.03 0.79 0.60 0.82 1 22.01

================================================ SHEAR SHEAR SHEAR LOAD SECTION FORCES ALLOWABLE STRESS CASE DIST. NAME (KIPS) (KIPS) RATIO (FT) ------------------------------------------------ BL1A 3.82 13.81 0.28 2 9.00 BL1B 5.09 11.51 0.44 10 17.89 LP1A 7.74 10.89 0.71 1 0.00 LP1B 4.15 16.01 0.26 1 10.00 LP2A -2.50 20.99 0.12 2 15.00 BR1A -3.70 13.79 0.27 3 9.00 BR1B -5.06 11.55 0.44 10 17.81 RP1A -7.97 10.34 0.77 1 0.00 RP1B -4.38 15.60 0.28 1 10.00 RP2A -2.70 20.99 0.13 1 15.00

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

6SYSTEM

30-Nov-20 / 09:03:04



DESIGN FRAME #1 DEFLECTIONS AND CLEARANCES ========================== <-------- HORIZONTAL --------> VERTICAL LOADING LEFT RIGHT AT CONDITION KNEE KNEE PEAK (IN) (IN) (IN) ---------------------------------------------------------------------- DL -0.06 (EH/4347) 0.04 (EH/5416) -0.50 (SPAN/1199) LL -0.22 (EH/1091) 0.25 (EH/ 955) -2.37 (SPAN/ 254) WLL 2.09 (EH/ 115) 1.64 (EH/ 146) 2.24 (SPAN/ 268) WLR -1.57 (EH/ 153) -1.99 (EH/ 121) 2.12 (SPAN/ 283) WLL1 -0.35 (EH/ 692) -0.52 (EH/ 458) 0.93 (SPAN/ 644) WLR1 0.49 (EH/ 495) 0.31 (EH/ 775) 0.92 (SPAN/ 653) WEW 0.21 (EH/1138) -0.24 (EH/1018) 2.33 (SPAN/ 257) SEIL 0.43 (EH/ 559) 0.43 (EH/ 561) 0.01 (SPAN/9999) SEIR -0.43 (EH/ 559) -0.43 (EH/ 561) -0.01 (SPAN/9999) WLL2 1.95 (EH/ 123) 1.68 (EH/ 143) 1.33 (SPAN/ 452) WLR2 -1.71 (EH/ 141) -1.95 (EH/ 123) 1.21 (SPAN/ 495) WLL3 -0.21 (EH/1139) -0.56 (EH/ 429) 1.84 (SPAN/ 326) WLR3 0.62 (EH/ 386) 0.27 (EH/ 873) 1.83 (SPAN/ 328) COMB # 1 -0.28 (EH/ 872) 0.30 (EH/ 812) -2.87 (SPAN/ 209) COMB # 2 2.05 (EH/ 117) 1.67 (EH/ 144) 1.94 (SPAN/ 310) COMB # 3 -1.60 (EH/ 150) -1.96 (EH/ 122) 1.82 (SPAN/ 329) COMB # 4 1.34 (EH/ 179) 1.47 (EH/ 164) -0.60 (SPAN/1005) COMB # 5 -1.40 (EH/ 172) -1.26 (EH/ 191) -0.68 (SPAN/ 878) COMB # 6 -0.38 (EH/ 632) -0.50 (EH/ 482) 0.63 (SPAN/ 950) COMB # 7 0.45 (EH/ 531) 0.34 (EH/ 713) 0.62 (SPAN/ 971) COMB # 8 -0.48 (EH/ 500) -0.16 (EH/1495) -1.58 (SPAN/ 381) COMB # 9 0.14 (EH/1669) 0.47 (EH/ 516) -1.59 (SPAN/ 378) COMB # 10 0.18 (EH/1350) -0.21 (EH/1147) 2.03 (SPAN/ 295) COMB # 11 0.60 (EH/ 400) 0.68 (EH/ 355) -0.39 (SPAN/1538) COMB # 12 0.57 (EH/ 419) 0.70 (EH/ 344) -0.63 (SPAN/ 947) COMB # 13 -0.69 (EH/ 348) -0.61 (EH/ 396) -0.42 (SPAN/1439) COMB # 14 -0.72 (EH/ 335) -0.58 (EH/ 411) -0.66 (SPAN/ 908) COMB # 15 1.92 (EH/ 125) 1.70 (EH/ 141) 1.03 (SPAN/ 584) COMB # 16 -1.74 (EH/ 138) -1.93 (EH/ 125) 0.91 (SPAN/ 657) COMB # 17 -0.24 (EH/ 984) -0.53 (EH/ 451) 1.54 (SPAN/ 389) COMB # 18 0.59 (EH/ 408) 0.30 (EH/ 796) 1.53 (SPAN/ 393) ---------------------------------------------------------------------- MAX. HORIZONTAL DEFLECTION RATIO = 115 MAX. VERTICAL DEFLECTION RATIO = 209 MIDSPAN VERTICAL DEFLECTION FOR DL+LL ------------------------------------- MEMBER LP = 0.28 INCHES MEMBER RP = 0.20 INCHES ---------------------------------------------------------------------- VERTICAL CLEARANCE AT LEFT KNEE = 17.89 FT VERTICAL CLEARANCE AT RIGHT KNEE = 17.81 FT HORIZONTAL CLEARANCE AT KNEE = 45.59 FT VERTICAL CLEARANCE AT PEAK = 20.55 FT

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

7SYSTEM

30-Nov-20 / 09:03:04



DESIGN FRAME #1 FRAME REACTIONS =============== LEFT EH= 20.000 FT. LEFT RS: 1.000/12 RIGHT EH= 20.000 FT. RIGHT RS: 1.000/12 DISTANCE TO PEAK FROM LEFT SIDE: 25.000 FT. L--------------P--------------R | | | 50.00 | | | HL | | HR --->B B<--- ^ ^ | | | | VL VR ---------------------------------------------- | BUILDING | COLUMN REACTIONS (KIPS) | | LOADS |-------------------------------| | | HL | VL | HR | VR | |------------|-------|-------|-------|-------| | DL | 0.64| 1.89| 0.64| 2.21| | LL | 3.01| 7.40| 3.01| 9.48| | WLL | -5.11| -9.02| 0.17| -5.24| | WLR | 0.26| -5.13| -5.02| -11.05| | WLL1 | -0.28| -4.24| -0.54| -2.79| | WLR1 | -0.42| -2.68| -0.15| -6.28| | WEW | -1.05| -8.63| -1.05| -10.77| | SEIL | -0.30| -0.25| 0.31| 0.25| | SEIR | 0.30| 0.25| -0.31| -0.25| | WLL2 | -5.01| -5.40| 0.26| -1.63| | WLR2 | 0.35| -1.52| -4.92| -7.44| | WLL3 | -0.37| -7.85| -0.64| -6.40| | WLR3 | -0.51| -6.30| -0.25| -9.89| | COMB # 1 | 3.65| 9.28| 3.65| 11.69| | COMB # 2 | -4.72| -7.89| 0.55| -3.91| | COMB # 3 | 0.64| -4.00| -4.63| -9.73| | COMB # 10 | -0.67| -7.50| -0.67| -9.44| | COMB # 15 | -4.63| -4.27| 0.65| -0.30| | COMB # 16 | 0.74| -0.39| -4.54| -6.11| ---------------------------------------------- LOAD COMBINATIONS: ------------------ COMB # 1--> 1.00 X(DL+ LL) COMB # 2--> 1.00 X(0.60DL+ WLL) COMB # 3--> 1.00 X(0.60DL+ WLR) COMB # 10--> 1.00 X(0.60DL+ WEW) COMB # 15--> 1.00 X(0.60DL+ WLL2) COMB # 16--> 1.00 X(0.60DL+ WLR2)

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

8SYSTEM

30-Nov-20 / 09:03:04



DESIGN FRAME #1 STANDARD WELD CHECKS ==================== =============================================================================== SECTION OUTER FLANGE-WEB WELD | INNER FLANGE- WEB WELD NAME WELD SIZE CAPACITY ACT.SHR | WELD SIZE CAPACITY ACT. SHR. (INCH) (K/IN) (K/IN) | (INCH) (K/IN) (K/IN) -------|------------------------------|----------------------------------------- BL1A 0.156 2.320 0.307 0.156 2.320 0.307 BL1B 0.156 2.320 0.215 0.156 2.320 0.215 LP1A 0.156 2.320 0.306 0.156 2.320 0.306 LP1B 0.156 2.320 0.251 0.156 2.320 0.251 LP2A 0.156 2.320 0.206 0.156 2.320 0.206 BR1A 0.156 2.320 0.300 0.156 2.320 0.300 BR1B 0.156 2.320 0.220 0.156 2.320 0.220 RP1A 0.156 2.320 0.295 0.156 2.320 0.295 RP1B 0.156 2.320 0.257 0.156 2.320 0.257 RP2A 0.156 2.320 0.222 0.156 2.320 0.222

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

9SYSTEM

30-Nov-20 / 09:03:04



DESIGN FRAME #1 CONNECTION DESIGN ================= EXTERIOR COLUMN CONNECTION: =========================== <--------BASE PLATE----------> <-------ANCHOR BOLTS--------> WIDTH LENGTH THICK WELD NO. DIA. TYPE GAGE SPACE (IN) (IN) (IN) (IN) (IN) (IN) LEFT COLUMN--> 6.00 12.38 0.5000 STD 4 0.75 STD 4.0 4.0 RIGHT COLUMN--> 6.00 12.38 0.5000 STD 4 0.75 STD 4.0 4.0 LEFT KNEE CONNECTION(M) - VERT ============================== BOLT DIA=0.7500 IN. BOLT GAGE: 3.5000 IN. WIDTH LENGTH THICK NO. OF SETS OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER 2 2 0 L_SIDE PLATE: 6.000 25.088 0.5000 WELD FO-FP FI-FP WB-BS-3 R_SIDE PLATE: 6.000 25.088 0.5000 WELD FO-FP FI-FP WB-BS-3 KNEE WEB PLATE 0.1875 HORZ. STIFF 2.875 17.875 0.2500 WELD FO-OS-3 FI-FP WB-OS-3 COL TOP FLANGE 6.000 0.2500 WELD FI-FP WB-OS-3 COL FO HAUNCH WELD WB-OS-3 NO. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 0 SPACING 1.500 3.250 15.588 3.250 1.500 DIST TO FO LEFT = 2.8333 DIST TO FO RIGHT = 2.7500 MOMENT CAP OUT = 87.24 K-FT IN = 87.24 K-FT PEAK CONNECTION AT 25.00 FT. FROM LEFT STEEL LINE(M): ======================================================== BOLT DIA=0.7500 IN. BOLT GAGE: 3.5000 IN. WIDTH LENGTH THICK NO. OF SETS OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER 2 2 0 L_SIDE PLATE: 6.000 15.911 0.5000 WELD FO-FP FI-FP WB-BS-3 R_SIDE PLATE: 6.000 15.911 0.5000 WELD FO-FP FI-FP WB-BS-3 NO. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 0 SPACING 1.500 3.250 6.411 3.250 1.500 DIST TO FO LEFT = 2.7500 DIST TO FO RIGHT = 2.7500 MOMENT CAP OUT = 44.47 K-FT IN = 44.47 K-FT

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

10SYSTEM

30-Nov-20 / 09:03:04



DESIGN FRAME #1 CONNECTION DESIGN ================= RIGHT KNEE CONNECTION(M) - VERT =============================== BOLT DIA=0.7500 IN. BOLT GAGE: 3.5000 IN. WIDTH LENGTH THICK NO. OF SETS OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER 2 2 0 L_SIDE PLATE: 6.000 26.092 0.5000 WELD FO-FP FI-FP WB-BS-3 R_SIDE PLATE: 6.000 26.092 0.5000 WELD FO-FP FI-FP WB-BS-3 KNEE WEB PLATE 0.1875 HORZ. STIFF 2.875 17.875 0.2500 WELD FO-OS-3 FI-FP WB-OS-3 COL TOP FLANGE 6.000 0.2500 WELD FI-FP WB-OS-3 COL FO HAUNCH WELD WB-OS-3 NO. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 0 SPACING 1.500 3.250 16.592 3.250 1.500 DIST TO FO LEFT = 2.8333 DIST TO FO RIGHT = 2.7500 MOMENT CAP OUT = 92.01 K-FT IN = 92.01 K-FT

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

11SYSTEM

30-Nov-20 / 09:03:04



DESIGN FRAME #1 CONNECTION DESIGN =================

BACK SIDEWALL CANOPY 1 ------------------------ Canopy Type: Below Eave Canopy Projection: 3.0000 ft Canopy Height: 15.0000 ft Canopy Slope: 1.0000 : 12 Bracket ------- Flange Flange Web Width Thick Thick Depth ------ ------ ------ -------- 6.00 0.2500 0.1875 8.01 Bracket Connection at Canopy(Murray) -------------------------------------- Bolt Dia = 0.7500 (IN) Bolt Gage = 3.5000 (IN) Width Length Thick No. of sets of A-325 bolts (IN) (IN) (IN) Top Bottom Spacer 2 2 0 Plate: 6.000 13.507 0.5000 WELD FO-FP FI-FP WB-FP No. of bolts/set and spacings from outer to inner end: No. Bolts 2 2 2 2 0 Spacing 1.500 3.250 4.007 3.250 1.500 Dist from plate edge to bm FO = 2.7500 Moment cap out = 32.97 K-FT In = 32.97 K-FT Bracket Connection at Column WELD FO-FP FI-FP WB-BS-3 Column ------ Width Length Thick (IN) (IN) (IN) Top stiffener: 2.875 9.000 0.1875 WELD FO-BS-3 WB-OS-3 Bot stiffener: 2.875 9.000 0.1875 WELD FO-BS-3 WB-OS-3

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

12SYSTEM

30-Nov-20 / 09:03:04



Messages ======== Sysm Type Message ---- ----- -------------------------------------------------------------------------------- *** No Messages ***

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

13SYSTEM

30-Nov-20 / 09:03:04



ROOF DESIGN SYSTEM ================== ***** ROOF STRUCTURE DESIGN ***** DESIGN DATA ----------- BUILDING WIDTH...: 50.00 FT. BUILDING LENGTH..: 100.00 FT. FS EAVE HEIGHT..: 20.00 FT. BS EAVE HEIGHT..: 20.00 FT. FRF SLOPE........: 1.00 /12. BRF SLOPE........: 1.00 /12. NUMBER OF BAYS...: 4 BAY SPACINGS.....: 25.00 25.00 25.00 25.00 ROOF SYSTEM......: SCREW DOWN PANEL GAGE & TYPE: 26g PBR-Roof PURLIN TYPE......: Z - BYPASS CONTINUOUS PURLIN SPACING : 1@ 4.09FT 4@ 5.00FT 1@ 1.00FT DESIGN CODE......: 2001 AISI WITH 2004 SUPPLEMENT BUILDING CODE....: 2003 International Building Code EXPOSURE CODE....: C OPEN CONDITION...: ENCLOSED USE CATEGORY.....: 2 WIND IMP. FACTOR.: 1.00 SNOW IMP. FACTOR.: 1.00 GROUND SNOW LOAD : 0.00 PSF ROOF SNOW LOAD...: 0.00 PSF LIVE LOAD........: 20.00 PSF DEAD LOAD........: 0.90 PSF (INCLUDES PANEL WT.) COLLATERAL LOAD..: 0.00 PSF WIND VELOCITY....: 90.00 MPH WIND LOAD........: 15.90 PSF EDGE STRIP WIDTH : 5.00 FT. MEAN ROOF HEIGHT : 20.00 FT. WIND COEFFICIENTS AND APPLICATIONS: TYPICAL ROOF PURLIN DESIGN --> LINE NUMBERS: 4 TO 5 TRIB. AREA...: 208.333 SQ.FT LOCATION ZONE GCp GCpi W(psf) ZONE 1 INTERIOR....: -0.900 0.180 -17.168 ZONE 2 SIDE........: -1.100 0.180 -20.347 ZONE 3 CORNER......: -1.100 0.180 -20.347 WIND COEFFICIENTS AND APPLICATIONS: PURLIN PARTIALLY AT EAVE & INTERIOR--> LINE NUMBERS: 3 TO 3 TRIB. AREA...: 208.333 SQ.FT LOCATION ZONE GCp GCpi W(psf) ZONE 1 INTERIOR....: -0.900 0.180 -17.168 ZONE 2 SIDE........: -1.100 0.180 -20.347 ZONE 3 CORNER......: -1.100 0.180 -20.347

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

1SYSTEM

30-Nov-20 / 09:02:58

ROOF DESIGN REPORT


***** ROOF STRUCTURE DESIGN ***** WIND COEFFICIENTS AND APPLICATIONS: PURLIN PARTIALLY AT PEAK & INTERIOR--> LINE NUMBERS: 6 TO 6 TRIB. AREA...: 208.333 SQ.FT LOCATION ZONE GCp GCpi W(psf) ZONE 1 INTERIOR....: -0.900 0.180 -17.168 ZONE 2 SIDE........: -1.100 0.180 -20.347 ZONE 3 CORNER......: -1.100 0.180 -20.347 WIND COEFFICIENTS AND APPLICATIONS: PURLIN IN EDGE STRIP AT EAVE --> LINE NUMBERS: 2 TO 2 TRIB. AREA...: 208.333 SQ.FT LOCATION ZONE GCp GCpi W(psf) ZONE 1 INTERIOR....: -0.900 0.180 -17.168 ZONE 2 SIDE........: -1.100 0.180 -20.347 ZONE 3 CORNER......: -1.100 0.180 -20.347

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

2SYSTEM

30-Nov-20 / 09:02:58

ROOF DESIGN REPORT


***** ROOF PURLIN DESIGN ***** TYPICAL ROOF PURLIN DESIGN (LEVELS: 4 TO 5) AVG SPACING @ 5.0000 (FT) ------------------------------------------------------------------------------- MEMBER LAYOUT ------------- BAY LENGTH MEMBER LT LAP RT LAP INFLECTION PNTS SAG NO. (FT) SIZE (FT) (FT) (FEET) BRACES ---- ------- ------------------------- ------ ------ --------------- ------ PE 0.3333 8x2.5Z12 0.0000 0.0000 0.0000 0.3333 0 1 24.6667 8x2.5Z12 0.0000 2.1485 0.0043 24.6667 0 2 25.0000 8x2.5Z16 3.1485 2.1485 5.6167 25.0000 0 3 25.0000 8x2.5Z16 2.1485 3.1485 2.8080 17.7259 0 4 24.6667 8x2.5Z12 2.1485 0.0000 6.4173 24.6605 0 PE 0.3333 8x2.5Z12 0.0000 0.0000 0.0000 0.3333 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- |<-----------MOMENTS-------------->|<-----DESIGN FACTORS---->| BAY| ACTUAL|ALLOW.| |DISTNCE|LOAD| LX | LY | CB | AISI | NO.| (K-FT)|(K-FT)| RATIO| (FEET)|CASE| (FT) | (FT)|FACT.| SECT.| ----|-------|------|------|-------|----|------|-----|-----|------| PE -0.006 5.969 0.001 0.333 5 0.33 0.33 1.00 C3.1.3 1 6.861 9.183 0.747 11.009 5 24.67 0.00 1.13 C3.1.1 2 4.366 5.231 0.835 13.519 6 25.00 0.00 1.13 C3.1.1 3 4.366 5.231 0.835 11.482 5 25.00 0.00 1.13 C3.1.1 4 6.861 9.183 0.747 13.658 6 24.67 0.00 1.12 C3.1.1 PE -0.006 5.969 0.001 0.000 6 0.33 0.33 1.00 C3.1.3 |<------------SHEARS-------------->|<---BENDING+SHEAR-->| BAY| ACTUAL|ALLOW.| |DISTNCE|LOAD| |DISTANCE|LOAD| NO.| (KIPS)|(KIPS)| RATIO| (FEET)|CASE| RATIO| (FEET) |CASE| ----|-------|------|------|-------|----|------|--------|----| PE -0.036 11.484 0.003 0.333 5 0.003 0.333 5 1 -1.458 11.484 0.127 22.518 7 0.747 11.009 5 2 -1.244 2.195 0.567 22.851 8 0.996 22.851 8 3 1.244 2.195 0.567 2.148 8 0.996 2.148 8 4 1.458 11.484 0.127 2.148 9 0.747 13.658 6 PE 0.036 11.484 0.003 0.000 6 0.003 0.000 6 |<------------DEFLECTIONS----------->| BAY| ACTUAL | DEFL. | DISTANCE | LOAD | NO.| (INCH) | RATIO | (FEET) | CASE | ----|--------|---------|----------|------| PE -0.080 50 0.000 5 1 1.775 167 12.010 5 2 1.761 170 13.000 6 3 1.761 170 12.000 5 4 1.775 167 12.657 6 PE -0.080 50 0.333 6 LOAD CASE LOAD COMBINATION --------- -------------------- 1 DL + LL 2 0.6DL + WL (UPLIFT)

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

3SYSTEM

30-Nov-20 / 09:02:58

ROOF DESIGN REPORT


***** ROOF PURLIN DESIGN ***** TYPICAL ROOF PURLIN DESIGN (LEVELS: 4 TO 5) AVG SPACING @ 5.0000 (FT) ------------------------------------------------------------------------------- LOAD CASE LOAD COMBINATION (CONT'D) --------- -------------------- 3 DL + 0.75(LL + WL) 4 DL + 0.75(LL + WL) 5 DL + AL11_2 6 DL + AL13_3 7 DL + AL21_3 8 DL + AL23_4 9 DL + AL24_6 ALIJ_K, WHERE: I = ALTERNATE SPAN LIVE LOAD CASE = 1, FULL LIVE ON ONE SPAN & ALTERNATE SPANS = 2, FULL LIVE ON TWO SPANS; NOTHING ON REMAINING J = STARTING SPAN K = ENDING SPAN

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

4SYSTEM

30-Nov-20 / 09:02:58

ROOF DESIGN REPORT


***** ROOF PURLIN DESIGN ***** PURLIN PARTIALLY AT EAVE & INTERIOR (LEVEL: 3) AVG SPACING @ 5.0000 (FT) ------------------------------------------------------------------------------- MEMBER LAYOUT ------------- BAY LENGTH MEMBER LT LAP RT LAP INFLECTION PNTS SAG NO. (FT) SIZE (FT) (FT) (FEET) BRACES ---- ------- ------------------------- ------ ------ --------------- ------ PE 0.3333 8x2.5Z12 0.0000 0.0000 0.0000 0.3333 0 1 24.6667 8x2.5Z12 0.0000 2.1485 0.0043 24.6667 0 2 25.0000 8x2.5Z16 3.1485 2.1485 5.6167 25.0000 0 3 25.0000 8x2.5Z16 2.1485 3.1485 2.8080 17.7259 0 4 24.6667 8x2.5Z12 2.1485 0.0000 6.4173 24.6605 0 PE 0.3333 8x2.5Z12 0.0000 0.0000 0.0000 0.3333 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- |<-----------MOMENTS-------------->|<-----DESIGN FACTORS---->| BAY| ACTUAL|ALLOW.| |DISTNCE|LOAD| LX | LY | CB | AISI | NO.| (K-FT)|(K-FT)| RATIO| (FEET)|CASE| (FT) | (FT)|FACT.| SECT.| ----|-------|------|------|-------|----|------|-----|-----|------| PE -0.006 5.969 0.001 0.333 5 0.33 0.33 1.00 C3.1.3 1 6.861 9.183 0.747 11.009 5 24.67 0.00 1.13 C3.1.1 2 4.366 5.231 0.835 13.519 6 25.00 0.00 1.13 C3.1.1 3 4.366 5.231 0.835 11.482 5 25.00 0.00 1.13 C3.1.1 4 6.861 9.183 0.747 13.658 6 24.67 0.00 1.12 C3.1.1 PE -0.006 5.969 0.001 0.000 6 0.33 0.33 1.00 C3.1.3 |<------------SHEARS-------------->|<---BENDING+SHEAR-->| BAY| ACTUAL|ALLOW.| |DISTNCE|LOAD| |DISTANCE|LOAD| NO.| (KIPS)|(KIPS)| RATIO| (FEET)|CASE| RATIO| (FEET) |CASE| ----|-------|------|------|-------|----|------|--------|----| PE -0.036 11.484 0.003 0.333 5 0.003 0.333 5 1 -1.458 11.484 0.127 22.518 7 0.747 11.009 5 2 -1.244 2.195 0.567 22.851 8 0.996 22.851 8 3 1.244 2.195 0.567 2.148 8 0.996 2.148 8 4 1.458 11.484 0.127 2.148 9 0.747 13.658 6 PE 0.036 11.484 0.003 0.000 6 0.003 0.000 6 |<------------DEFLECTIONS----------->| BAY| ACTUAL | DEFL. | DISTANCE | LOAD | NO.| (INCH) | RATIO | (FEET) | CASE | ----|--------|---------|----------|------| PE -0.080 50 0.000 5 1 1.775 167 12.010 5 2 1.761 170 13.000 6 3 1.761 170 12.000 5 4 1.775 167 12.657 6 PE -0.080 50 0.333 6 LOAD CASE LOAD COMBINATION --------- -------------------- 1 DL + LL 2 0.6DL + WL (UPLIFT)

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

5SYSTEM

30-Nov-20 / 09:02:58

ROOF DESIGN REPORT


***** ROOF PURLIN DESIGN ***** PURLIN PARTIALLY AT EAVE & INTERIOR (LEVEL: 3) AVG SPACING @ 5.0000 (FT) ------------------------------------------------------------------------------- LOAD CASE LOAD COMBINATION (CONT'D) --------- -------------------- 3 DL + 0.75(LL + WL) 4 DL + 0.75(LL + WL) 5 DL + AL11_2 6 DL + AL13_3 7 DL + AL21_3 8 DL + AL23_4 9 DL + AL24_6 ALIJ_K, WHERE: I = ALTERNATE SPAN LIVE LOAD CASE = 1, FULL LIVE ON ONE SPAN & ALTERNATE SPANS = 2, FULL LIVE ON TWO SPANS; NOTHING ON REMAINING J = STARTING SPAN K = ENDING SPAN

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

6SYSTEM

30-Nov-20 / 09:02:58

ROOF DESIGN REPORT


***** ROOF PURLIN DESIGN ***** PURLIN PARTIALLY AT PEAK & INTERIOR (LEVEL: 6) AVG SPACING @ 3.5000 (FT) ------------------------------------------------------------------------------- MEMBER LAYOUT ------------- BAY LENGTH MEMBER LT LAP RT LAP INFLECTION PNTS SAG NO. (FT) SIZE (FT) (FT) (FEET) BRACES ---- ------- ------------------------- ------ ------ --------------- ------ PE 0.3333 8x2.5Z16 0.0000 0.0000 0.0000 0.0800 0 1 24.6667 8x2.5Z16 0.0000 1.1458 0.0047 24.6667 0 2 25.0000 8x2.5Z16 1.1458 1.1458 1.6017 25.0000 0 3 25.0000 8x2.5Z16 1.1458 1.1458 2.7257 18.2325 0 4 24.6667 8x2.5Z16 1.1458 0.0000 6.1123 24.6607 0 PE 0.3333 8x2.5Z16 0.0000 0.0000 0.2876 0.3333 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- |<-----------MOMENTS-------------->|<-----DESIGN FACTORS---->| BAY| ACTUAL|ALLOW.| |DISTNCE|LOAD| LX | LY | CB | AISI | NO.| (K-FT)|(K-FT)| RATIO| (FEET)|CASE| (FT) | (FT)|FACT.| SECT.| ----|-------|------|------|-------|----|------|-----|-----|------| PE -0.004 5.231 0.001 0.333 1 0.33 0.28 1.00 C3.1.1 1 4.435 5.231 0.848 11.010 5 24.67 0.00 1.13 C3.1.1 2 -4.486 5.082 0.883 1.146 7 25.00 5.62 1.70 C3.1.2 3 -4.486 5.082 0.883 23.854 9 25.00 5.62 1.70 C3.1.2 4 4.435 5.231 0.848 13.657 6 24.67 0.00 1.13 C3.1.1 PE -0.004 5.231 0.001 0.000 9 0.33 0.29 1.00 C3.1.1 |<------------SHEARS-------------->|<---BENDING+SHEAR-->| BAY| ACTUAL|ALLOW.| |DISTNCE|LOAD| |DISTANCE|LOAD| NO.| (KIPS)|(KIPS)| RATIO| (FEET)|CASE| RATIO| (FEET) |CASE| ----|-------|------|------|-------|----|------|--------|----| PE -0.026 2.195 0.012 0.333 5 0.012 0.333 5 1 -1.076 2.195 0.490 23.521 7 0.975 23.521 7 2 1.011 2.195 0.460 1.146 7 0.973 1.146 7 3 -1.011 2.195 0.460 23.854 9 0.973 23.854 9 4 1.076 2.195 0.490 1.146 9 0.975 1.146 9 PE 0.025 2.195 0.011 0.000 1 0.011 0.000 1 |<------------DEFLECTIONS----------->| BAY| ACTUAL | DEFL. | DISTANCE | LOAD | NO.| (INCH) | RATIO | (FEET) | CASE | ----|--------|---------|----------|------| PE -0.090 44 0.000 5 1 1.956 151 11.510 5 2 1.495 201 13.016 6 3 1.495 201 11.984 5 4 1.956 151 13.156 6 PE -0.090 44 0.333 6 LOAD CASE LOAD COMBINATION --------- -------------------- 1 DL + LL 2 0.6DL + WL (UPLIFT)

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

7SYSTEM

30-Nov-20 / 09:02:58

ROOF DESIGN REPORT


***** ROOF PURLIN DESIGN ***** PURLIN PARTIALLY AT PEAK & INTERIOR (LEVEL: 6) AVG SPACING @ 3.5000 (FT) ------------------------------------------------------------------------------- LOAD CASE LOAD COMBINATION (CONT'D) --------- -------------------- 3 DL + 0.75(LL + WL) 4 DL + 0.75(LL + WL) 5 DL + AL11_2 6 DL + AL13_3 7 DL + AL21_3 8 DL + AL23_4 9 DL + AL24_6 ALIJ_K, WHERE: I = ALTERNATE SPAN LIVE LOAD CASE = 1, FULL LIVE ON ONE SPAN & ALTERNATE SPANS = 2, FULL LIVE ON TWO SPANS; NOTHING ON REMAINING J = STARTING SPAN K = ENDING SPAN

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

8SYSTEM

30-Nov-20 / 09:02:58

ROOF DESIGN REPORT


***** ROOF PURLIN DESIGN ***** PURLIN IN EDGE STRIP AT EAVE (LEVEL: 2) AVG SPACING @ 4.5433 (FT) ------------------------------------------------------------------------------- MEMBER LAYOUT ------------- BAY LENGTH MEMBER LT LAP RT LAP INFLECTION PNTS SAG NO. (FT) SIZE (FT) (FT) (FEET) BRACES ---- ------- ------------------------- ------ ------ --------------- ------ PE 0.3333 8x2.5Z13 0.0000 0.0000 0.0000 0.3333 0 1 24.6667 8x2.5Z13 0.0000 2.1485 0.0044 24.6667 0 2 25.0000 8x2.5Z16 3.1485 2.1485 4.6575 25.0000 0 3 25.0000 8x2.5Z16 2.1485 3.1485 2.7939 17.7538 0 4 24.6667 8x2.5Z13 2.1485 0.0000 6.4311 24.6604 0 PE 0.3333 8x2.5Z13 0.0000 0.0000 0.0000 0.3333 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- |<-----------MOMENTS-------------->|<-----DESIGN FACTORS---->| BAY| ACTUAL|ALLOW.| |DISTNCE|LOAD| LX | LY | CB | AISI | NO.| (K-FT)|(K-FT)| RATIO| (FEET)|CASE| (FT) | (FT)|FACT.| SECT.| ----|-------|------|------|-------|----|------|-----|-----|------| PE -0.005 7.479 0.001 0.333 7 0.33 0.31 1.00 C3.1.1 1 6.024 7.479 0.805 11.009 5 24.67 0.00 1.14 C3.1.1 2 4.149 5.231 0.793 13.519 6 25.00 0.00 1.13 C3.1.1 3 4.149 5.231 0.793 11.482 5 25.00 0.00 1.13 C3.1.1 4 6.024 7.479 0.805 13.658 6 24.67 0.00 1.13 C3.1.1 PE -0.006 4.861 0.001 0.000 6 0.33 0.33 1.00 C3.1.3 |<------------SHEARS-------------->|<---BENDING+SHEAR-->| BAY| ACTUAL|ALLOW.| |DISTNCE|LOAD| |DISTANCE|LOAD| NO.| (KIPS)|(KIPS)| RATIO| (FEET)|CASE| RATIO| (FEET) |CASE| ----|-------|------|------|-------|----|------|--------|----| PE -0.033 7.866 0.004 0.333 5 0.004 0.333 5 1 -1.322 7.866 0.168 22.518 7 0.805 11.009 5 2 -1.151 2.195 0.524 22.851 8 0.930 22.851 8 3 1.151 2.195 0.524 2.148 8 0.930 2.148 8 4 1.322 7.866 0.168 2.148 9 0.805 13.658 6 PE 0.033 7.866 0.004 0.000 6 0.004 0.000 6 |<------------DEFLECTIONS----------->| BAY| ACTUAL | DEFL. | DISTANCE | LOAD | NO.| (INCH) | RATIO | (FEET) | CASE | ----|--------|---------|----------|------| PE -0.086 47 0.000 5 1 1.890 157 12.010 5 2 1.707 176 13.000 6 3 1.707 176 12.000 5 4 1.890 157 12.657 6 PE -0.086 47 0.333 6 LOAD CASE LOAD COMBINATION --------- -------------------- 1 DL + LL 2 0.6DL + WL (UPLIFT)

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

9SYSTEM

30-Nov-20 / 09:02:58

ROOF DESIGN REPORT


***** ROOF PURLIN DESIGN ***** PURLIN IN EDGE STRIP AT EAVE (LEVEL: 2) AVG SPACING @ 4.5433 (FT) ------------------------------------------------------------------------------- LOAD CASE LOAD COMBINATION (CONT'D) --------- -------------------- 3 DL + 0.75(LL + WL) 4 DL + 0.75(LL + WL) 5 DL + AL11_2 6 DL + AL13_3 7 DL + AL21_3 8 DL + AL23_4 9 DL + AL24_6 ALIJ_K, WHERE: I = ALTERNATE SPAN LIVE LOAD CASE = 1, FULL LIVE ON ONE SPAN & ALTERNATE SPANS = 2, FULL LIVE ON TWO SPANS; NOTHING ON REMAINING J = STARTING SPAN K = ENDING SPAN

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

10SYSTEM

30-Nov-20 / 09:02:58

ROOF DESIGN REPORT


***** ROOF STRUCTURE DESIGN ***** Weight Summary ==============

8x2.5Z12 : 1732.82 Lbs 8x2.5Z16 : 1992.90 Lbs 8x2.5Z13 : 494.29 Lbs ------------------------------------------- Total Weight : 4220.01 Lbs

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

11SYSTEM

30-Nov-20 / 09:02:58

ROOF DESIGN REPORT



Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

12SYSTEM

30-Nov-20 / 09:02:58

ROOF DESIGN REPORT


SIDEWALL DESIGN SYSTEM ====================== ***** FRONT SIDEWALL STRUCTURE DESIGN ***** BUILDING LENGTH (FT)..: 100.00 FS HEIGHT (FT).......: 20.00 BS HEIGHT (FT).......: 20.00 NO. OF BAYS...........: 4 BAY SPACINGS (FT).....: 25.00 25.00 25.00 25.00 DESIGN CODE...........: 2001 AISI WITH 2004 SUPPLEMENT BUILDING CODE.........: 2003 International Building Code EXPOSURE CODE.........: C OPEN CONDITION........: ENCLOSED USE CATEGORY..........: 2 WIND IMP. FACTOR......: 1.00 WIND VELOCITY (MPH)...: 90.00 WIND LOAD (PSF).......: 15.90 EDGE STRIP WIDTH (FT).: 5.00 MEAN ROOF HEIGHT (FT).: 20.00 WIND COEFFICIENTS AND APPLICATIONS: GIRT NUMBER: 1 ELEVATION....: 7.292 FT. TRIB. AREA...: 208.333 SQ.FT LOCATION ZONE GCp GCpi W(psf) ZONE 4 PRESSURE....: 0.690 -0.180 13.836 ZONE 4 SUCTION.....: -0.780 0.180 -15.267 ZONE 5 PRESSURE....: 0.690 -0.180 13.836 ZONE 5 SUCTION.....: -0.841 0.180 -16.228 WIND COEFFICIENTS AND APPLICATIONS: GIRT NUMBER: 2 ELEVATION....: 13.292 FT. TRIB. AREA...: 208.333 SQ.FT LOCATION ZONE GCp GCpi W(psf) ZONE 4 PRESSURE....: 0.690 -0.180 13.836 ZONE 4 SUCTION.....: -0.780 0.180 -15.267 ZONE 5 PRESSURE....: 0.690 -0.180 13.836 ZONE 5 SUCTION.....: -0.841 0.180 -16.228 PANEL GAGE & TYPE.....: 26g PBA GIRT TYPE.............: Z-BYPASS CONTINUOUS GIRT DEPTH (IN).......: 8.00 NO. OF GIRT LEVELS....: 2 GIRT SPACES (FT)......: 7.292 13.292 BASE TYPE.............: BASE ANGLE+TRIM

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

1SYSTEM

30-Nov-20 / 09:03:00

SIDEWALL DESIGN REPORT


***** FRONT SIDEWALL STRUCTURE DESIGN ***** NO. OF OPENING........: 1 DIST. FROM LE WIDTH HEIGHT SILL HT. (FT) (FT) (FT) (FT) 5.00 10.00 10.00 0.00

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

2SYSTEM

30-Nov-20 / 09:03:00



***** FRONT SIDEWALL GIRT DESIGN ***** GIRT LEVEL 1 OF 2 ELEVATION 7.29(FT) AVG SPACING @ 6.6458 (FT) MEM NUMBERS FROM LE -> RE ------------------------------------------------------------------------------- MEMBER LAYOUT ------------- BAY MEM LENGTH MEMBER LT LAP RT LAP INFLECTION PNTS SAG NO. NO. (FT) SIZE (FT) (FT) (FEET) BRACES --- ---- ------- ------------------------- ------ ------ --------------- ------ GE 0.3333 8x3Z16 0.0000 0.0000 0.0000 0.3333 0 1 1 4.6667 8x3Z16 0.0000 0.0000 0.0242 4.6667 0 1 2 10.0000 8x3Z16 0.0000 1.1458 0.0000 1.8678 0 2 3 25.0000 8x3Z16 1.1458 1.1458 4.4791 19.8136 0 3 4 25.0000 8x3Z16 1.1458 2.1485 5.9802 17.8036 0 4 5 24.6667 8x3Z14 1.1458 0.0000 5.5506 24.6606 0 GE 0.3333 8x3Z14 0.0000 0.0000 0.0000 0.3333 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- |<-----------MOMENTS-------------->|<-----DESIGN FACTORS---->| MEM| ACTUAL|ALLOW.| |DISTNCE|LOAD| LX | LY | CB | AISI | NO.| (K-FT)|(K-FT)| RATIO| (FEET)|CASE| (FT) | (FT)|FACT.| SECT.| ----|-------|------|------|-------|----|------|-----|-----|------| GE -0.006 3.812 0.002 0.333 2 0.33 0.33 2.30 C3.1.3 1 -0.363 3.812 0.095 2.333 1 4.67 4.64 1.13 C3.1.3 2 3.425 5.865 0.584 8.854 1 10.00 0.00 2.14 C3.1.1 3 -2.987 4.106 0.727 11.984 1 25.00 15.34 1.13 C3.1.3 4 4.335 5.865 0.739 22.851 1 25.00 0.00 1.72 C3.1.1 5 -4.668 4.855 0.962 15.158 1 24.67 19.11 1.13 C3.1.3 GE -0.005 4.508 0.001 0.000 2 0.33 0.33 2.25 C3.1.3 |<------------SHEARS-------------->|<---BENDING+SHEAR-->| MEM| ACTUAL|ALLOW.| |DISTNCE|LOAD| |DISTANCE|LOAD| NO.| (KIPS)|(KIPS)| RATIO| (FEET)|CASE| RATIO| (FEET) |CASE| ----|-------|------|------|-------|----|------|--------|----| GE 0.045 2.195 0.020 0.333 1 0.020 0.333 1 1 -0.316 2.195 0.144 0.000 1 0.144 0.000 1 2 0.873 2.195 0.398 8.854 1 0.707 8.854 1 3 1.188 2.195 0.541 23.854 1 0.866 23.854 1 4 1.113 2.195 0.507 22.851 1 0.896 22.851 1 5 -1.414 5.023 0.282 1.146 1 0.810 1.146 1 GE -0.036 5.023 0.007 0.000 1 0.007 0.000 1 |<------------DEFLECTIONS----------->| MEM| ACTUAL | DEFL. | DISTANCE | LOAD | NO.| (INCH) | RATIO | (FEET) | CASE | ----|--------|---------|----------|------| GE 0.001 3192 0.000 1 1 -0.006 10123 2.333 1 2 0.098 1222 6.383 1 3 -0.882 340 11.984 1 4 -0.254 1181 11.482 1 5 -1.328 223 14.157 1 GE 0.067 60 0.333 1

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

3SYSTEM

30-Nov-20 / 09:03:00



***** FRONT SIDEWALL GIRT DESIGN ***** GIRT LEVEL 1 OF 2 ELEVATION 7.29(FT) AVG SPACING @ 6.6458 (FT) MEM NUMBERS FROM LE -> RE ------------------------------------------------------------------------------- LOAD CASE LOAD COMBINATION --------- -------------------- 1 WIND SUCTION 2 WIND PRESSURE

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

4SYSTEM

30-Nov-20 / 09:03:00



***** FRONT SIDEWALL GIRT DESIGN ***** GIRT LEVEL 2 OF 2 ELEVATION 13.29(FT) AVG SPACING @ 6.2708 (FT) MEM NUMBERS FROM LE -> RE ------------------------------------------------------------------------------- MEMBER LAYOUT ------------- BAY MEM LENGTH MEMBER LT LAP RT LAP INFLECTION PNTS SAG NO. NO. (FT) SIZE (FT) (FT) (FEET) BRACES --- ---- ------- ------------------------- ------ ------ --------------- ------ GE 0.3333 8x3Z12 0.0000 0.0000 0.0000 0.0737 0 1 1 24.6667 8x3Z12 0.0000 1.1458 0.0038 19.8041 0 2 2 25.0000 8x3Z14 1.1458 1.1458 8.5198 19.8666 0 3 3 25.0000 8x3Z14 1.1458 1.1458 4.6400 18.2329 0 4 4 24.6667 8x3Z12 1.1458 0.0000 5.5876 24.6607 0 GE 0.3333 8x3Z12 0.0000 0.0000 0.2470 0.3333 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- |<-----------MOMENTS-------------->|<-----DESIGN FACTORS---->| MEM| ACTUAL|ALLOW.| |DISTNCE|LOAD| LX | LY | CB | AISI | NO.| (K-FT)|(K-FT)| RATIO| (FEET)|CASE| (FT) | (FT)|FACT.| SECT.| ----|-------|------|------|-------|----|------|-----|-----|------| GE 0.005 10.300 0.001 0.333 1 0.33 0.00 1.99 C3.1.1 1 -7.271 7.210 1.008 11.510 1 24.67 19.87 1.06 C3.1.3 2 6.809 6.935 0.982 1.146 1 25.00 0.00 1.82 C3.1.1 3 5.200 6.935 0.750 23.854 1 25.00 0.00 1.72 C3.1.1 4 -4.381 7.210 0.608 15.158 1 24.67 19.06 1.13 C3.1.3 GE 0.005 10.300 0.001 0.000 1 0.33 0.00 1.98 C3.1.1 |<------------SHEARS-------------->|<---BENDING+SHEAR-->| MEM| ACTUAL|ALLOW.| |DISTNCE|LOAD| |DISTANCE|LOAD| NO.| (KIPS)|(KIPS)| RATIO| (FEET)|CASE| RATIO| (FEET) |CASE| ----|-------|------|------|-------|----|------|--------|----| GE 0.034 11.484 0.003 0.333 1 0.003 0.333 1 1 1.856 11.484 0.162 23.521 1 0.706 11.510 1 2 -1.260 5.023 0.251 1.146 1 1.013 1.146 1 3 1.193 5.023 0.237 23.854 1 0.786 23.854 1 4 -1.337 11.484 0.116 1.146 1 0.502 1.146 1 GE -0.034 11.484 0.003 0.000 1 0.003 0.000 1 |<------------DEFLECTIONS----------->| MEM| ACTUAL | DEFL. | DISTANCE | LOAD | NO.| (INCH) | RATIO | (FEET) | CASE | ----|--------|---------|----------|------| GE 0.077 52 0.000 1 1 -1.578 188 11.510 1 2 0.221 1354 4.242 1 3 -0.430 698 11.468 1 4 -0.835 354 14.157 1 GE 0.042 95 0.333 1 LOAD CASE LOAD COMBINATION --------- -------------------- 1 WIND SUCTION

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

5SYSTEM

30-Nov-20 / 09:03:00



***** FRONT SIDEWALL GIRT DESIGN ***** GIRT LEVEL 2 OF 2 ELEVATION 13.29(FT) AVG SPACING @ 6.2708 (FT) MEM NUMBERS FROM LE -> RE ------------------------------------------------------------------------------- LOAD CASE LOAD COMBINATION (CONT'D) --------- -------------------- 2 WIND PRESSURE

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

6SYSTEM

30-Nov-20 / 09:03:00



***** FRONT SIDEWALL STRUCTURE DESIGN ***** Weight Summary ==============

8x3Z16 : 221.38 Lbs 8x3Z12 : 287.60 Lbs 8x3Z14 : 328.56 Lbs ------------------------------------------- Total Weight : 837.55 Lbs

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

7SYSTEM

30-Nov-20 / 09:03:00



SIDEWALL DESIGN SYSTEM ====================== ***** BACK SIDEWALL STRUCTURE DESIGN ***** BUILDING LENGTH (FT)..: 100.00 FS HEIGHT (FT).......: 20.00 BS HEIGHT (FT).......: 20.00 NO. OF BAYS...........: 4 BAY SPACINGS (FT).....: 25.00 25.00 25.00 25.00 DESIGN CODE...........: 2001 AISI WITH 2004 SUPPLEMENT BUILDING CODE.........: 2003 International Building Code EXPOSURE CODE.........: C OPEN CONDITION........: ENCLOSED USE CATEGORY..........: 2 WIND IMP. FACTOR......: 1.00 WIND VELOCITY (MPH)...: 90.00 WIND LOAD (PSF).......: 15.90 EDGE STRIP WIDTH (FT).: 5.00 MEAN ROOF HEIGHT (FT).: 20.00 WIND COEFFICIENTS AND APPLICATIONS: GIRT NUMBER: 1 ELEVATION....: 7.292 FT. TRIB. AREA...: 208.333 SQ.FT LOCATION ZONE GCp GCpi W(psf) ZONE 4 PRESSURE....: 0.690 -0.180 13.836 ZONE 4 SUCTION.....: -0.780 0.180 -15.267 ZONE 5 PRESSURE....: 0.690 -0.180 13.836 ZONE 5 SUCTION.....: -0.841 0.180 -16.228 WIND COEFFICIENTS AND APPLICATIONS: GIRT NUMBER: 2 ELEVATION....: 13.292 FT. TRIB. AREA...: 208.333 SQ.FT LOCATION ZONE GCp GCpi W(psf) ZONE 4 PRESSURE....: 0.690 -0.180 13.836 ZONE 4 SUCTION.....: -0.780 0.180 -15.267 ZONE 5 PRESSURE....: 0.690 -0.180 13.836 ZONE 5 SUCTION.....: -0.841 0.180 -16.228 PANEL GAGE & TYPE.....: 26g PBA GIRT TYPE.............: Z-BYPASS CONTINUOUS GIRT DEPTH (IN).......: 8.00 NO. OF GIRT LEVELS....: 2 GIRT SPACES (FT)......: 7.292 13.292 BASE TYPE.............: BASE ANGLE+TRIM

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

8SYSTEM

30-Nov-20 / 09:03:00



***** BACK SIDEWALL GIRT DESIGN ***** GIRT LEVEL 1 OF 2 ELEVATION 7.29(FT) AVG SPACING @ 6.6458 (FT) MEM NUMBERS FROM RE -> LE ------------------------------------------------------------------------------- MEMBER LAYOUT ------------- BAY MEM LENGTH MEMBER LT LAP RT LAP INFLECTION PNTS SAG NO. NO. (FT) SIZE (FT) (FT) (FEET) BRACES --- ---- ------- ------------------------- ------ ------ --------------- ------ GE 0.3333 8x3Z14 0.0000 0.0000 0.0000 0.3333 0 4 1 24.6667 8x3Z14 0.0000 1.1458 0.0060 18.9361 0 3 2 25.0000 8x3Z16 2.1485 1.1458 7.1086 19.8847 0 2 3 25.0000 8x3Z16 1.1458 2.1485 5.1153 17.8915 0 1 4 24.6667 8x3Z14 1.1458 0.0000 5.7306 24.6606 0 GE 0.3333 8x3Z14 0.0000 0.0000 0.0000 0.3333 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- |<-----------MOMENTS-------------->|<-----DESIGN FACTORS---->| MEM| ACTUAL|ALLOW.| |DISTNCE|LOAD| LX | LY | CB | AISI | NO.| (K-FT)|(K-FT)| RATIO| (FEET)|CASE| (FT) | (FT)|FACT.| SECT.| ----|-------|------|------|-------|----|------|-----|-----|------| GE -0.005 4.508 0.001 0.333 2 0.33 0.33 2.28 C3.1.3 1 -4.580 4.855 0.943 9.508 1 24.67 18.94 1.13 C3.1.3 2 4.477 5.865 0.763 2.148 1 25.00 0.00 1.73 C3.1.1 3 4.477 5.865 0.763 22.851 1 25.00 0.00 1.73 C3.1.1 4 -4.580 4.855 0.943 15.158 1 24.67 18.93 1.12 C3.1.3 GE -0.005 4.508 0.001 0.000 2 0.33 0.33 2.25 C3.1.3 |<------------SHEARS-------------->|<---BENDING+SHEAR-->| MEM| ACTUAL|ALLOW.| |DISTNCE|LOAD| |DISTANCE|LOAD| NO.| (KIPS)|(KIPS)| RATIO| (FEET)|CASE| RATIO| (FEET) |CASE| ----|-------|------|------|-------|----|------|--------|----| GE 0.036 5.023 0.007 0.333 1 0.007 0.333 1 1 1.424 5.023 0.283 23.521 1 0.840 23.521 1 2 -1.153 2.195 0.525 2.148 1 0.927 2.148 1 3 1.153 2.195 0.525 22.851 1 0.927 22.851 1 4 -1.424 5.023 0.283 1.146 1 0.840 1.146 1 GE -0.036 5.023 0.007 0.000 1 0.007 0.000 1 |<------------DEFLECTIONS----------->| MEM| ACTUAL | DEFL. | DISTANCE | LOAD | NO.| (INCH) | RATIO | (FEET) | CASE | ----|--------|---------|----------|------| GE 0.065 61 0.000 1 1 -1.283 231 10.509 1 2 -0.401 748 13.518 1 3 -0.401 748 11.482 1 4 -1.283 231 14.157 1 GE 0.065 61 0.333 1 LOAD CASE LOAD COMBINATION --------- -------------------- 1 WIND SUCTION

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

9SYSTEM

30-Nov-20 / 09:03:00



***** BACK SIDEWALL GIRT DESIGN ***** GIRT LEVEL 1 OF 2 ELEVATION 7.29(FT) AVG SPACING @ 6.6458 (FT) MEM NUMBERS FROM RE -> LE ------------------------------------------------------------------------------- LOAD CASE LOAD COMBINATION (CONT'D) --------- -------------------- 2 WIND PRESSURE

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

10SYSTEM

30-Nov-20 / 09:03:00



***** BACK SIDEWALL GIRT DESIGN ***** GIRT LEVEL 2 OF 2 ELEVATION 13.29(FT) AVG SPACING @ 6.2708 (FT) MEM NUMBERS FROM RE -> LE ------------------------------------------------------------------------------- MEMBER LAYOUT ------------- BAY MEM LENGTH MEMBER LT LAP RT LAP INFLECTION PNTS SAG NO. NO. (FT) SIZE (FT) (FT) (FEET) BRACES --- ---- ------- ------------------------- ------ ------ --------------- ------ GE 0.3333 8x3Z16 0.0000 0.0000 0.0000 0.3333 0 4 1 24.6667 8x3Z16 0.0000 3.1485 0.0061 18.6861 0 3 2 25.0000 8x3Z16 2.1485 3.1485 7.5195 19.6154 0 2 3 25.0000 8x3Z16 3.1485 2.1485 5.3846 17.4805 0 1 4 24.6667 8x3Z16 3.1485 0.0000 5.9806 24.6605 0 GE 0.3333 8x3Z16 0.0000 0.0000 0.0000 0.3333 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- |<-----------MOMENTS-------------->|<-----DESIGN FACTORS---->| MEM| ACTUAL|ALLOW.| |DISTNCE|LOAD| LX | LY | CB | AISI | NO.| (K-FT)|(K-FT)| RATIO| (FEET)|CASE| (FT) | (FT)|FACT.| SECT.| ----|-------|------|------|-------|----|------|-----|-----|------| GE -0.005 3.812 0.001 0.333 2 0.33 0.33 2.26 C3.1.3 1 -4.207 4.106 1.025 9.508 1 24.67 18.69 1.13 C3.1.3 2 4.507 5.865 0.768 2.148 1 25.00 0.00 1.78 C3.1.1 3 4.507 5.865 0.768 22.851 1 25.00 0.00 1.78 C3.1.1 4 -4.207 4.106 1.025 15.159 1 24.67 18.68 1.12 C3.1.3 GE -0.005 3.812 0.001 0.000 2 0.33 0.33 2.30 C3.1.3 |<------------SHEARS-------------->|<---BENDING+SHEAR-->| MEM| ACTUAL|ALLOW.| |DISTNCE|LOAD| |DISTANCE|LOAD| NO.| (KIPS)|(KIPS)| RATIO| (FEET)|CASE| RATIO| (FEET) |CASE| ----|-------|------|------|-------|----|------|--------|----| GE 0.034 2.195 0.015 0.333 1 0.015 0.333 1 1 1.164 2.195 0.530 21.518 1 0.728 21.518 1 2 -1.095 2.195 0.499 2.148 1 0.916 2.148 1 3 1.095 2.195 0.499 22.851 1 0.916 22.851 1 4 -1.164 2.195 0.530 3.148 1 0.728 3.148 1 GE -0.034 2.195 0.015 0.000 1 0.016 0.000 1 |<------------DEFLECTIONS----------->| MEM| ACTUAL | DEFL. | DISTANCE | LOAD | NO.| (INCH) | RATIO | (FEET) | CASE | ----|--------|---------|----------|------| GE 0.071 56 0.000 1 1 -1.386 214 10.509 1 2 -0.289 1037 14.074 1 3 -0.289 1037 10.926 1 4 -1.386 214 14.158 1 GE 0.071 56 0.333 1 LOAD CASE LOAD COMBINATION --------- -------------------- 1 WIND SUCTION

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

11SYSTEM

30-Nov-20 / 09:03:00



***** BACK SIDEWALL GIRT DESIGN ***** GIRT LEVEL 2 OF 2 ELEVATION 13.29(FT) AVG SPACING @ 6.2708 (FT) MEM NUMBERS FROM RE -> LE ------------------------------------------------------------------------------- LOAD CASE LOAD COMBINATION (CONT'D) --------- -------------------- 2 WIND PRESSURE

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

12SYSTEM

30-Nov-20 / 09:03:00



***** BACK SIDEWALL STRUCTURE DESIGN ***** Weight Summary ==============

8x3Z14 : 218.27 Lbs 8x3Z16 : 536.71 Lbs ------------------------------------------- Total Weight : 754.99 Lbs

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

13SYSTEM

30-Nov-20 / 09:03:00




Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

14SYSTEM

30-Nov-20 / 09:03:00



ENDWALL DESIGN SYSTEM ===================== ***** LEFT ENDWALL STRUCTURE DESIGN ***** EW FRAMING TYPE......: PB BUILDING WIDTH (FT)..: 50.00 NO. OF EW BAYS.......: 3 EW BAY SPACINGS (FT) : 15.00 20.00 15.00 BUILDING LENGTH......: 100.00 FT FS EAVE HEIGHT......: 20.00 FT BS EAVE HEIGHT......: 20.00 FT FRONT ROOF SLOPE.....: 1.00 /12 BACK ROOF SLOPE.....: 1.00 /12 NO. OF SW BAYS.......: 4 SW BAY SPACINGS (FT) : 25.00 25.00 25.00 25.00 AISI Specification...: 2001 AISI WITH 2004 SUPPLEMENT AISC Specification...: 9th Edition BUILDING CODE........: 2003 International Building Code EXPOSURE CODE........: C OPEN CONDITION.......: ENCLOSED USE CATEGORY.........: 2 WIND IMP. FACTOR.....: 1.00 SNOW IMP. FACTOR.....: 1.00 GROUND SNOW LOAD.....: 0.00 PSF ROOF SNOW LOAD.......: 0.00 PSF ROOF LIVE LOAD.......: 20.00 PSF LIVE LOAD ON FRAMING.: 19.00 PSF DEAD LOAD............: 1.84 PSF COLLATERAL LOAD......: 0.00 PSF WIND VELOCITY........: 90.00 MPH WIND LOAD............: 15.90 PSF EDGE STRIP WIDTH.....: 5.00 FT MEAN ROOF HEIGHT.....: 20.00 FT WIND COEFFICIENTS AND APPLICATIONS: GIRT NUMBER: 1 ELEVATION....: 7.292 FT. TRIB. AREA...: 95.257 SQ.FT LOCATION ZONE GCp GCpi W(psf) ZONE 4 PRESSURE....: 0.744 -0.180 14.695 ZONE 4 SUCTION.....: -0.834 0.180 -16.126 ZONE 5 PRESSURE....: 0.744 -0.180 14.695 ZONE 5 SUCTION.....: -0.949 0.180 -17.945

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

1SYSTEM

30-Nov-20 / 09:03:03

ENDWALL DESIGN REPORT


***** LEFT ENDWALL STRUCTURE DESIGN ***** WIND COEFFICIENTS AND APPLICATIONS: GIRT NUMBER: 2 ELEVATION....: 13.292 FT. TRIB. AREA...: 86.000 SQ.FT LOCATION ZONE GCp GCpi W(psf) ZONE 4 PRESSURE....: 0.751 -0.180 14.807 ZONE 4 SUCTION.....: -0.841 0.180 -16.238 ZONE 5 PRESSURE....: 0.751 -0.180 14.807 ZONE 5 SUCTION.....: -0.963 0.180 -18.169 WIND COEFFICIENTS AND APPLICATIONS: GIRT NUMBER: 3 ELEVATION....: 19.292 FT. TRIB. AREA...: 68.481 SQ.FT LOCATION ZONE GCp GCpi W(psf) ZONE 4 PRESSURE....: 0.767 -0.180 15.057 ZONE 4 SUCTION.....: -0.857 0.180 -16.488 ZONE 5 PRESSURE....: 0.767 -0.180 15.057 ZONE 5 SUCTION.....: -0.994 0.180 -18.669 PANEL GAGE & TYPE....: 26g PBA GIRT TYPE............: Z-FLUSH SIMPLE GIRT DEPTH (IN)......: 8.000 NO. OF GIRT LEVELS...: 3 GIRT SPACES (FT).....: 7.292 13.292 19.292 BASE TYPE............: BASE ANGLE+TRIM

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

2SYSTEM

30-Nov-20 / 09:03:03



***** LEFT ENDWALL GIRT DESIGN ***** GIRT LEVEL 1 OF 3 ELEVATION 7.29(FT) AVG SPACING @ 6.6458 (FT) MEM NUMBERS FROM FS -> BS ------------------------------------------------------------------------------- MEMBER LAYOUT ------------- BAY MEM LENGTH MEMBER LT LAP RT LAP INFLECTION PNTS SAG NO. NO. (FT) SIZE (FT) (FT) (FEET) BRACES --- ---- ------- ------------------------- ------ ------ --------------- ------ 1 1 14.3333 8x2.5Z16 0.0000 0.0000 0.0000 14.3333 0 2 2 20.0000 8x2.5Z12 0.0000 0.0000 0.0000 20.0000 0 3 3 14.3333 8x2.5Z16 0.0000 0.0000 0.0000 14.3333 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- |<-----------MOMENTS-------------->|<-----DESIGN FACTORS---->| MEM| ACTUAL|ALLOW.| |DISTNCE|LOAD| LX | LY | CB | AISI | NO.| (K-FT)|(K-FT)| RATIO| (FEET)|CASE| (FT) | (FT)|FACT.| SECT.| ----|-------|------|------|-------|----|------|-----|-----|------| 1 -2.809 3.400 0.826 7.167 1 14.33 14.33 1.13 C3.1.3 2 -5.236 5.969 0.877 10.000 1 20.00 20.00 1.14 C3.1.3 3 -2.809 3.400 0.826 7.167 1 14.33 14.33 1.13 C3.1.3 |<------------SHEARS-------------->|<---BENDING+SHEAR-->| MEM| ACTUAL|ALLOW.| |DISTNCE|LOAD| |DISTANCE|LOAD| NO.| (KIPS)|(KIPS)| RATIO| (FEET)|CASE| RATIO| (FEET) |CASE| ----|-------|------|------|-------|----|------|--------|----| 1 -0.813 2.195 0.370 0.000 1 0.537 7.167 1 2 -1.047 11.484 0.091 0.000 1 0.570 10.000 1 3 0.813 2.195 0.370 14.333 1 0.537 7.167 1 |<------------DEFLECTIONS----------->| MEM| ACTUAL | DEFL. | DISTANCE | LOAD | NO.| (INCH) | RATIO | (FEET) | CASE | ----|--------|---------|----------|------| 1 -0.455 378 7.167 1 2 -0.938 256 10.000 1 3 -0.455 378 7.167 1 LOAD CASE LOAD COMBINATION --------- -------------------- 1 WIND SUCTION 2 WIND PRESSURE

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

3SYSTEM

30-Nov-20 / 09:03:03




Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

4SYSTEM

30-Nov-20 / 09:03:03




Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

5SYSTEM

30-Nov-20 / 09:03:03



***** LEFT ENDWALL BEARING FRAME RAFTER DESIGN ***** | | LENGTH | WEIGHT | MEMB NO | MEMBER SIZE | (FT) | (LB) | --------|-------------------------|--------|---------| 1 8x2.5C12 25.09 124.93 2 8x2.5C12 25.09 124.93 OUTER & INNER FLANGE PURLIN BRACE LOCATIONS ------------------------------------------- LOCATIONS ARE FROM START (LEFT END) OF THE GIVEN SPAN SPAN (X: FLANGE BRACE S: SUPPORT POINT) 1 OF: 0.000 4.087 9.087 14.087 15.052 IF: S X X X S 2 OF: 0.000 4.035 9.035 10.035 IF: S X S 3 OF: 0.000 1.000 6.000 10.035 IF: S X S 4 OF: 0.000 0.965 5.965 10.965 15.052 IF: S X X X S

CONTROLLING DESIGN CALCULATIONS ------------------------------- -----|<-----AXIAL----->|<----BENDING---->|COMBINED| SPAN | ACTUAL| ALLOW. | ACTUAL | ALLOW. |AXL+BEND| DISTANCE | LOAD | NO. | (KIPS)| (KIPS) | (K-FT) | (K-FT) | RATIO | (FEET) | COMBINATION | -----|--------|--------|--------|--------|--------|----------|-----------------| 1 0.05 33.80 -9.31 9.36 0.996 15.05 DL + AL21_3 2 0.05 34.73 -9.31 9.36 0.996 0.00 DL + AL21_3 3 0.05 34.73 -9.31 9.36 0.996 10.03 DL + AL22_4 4 0.05 33.80 -9.31 9.36 0.996 0.00 DL + AL22_4 ------|<--------------------------SHEAR------------------------->| SPAN | ACTUAL | ALLOW. | | DISTANCE | LOAD | NO. | (KIPS) | (KIPS) | RATIO | (FEET) | COMBINATION | ------|----------|--------|--------|----------|------------------| 1 -2.6096 11.4840 0.2272 15.0520 DL + AL21_3 2 2.8551 11.4840 0.2486 0.0000 DL + AL21_3 3 -2.8551 11.4840 0.2486 10.0347 DL + AL22_4 4 2.6096 11.4840 0.2272 0.0000 DL + AL22_4

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

6SYSTEM

30-Nov-20 / 09:03:03



***** LEFT ENDWALL BEARING FRAME RAFTER DESIGN ***** ------|<----------- BENDING + SHEAR ---------->| SPAN | RATIO | DISTANCE | LOAD | NO. | | (FEET) | COMBINATION | ------|----------|----------|------------------| 1 1.0201 15.0520 DL + AL21_3 2 1.0251 0.0000 DL + AL21_3 3 1.0251 10.0347 DL + AL22_4 4 1.0201 0.0000 DL + AL22_4 ------|<------------------DEFLECTIONS------------------->| SPAN | ACTUAL | | DISTANCE | LOAD | NO. | (INCH) | D_RATIO | (FEET) | COMBINATION | ------|----------|---------|----------|------------------| 1 0.2640 684 6.0208 DL + LL 2 0.5797 415 10.0347 DL + LL 3 0.5797 415 0.0000 DL + LL 4 0.2640 684 9.0312 DL + LL

PEAK CONNECTION AT 25.000 (FT) FROM LEFT STEEL LINE: ------------------------------------------------------- BOLT DIA= 0.7500 (IN) BOLT GAGE: 0.0000 (IN) WIDTH LENGTH THICK NO. OF SETS OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER L_SIDE PLATE: 3.500 0.500 0.0000 2 2 0 R_SIDE PLATE: 3.500 0.500 0.0000 NO. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 1 1 1 1 0 SPACING 1.500 3.250 4.028 3.250 1.500 PLATE WELDS FLG OUT SIDES FLG IN SIDES WEB SIDES L_SIDE PLATE: 0.1875 1 0.1875 1 0.1875 1 R_SIDE PLATE: 0.1875 1 0.1875 1 0.1875 1 DIST TO FO = 2.7500 MOMENT CAP OUT = 11.57 K-FT IN = 11.57 K-FT

RAFTER BEARING STIFFENERS ------------------------- LOC WIDTH LENGTH THICKNESS SIDES WELD (FT) (IN) (IN) (IN) (IN) ----- ----- ------ --------- ----- ------ 0.00 2.250 7.796 0.1875 1 0.1875 15.00 2.250 7.796 0.1875 1 0.1875 35.00 2.250 7.796 0.1875 1 0.1875 50.00 2.250 7.796 0.1875 1 0.1875

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

7SYSTEM

30-Nov-20 / 09:03:03



***** LEFT ENDWALL COLUMN DESIGN ***** COL. | LOCS. | | LENGTH | WEIGHT | NO. | (FEET) | COLUMN SIZES | (FEET) | (LBS) | -----|--------|--------------------------|--------|--------| 1 0.00 8x3.5C14 19.33 73.27 2 15.00 10x3.5C12 20.58 131.73 3 35.00 10x3.5C12 20.58 131.73 4 50.00 8x3.5C14 19.33 73.27 COLUMN REACTIONS ---------------- APPLIED | COLUMN # 1| COLUMN # 2| COLUMN # 3| COLUMN # 4| LOAD CASES AND | HORIZ VERT | HORIZ VERT | HORIZ VERT | HORIZ VERT | COMBINATIONS | (KIPS) (KIPS)| (KIPS) (KIPS)| (KIPS) (KIPS)| (KIPS) (KIPS)| -----------------|--------------|--------------|--------------|--------------| DL 0.00 0.22 0.00 0.68 0.00 0.68 0.00 0.22 LL 0.00 1.29 0.00 4.67 0.00 4.67 0.00 1.29 WL+ 1.03 -1.17 2.38 -4.24 2.38 -4.24 1.03 -1.17 WL- -1.14 -1.17 -2.64 -4.24 -2.64 -4.24 -1.14 -1.17 DL + LL 0.00 1.51 0.00 5.35 0.00 5.35 0.00 1.51 0.6DL + WL+ 1.03 -1.03 2.38 -3.83 2.38 -3.83 1.03 -1.03 0.6DL + WL- -1.14 -1.03 -2.64 -3.83 -2.64 -3.83 -1.14 -1.03 DL + 0.75(LL+WL+) 0.77 0.31 1.79 1.01 1.79 1.01 0.77 0.31 DL + 0.75(LL+WL-) -0.85 0.31 -1.98 1.01 -1.98 1.01 -0.85 0.31 DL + AL11_1 0.00 1.80 0.00 2.88 0.00 0.42 0.00 0.28 DL + AL12_2 0.00 -0.13 0.00 3.42 0.00 3.42 0.00 -0.13 DL + AL21_3 0.00 1.45 0.00 5.62 0.00 3.16 0.00 -0.07 DL + AL22_4 0.00 -0.07 0.00 3.16 0.00 5.62 0.00 1.45 CONTROLLING DESIGN CALCULATIONS ------------------------------- | COL. |<---AXIAL--->|<---BENDING--->|COMBINED| | | COL. | LOCS. |ACTUAL|ALLOW.|ACTUAL | ALLOW.|AXL+BEND|DISTNCE|LOAD | NO. | (FEET)|(KIPS)|(KIPS)|(K-FT) | (K-FT)| RATIO | (FEET)|COMBINATION | -----|-------|------|------|-------|-------|--------|-------|-----------------| 1 0.00 -1.05 36.75 -5.49 7.68 0.743 9.67 0.6DL + WL- 2 15.00 -3.87 62.01 -13.59 15.33 0.949 10.29 0.6DL + WL- 3 35.00 -3.87 62.01 -13.59 15.33 0.949 10.29 0.6DL + WL- 4 50.00 -1.05 36.75 -5.49 7.68 0.743 9.67 0.6DL + WL- | COL. |<------------------SHEAR FORCES---------------------->| COL. | LOCS. | ACTUAL | ALLOW. | | DISTANCE |LOAD | NO. | (FEET)| (KIPS) | (KIPS) | RATIO | (FEET) |COMBINATION | -----|-------|--------|--------|-------|----------|-----------------| 1 0.00 1.136 5.023 0.226 19.333 0.6DL + WL- 2 15.00 2.641 10.026 0.263 20.583 0.6DL + WL- 3 35.00 2.641 10.026 0.263 20.583 0.6DL + WL- 4 50.00 1.136 5.023 0.226 19.333 0.6DL + WL-

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

8SYSTEM

30-Nov-20 / 09:03:03



***** LEFT ENDWALL COLUMN DESIGN ***** | COL. |<---BENDING--->|<---SHEAR--->|COMBINED| | | COL. | LOCS. |ACTUAL | ALLOW.|ACTUAL|ALLOW.|BEND+SHR|DISTNCE|LOAD | NO. | (FEET)|(K-FT) | (K-FT)|(KIPS)|(KIPS)| RATIO | (FEET)|COMBINATION | -----|-------|-------|-------|------|------|--------|-------|-----------------| 1 0.00 -5.49 7.83 -0.01 5.02 0.701 9.67 0.6DL + WL- 2 15.00 -13.59 15.62 -0.02 10.03 0.870 10.29 0.6DL + WL- 3 35.00 -13.59 15.62 -0.02 10.03 0.870 10.29 0.6DL + WL- 4 50.00 -5.49 7.83 -0.01 5.02 0.701 9.67 0.6DL + WL- | COL. |<----------------DEFLECTIONS------------------->| COL. | LOCS. | ACTUAL | | DISTANCE |LOAD | NO. | (FEET)| (INCH) | D_RATIO | (FFET) |COMBINATION | -----|-------|---------|---------|----------|-----------------| 1 0.00 -1.097 212 9.667 0.6DL + WL- 2 15.00 -1.234 200 10.292 0.6DL + WL- 3 35.00 -1.234 200 10.292 0.6DL + WL- 4 50.00 -1.097 212 9.667 0.6DL + WL-

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

9SYSTEM

30-Nov-20 / 09:03:03



***** LEFT ENDWALL COLUMN DESIGN ***** CONNECTION DESIGN ----------------- BASE PLATES: ------------ COL. <-----------BASE PLATE------------> <----ANCHOR BOLTS----> COL. LOC. WIDTH LENGTH THICK WELD NO. DIA GAGE PITCH NO. (FT) (IN) (IN) (IN) (IN) (IN) (IN) ---- ----- ------ ------ ------ ------------- ---- ---- ---- ---- 1 0.00 8.00 8.00 0.500 F-OS-3 W-OS-3 2 0.75 4.0 0.0 2 15.00 8.00 10.00 0.500 F-OS-3 W-OS-3 2 0.75 4.0 0.0 3 35.00 8.00 10.00 0.500 F-OS-3 W-OS-3 2 0.75 4.0 0.0 4 50.00 8.00 8.00 0.500 F-OS-3 W-OS-3 2 0.75 4.0 0.0 CAP PLATES: ------------ COL. <------------CAP PLATE------------> <-------BOLTS-------> COL. LOC. WIDTH LENGTH THICK WELD NO. DIA GAGE PITCH NO. (FT) (IN) (IN) (IN) (IN) (IN) (IN) ---- ----- ------ ------ ------ ------------- ---- ---- ---- ---- 1 0.00 7.00 8.00 0.500 F-OS-3 W-OS-3 4 0.75 3.5 3.2 2 15.00 7.00 10.00 0.500 F-OS-3 W-OS-3 4 0.75 3.5 3.2 3 35.00 7.00 10.00 0.500 F-OS-3 W-OS-3 4 0.75 3.5 3.2 4 50.00 7.00 8.00 0.500 F-OS-3 W-OS-3 4 0.75 3.5 3.2

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

10SYSTEM

30-Nov-20 / 09:03:03



***** LEFT ENDWALL STRUCTURE DESIGN ***** Weight Summary ==============

8x2.5Z16 : 321.20 Lbs 8x2.5Z12 : 102.60 Lbs 8x2.5Z13 : 87.80 Lbs 8x2.5C12 : 249.86 Lbs Connection Plate 0.5000 : 49.16 Lbs 8x3.5C14 : 146.55 Lbs Base Plate 0.5000 : 40.83 Lbs 10x3.5C12 : 263.47 Lbs ------------------------------------------- Total Weight : 1261.46 Lbs

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

11SYSTEM

30-Nov-20 / 09:03:03



ENDWALL DESIGN SYSTEM ===================== ***** RIGHT ENDWALL STRUCTURE DESIGN ***** EW FRAMING TYPE......: PB BUILDING WIDTH (FT)..: 50.00 NO. OF EW BAYS.......: 3 EW BAY SPACINGS (FT) : 15.00 20.00 15.00 BUILDING LENGTH......: 100.00 FT FS EAVE HEIGHT......: 20.00 FT BS EAVE HEIGHT......: 20.00 FT FRONT ROOF SLOPE.....: 1.00 /12 BACK ROOF SLOPE.....: 1.00 /12 NO. OF SW BAYS.......: 4 SW BAY SPACINGS (FT) : 25.00 25.00 25.00 25.00 AISI Specification...: 2001 AISI WITH 2004 SUPPLEMENT AISC Specification...: 9th Edition BUILDING CODE........: 2003 International Building Code EXPOSURE CODE........: C OPEN CONDITION.......: ENCLOSED USE CATEGORY.........: 2 WIND IMP. FACTOR.....: 1.00 SNOW IMP. FACTOR.....: 1.00 GROUND SNOW LOAD.....: 0.00 PSF ROOF SNOW LOAD.......: 0.00 PSF ROOF LIVE LOAD.......: 20.00 PSF LIVE LOAD ON FRAMING.: 19.00 PSF DEAD LOAD............: 1.84 PSF COLLATERAL LOAD......: 0.00 PSF WIND VELOCITY........: 90.00 MPH WIND LOAD............: 15.90 PSF EDGE STRIP WIDTH.....: 5.00 FT MEAN ROOF HEIGHT.....: 20.00 FT WIND COEFFICIENTS AND APPLICATIONS: GIRT NUMBER: 1 ELEVATION....: 7.292 FT. TRIB. AREA...: 95.257 SQ.FT LOCATION ZONE GCp GCpi W(psf) ZONE 4 PRESSURE....: 0.744 -0.180 14.695 ZONE 4 SUCTION.....: -0.834 0.180 -16.126 ZONE 5 PRESSURE....: 0.744 -0.180 14.695 ZONE 5 SUCTION.....: -0.949 0.180 -17.945 WIND COEFFICIENTS AND APPLICATIONS: GIRT NUMBER: 2 ELEVATION....: 13.292 FT. TRIB. AREA...: 86.000 SQ.FT LOCATION ZONE GCp GCpi W(psf) ZONE 4 PRESSURE....: 0.751 -0.180 14.807 ZONE 4 SUCTION.....: -0.841 0.180 -16.238 ZONE 5 PRESSURE....: 0.751 -0.180 14.807 ZONE 5 SUCTION.....: -0.963 0.180 -18.169

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

12SYSTEM

30-Nov-20 / 09:03:03



***** RIGHT ENDWALL STRUCTURE DESIGN ***** WIND COEFFICIENTS AND APPLICATIONS: GIRT NUMBER: 3 ELEVATION....: 19.292 FT. TRIB. AREA...: 68.481 SQ.FT LOCATION ZONE GCp GCpi W(psf) ZONE 4 PRESSURE....: 0.767 -0.180 15.057 ZONE 4 SUCTION.....: -0.857 0.180 -16.488 ZONE 5 PRESSURE....: 0.767 -0.180 15.057 ZONE 5 SUCTION.....: -0.994 0.180 -18.669 PANEL GAGE & TYPE....: 26g PBA GIRT TYPE............: Z-FLUSH SIMPLE GIRT DEPTH (IN)......: 8.000 NO. OF GIRT LEVELS...: 3 GIRT SPACES (FT).....: 7.292 13.292 19.292 BASE TYPE............: BASE ANGLE+TRIM

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

13SYSTEM

30-Nov-20 / 09:03:03



***** RIGHT ENDWALL GIRT DESIGN ***** GIRT LEVEL 1 OF 3 ELEVATION 7.29(FT) AVG SPACING @ 6.6458 (FT) MEM NUMBERS FROM FS -> BS ------------------------------------------------------------------------------- MEMBER LAYOUT ------------- BAY MEM LENGTH MEMBER LT LAP RT LAP INFLECTION PNTS SAG NO. NO. (FT) SIZE (FT) (FT) (FEET) BRACES --- ---- ------- ------------------------- ------ ------ --------------- ------ 1 1 14.3333 8x2.5Z16 0.0000 0.0000 0.0000 14.3333 0 2 2 20.0000 8x2.5Z12 0.0000 0.0000 0.0000 20.0000 0 3 3 14.3333 8x2.5Z16 0.0000 0.0000 0.0000 14.3333 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- |<-----------MOMENTS-------------->|<-----DESIGN FACTORS---->| MEM| ACTUAL|ALLOW.| |DISTNCE|LOAD| LX | LY | CB | AISI | NO.| (K-FT)|(K-FT)| RATIO| (FEET)|CASE| (FT) | (FT)|FACT.| SECT.| ----|-------|------|------|-------|----|------|-----|-----|------| 1 -2.809 3.400 0.826 7.167 1 14.33 14.33 1.13 C3.1.3 2 -5.236 5.969 0.877 10.000 1 20.00 20.00 1.14 C3.1.3 3 -2.809 3.400 0.826 7.167 1 14.33 14.33 1.13 C3.1.3 |<------------SHEARS-------------->|<---BENDING+SHEAR-->| MEM| ACTUAL|ALLOW.| |DISTNCE|LOAD| |DISTANCE|LOAD| NO.| (KIPS)|(KIPS)| RATIO| (FEET)|CASE| RATIO| (FEET) |CASE| ----|-------|------|------|-------|----|------|--------|----| 1 -0.813 2.195 0.370 0.000 1 0.537 7.167 1 2 -1.047 11.484 0.091 0.000 1 0.570 10.000 1 3 0.813 2.195 0.370 14.333 1 0.537 7.167 1 |<------------DEFLECTIONS----------->| MEM| ACTUAL | DEFL. | DISTANCE | LOAD | NO.| (INCH) | RATIO | (FEET) | CASE | ----|--------|---------|----------|------| 1 -0.455 378 7.167 1 2 -0.938 256 10.000 1 3 -0.455 378 7.167 1 LOAD CASE LOAD COMBINATION --------- -------------------- 1 WIND SUCTION 2 WIND PRESSURE

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

14SYSTEM

30-Nov-20 / 09:03:03




Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

15SYSTEM

30-Nov-20 / 09:03:03




Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

16SYSTEM

30-Nov-20 / 09:03:03



***** RIGHT ENDWALL BEARING FRAME RAFTER DESIGN ***** | | LENGTH | WEIGHT | MEMB NO | MEMBER SIZE | (FT) | (LB) | --------|-------------------------|--------|---------| 1 8x2.5C12 25.09 124.93 2 8x2.5C12 25.09 124.93 OUTER & INNER FLANGE PURLIN BRACE LOCATIONS ------------------------------------------- LOCATIONS ARE FROM START (LEFT END) OF THE GIVEN SPAN SPAN (X: FLANGE BRACE S: SUPPORT POINT) 1 OF: 0.000 4.087 9.087 14.087 15.052 IF: S X X X S 2 OF: 0.000 4.035 9.035 10.035 IF: S X S 3 OF: 0.000 1.000 6.000 10.035 IF: S X S 4 OF: 0.000 0.965 5.965 10.965 15.052 IF: S X X X S

CONTROLLING DESIGN CALCULATIONS ------------------------------- -----|<-----AXIAL----->|<----BENDING---->|COMBINED| SPAN | ACTUAL| ALLOW. | ACTUAL | ALLOW. |AXL+BEND| DISTANCE | LOAD | NO. | (KIPS)| (KIPS) | (K-FT) | (K-FT) | RATIO | (FEET) | COMBINATION | -----|--------|--------|--------|--------|--------|----------|-----------------| 1 0.05 33.80 -9.31 9.36 0.996 15.05 DL + AL21_3 2 0.05 34.73 -9.31 9.36 0.996 0.00 DL + AL21_3 3 0.05 34.73 -9.31 9.36 0.996 10.03 DL + AL22_4 4 0.05 33.80 -9.31 9.36 0.996 0.00 DL + AL22_4 ------|<--------------------------SHEAR------------------------->| SPAN | ACTUAL | ALLOW. | | DISTANCE | LOAD | NO. | (KIPS) | (KIPS) | RATIO | (FEET) | COMBINATION | ------|----------|--------|--------|----------|------------------| 1 -2.6096 11.4840 0.2272 15.0520 DL + AL21_3 2 2.8551 11.4840 0.2486 0.0000 DL + AL21_3 3 -2.8551 11.4840 0.2486 10.0347 DL + AL22_4 4 2.6096 11.4840 0.2272 0.0000 DL + AL22_4

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

17SYSTEM

30-Nov-20 / 09:03:03



***** RIGHT ENDWALL BEARING FRAME RAFTER DESIGN ***** ------|<----------- BENDING + SHEAR ---------->| SPAN | RATIO | DISTANCE | LOAD | NO. | | (FEET) | COMBINATION | ------|----------|----------|------------------| 1 1.0201 15.0520 DL + AL21_3 2 1.0251 0.0000 DL + AL21_3 3 1.0251 10.0347 DL + AL22_4 4 1.0201 0.0000 DL + AL22_4 ------|<------------------DEFLECTIONS------------------->| SPAN | ACTUAL | | DISTANCE | LOAD | NO. | (INCH) | D_RATIO | (FEET) | COMBINATION | ------|----------|---------|----------|------------------| 1 0.2640 684 6.0208 DL + LL 2 0.5797 415 10.0347 DL + LL 3 0.5797 415 0.0000 DL + LL 4 0.2640 684 9.0312 DL + LL

PEAK CONNECTION AT 25.000 (FT) FROM LEFT STEEL LINE: ------------------------------------------------------- BOLT DIA= 0.7500 (IN) BOLT GAGE: 0.0000 (IN) WIDTH LENGTH THICK NO. OF SETS OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER L_SIDE PLATE: 3.500 0.500 0.0000 2 2 0 R_SIDE PLATE: 3.500 0.500 0.0000 NO. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 1 1 1 1 0 SPACING 1.500 3.250 4.028 3.250 1.500 PLATE WELDS FLG OUT SIDES FLG IN SIDES WEB SIDES L_SIDE PLATE: 0.1875 1 0.1875 1 0.1875 1 R_SIDE PLATE: 0.1875 1 0.1875 1 0.1875 1 DIST TO FO = 2.7500 MOMENT CAP OUT = 11.57 K-FT IN = 11.57 K-FT

RAFTER BEARING STIFFENERS ------------------------- LOC WIDTH LENGTH THICKNESS SIDES WELD (FT) (IN) (IN) (IN) (IN) ----- ----- ------ --------- ----- ------ 0.00 2.250 7.796 0.1875 1 0.1875 15.00 2.250 7.796 0.1875 1 0.1875 35.00 2.250 7.796 0.1875 1 0.1875 50.00 2.250 7.796 0.1875 1 0.1875

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

18SYSTEM

30-Nov-20 / 09:03:03



***** RIGHT ENDWALL COLUMN DESIGN ***** COL. | LOCS. | | LENGTH | WEIGHT | NO. | (FEET) | COLUMN SIZES | (FEET) | (LBS) | -----|--------|--------------------------|--------|--------| 1 0.00 8x3.5C14 19.33 73.27 2 15.00 10x3.5C12 20.58 131.73 3 35.00 10x3.5C12 20.58 131.73 4 50.00 8x3.5C14 19.33 73.27 COLUMN REACTIONS ---------------- APPLIED | COLUMN # 1| COLUMN # 2| COLUMN # 3| COLUMN # 4| LOAD CASES AND | HORIZ VERT | HORIZ VERT | HORIZ VERT | HORIZ VERT | COMBINATIONS | (KIPS) (KIPS)| (KIPS) (KIPS)| (KIPS) (KIPS)| (KIPS) (KIPS)| -----------------|--------------|--------------|--------------|--------------| DL 0.00 0.22 0.00 0.68 0.00 0.68 0.00 0.22 LL 0.00 1.29 0.00 4.67 0.00 4.67 0.00 1.29 WL+ 1.03 -1.17 2.38 -4.24 2.38 -4.24 1.03 -1.17 WL- -1.14 -1.17 -2.64 -4.24 -2.64 -4.24 -1.14 -1.17 DL + LL 0.00 1.51 0.00 5.35 0.00 5.35 0.00 1.51 0.6DL + WL+ 1.03 -1.03 2.38 -3.83 2.38 -3.83 1.03 -1.03 0.6DL + WL- -1.14 -1.03 -2.64 -3.83 -2.64 -3.83 -1.14 -1.03 DL + 0.75(LL+WL+) 0.77 0.31 1.79 1.01 1.79 1.01 0.77 0.31 DL + 0.75(LL+WL-) -0.85 0.31 -1.98 1.01 -1.98 1.01 -0.85 0.31 DL + AL11_1 0.00 1.80 0.00 2.88 0.00 0.42 0.00 0.28 DL + AL12_2 0.00 -0.13 0.00 3.42 0.00 3.42 0.00 -0.13 DL + AL21_3 0.00 1.45 0.00 5.62 0.00 3.16 0.00 -0.07 DL + AL22_4 0.00 -0.07 0.00 3.16 0.00 5.62 0.00 1.45 CONTROLLING DESIGN CALCULATIONS ------------------------------- | COL. |<---AXIAL--->|<---BENDING--->|COMBINED| | | COL. | LOCS. |ACTUAL|ALLOW.|ACTUAL | ALLOW.|AXL+BEND|DISTNCE|LOAD | NO. | (FEET)|(KIPS)|(KIPS)|(K-FT) | (K-FT)| RATIO | (FEET)|COMBINATION | -----|-------|------|------|-------|-------|--------|-------|-----------------| 1 0.00 -1.05 36.75 -5.49 7.68 0.743 9.67 0.6DL + WL- 2 15.00 -3.87 62.01 -13.59 15.33 0.949 10.29 0.6DL + WL- 3 35.00 -3.87 62.01 -13.59 15.33 0.949 10.29 0.6DL + WL- 4 50.00 -1.05 36.75 -5.49 7.68 0.743 9.67 0.6DL + WL- | COL. |<------------------SHEAR FORCES---------------------->| COL. | LOCS. | ACTUAL | ALLOW. | | DISTANCE |LOAD | NO. | (FEET)| (KIPS) | (KIPS) | RATIO | (FEET) |COMBINATION | -----|-------|--------|--------|-------|----------|-----------------| 1 0.00 1.136 5.023 0.226 19.333 0.6DL + WL- 2 15.00 2.641 10.026 0.263 20.583 0.6DL + WL- 3 35.00 2.641 10.026 0.263 20.583 0.6DL + WL- 4 50.00 1.136 5.023 0.226 19.333 0.6DL + WL-

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

19SYSTEM

30-Nov-20 / 09:03:03



***** RIGHT ENDWALL COLUMN DESIGN ***** | COL. |<---BENDING--->|<---SHEAR--->|COMBINED| | | COL. | LOCS. |ACTUAL | ALLOW.|ACTUAL|ALLOW.|BEND+SHR|DISTNCE|LOAD | NO. | (FEET)|(K-FT) | (K-FT)|(KIPS)|(KIPS)| RATIO | (FEET)|COMBINATION | -----|-------|-------|-------|------|------|--------|-------|-----------------| 1 0.00 -5.49 7.83 -0.01 5.02 0.701 9.67 0.6DL + WL- 2 15.00 -13.59 15.62 -0.02 10.03 0.870 10.29 0.6DL + WL- 3 35.00 -13.59 15.62 -0.02 10.03 0.870 10.29 0.6DL + WL- 4 50.00 -5.49 7.83 -0.01 5.02 0.701 9.67 0.6DL + WL- | COL. |<----------------DEFLECTIONS------------------->| COL. | LOCS. | ACTUAL | | DISTANCE |LOAD | NO. | (FEET)| (INCH) | D_RATIO | (FFET) |COMBINATION | -----|-------|---------|---------|----------|-----------------| 1 0.00 -1.097 212 9.667 0.6DL + WL- 2 15.00 -1.234 200 10.292 0.6DL + WL- 3 35.00 -1.234 200 10.292 0.6DL + WL- 4 50.00 -1.097 212 9.667 0.6DL + WL-

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

20SYSTEM

30-Nov-20 / 09:03:03



***** RIGHT ENDWALL COLUMN DESIGN ***** CONNECTION DESIGN ----------------- BASE PLATES: ------------ COL. <-----------BASE PLATE------------> <----ANCHOR BOLTS----> COL. LOC. WIDTH LENGTH THICK WELD NO. DIA GAGE PITCH NO. (FT) (IN) (IN) (IN) (IN) (IN) (IN) ---- ----- ------ ------ ------ ------------- ---- ---- ---- ---- 1 0.00 8.00 8.00 0.500 F-OS-3 W-OS-3 2 0.75 4.0 0.0 2 15.00 8.00 10.00 0.500 F-OS-3 W-OS-3 2 0.75 4.0 0.0 3 35.00 8.00 10.00 0.500 F-OS-3 W-OS-3 2 0.75 4.0 0.0 4 50.00 8.00 8.00 0.500 F-OS-3 W-OS-3 2 0.75 4.0 0.0 CAP PLATES: ------------ COL. <------------CAP PLATE------------> <-------BOLTS-------> COL. LOC. WIDTH LENGTH THICK WELD NO. DIA GAGE PITCH NO. (FT) (IN) (IN) (IN) (IN) (IN) (IN) ---- ----- ------ ------ ------ ------------- ---- ---- ---- ---- 1 0.00 7.00 8.00 0.500 F-OS-3 W-OS-3 4 0.75 3.5 3.2 2 15.00 7.00 10.00 0.500 F-OS-3 W-OS-3 4 0.75 3.5 3.2 3 35.00 7.00 10.00 0.500 F-OS-3 W-OS-3 4 0.75 3.5 3.2 4 50.00 7.00 8.00 0.500 F-OS-3 W-OS-3 4 0.75 3.5 3.2

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

21SYSTEM

30-Nov-20 / 09:03:03



***** RIGHT ENDWALL STRUCTURE DESIGN ***** Weight Summary ==============

8x2.5Z16 : 321.20 Lbs 8x2.5Z12 : 102.60 Lbs 8x2.5Z13 : 87.80 Lbs 8x2.5C12 : 249.86 Lbs Connection Plate 0.5000 : 49.16 Lbs 8x3.5C14 : 146.55 Lbs Base Plate 0.5000 : 40.83 Lbs 10x3.5C12 : 263.47 Lbs ------------------------------------------- Total Weight : 1261.46 Lbs

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

22SYSTEM

30-Nov-20 / 09:03:03




Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

23SYSTEM

30-Nov-20 / 09:03:03



WIND BRACING DESIGN SYSTEM ========================== ***** FRONT SIDEWALL & BACK SIDEWALL EAVE STRUT DESIGN ***** DESIGN DATA ----------- BUILDING WIDTH...: 50.00 FT. BUILDING LENGTH..: 100.00 FT. FS EAVE HEIGHT..: 20.00 FT. BS EAVE HEIGHT..: 20.00 FT. FRF SLOPE........: 1.00 /12. BRF SLOPE........: 1.00 /12. NUMBER OF BAYS...: 4 BAY SPACINGS.....: 25.00 25.00 25.00 25.00 DESIGN CODE......: 2001 AISI WITH 2004 SUPPLEMENT BUILDING CODE....: 2003 International Building Code EXPOSURE CODE....: C OPEN CONDITION...: ENCLOSED USE CATEGORY.....: 2 WIND IMP. FACTOR.: 1.00 SNOW IMP. FACTOR.: 1.00 GROUND SNOW LOAD : 0.00 PSF ROOF SNOW LOAD...: 0.00 PSF LIVE LOAD........: 20.00 PSF DEAD LOAD........: 0.90 PSF (INCLUDES PANEL WT.) COLLATERAL LOAD..: 0.00 PSF WIND VELOCITY....: 90.00 MPH WIND LOAD........: 15.90 PSF EDGE STRIP WIDTH : 5.00 FT. MEAN ROOF HEIGHT : 20.00 FT.

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

1SYSTEM

30-Nov-20 / 09:03:07

BRACING DESIGN REPORT


***** FRONT SIDEWALL & BACK SIDEWALL EAVE STRUT DESIGN ***** AVG. SPACING 2.0433 (FT) ------------------------------------------------------------------------------- MEMBER LAYOUT ------------- BAY LENGTH MEMBER LT LAP RT LAP INFLECTION PNTS SAG NO. (FT) SIZE (FT) (FT) (FEET) BRACES ---- ------- ------------------------- ------ ------ --------------- ------ LE 0.3333 8x4SSE14 0.0000 0.0000 0.0000 0.3333 0 1 24.6667 8x4SSE14 0.0000 0.0000 0.0048 24.6667 0 2 25.0000 8x4SSE14 0.0000 0.0000 0.0000 25.0000 0 3 25.0000 8x4SSE14 0.0000 0.0000 0.0000 25.0000 0 4 24.6667 8x4SSE14 0.0000 0.0000 24.6620 24.6667 0 RE 0.3333 8x4SSE14 0.0000 0.0000 0.2869 0.3333 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- |<-----------MOMENTS-------------->|<-----DESIGN FACTORS---->| BAY| ACTUAL|ALLOW.| |DISTNCE|LOAD| LX | LY | CB | AISI | NO.| (K-FT)|(K-FT)| RATIO| (FEET)|CASE| (FT) | (FT)|FACT.| SECT.| ----|-------|------|------|-------|----|------|-----|-----|------| LE -0.003 7.879 0.000 0.333 1 0.33 0.29 1.00 C3.1.1 1 3.530 7.879 0.448 12.333 1 24.67 0.00 1.14 C3.1.1 2 3.627 7.879 0.460 12.500 1 25.00 0.00 1.14 C3.1.1 3 3.627 7.879 0.460 12.500 1 25.00 0.00 1.14 C3.1.1 4 3.530 7.879 0.448 12.333 1 24.67 0.00 1.13 C3.1.1 RE -0.003 7.879 0.000 0.000 1 0.33 0.30 1.00 C3.1.1 |<------------SHEARS-------------->|<---BENDING+SHEAR-->| BAY| ACTUAL|ALLOW.| |DISTNCE|LOAD| |DISTANCE|LOAD| NO.| (KIPS)|(KIPS)| RATIO| (FEET)|CASE| RATIO| (FEET) |CASE| ----|-------|------|------|-------|----|------|--------|----| LE -0.016 5.023 0.003 0.333 1 0.003 0.333 1 1 0.573 5.023 0.114 0.000 1 0.448 12.333 1 2 0.580 5.023 0.116 0.000 1 0.460 12.500 1 3 0.580 5.023 0.116 0.000 1 0.460 12.500 1 4 -0.573 5.023 0.114 24.667 1 0.448 12.333 1 RE 0.016 5.023 0.003 0.000 1 0.003 0.000 1 |<------------DEFLECTIONS----------->| BAY| ACTUAL | DEFL. | DISTANCE | LOAD | NO.| (INCH) | RATIO | (FEET) | CASE | ----|--------|---------|----------|------| LE -0.039 102 0.000 1 1 0.907 326 12.333 1 2 0.958 313 12.500 1 3 0.958 313 12.500 1 4 0.907 326 12.333 1 RE -0.039 102 0.333 1 LOAD CASE LOAD COMBINATION --------- -------------------- 1 DL + LL 2 DL + WL (AXIAL) 3 DL + SEIS

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

2SYSTEM

30-Nov-20 / 09:03:07



***** FRONT SIDEWALL & BACK SIDEWALL EAVE STRUT DESIGN ***** AVG. SPACING 2.0433 (FT) ------------------------------------------------------------------------------- <--------------AXIAL + BENDING--------------> BAY MEMBER SPAN AXIAL FORCE BENDING MOMENT AT AXIAL + NO. SIZE (FT) (KIPS) (K-FT) DISTANCE BENDING ------------------------------------------------------------------------------------- 1 8x4SSE14 24.6667 0.7887 0.4442 12.33 0.113 2 8x4SSE14 25.0000 0.5425 0.4564 12.50 0.094 3 8x4SSE14 25.0000 0.5425 0.4564 12.50 0.094 4 8x4SSE14 24.6667 0.7887 0.4442 12.33 0.113 -------------------------------------------------------------------------------------

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

3SYSTEM

30-Nov-20 / 09:03:07



***** ROOF STRUT LINE PURLIN ANALYSIS ***** STRUT LINE 2 LEVEL 4 SPACING @ 4.9827 (FT) ------------------------------------------------------------------------------- BAY STRUT SAG SPAN AXIAL FORCE BENDING MOMENT AT AXIAL + NO. DESIGNATION BRC (FT) (KIPS) (KIP-FT) DISTANCE BENDING -------------------------------------------------------------------------------------- 1 8x2.5Z12 0 24.6667 1.5642 -2.2976 8.51 0.446 2 8x2.5Z16 0 25.0000 1.0760 1.4753 3.15 0.418 3 8x2.5Z16 0 25.0000 1.0760 1.4753 21.85 0.418 4 8x2.5Z12 0 24.6667 1.5642 -2.2976 16.16 0.446 --------------------------------------------------------------------------------------

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

4SYSTEM

30-Nov-20 / 09:03:07




Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

5SYSTEM

30-Nov-20 / 09:03:07




Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

6SYSTEM

30-Nov-20 / 09:03:07



***** LONGITUDINAL WIND BRACING DESIGN ***** STRUT FORCE NETWORK ANALYSIS BUILDING CODE...:2003 International Building Code WIND VELOCITY...: 90.00 MPH WIND PRESSURE COEFFICIENT: 0.66 USE CATEGORY....: 2 WIND SUCTION COEFFICIENT:-0.16 EXPOSURE CODE...: C WIND IMPORTANCE FACTOR...: 1.00 ROOF : BRACE BAY #S 2 FRONT SIDEWALL : BRACE BAY #S 2 BACK SIDEWALL : BRACE BAY #S 2

WIND DIRECTION FROM LE WIND DIRECTION FROM RE ------------------------------ ------------------------------ BAY 1 BAY 4 BAY 1 BAY 4 APPLIED AXIAL APPLIED AXIAL APPLIED AXIAL APPLIED AXIAL STRUT COLUMN LOAD TO STRUT LOAD TO STRUT LOAD TO STRUT LOAD TO STRUT NO. LINE (KIPS) (KIPS) (KIPS) (KIPS) ----- ------ ------------------------------ ------------------------------ 1 BS 0.789 -0.196 -0.196 0.789 2 1.955 -0.486 -0.486 1.955 3 1.955 -0.486 -0.486 1.955 4 FS 0.789 -0.196 -0.196 0.789

AXIAL FORCES (KIPS) IN STRUTS FOR WIND FROM LE : --------------------------------------------------- STRUT COLUMN 1 2 3 4 NO. LINE 25.00FT 25.00FT 25.00FT 25.00FT ----- ------ ---------------------------------------- 1 BS 0.789 0.543 0.296 -0.196 2 1.955 1.345 0.735 -0.486 P 0.000 0.000 0.000 0.000 3 1.955 1.345 0.735 -0.486 4 FS 0.789 0.543 0.296 -0.196

AXIAL FORCES (KIPS) IN STRUTS FOR WIND FROM RE : --------------------------------------------------- STRUT COLUMN 1 2 3 4 NO. LINE 25.00FT 25.00FT 25.00FT 25.00FT ----- ------ ---------------------------------------- 1 BS -0.196 0.296 0.543 0.789 2 -0.486 0.735 1.345 1.955 P 0.000 0.000 0.000 0.000 3 -0.486 0.735 1.345 1.955 4 FS -0.196 0.296 0.543 0.789

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

7SYSTEM

30-Nov-20 / 09:03:07



***** LONGITUDINAL WIND BRACING DESIGN ***** PANEL DIAPHRAGM ANALYSIS

ROOF PANEL: PBR-R UNIT DIAPHRAGM CAPACITY: 100.00 LBS/FT BEGIN BAY: 1 WALL PANEL: PBA UNIT DIAPHRAGM CAPACITY: 100.00 LBS/FT END BAY: 4 SUPPORT DIAPHRAGM WIND FROM LE WIND FROM RE SPACINGS CAPACITY FORCE XMIT IN KIPS FORCE XMIT IN KIPS SECTION (FEET) (KIPS) IN PANEL : BRACING IN PANEL : BRACING ------------------- -------- -------- ------------------ ------------------ BACK SIDEWALL 20.00 10.00 -3.43 0.00 -3.43 0.00 STRUT LINE 1 TO 2 15.00 10.00 -2.44 0.00 -2.44 0.00 STRUT LINE 2 TO 3 10.00 10.00 0.00 0.00 0.00 0.00 STRUT LINE 3 TO 4 10.00 10.00 0.00 0.00 0.00 0.00 STRUT LINE 4 TO 5 15.00 10.00 2.44 0.00 2.44 0.00 FRONT SIDEWALL 20.00 9.00 3.43 0.00 3.43 0.00

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

8SYSTEM

30-Nov-20 / 09:03:07



***** LONGITUDINAL WIND BRACING DESIGN ***** DIAGONAL X-BRACE DESIGN

ROOF BRACING AT BAY 2: ------------------------------------------------------------------------------ STRUT COLUMN AT BRACING ACTUAL BOLT AXIAL ALLOW. NO. LINE DISTANCE SPAN LENGTH SHEAR FORCE FORCE BRACE (FEET) (FEET) (FEET) (KIPS) (KIPS) (KIPS) SIZE ------------------------------------------------------------------------------ 1 BS 0.00 15.00 29.18 0.00 0.00 6.65 1/4in Cable 2 15.00 10.00 26.94 0.00 0.00 6.65 1/4in Cable PEAK 25.00 10.00 26.94 0.00 0.00 6.65 1/4in Cable 3 35.00 15.00 29.18 0.00 0.00 6.65 1/4in Cable 4 FS 50.00

WALL BRACING AT BAY 2: ------------------------------------------------------------------------------ STRUT COLUMN AT BRACING ACTUAL BOLT AXIAL ALLOW. NO. LINE DISTANCE SPAN LENGTH SHEAR FORCE FORCE BRACE (FEET) (FEET) (FEET) (KIPS) (KIPS) (KIPS) SIZE ------------------------------------------------------------------------------ 1 BS 0.00 0.00-20.00 32.02 0.00 0.00 6.65 1/4in Cable 4 FSW 50.00 0.00-20.00 32.02 0.00 0.00 6.65 1/4in Cable

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

9SYSTEM

30-Nov-20 / 09:03:07



***** TRANSVERSE WIND BRACING DESIGN ***** LEFT ENDWALL PANEL DIAPHRAGM ANALYSIS

ROOF PANEL: PBR-R UNIT DIAPHRAGM CAPACITY: 100.00 LBS/FT WALL PANEL: PBA UNIT DIAPHRAGM CAPACITY: 100.00 LBS/FT DIAPHRAGM WIND FROM FS WIND FROM BS CAPACITY FORCE XMIT IN KIPS FORCE XMIT IN KIPS (KIPS) IN PANEL : BRACING IN PANEL : BRACING -------------- -------- -------- ------------------ 5.00 2.58 0.00 2.58 0.00

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

10SYSTEM

30-Nov-20 / 09:03:07



***** TRANSVERSE WIND BRACING DESIGN ***** RIGHT ENDWALL PANEL DIAPHRAGM ANALYSIS

ROOF PANEL: PBR-R UNIT DIAPHRAGM CAPACITY: 100.00 LBS/FT WALL PANEL: PBA UNIT DIAPHRAGM CAPACITY: 100.00 LBS/FT DIAPHRAGM WIND FROM FS WIND FROM BS CAPACITY FORCE XMIT IN KIPS FORCE XMIT IN KIPS (KIPS) IN PANEL : BRACING IN PANEL : BRACING -------------- -------- -------- ------------------ 5.00 2.58 0.00 2.58 0.00

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

11SYSTEM

30-Nov-20 / 09:03:07



SEISMIC BRACING DESIGN ====================== SEISMIC LOADING: BUILDING CODE.........................: 2003 International Building Code MAX ACCELERATION AT SHORT PERIODS, Ss : 50.00 MAX ACCELERATION AT PERIOD OF 1 S, S1 : 30.00 SPECTRAL RESPONSE Sds.................: 0.467 SPECTRAL RESPONSE Sd1.................: 0.360 SEISMIC USE GROUP.....................: I SEISMIC CATEGORY......................: D SOIL PROFILE TYPE(Site Class).........: D STRUCTURAL SYSTEMS: BASIC SEISMIC FORCE RESISTING SYSTEM - Ordinary steel concentrically braced frame RESPONSE MODIFICATION FACTOR.....,R: 3.50 DEFLECTION AMPLIFICATION FACTOR ,Cd: 4.50 RELIABILITY FACTOR.................: 1.50 OVERSTRENGTH FACTOR................: 2.00 ANALYSIS PROCEDURE: Equivalent Lateral Force Procedure SEISMIC DESIGN COEFFICIENT........, Cs: 0.1333 SEISMIC BASE SHEAR................, Vx: 3.88 (KIPS) ROOF WEIGHT...........................: 4.00 (PSF) FS WEIGHT............................: 3.00 (PSF) BS WEIGHT............................: 3.00 (PSF) LE WEIGHT............................: 3.00 (PSF) RE WEIGHT............................: 3.00 (PSF)

***** LONGITUDINAL SEISMIC BRACING DESIGN ***** STRUT FORCE NETWORK ANALYSIS

STRUT FORCES FOR FRAME LINES: 1 2 3 4 5 APPLIED AXIAL STRUT COLUMN LOAD TO STRUT NO LINE (KIPS) ---- ------ ------------- 1 BS 0.080 2 0.187 3 0.187 4 FS 0.080

AXIAL FORCES (KIPS) IN STRUTS FOR SEISMIC FROM LE : --------------------------------------------------- STRUT COLUMN 1 2 3 4 NO. LINE 25.00FT 25.00FT 25.00FT 25.00FT ----- ------ ---------------------------------------- 1 BS 0.210 0.175 0.140 -0.110 2 0.261 0.177 -0.177 -0.261 P 0.000 0.000 0.000 0.000 3 0.261 0.177 -0.177 -0.261 4 FS 0.210 0.175 0.140 -0.110

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

12SYSTEM

30-Nov-20 / 09:03:07



***** LONGITUDINAL SEISMIC BRACING DESIGN ***** STRUT FORCE NETWORK ANALYSIS

AXIAL FORCES (KIPS) IN STRUTS FOR SEISMIC FROM RE : --------------------------------------------------- STRUT COLUMN 1 2 3 4 NO. LINE 25.00FT 25.00FT 25.00FT 25.00FT ----- ------ ---------------------------------------- 1 BS -0.110 0.140 0.175 0.210 2 -0.261 -0.177 0.177 0.261 P 0.000 0.000 0.000 0.000 3 -0.261 -0.177 0.177 0.261 4 FS -0.110 0.140 0.175 0.210

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

13SYSTEM

30-Nov-20 / 09:03:07



***** LONGITUDINAL SEISMIC BRACING DESIGN ***** DIAGONAL X-BRACE DESIGN

ROOF BRACING AT BAY 2: ------------------------------------------------------------------------------ STRUT COLUMN AT BRACING ACTUAL BOLT AXIAL ALLOW. NO. LINE DISTANCE SPAN LENGTH SHEAR FORCE FORCE BRACE (FEET) (FEET) (FEET) (KIPS) (KIPS) (KIPS) SIZE ------------------------------------------------------------------------------ 1 BS 0.00 15.00 29.18 0.00 0.00 6.65 1/4in Cable 2 15.00 10.00 26.94 0.00 0.00 6.65 1/4in Cable PEAK 25.00 10.00 26.94 0.00 0.00 6.65 1/4in Cable 3 35.00 15.00 29.18 0.00 0.00 6.65 1/4in Cable 4 FS 50.00

WALL BRACING AT BAY 2: ------------------------------------------------------------------------------ STRUT COLUMN AT BRACING ACTUAL BOLT AXIAL ALLOW. NO. LINE DISTANCE SPAN LENGTH SHEAR FORCE FORCE BRACE (FEET) (FEET) (FEET) (KIPS) (KIPS) (KIPS) SIZE ------------------------------------------------------------------------------ 1 BS 0.00 0.00-20.00 32.02 0.00 0.00 6.65 1/4in Cable 4 FS 50.00 0.00-20.00 32.02 0.00 0.00 6.65 1/4in Cable

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

14SYSTEM

30-Nov-20 / 09:03:07



***** BRACING DESIGN ***** Weight Summary ==============

8x4SSE14 : 403.00 Lbs 1/4in Cable : 42.31 Lbs ------------------------------------------- Total Weight : 445.31 Lbs

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

15SYSTEM

30-Nov-20 / 09:03:07




Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

16SYSTEM

30-Nov-20 / 09:03:07



FRAMED OPENING DESIGN SYSTEM ============================ BUILDING LENGTH (FT)....: 100.00 BUILDING WIDTH (FT).....: 50.00 FS EAVE HEIGHT (FT)....: 20.00 BS EAVE HEIGHT (FT)....: 20.00 LE TYPE................: BF RE TYPE................: BF NO. FS /BS BAYS........: 4 FS /BS BAY SPACINGS(FT): 25.00 25.00 25.00 25.00 NO. LE BAYS............: 3 LE BAY SPACINGS (FT)...: 15.00 20.00 15.00 NO. RE BAYS............: 3 RE BAY SPACINGS (FT)...: 15.00 20.00 15.00 DESIGN CODE.............: 2001 AISI WITH 2004 SUPPLEMENT BUILDING CODE...........: 2003 International Building Code EXPOSURE CODE...........: C OPEN CONDITION..........: ENCLOSED WIND IMP. FACTOR........: 1.00 WIND VELOCITY (MPH).....: 90.00 WIND LOAD (PSF) ........: 15.90 WIND COEFFICIENTS: Pressure Suction GCp GCpi GCp GCpi 0.63 -0.18 -0.72 0.18 FS NO. OF GIRT LEVELS..: 2 GIRT ELEVATIONS (FT)....: 7.29 13.29 BS NO. OF GIRT LEVELS..: 2 GIRT ELEVATIONS (FT)....: 7.29 13.29 LE NO. OF GIRT LEVELS..: 3 GIRT ELEVATIONS (FT)....: 7.29 13.29 19.29 RE NO. OF GIRT LEVELS..: 3 GIRT ELEVATIONS (FT)....: 7.29 13.29 19.29 OPEN SIDE OPEN TYPE DIST./QTY WIDTH HEIGHT NO. ---- ------------------------------ (FT) (FT) (FT) 1 FS OH DOOR 5.000 10.000 10.000

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

1SYSTEM

30-Nov-20 / 09:03:08

FRAMED OPENING DESIGN REPORT


***** FRAMED OPENING DESIGN ***** D E S I G N D E T A I L ========================== ----------------------------------------------------------------------------------- OPENING NO: 1 SIDE: FS LOCATION: 5.00(FT) WIDTH: 10.00(FT) HEIGHT: 10.00(FT) ----------------------------------------------------------------------------------- MEMBER LENGTH WT/FT SECTION SIZE ------- (FT) (LBS) ------------------------- L. JAMB 13.292 3.40 8x4C16 LOAD BEGIN LOAD END LOAD GROUP LOAD APPLIED DISTANCE AND INTENSITY DISTANCE AND INTENSITY NAME TYPE DIRECTION (FT) (LB;LB/FT) (FT) (LB;LB/FT) ----- ---- --------- ---------------------- ---------------------- WL- UNIF NORMAL 0.0000 -107.58 13.2917 -107.58 WL+ UNIF NORMAL 0.0000 96.85 13.2917 96.85 LOAD ACTUAL ALLOW. BEND DIST. ACTUAL ALLOW SHEAR DEFLEC DEFLEC CASE MOMENT MOMENT RATIO FROM SHEAR SHEAR RATIO TION TION KIP-FT KIP-FT BASE KIPS KIPS INCHES RATIO WL- -2.38 7.26 0.33 6.65 -0.71 2.19 0.33 -0.24 659 WL+ 2.14 7.26 0.29 6.65 0.64 2.19 0.29 0.22 732 MEMBER LENGTH WT/FT SECTION SIZE ------- (FT) (LBS) ------------------------- R. JAMB 13.292 3.40 8x4C16 LOAD BEGIN LOAD END LOAD GROUP LOAD APPLIED DISTANCE AND INTENSITY DISTANCE AND INTENSITY NAME TYPE DIRECTION (FT) (LB;LB/FT) (FT) (LB;LB/FT) ----- ---- --------- ---------------------- ---------------------- WL- UNIF NORMAL 0.0000 -143.44 13.2917 -143.44 WL+ UNIF NORMAL 0.0000 129.13 13.2917 129.13 LOAD ACTUAL ALLOW. BEND DIST. ACTUAL ALLOW SHEAR DEFLEC DEFLEC CASE MOMENT MOMENT RATIO FROM SHEAR SHEAR RATIO TION TION KIP-FT KIP-FT L.END KIPS KIPS INCHES RATIO WL- -3.17 7.26 0.44 6.65 -0.95 2.19 0.43 -0.32 494 WL+ 2.85 7.26 0.39 6.65 0.86 2.19 0.39 0.29 549 MEMBER LENGTH WT/FT SECTION SIZE ------- (FT) (LBS) ------------------------- HEADER 10.000 3.40 8x4C16 LOAD BEGIN LOAD END LOAD GROUP LOAD APPLIED DISTANCE AND INTENSITY DISTANCE AND INTENSITY NAME TYPE DIRECTION (FT) (LB;LB/FT) (FT) (LB;LB/FT) ----- ---- --------- ---------------------- ---------------------- WL- UNIF NORMAL 0.0000 -23.61 10.0000 -23.61 WL+ UNIF NORMAL 0.0000 21.25 10.0000 21.25

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

2SYSTEM

30-Nov-20 / 09:03:08



***** FRAMED OPENING DESIGN ***** LOAD ACTUAL ALLOW. BEND DIST. ACTUAL ALLOW SHEAR DEFLEC DEFLEC CASE MOMENT MOMENT RATIO FROM SHEAR SHEAR RATIO TION TION KIP-FT KIP-FT L.END KIPS KIPS INCHES RATIO WL- -0.30 7.26 0.04 5.00 -0.12 2.19 0.05 -0.02 7056 WL+ 0.27 7.26 0.04 5.00 0.11 2.19 0.05 0.02 7838 D E S I G N S U M M A R Y ============================ FO WALL DIST WIDTH HEIGHT LEFT JAMB SECTION SIZE RIGHT JAMB SECTION SIZE # (FT) (FT) (FT) ------------------------- ------------------------- 1 FS 5.00 10.00 10.00 8x4C16 8x4C16 LENGTH(FT) SECTION SIZE ---------- ------------------------- OPENING: 1 HEADER : 10.00 8x4C16

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

3SYSTEM

30-Nov-20 / 09:03:08



***** FRAMED OPENING DESIGN ***** Weight Summary ==============

8x4C16 : 124.38 Lbs ------------------------------------------- Total Weight : 124.38 Lbs

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

4SYSTEM

30-Nov-20 / 09:03:08




Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

5SYSTEM

30-Nov-20 / 09:03:08



Canopy Design ============= Span: 50.0000 (Ft) Distance to Peak: 25.0000 (Ft) Length: 100.0000 (Ft) Eave Heights - FRONT SIDEWALL: 20.0000 (Ft) BACK SIDEWALL: 20.0000 (Ft) Roof Slopes - FRONT ROOF: 1.0000 (In/Ft) BACK ROOF: 1.0000 (In/Ft) Number of Bays: 4 Bay Spacings (Ft) ( LEFT ENDWALL --> RIGHT ENDWALL ): 25.0000, 25.0000, 25.0000, 25.0000 Frame #1 Type: RIGID FRAME FRAME LINES: 2 3 4 Spacings (Ft) ( FRONT SIDEWALL --> BACK SIDEWALL ): CLEAR SPAN LEFT ENDWALL Type: POST & BEAM, SetBack: 0.3333 (Ft) FRONT SIDEWALL Corner Column Inset: 0.6667 (Ft) BACK SIDEWALL Corner Column Inset: 0.6667 (Ft) Spacings (Ft) ( FRONT SIDEWALL --> BACK SIDEWALL ): 15.0000, 20.0000, 15.0000 RIGHT ENDWALL Type: POST & BEAM, SetBack: 0.3333 (Ft) FRONT SIDEWALL Corner Column Inset: 0.6667 (Ft) BACK SIDEWALL Corner Column Inset: 0.6667 (Ft) Spacings (Ft) ( FRONT SIDEWALL --> BACK SIDEWALL ): 15.0000, 20.0000, 15.0000

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

1SYSTEM

30-Nov-20 / 09:03:02

CANOPY DESIGN REPORT


***** BACK SIDEWALL CANOPY DESIGN ***** ***** Input Canopy #1 ***** Canopy Type: Below-Eave Canopy Projection: 3.0000 (Ft) Canopy Height: 15.0000 (Ft) (Clear to Bottom of Beam) Roof Slope: 1.0000 (In/Ft) Canopy Starts @ Frame Line: 2 Canopy Ends @ Frame Line: 4 Beam Material: Optimize Beam Shape: Straight Beam Depth End 1 ( Attached End ): 0.0000 (In) (Optimize Depth) Beam Depth End 2 ( Free End ): 0.0000 (In) (Optimize Depth) Purlin Depth: Optimized Purlin Material: Zee Purlin Condition: By-Pass Continuous Eave Member Material: Eave Strut Eave Member Condition: By-Pass Continuous Purlin Locations (Ft) ( Attached End --> Free End ) Optimized

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

2SYSTEM

30-Nov-20 / 09:03:02



***** BACK SIDEWALL CANOPY DESIGN ***** ***** Input Canopy #1 - Canopy Purlin Design ***** DESIGN DATA ----------- NUMBER OF BAYS...: 2 BAY SPACINGS.....: 25.00 25.00 ROOF SYSTEM......: SCREW DOWN PANEL GAGE & TYPE: 26g PBR-Roof PURLIN TYPE......: Z - BYPASS CONTINUOUS PURLIN SPACING : 1@ 2.51FT 1@ 0.50FT DESIGN CODE......: 2001 AISI WITH 2004 SUPPLEMENT BUILDING CODE....: 2003 International Building Code EXPOSURE CODE....: C OPEN CONDITION...: ENCLOSED USE CATEGORY.....: 2 WIND IMP. FACTOR.: 1.00 SNOW IMP. FACTOR.: 1.00 GROUND SNOW LOAD : 0.00 PSF ROOF SNOW LOAD...: 0.00 PSF LIVE LOAD........: 20.00 PSF DEAD LOAD........: 0.90 PSF (INCLUDES PANEL WT.) COLLATERAL LOAD..: 0.00 PSF WIND VELOCITY....: 90.00 MPH WIND LOAD........: 15.90 PSF EDGE STRIP WIDTH : 5.00 FT. MEAN ROOF HEIGHT : 20.00 FT. WIND COEFFICIENTS AND APPLICATIONS: PURLIN IN EDGE STRIP AT PEAK --> LINE NUMBERS: 2 TO 2 TRIB. AREA...: 208.333 SQ.FT LOCATION ZONE GCp GCpi W(psf) ZONE 1 INTERIOR....: -1.600 0.000 -25.434 ZONE 2 SIDE........: -1.600 0.000 -25.434 ZONE 3 CORNER......: -0.800 0.000 -12.717

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

3SYSTEM

30-Nov-20 / 09:03:02



***** BACK SIDEWALL CANOPY DESIGN ***** ***** Input Canopy #1 - Canopy Purlin Design ***** PURLIN IN EDGE STRIP AT PEAK (LEVEL: 2) AVG SPACING @ 1.7552 (FT) ------------------------------------------------------------------------------- MEMBER LAYOUT ------------- BAY LENGTH MEMBER LT LAP RT LAP INFLECTION PNTS SAG NO. (FT) SIZE (FT) (FT) (FEET) BRACES ---- ------- ------------------------- ------ ------ --------------- ------ 1 25.0000 8x2.5Z16 0.0000 1.1458 0.0000 18.3506 0 2 25.0000 8x2.5Z16 1.1458 0.0000 6.6494 25.0000 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- |<-----------MOMENTS-------------->|<-----DESIGN FACTORS---->| BAY| ACTUAL|ALLOW.| |DISTNCE|LOAD| LX | LY | CB | AISI | NO.| (K-FT)|(K-FT)| RATIO| (FEET)|CASE| (FT) | (FT)|FACT.| SECT.| ----|-------|------|------|-------|----|------|-----|-----|------| 1 -2.581 4.619 0.559 23.854 7 25.00 5.50 1.00 C3.1.2 2 -2.582 4.619 0.559 1.146 7 25.00 5.50 1.00 C3.1.2 |<------------SHEARS-------------->|<---BENDING+SHEAR-->| BAY| ACTUAL|ALLOW.| |DISTNCE|LOAD| |DISTANCE|LOAD| NO.| (KIPS)|(KIPS)| RATIO| (FEET)|CASE| RATIO| (FEET) |CASE| ----|-------|------|------|-------|----|------|--------|----| 1 0.596 2.195 0.272 23.854 2 0.571 23.854 2 2 -0.596 2.195 0.272 1.146 2 0.571 1.146 2 |<------------DEFLECTIONS----------->| BAY| ACTUAL | DEFL. | DISTANCE | LOAD | NO.| (INCH) | RATIO | (FEET) | CASE | ----|--------|---------|----------|------| 1 0.981 306 11.673 5 2 0.981 306 13.327 6 LOAD CASE LOAD COMBINATION --------- -------------------- 1 DL + LL 2 0.6DL + WL (UPLIFT) 3 DL + 0.75(LL+WL+COL) 4 DL + 0.75(LL+WL+COL) 5 DL + AL11_1 6 DL + AL12_2 7 DL + AL21_2 ALIJ_K, WHERE: I = ALTERNATE SPAN LIVE LOAD CASE = 1, FULL LIVE ON ONE SPAN & ALTERNATE SPANS = 2, FULL LIVE ON TWO SPANS; NOTHING ON REMAINING J = STARTING SPAN K = ENDING SPAN

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

4SYSTEM

30-Nov-20 / 09:03:02



***** BACK SIDEWALL CANOPY DESIGN ***** ***** Input Canopy #1 - Canopy Eave Member Design ***** AVG. SPACING 1.2552 (FT) ------------------------------------------------------------------------------- MEMBER LAYOUT ------------- BAY LENGTH MEMBER LT LAP RT LAP INFLECTION PNTS SAG NO. (FT) SIZE (FT) (FT) (FEET) BRACES ---- ------- ------------------------- ------ ------ --------------- ------ 1 25.0000 8x4SSE14 0.0000 0.0000 0.0000 25.0000 0 2 25.0000 8x4SSE14 0.0000 0.0000 0.0000 25.0000 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- |<-----------MOMENTS-------------->|<-----DESIGN FACTORS---->| BAY| ACTUAL|ALLOW.| |DISTNCE|LOAD| LX | LY | CB | AISI | NO.| (K-FT)|(K-FT)| RATIO| (FEET)|CASE| (FT) | (FT)|FACT.| SECT.| ----|-------|------|------|-------|----|------|-----|-----|------| 1 -1.994 5.122 0.389 13.000 2 25.00 25.00 1.00 C3.1.3 2 -1.994 5.122 0.389 12.000 2 25.00 25.00 1.00 C3.1.3 |<------------SHEARS-------------->|<---BENDING+SHEAR-->| BAY| ACTUAL|ALLOW.| |DISTNCE|LOAD| |DISTANCE|LOAD| NO.| (KIPS)|(KIPS)| RATIO| (FEET)|CASE| RATIO| (FEET) |CASE| ----|-------|------|------|-------|----|------|--------|----| 1 0.376 5.023 0.075 0.000 1 0.298 12.500 1 2 0.376 5.023 0.075 0.000 1 0.298 12.500 1 |<------------DEFLECTIONS----------->| BAY| ACTUAL | DEFL. | DISTANCE | LOAD | NO.| (INCH) | RATIO | (FEET) | CASE | ----|--------|---------|----------|------| 1 0.620 484 12.500 1 2 0.620 484 12.500 1 LOAD CASE LOAD COMBINATION --------- -------------------- 1 DL + LL 2 DL + WL (UPLIFT) 3 LL (DEFLECTION)

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

5SYSTEM

30-Nov-20 / 09:03:02



***** BACK SIDEWALL CANOPY DESIGN ***** ***** Input Canopy #1 - Canopy Beam Design ***** Beam ---- Wide Flange 8W10 Stress Check ------------ Load Actual Allowable Stress Distance From Combination Shear Shear Ratio Fixed End -------------- (Kips) (Kips) ------- (Ft) DL + LL -2.16 26.83 0.080 0.00 0.6DL + WL 1.77 26.83 0.066 0.00 Load Actual Allowable Stress Distance From Deflection At Combination Moment Moment Ratio Fixed End Free End -------------- (K-Ft) (K-Ft) ------ (Ft) (In) DL + LL -3.23 21.29 0.152 0.00 0.01 0.6DL + WL 2.66 21.29 0.125 0.00 LL 0.01

Canopy Connection at Fixed End(Murray) -------------------------------------- Bolt Dia = 0.7500 (In) Bolt Gage = 3.5000 (In) Width Length Thick No. of sets of A-325 bolts (In) (In) (In) Top Bottom Spacer 2 2 0 Plate: 6.000 13.417 0.5000 WELD FO-FP FI-FP WB-BS-3 No. of bolts/set and spacings from outer to inner end: No. Bolts 2 2 2 2 0 Spacing 1.500 3.250 3.917 3.250 1.500 Dist from plate edge to bm FO = 2.7500 Moment cap out = 24.36 (K-Ft) In = 24.36 (K-Ft)

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

6SYSTEM

30-Nov-20 / 09:03:02



***** BACK SIDEWALL CANOPY DESIGN ***** ***** Input Canopy #1 - Weight Summary *****

Canopy Beam : 40.62 Lbs 8x2.5Z16 : 152.69 Lbs 8x4SSE14 : 201.50 Lbs ------------------------------------------- Total Weight : 394.81 Lbs

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

7SYSTEM

30-Nov-20 / 09:03:02




Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

8SYSTEM

30-Nov-20 / 09:03:02



RE: THOMASON CONST.

123 ANYSTREET

ANYWHERE, TN 12345

Project Description:

End Use Code:

Building Code:

Design Codes:

50 x 100 x 20 x 1:12 Slope

2-(All Others)

2003 International Building Code

AISC_ 9TH Edition (ASD), 2001 AISI

Gentlemen:

This letter is to certify that the above referenced project and its components have been designed to meet or exceed the requirements for the design code and specifications shown above.

Based on the requirements of the order documentation, the structural design criteria applied to the design of this project are as follows:

Basic Loading

Roof Live:

Collateral:

Snow:

Wind Velocity:

Additional Dead:

20.00 Psf

.00 Psf

0.00

90.00 Mph

.00 Psf

Live Load Reduction:

Snow Type:

Yes

N/A

Seismic Loading

Seismic Zone: N/A Importance Factor: N/A

Short Period Accel, Ss: 50.00 Response Mod Fac, R: 3.50

1 Second Accel, S1: 30.00 Deflection Amp Fac, Cd: 3.00

Concrete Stress: 3000 Seismic Haz Exp Group: G1 Soil Profile Type: D

Wind Exposure Condition Snow Exposure Condition

Exposure: C Coastal Zone: No

Building Envelope: FULLY CLOSED

Roof Snow Exp: C Thermal Exp: ABOVE FREEZING

Surface Condition: OTHER Surface Exp: PART EXPOSED

This certification is limited to the steel framework, the metal roof, the wall covering, and fasteners required for their installation. This certification specifically excludes the design and analysis of the foundation, masonry walls, masonry anchors, and parts supplied by anyone other than the building manufacturer.

Note: Failure due to wind of doors not supplied by the building manufacturer relieves the building manufacturer of ALL responsibility for the building stability.

Respectfully Submitted,

XYZ Building Systems

Importance Factor: Importance Factor:1.0000 1.0000

100 Any Street

Any City, ST 37075

800-555-1000

Letter of CertificationThursday, November 30, 2006

EXAMPLE

123 ANYSTREET ANYWHERE, TN 12345 123-123-1234

DESIGN FRAME #1 PRELIMINARY FRAME COLUMN REACTIONS ================================== FRAME LINES: 2 3 4 LEFT EH= 20.000 FT. LEFT RS: 1.000/12 RIGHT EH= 20.000 FT. RIGHT RS: 1.000/12 DISTANCE TO PEAK FROM LEFT SIDE: 25.000 FT. L--------------P--------------R | | | 50.00 | | | HL | | HR --->B B<--- ^ ^ | | | | VL VR ---------------------------------------------- | BUILDING | COLUMN REACTIONS (KIPS) | | LOADS |-------------------------------| | | HL | VL | HR | VR | |------------|-------|-------|-------|-------| | DL | 0.71| 2.07| 0.71| 2.43| | LL | 3.31| 8.13| 3.31| 10.43| | WLL | -5.62| -9.92| 0.18| -5.77| | WLR | 0.28| -5.65| -5.52| -12.16| | WLL1 | -0.30| -4.66| -0.60| -3.07| | WLR1 | -0.46| -2.95| -0.17| -6.90| | WEW | -1.16| -9.49| -1.16| -11.85| | SEIL | -0.33| -0.28| 0.34| 0.28| | SEIR | 0.33| 0.28| -0.34| -0.28| | WLL2 | -5.52| -5.94| 0.29| -1.79| | WLR2 | 0.39| -1.67| -5.42| -8.18| | WLL3 | -0.41| -8.64| -0.70| -7.05| | WLR3 | -0.57| -6.93| -0.27| -10.88| | COMB # 1 | 4.02| 10.21| 4.02| 12.86| | COMB # 2 | -5.20| -8.68| 0.61| -4.30| | COMB # 3 | 0.71| -4.40| -5.10| -10.70| | COMB # 10 | -0.74| -8.25| -0.74| -10.39| | COMB # 15 | -5.09| -4.70| 0.71| -0.33| | COMB # 16 | 0.81| -0.43| -4.99| -6.72| ---------------------------------------------- LOAD COMBINATIONS: ------------------ COMB # 1--> 1.00 X(DL+ LL) COMB # 2--> 1.00 X(0.60DL+ WLL) COMB # 3--> 1.00 X(0.60DL+ WLR)

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

1SYSTEM

30-Nov-20 / 09:03:05

FRAME REACTIONS REPORT


DESIGN FRAME #1 PRELIMINARY FRAME COLUMN REACTIONS ================================== LOAD COMBINATIONS: (CONT'D) ------------------ COMB # 10--> 1.00 X(0.60DL+ WEW) COMB # 15--> 1.00 X(0.60DL+ WLL2) COMB # 16--> 1.00 X(0.60DL+ WLR2)

Job No:

Sheet No:Run By:

Date:CK'D By:


MBCI Release 23.0

EXAMPLE

2SYSTEM

30-Nov-20 / 09:03:05

FRAME REACTIONS REPORT


primary frame design report qwc_mb_dsn

Documents