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Home My WebLink About1265 LAUREL TREE LN; STRUCT; CB053109; Structural CalculationsSTRUCTURAL CALCULATIONS Biltmore Pacifica - 24 Hour Fitness Laurel Tree Lane iarlsbad, CA 92009 Budding Department Submittal Prepared for: Smith Consulting Architects 12220 El Camino Real, Suite 200 San Diego, CA 92130 Prepared by; Hope Engi 1301 Third Ave, San Diego August 29, 2005 HE Project #205016.00 Calc Index STRUCTURAL CALCULATION INDEX Page 1 Job Number 205016.00 Job Name Biltmore Pacifica General Gravity Lateral Tilt Up Panels Foundation Miscellaneous Description Design Loads Framing Design Criteria Roof Framing 3rd Floor Framing 2nd Floor Framing Beam Design Summary Frmg Check and Beam Conn. Check Grav. Column & Baseplate Design Criteria Column Load Summary Column Design Baseplate Design Lateral Analysis Design Criteria Model Data Criteria, Mass & Exposure Data Loads & Applied Forces Redundancy Factors Story Displacements Periods and Modes Frame Story Shears Diaphragm Analysis Diaphragm Design Panel Elevations Wall Loading - Dead Load & Mass Wall Group Forces from Ram Frame Wall Pier Seismic Forces In Plane Wall Design Out of Plane Wall Design Slender Wall Design Foundation Model & Design Criteria Spread Footing Design Grade Beam Design Canopy #1 Design Canopy #2 Design Page Number G1 B1 B4 B8 B12 B16 B28 C1 C2 C7 C11 L L1 L46 L47 L51 L52 L54 L56 L73 L89 P1 P9 P19 P40 P87 P115 F1 F13 F17 M1 M31 to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to G8 83 B7 B11 B15 B27 B29 C1 C6 C10 C11 L L45 L46 L50 L51 L53 L55 L72 L88 L98 P8 P18 P39 P86 P114 P202 F12 F16 F40 M30 M43 HOPE JobNc Date -1QPE ENGINEERING 1301 Third AvenueSuites 300 • By | San Diego, CA 92101 TEL: (619)232-4673 PfOJeC FAX- IA1fl> 71S-4A7C; info©hopeengineeri ng.com Design Loads Roof 1 205016 26-Aug-2005 MCP Biltmore Pacifica - 24 Hr Fitness Approx. Sqr. ft.: Deck Joists Girders Columns Roofing Insulation Fire Proofing 1 1/2" 18Ga Metal Deck Joists Girders Ceiling Lighting Sprinklers Mech / Elect Partitions Misc. | RDL = RLL = CDL= Third Floor 4.0 4.0 4.0 4.0 1.5 1.5 1.5 1.5 1.0 1.0 1.0 1.0 2.9 2.9 2.9 2.9 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.2 0.2 0.2 0.2 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 0.0 0.0 0.0 2.4 2.4 2.4 2.4 19.0 21.0 23.0 23.0 20.0 20.0 20.0 20.0 Approx. Sqr. ft.: Deck Joists Girders Columns Flooring Fire Proofing 2 1/2" Lt. Wt. Cone. Over 2" 18Ga. Metal Deck Joists Girders Ceiling Lighting Sprinklers Mech / Elect Partitions Misc. FDL = FLL = CDL= 3.0 3.0 3.0 3.0 1.0 1.0 1.0 1.0 32.1 32.1 32.1 32.1 2.7 2.7 2.7 2.7 4.0 4.0 4.0 3.0 3.0 2.0 2.0 2.0 2.0 0.2 0.2 0.2 0.2 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 20.0 20.0 20.0 2.0 2.0 2.0 2.0 48.0 72.0 75.0 75.0 80.0 80.0 80.0 80.0 ^\ 25900 Lateral 4.0 1.5 1.0 2.9 2.0 2.0 2.0 0.2 2.0 3.0 5.0 2.4 28.0 psf 20.0 psf 9.3 psf 25900 Lateral 3.0 1.0 32.1 2.7 4.0 3.0 2.0 0.2 2.0 3.0 10.0 2.0 65.0 psf 80.0 psf 43.8 psf Second Floor Approx. Sqr. ft:: 25900 Flooring Fire Proofing 2 1/2" Lt. Wt. Cone. Over 3" 18Ga. Metal Deck Joists Girders Ceiling Lighting Sprinklers Mech / Elect Partitions Misc. FDL = FLL = CDL= Deck 3.0 1.0 36.7 2.9 2.0 0.2 2.0 3.0 2.2 53.0 80.0 Joists 3.0 1.0 36.7 2.9 4.0 2.0 0.2 2.0 3.0 20.0 2.2 Girders 3.0 1.0 36.7 2.9 4.0 3.0 2.0 0.2 2.0 3.0 20.0 2.2 77.0 80.0 Columns 3.0 1.0 36.7 2.9 4.0 3.0 2.0 0.2 2.0 3.0 20.0 2.2 80.0 80.0 80.0 80.0 Lateral 3.0 1.0 36.7 2.9 4.0 3.0 2.0 0.2 2.0 3.0 5.0 2.2 65.0 psf 80.0 psf 48.8 psf HOPE r-O'-'u ElMfilNEtSiNG Seismic C 1301 Third Avenue Suite 300 Sdn Diego, CA 92!01 TEL: (619) 232-4673 FAX: (619) 235-4675 ;'nfo@hope&ng Jneering.com >esign Base Shear Job No. Date By Project 205016 26-Aug-2005 MCP ^?~^ Biltmore Pacifica - 24 Hr Fitness Both Directions Determine value of the Seismic Design Base Shear, V. Based on 1997 UBC Sections 1629.4.2, 1630.2.1 & 1630.2.2 Input Data Variables determined by UBC Chapter 16 Division IV Z = 0.40 Seismic zone factor per Table 16-1 S d Soil profile type per Table 16-J or geotechnical report I = 1.00 Seismic importance factor per Table 16-K R = 4.5 Response modification factor per Table 16-N or Table 16-P C, = 0.020 Numerical coefficient given in Section 1630.2.2 Ca = 0.44 Acceleration-based ground response coefficient per Table 16-Q Cu = 0.70 Velocity-based ground response coefficient per Table 16-R Near source variables applicable in seismic zone 4 only B Seismic source type per Table16-U and ICBO maps 7.5 Closest distance to known seismic source per ICBO maps, (km) Na = 1.0 Acceleration-based near source factor per Table 16-S Nv = 1.1 Velocity-based near source factor per Table 16-T Variables determined by building configuration hn = 45.00 Height above base to uppermost main level of building, (ft.) (not including penthouses or other appendages) Output Data Static Force Procedure Structural period, T (sec.) per UBC Section 1630.2.2, Method A T = C, x (hn)3/4 = 0.347 (UBC Equation 30-8) Strength level design base shear, V per UBC Section 1630.2.1 wCv I R T 2.5 Ca I R 0.11 C,l 0.8 Z Nv I R W W W 0.450 0.244 0.048 0.078 W W W W (UBC Equation 30-4) (UBC Equation 30-5) (UBC Equation 30-6) (UBC Equation 30-7) Simplified Static Force Procedure Strength level design base shear, V per UBC Section 1630.2.4 3.0 Ca R W 0.293 W (UBC Equation 30-11) HOPE 1301 Third Avenue Suite 300 San Diego. CA 92101 TEL: (619) 232-4673 FAX: (619) 235-4675 in (o@hopefing Sneering, corr Job No. Date By Project 205016 26-Aug-2005 MCP 24 hr Fitness Seismic Lateral Force on Elements and Components |ap/Rp: 1.0/3.0 Walls out-of plane & Bodies of connections, 2.5/3.0 Unbraced parapets, 1.0/1.0 Fasteners Determine value of Fp (relative to Wp) for various locations in the structure. Based on 1997 UBC Section 1632.2 Input Data Variables determined by UBC Chapter 16 Division IV Ca = 0.44 Acceleration-based ground response coefficient per Table 16-Q IP = 1.00 Seismic importance factor per Table 16-K Output Data Strength level seismic design Fp(min) = 0.7 Ca IpWp Fp(max, = 4.0 Ca Ip Wp F ap Ca Ip tFP - R f = force per UBC Section 0.31 Wp (UBC Equation 1.76 Wp (UBC Equation * Wp (UBC Equation wp 1632.2 32-3) 32-3) 32-2) Strength level values of Fp (relative to Wp) hx hr 1.00 0.95 0.90 0.85 0.80 0.75 0.70 0.65 0.60 0.55 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 ap : 1.00 Rp : 3.00 0.59 0.56 0.54 0.52 0.50 0.48 0.45 0.43 0.41 0.39 0.37 0.34 0.32 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 2.50 3.00 1.47 1.41 1.36 1.30 1.25 1.19 1.14 1.08 1.03 0.97 0.92 0.86 0.81 0.75 0.70 0.64 0.59 0.53 0.48 0.42 0.37 1.00 0.00 0.00 1.00 0.00 0.00 1.76 1.69 1.63 1.56 1.50 1.43 1.36 1.30 1.23 1.17 1.10 1.03 0.97 0.90 0.84 0.77 0.70 0.64 0.57 0.51 0.44 HOPE HQ,!!E ENG)N££U!NG 1301 Third Avenue Suite 300 San Diego, CA 92!01 TEL: (619) 232-4673 FAX: [6!9) 235-4675 Job No. Date By Project 205016 26-Aug-2005 MCP Biltmore - 24 Hour Fitness Wind Load on Primary Frame L Determine Design Wind Pressures for the Primary Building Frame using the Projected Area Method (Method 2). Based on 1997 UBC Section 1621. Input Data Variables determined by UBC Chapter 16, Division III B Exposure as defined in Section 1616 ("B", "C", or "D" ) 70 Minimum basic wind speed per Figure 16-1, mph lw = 1.00 Importance factor per Table 16-K Variable determined by building configuration H =45 Height of structure, ft Output Data 1) Wind stagnation pressure at the standard height of 33 feet (psf) qs = 12.5 (0.00256 xV2) 2) Pressure coefficient per UBC Table 16-H, Method 2 Cq =1.4 For Horizontal Pressure on Structures Over 40 Feet in Height Cq = 0.7 For Outward Pressure on Horizontal Projected Area 3) Design Wind Pressure per Equation 20-1 P = Ce x Cq x qs x lw Horizontal Pressure in Any Direction on Vertical Projected Area (psf) Height 0-15 20 25 30 40 60 80 (ft) P = P = P = P — P = P = P = Outward Pressure Height 0-15 20 25 30 . 40 60 80 (ft) p = P = P = P = P = P = P = Ce Table 16-G 0.62 0.67 0.72 0.76 0.84 0.95 1.04 on Horizontal Ce Table 16-G 0.62 0.67 0.72 0.76 0.84 0.95 1.04 x X X X X X X Cq Table 16-H 1.4 1.4 1.4 1.4 1.4 1.4 1.4 Projected Area X X X X X X X c 1-uq Table 16-H 0.7 0.7 0.7 0.7 0.7 0.7 0.7 X X X X X X X (psf) X X X X X X X qs(psf) Table 16-F 12.5 12.5 12.5 12.5 12.5 12.5 12.5 Qs (PSf) Table 16-F 12.5 12.5 12.5 12.5 12.5 12.5 12.5 X X X X X X X X X X X X X X lw Table 16-K 1.00 1.00 1.00 1.00 1.00 1.00 1.00 L Table 16-K 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.9 11.7 12.6 13.3 14.7 = 16.6 N/A 5.4 5.9 6.3 6.7 7.4 8.3 N/A 1. For one story or the top story of multistory partially enclosed structures, the value of Cq shall be taken as 1.2 when determining the Outward Pressure on the Horizontal Projected Area. HOPE HOPK £NC!ME£";'<iNG 1301 Third Avenue S^te 300 5^n Diego, CA 92101 TEL: (619) 232-4673 FAX: (619) 235-4675 Wind Loads on Wall Elements* 'For tributary areas greater than 1000 square feet use Primary Frame values. Job No. Date By Project 205016 26-Aug-2005 MCP <£}(f> Biltmore - 24 Hour Fitness I Determine Design Wind Pressures for Wall Elements which are Not in Areas of Discontinuity Based on 1997 UBC Section 1622. Input Data Variables determined by UBC Chapter 16, Division III B Exposure as defined in Section 1616 ("B", "C", or "D" ) 70 Minimum basic wind speed per Figure 16-1, mph lw = 1.00 Importance factor per Table 16-K Variable determined by building configuration H =45 Height of Structure, ft E Degree of Enclosure ("E" = Enclosed. "P" = Partially Enclosed, "U" = Unenclosed) Output Data 1) Wind stagnation pressure at the standard height of 33 feet per Table 16-F (psf) Ps = 12.5 (0.00256 xV2) 2) Pressure coefficient per UBC Table 16-H, Wall Elements Values shown are for 10 sqft tributary area, for tributary areas of 100 sqft, the value 0.3 may be subtracted from Q. Cq =1.2 For Outward Pressure on Enclosed Structures Cq = 1.2 For Inward Pressure on All Structures 3) Design Wind Pressure per Equation 20-1 P = Ce x Cq x qs x I* Outward Pressure on Enclosed. Partially Enclosed, or Unenclosed Structures (psf) C CHeight (ft) e q Table 16-G 0-15 20 25 30 40 60 80 P = P = P = P = P = P = P = 0.62 x 0.67 x 0.72 x 0.76 x 0.84 x 0.95 x 1.04 x for 10 sqft p tributary area q Table 16-H 1.2 1.2 1.2 1.2 1.2 1.2 1.2 or or or or or or or for 100 sqft , « . tributary area MsU»i; 'w foMOsqft Table 16-H Table 16-F Table 16-K tributary area 0.9 0.9 0.9 0.9 0.9 0.9 0.9 x 12.5 x x 12.5 x x 12.5 x x 12.5 x x 12.5 x x 12.5 x x 12.5 x 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.3 10,1 10.8 11.4 12.6 14.3 N/A for 100sqtt tributary area 7.0 7.5 8.1 8.6 9.5 10.7 N/A Inward Pressure on All Structures (psf) CeHeight (ft)Table 16-G 0-15 20 25 30 40 60 80 P = P = P = P = P = P = P = 0.62 0.67 0.72 0.76 0.84 0.95 1.04 p for 10 sqft p 9 tributary area q Table 16-H X X X X X X X 1.2 1.2 1.2 1.2 1.2 1.2 1.2 or or or or or or or for 100 sqft /n«ft 1tributary area Ms \PSU 'w for 10 sqft Table 16-H Table 16-F Table 16-K tributary area 0.9 0.9 0.9 0.9 0.9 0.9 0.9 X X X X X X X 12.5 x 12.5 x 12.5 x 12.5 x 12.5 x 12.5 x 12.5 x 1.00 1.00 1.00 1.00 1.00 1.00 .1.00 9.3 10.1 10.8 11.4 12.6 14.3 N/A for 1 00 sqft tributary area 7.0 7.5 8.1 8.6 9.5 10.7 N/A HOPE 1301 Third Avenue Suite 300 San Diegu, CA 92101 TEL: (619) 232-4673 FAX: (619) 235-4675 Wind Loads on Roof Elements* *For tributary areas greater than 1000 square feet use Primary Frame values. Job No. Date. By Project 205016 26-Aug-2005 MCP Biltmore - 24 Hour Fitness Determine Design Wind Pressures for Roof Elementswhich are Not in Areas of Discontinuity Based on 1997 UBC Section 1622. Input Data Variables determined by UBC Chapter 16, Division III B Exposure as defined in Section 1616 ("B", "C", or "D" ; 70 Minimum basic wind speed per Figure 16-1, mph 'w = 1.00 Importance factor per Table 16-K Dimensions determined by plan dimensions H =45 Height of Structure, ft Roof Slope = 0.0 Rise per 12 Run E Degree of Enclosure ("E" = Enclosed, "P" = Partially Enclosed, "U" = Unenclosed) Output Data 1) Wind stagnation pressure at the standard height of 33 feet per Table 16-F (psf) = 12.5 (0.00256 x V2) 2) Pressure coefficient per UBC Table 16-H, Roof Elements Values shown is for 10 sqft tributary area, for tributary areas of 100 sqft, refer to table below. Cq =1.3 For Outward Pressure on Roof Elements Cq = 0.0 For Inward Pressure on Roof Elements 3) Design Wind Pressure per Equation 20-1 P = Ce x Cq x qs x lw Outward Pressure on Roof Elements (psf) Height (ft) 0-15 20 25 30 40 60 80 Table 16-G P = P = P = P = P = P = P = Inward Pressure Height (ft) 0-15 20 25 30 40 60 80 0.62 x 0.67 x 0.72 x 0.76 x 0.84 x 0.95 x 1.04 x on Roof Table 16-G P = P = P = P = P = P = P = 0.62 x 0.67 x 0.72 x 0.76 x 0.84 x 0.95 x 1.04 x p for 10 sqft P tributary area Table 16-H 1.3 1.3 1.3 1.3 1.3 1.3 1.3 p for 100 sqft P tributary area Table 16-H or or or or or or or 1.0 1.0 1.0 1.0 1.0 1.0 1.0 X X X X X X X Qs (psf) Table 16-F 12.5 12.5 12.5 12.5 12.5 12.5 12.5 X X X X X X X Table 16-K 1.00 .1.00 1.00 1.00 1.00 1.00 1.00 for 10 sqft tributary area 10.1 10.9 11.7 12.4 13.7 15.4 N/A for 100 sqft tributary area 7.8 8.4 9.0 9.5 10.5 11.9 N/A Elements (psf) p for 10 sqft P tributary area Table 16-H 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I or or or or or or or ^ for 100 sqft ^P tributary area Table 16-H 0.0 0.0 0.0 0.0 0.0 0.0 0.0 X X X X X X X Table 16-F 12.5 12.5 12.5 12.5 12.5 12.5 12.5 X X X X X X X lw Table 16-K 1.00 1.00 1.00 100 1.00 1.00 1.00 for 10 sqft tributary area 0.0 0.0 0.0 0.0 0.0 0.0 N/A for 100 sqft tributary area 0.0 0.0 0.0 0.0 0.0 0.0 N/A HOPE 'HO;1:.; S-.Nf;!Nf.-C:(-:!NG 1.101 Third Avenue Suite 300 San Diego. CA 9210^ TEL: 1619} 232-4673 Wind Load on Elements in Areas of Discontinuity Job No. Date By Project 205016 26-Aug-2005 MCP < Biltmore - 24 Hour Fitness Determine Design Wind Pressures for Elements in Areas of Discontinuity. Based on 1997 UBC Section 1622. Input Data Variables determined by UBC Chapter 16, Division III B Exposure as defined in Section 1616 ("B", "C". or "D" ) 70 Minimum basic wind speed per Figure 16-1, mph l^ =1.00 Importance factor per Table 16-K Variable determined by building configuration H =45 Height of Structure, ft °° = 0.0 Rise per 12 RunSlope H Y With Overhangs? ("Y" = Yes, "N" = No) Output Data 1) Wind stagnation pressure at the standard height of 33 feet (psf) = 12.5 (0.00256 x \TJ 2) Pressure coefficient per UBC Table 16-H Values shown are for 10 sqft tributary area, for tributary areas of 100 sqft, the value 0.3 may be subtracted from Cq for wall corners and parapets; the value Cq may be reduced according to UBC Table 16-H, footnote 2 for roof eaves, rakes or ridges. C, =1.5 For Outward Pressure on Wall Corners Cq = 1.3 For Inward or Outward Pressure on Parapet Walls C, = 2.8 For Outward Pressure on Roof Eaves, Rakes or Ridges With Overhangs 3) Design Wind Pressure per Equation 20-1 Outward Pressure on Wall Corner or Parapet Walls (psf) Height (ft) 0-15 20 25 30 40 60 80 for wall for parapet Ce Cq corners Cq walls Ps (psf) lw wail Table 16-G Table 16-H Table 16-H Table 16-F Table 16-K corners P = p = P = P = P = P = P = 0.62 0.67 0.72 0.76 0.84 0.95 1.04 X X X X X X X 1.5 1.5 1.5 1.5 1.5 1.5 1.5 or or or or or or or 1.3 1.3 1.3 1.3 1.3 1.3 1.3 x 12.5 x 12.5 x 12.5 x 12.5 x 12.5 x .12.5 x 12.5 x X X X X X X 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.6 12.6 13.5 14.3 15.8 17.8 N/A parapet walls 10.1 10.9 11.7 12.4 13.7 15.4 N/A Outward Pressure on Roof Eaves. Rakes or Ridges (psf) Height (ft) 0-15 20 25 30 40 60 80 for 10 sqft for 100 sqft Cg Cq tributary area Cq tributary area Qs (pSf) lw for 10 Sqft Table 16-G Table 16-H Table 16-H Table 16-F Table 16-K tributary area P = P = P = P = P = p = P = 0.62 0.67 0.72 0.76 0.84 0.95 1.04 x X X X X X X 2.8 2.8 2.8 2.8 2.8 2.8 2.8 or or or or or or or 2.0 2.0 2.0 2.0 2.0 2.0 2.0 x 12.5 x x 12.5 x x 12.5 x x 12.5 x x 12.5 x x 12.5 x x 12.5 x 1.00 1.00 1.00 1.00 1.00 1.00 1.00 21.7 23.5 25.2 26.6 29.4 33.3 N/A for 100 sqft tributary area 15.5 16.8 18.0 19.0 21.0 23.8 N/A HOPE Beam Design Criteria RAM Steel v9.0 . HOPE Engineering DataBase: 24Hr7-14 08/26/0508:26:59 Building Code: UBC1 Steel Code: AISC LRFD TABLES SELECTED: Master Steel Table: ramaisc Default Steel Table: ramaisc Alternate Steel Table: ramaisc UNBRACED LENGTH: Check Unbraced Length Do Not Consider Point of Inflection as Brace Point Noncomposite/Precomposite Beam Design: Deck Perpendicular to Beam Braces flange Deck Parallel to Beam Braces flange Calculate Cb for all Simple Span Beams Use Cb=l for all Cantilevers SPAN/DEPTH CRITERIA: Maximum Span/Depth Ratio (ft/ft): 0.00 DEFLECTION CRITERIA: Default Criteria L/d ' delta (in) Unshored Initial (Construction Load): 0.0 0.0 Post Composite Live Load: 360.0 0.0 Total Superimposed: 240.0 0.0 Total (Init+Superimp-Camber): 240.0 0.0 Shored Dead Load: 0.0 0.0 Live Load:' 360.0 0.0 Total Load: 240.0 0.0 Noncomposite Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Alternate Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.0 Post Composite Live Load: 0.0 0.0 Total Superimposed: 0.0 0.0 Total (Init+Superimp-Camber): 0.0 0.0 Shored Dead Load: 0.0 0.0 Live Load: 0.0 0.0 Total Load: 0.0 0.0 Noncomposite Dead Load: 0.0 ' 0.0 HOPE Beam Design Criteria RAM Steel v9.0 . Page 2/2 HOPE Engineering DataBase: 24Hr7-14 08/26/05 08:26:59 Building Code: UBC1 Steel Code: AISC LRFD Live Load: OX)OO Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS: Do not Camber CAMBER CRITERIA FOR NON-COMPOSITE BEAMS: Do not Camber STUD CRITERIA: Stud Distribution: Use Uniform Maximum % of Full Composite Allowed: 80.00 Minimum % of Full Composite Allowed: 25.00 Maximum Rows of Studs Allowed: 3 Minimum Flange Width for 2 Rows of Studs (in): 5.500 Minimum Flange Width for 3 Rows of Studs (in): 8.500 Maximum Stud Spacing: Per Code WEB OPENING CRITERIA: StiffenerFy(ksi): 36.000 Stiffener Dimensions Minimum Width (in): 1.000 Minimum Thickness (in): 0.250 Increment of Width (in): 0.250 Increment of Thickness (in): 0.125 Increment of Length (in): 1.000 Do Not Allow Stiffeners on One Side of web Allow Stiffeners on Two Sides of web HOPE Joist Design Criteria • RAM Steel v9.0 . HOPE Engineering DataBase: 24Hr7-14 08/26/05 08:26:59 DEFAULT JOIST CRITERIA: Joists with Uniform Loads: Select from Standard Table: ramsjilh Tolerance for Variation of Uniform Load: 5.00 % Joists with Non-uniform Loads: Use Equivalent Uniform Load Method Maximum concentrated Loads (kips): 0.20 Tolerance for Variation of Loads: 5.00 % ALTERNATE JOIST CRITERIA: Joists with Uniform Loads: Select from Standard Table: ramsjilh Tolerance for Variation of Uniform Load: 5.00 % Joists with Non-uniform Loads: Use Equivalent Uniform Load Method Maximum concentrated Loads (kips): 0.20 Tolerance for Variation of Loads: 5.00 % JOIST GIRDERS: Tolerance for Variation of Point Loads: 5.00 % Tolerance for Spacing of Point Loads (in): 3.00 Maximum Uniform Load to Lump (k/ft): 0.10 JOIST SELECTION: Allowable Stress Ratio: 1.00 DEFLECTION CRITERIA: Default Criteria L/d delta (in) Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Alternate Criteria L/d delta (in) Dead Load: 0.0 0.0 Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit §3 £ o^ £5 <m - -o i> 85 _0> isi ooai u £2< oo 0 CO 8 — -u ^P .. 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"7f3c;: "s6cT'" " ;" EBZ"~ ' IV ~" •• reT ~ ef" ~9^f eg" i7 eg . -a-- . . j:: :gfT "26 " :" "6T" 0^ "" : 8L " 8t* :nV " """ "r"i6 :~ 69"co o. _. .___ . ...... ._ : '• -BE"'" :':":- ~—~^7T:~ii~.~~~:-~ •'-• r-—~~--^- '" ZU 68" " "• Z9""CN: O) " m"~" "" ' " as" '""'" "99"" .. ...--_.._........-. _-. ._. „ . •-/""""_ .""9V.' "6ft : "is 99" r- • OD 60T" " "98" ". " W" -!- S: " 9H ""• " g" Wo . \ "Z9"l" " '. S' "-2 • ''^\, ""vrs" "•••-"""0~9fr • • • > -i - - -— ••• • ^-, ~LO "- •' "i.;.""""';'a ;.;EE cx;\: ZE ct:; i is wo oo r i-o < 00 o0 0 "5u-*— •03 (0 uCQ 13 ' 0 $ W 1 g>— w cq — S P-i rt 2<C O 3 '3K S Q 03 •aGO <uC/5 O fc a '-M !§J S|il § & S: Si W24x55 182) 9£X81AA~§| ~: «i.- ' ' -J-i- ' - ,'L} fr^-L^— — :zl:.— —. f • -g : ?i.: c "((•zJsexBi.M ~(6e)"ofrXBlM" J!__.:l.| §_ i ' ""(6eTo^x8lM~~x; (fzTsex8iM~"~jHJ! • - KJ'-$i • ^i. -i, : Si ,.-„ Si._•(oe)c*xsiM 5- («)9exsiM 5; (oe)ot"<8iM " — ~"t*7\crygiM'y W»XBIM ' (OSf'iSxsiM-'-r:~ •""(FzTSE'TO/r-":—:~ B\M' jp ~!(de)"6t'X8tM 7(oeFofx8rM~" r.~7.(t'zT9EX8iA/rT".":' ..... g ....;.- _ _...g'.OG O.X8.M I « 9EX8.M | (OCFot-xsiM §' (t-Z)9EX8iM 5 ] MITexgiM""-;' ......,..._ \ (61 ) |.£X HOPE Beam Sum ma rv RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 08/26/05 08:55:53 Steel Code: AISC LRFD STEEL BEAM DESIGN SUMMARY: Floor Type: Roof Bm# 34 35 540 543 542 535 531 36 514 602 611 610 612 644 648 649 650 651 645 590 589 545 Floor Type Bm# 150 143 630 631 632 • 34 35 518 529 583 517 635 633 36 Length ft 4.50 13.12 34.00 11.50 11.50 12.00 11.50 19.50 10.50 34.00 34.00 32.00 42.17 18.00 9.50 9.50 9.00 9.00 18.00 22.25 18.00 41.04 : Third Length ft 11.00 11.00 22.00 19.50 14.00 4.50 13.12 34.00 12.25 12.25 32.00 12.00 12.00 19.50 +MU kip-ft 4.6 43.2 51.0 6.7 6.5 6.5 5.9 103.8 1.1 64.9 69.2 61.7 201.9 16.3 0.4 0.4 0.5 0.6 15.6 56.6 27.0 232.6 +MU kip-ft 37.4 33.3 74.1 58.2 30.0 4.7 69.2 216.2 26.7 26.7 166.7 24.3 24.3 188.6 -Mu kip-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 p.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -Mu kip-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Mn kip-ft 225.0 225.0 138.3 72.5 72.5 72.5 72.5 225.0 72.5 225.0 225.0 225.0 397.5 138.3 72.5 72.5 72.5 72.5 138.3 225.0 225.0 458.3 Mn kip-ft 138.3 138.3 138.3 138.3 138.3 225.0 225.0 397.5 138.3 138.3 277.1 72.5 72.5 225.0 Fy ksi 50.0 50.0 50.0 50.0 . 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 Fy ksi 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 Beam Size Studs W16X31 u W16X31 u W 14X22 W12X14 u W12X14 u W12X14 u W12X14 u W16X31 u W12X14 u W 16X31 u W16X31 u W 16X31 u W21X44 W 14X22 u W12X14 u W12X14 u W12X14 u W12X14 u W 14X22 u W16X31 u W16X31 u W21X50 u Beam Size Studs W14X22 u W 14X22 u W 14X22 W 14X22 u W 14X22 u W 16X31 u W 16X31 u W21X44 u W 14X22 u W 14X22 u W18X35 W12X14 u W 12X1 4 u W 16X31 Beam Suitimarv Steel v9.0 HOPE Engineering 'DataBase: 24Hr7-14 Building Code: UBC1 Page 2/5 08/26/05 08:55:53 Steel Code: AISC LRFD Bm# 584 520 638 637 636 666 568 671 669 672 588 608 667 675 599 673 674 600 611 604 603 Floor Type Bm# 150 143 24 151 34 35 215 148 149 214 142 152 36 145 144 153 146 147 45 15 Length 10.00 , 34.00 34.00 32.00 42.17 18.00 31.75 9.50 9.50 9.00 9.10 22.55 18.00 20.00 14.00 20.00 11.00 14.00 4.00 34.00 32.06 : Second Length ft 11.00 11.00 35.50 14.00 4.50 13.12 34.00 9.00 9.00 32.00 24.50 27.00 19.50 32.00 34.00 27.00 32.00 34.00 34.00 32.00 +MU 4.2 230.4 231.7 206.1 536.2 55.2 529.5 0.9 0.9 1.6 35.6 120.4 38.3 62.6 12.1 38.2 7.0 11.2 2.4 319.1 190.6 +MU kip-ft 0.5 0.5 731.2 43.2 6.5 40.9 203.2 0.4 0.4 217.9 393.5 182.5 211.9 218.8 192.3 184.6 218.8 234.5 267.7 246.6 -Mu 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -Mu kip-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Mn 72.5 397.5 397.5 326.7 833.3 138.3 703.4 72.5 72.5 72.5 225.0 225.0 138.3 138.3 72.5 138.3 72.5 72.5 72.5 458.3 326.7 Mn kip-ft 102.8 102.8 1008.3 302.8 239.8 266.5 397.5 102.5 102.5 361.7 492.8 335.0 279.3 428.3 373.7 335.0 428.3 453.5 453.7 428.3 Fy 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 Fy ksi 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50,0 Beam Size W12X14 u W21X44 W21X44 W 18X40 W24X76 W 14X22 u W21X50 W12X14 u W12X14 u W12X14 u W16X31 u W16X31 u W 14X22 u W 14X22 u W12X14 u W 14X22 u W12X14 u W12X14 u W12X14 u W21X50 u W18X40 Beam Size W12X14 u W12X14 u W24X68 u W16X31 u W16X31 u W16X31 u W21X44 W12X14 u • W12X14 u W18X35 u W18X40 W16X31 u W16X31 u W18X35 u W18X35 u W 16X31 u W18X35 u W18X35 u W 18X3 5 W 1 8X3 5 u Studs 35 Studs 4 4 30 12 ' 2 7 4 4 14 28 19 6 24 15 19 24 30 30 24 Beam Summarv RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7- 14 Building Code: UBC1 Page 3/5 08/26/05 08:55:53 Steel Code: AISC LRFD Bm# 8 37 1 64 86 109 65 87 110 46 16 9 38 2 66 88 111 67 89 112 47 17 10 39 3 68 90 113 69 91 114 48 18 11 40 4 70 92 115 71 93 116 49 19 269 Length 32.00 27.00 32.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 32.00 34.00 32.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 32.00 34.00 32.00 . 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 32.00 34.00 32.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 29.67 +MU 641.7 192.0 641.7 305.7 273.0 305.7 305.7 273.0 305.7 305.7 273.0 641.7 305.7 641.7 305.7 273.0 305.7 305.7 273.0 305.7 305.7 273.0 641.7 305.7 641.7 305.7 273.0 305.7 305.7 273.0 305.7 305.7 273.0 641.7 305.7 641.7 305.7 273.0 305.7 305.7 273.0 305.7 296.8 264.9 552.6 -Mu 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Mn 861.1 335.0 861.1 509.0 428.3 509.0 509.0 428.3 509.0 509.0 428.3 861.1 509.0 861.1 509.0 428.3 509.0 509.0 428.3 509.0 509.0 428.3 861.1 509.0 861.1 509.0 428.3 509.0 509.0 428.3 509.0 509.0 428.3 861.1 509.0 861.1 509.0 428.3 509.0 509.0 428.3 509.0 509.0 428.3 860.2 Fy 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 Beam Size. W24X55 W16X31 u W24X55 W 18X40 W18X35 W18X40 W 18X40 W18X35 W 18X40 W18X40 W18X35 W24X55 W18X40 W24X55 W 18X40 W18X35 W 18X40 W18X40 W18X35 W18X40 W18X40 W 18X3 5 W24X55 W18X40 W24X55 W18X40 W18X35 W18X40 W 18X40 W18X35 W18X40 W18X40 W18X35 W24X55 W 18X40 W24X55 W 18X40 W18X35 W 18X40 W 18X40 W18X35 W 18X40 W 18X40 u W 18X3 5 u W24X55 u Studs 30 19 30 30 24 30 30 24 30 30 24 30 30 30 30 24 30 30 24 30 30 24 30 30 30 30 24 30 30 24 30 30 24 30 30 30 30 24 30 30 24 30 30 24 30 Beam Summary RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-l 4 Building Code: UBC1 Page 4/5 08/26/0508:55:53 Steel Code: AISC LRFD Bm# 41 265 293 295 297 294 296 298 268 267 270 266 300 287 285 279 281 288 286 278 299 20 167 238 275 257 230 289 291 276 235 290 292 301 302 236 218 216 329 328 323 322 333 332 320 Length 34.00 29.67 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 32.66 32.66 42.17 34.00 32.00 18.00 16.00 34.00 32.00 18.00 34.00 32.00 33.67 31.87 20.00 9.10 22.25 34.00 30.00 20.00 16.00 34.00 30.00 20.00 9.31 16.00 34.00 32.06 62.42 60.50 16.28 16.28 6.50 6.50 17.00 +MU 296.8 552.6 287.8 256.7 287.8 287.8 256.7 287.8 298.8 266.7 669.6 484.6 246.2 310.7 277.5 56.8 1.1 311.3 278.1 40.2 314.4 294.9 686.8 460.3 39.3 12.5 212.0 318.2 252.8 46.8 55.3 318.2 244.6 95.0 0.2 51.7 355.6 193.0 8.2 7.7 .31.5 31.3 12.0 12.0 19.1 -Mu 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Mn 509.0 860.2 509.0 428.3 509.0 509.0 428.3 509.0 509.0 428.3 1007.6 762.0 562.5 546.6 445.8 185.8 115.7 546.6 445.8 185.8 546.6 748.7 991.4 741.0 175.0 225.0 295.0 546.6 445.4 186.0 116.6 546.6 437.0 215.5 126.7 116.6 670.8 562.5 52.5 52.5 72.5 83.8 72.5 72.5 72.5 Fy 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 Beam Size W18X40 u W24X55 u W 18X40 u W18X35 u W18X40 u W 18X40 u W18X35 u W 18X40 u W 18X40 u W18X35 u W24.X68 u W24X55 u W24X55 W 18X40 u W18X35 u W 14X22 u W12X14 u W 1 8X40 u W 18X3 5 W 14X22 u W 18X40 u W24X55 u W24X68 u W24X55 u W 14X22 u W16X31 u W16X31 u W 18X40 W18X35 u W 14X22 u W12X14 u W18X40 W 18X3 5 u W 14X22 u W12X14 u W12X14 u W24X55 u W24X55 u W10X12 W10X12 W12X14 u W12X16 u W12X14 u W12X14 u W12X14 u Studs 30 30 30 24 ' 30 30 24 30 30 24 30 30 46 28 9 6 46 28 10 46 25 30 19 7 10 46 28 8 9 46 28 15 8 8 14 HOPE Beam Summarv RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Page 5/5 08/26/05 08:55:53 Steel Code: AISC LRFD Bm# 327 335 324 334 325 331 321 330 326 315 306 311 314 305 310 316 317 318 304 309 313 308 312 Length 3.50 3.50 17.00 3.50 18.00 3.50 16.00 3.50 3.50 35.50 17.00 3.50 35.50 35.50 32.00 5.00 35.50 35.50 8.00 35.50 35.50 18.00 5.00 35.50 35.50 3.50 35.50 35.50 +MU 2.1 3.4 20.2 3.8 22.3 4.0 17.0 3.2 1.9 393.5 208.6 0.0 373.1 393.5 976.2 0.0 375.0 370.8 0.0 351.6 370.8 233.6 0.0 386.1 416.1 0.0 373.1 370.8 -Mu 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -32.1 -32.1 0.0 0.0 -56.0 -56.0 0.0 -130.2 -130.2 0.0 0.0 -56.2 -56.2 0.0 -32.1 -32.1 0.0 Mn 37.0 72.5 72.5 72.5 115.4 72.5 114.2 72.5 37.0 574.9 521.8 763.4 586.6 1157.8 763.4 574.7 763.3 574.7 521.9 777.3 586.8 763.3 574.7 Fy 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 Beam Size W8X10 u W12X14 u W12X14 u W12X14 u W12X14 u W12X14 u W12X16 u W12X14 u W8X10 u W21X44 W21X44 u W24X55 W21X44 W24X76 W24X55 u W21X44 W24X55 u W21X44 W21X44 u W24X55 W21X44 W24X55 W21X44 Studs 6 6 24 12 25 26 32 25 24 25 24 12 27 26 25 24 HOPE Beam Summary RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 £2-1 08/03/05 17:00:32 Steel Code: AISC LRFD JOIST SELECTION SUMMARY: Floor Type: Roof Standard Joists: Joist # 536 517 379 518 516 519 377 520 384 544 521 385 243 242 222 433 430 427 434 431 428 435 432 429 241 240 223 442 439 436 443 440 437 444 441 438 239 238 224 451 Length 34.00 32.00 14.00 32.00 22.75 32.00 27.00 32.00 27.00 34.00 32.00 27.00 34.00 32.00 27.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 WDL 126.5 126.5 126.5 115.0 115.0 132.3 132.3 149.5 149.5 149.5 149.5 149.5 166.8 166.8 166.8 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 WLL 106.7 107.7 110.0 99.2 100.0 111.9 115.0 124.0 127.3 122.6 124.0 127.3 133.8 135.5 139.7 144.4 146.4 144.4 144.4 146.4 144.4 144.4 146.4 144.4 144.4 146.4 144.4 144.4 146.4 144.4 144.4 146.4 144.4 144.4 146.4 144.4 144.4 146.4 144.4 . 144.4 WTL 233.2 234.2 236.5 214.2 . 215.0 244.1 247.3 273.5 276.8 272.1 273.5 276.8 300.6 302.2 306.4 328.4 330.4 328.4 328.4 330.4 328.4 328.4 330.4 328.4 328.4 330.4 328.4 328.4 330.4 328.4 328.4 330.4 328.4 328.4 330.4 328.4 328.4 330.4 328.4 328.4 Joist 20LH02 18LH02 18LH02 18LH02 18LH02 18LH02 18LH02 20LH02 18LH02 20LH03 20LH02 18LH02 24LH03 20LH02 18LH02 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 Beam Summary RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 Page 2/7 08/03/05 17:00:32 Steel Code: AISC LRFD Joist # 448 445 452 449 446 453 450 447 237 236 225 460 457 454 461 458 455 462 459 456 609 234 226 626 629 632 627 630 633 628 631 .634 623 617 620 624 618 621 625 619 622 608 230 635 583 Length 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 18.00 34.00 32.00 18.00 34.00 32.00 18.00 34.00 32.00 34.00 32.00 WDL 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 177.3 177.3 177.3 170.6 170.6 170.6 170.6 170.6 170.6 170.6 170.6 170.6 187.8 187.8 187.8 187.8 187.8 187.8 187.8 187.8 187.8 190.8 191.0 193.7 194.2 WLL 146.4 144.4 144.4 146.4 144.4 144.4 146.4 144.4 144.4 146.4 144.4 144.4 146.4 144.4 144.4 146.4 144.4 144.4 146.4 144.4 140.3 142.2 140.3 136.2 138.0 136.2 136.2 138.0 136.2 136.2 138.0 136.2 146.6 148.8 163.3 146.6 148.8 163.3 146.6 148.8 163.3 148.4 150.7 150.1 152.7 WTL 330.4 328.4 328.4 330.4 328.4 328.4 330.4 328.4 328.4 330.4 328.4 328.4 330.4 328.4 328.4 330.4 328.4 328.4 330.4 328.4 317.6 319.5 317.6 306.8 308.6 306.8 306.8 308.6 306.8 306.8 308.6 306.8 334.5 336.6 351.1 334.5 336.6 351.1 334.5 336.6 351.1 339.2 341.8 343.9 346.9 Joist 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 18LH02 24LH03 20LH03 18LH02 24LH03 20LH03 18LH02 24LH03 20LH03 24LH04 20LH03 Beam Summary RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 Page 3/7 08/03/05 17:00:32 Steel Code: AISC LRFD Joist # 636 582 638 639 637 581 Joist Girders: Joist # 218 199 217 200 216 201 215 202 614 613 616 615 Special Joists: Joist # 484 198 577 546 Length 34.00 32.00 18.00 18.00 34.00 32.00 Length 32.00 32.00 32.00 32.00 32.00 32.00 32.00 32.00 29.67 29.67 32.66 32.66 Length 35.50 35.50 33.25 31.75 WDL 193.7 194.2 170.6 170.9 194.0 188.6 #Panels 4 4 4 4 4 4 4 4 4 4 4 4 +M 171.2 154.5 159.4 112.4 WLL 150.1 152.7 148.3 148.6 150.4 150.9 PDL 6.1 6.1 6.1 6.1 6.1 6.1 6.1 6.1 5.6 5.6 6.2 4.7 -M 0.0 0.0 0.0 0.0 WTL 343.9 346.9 318.9 319.6 344.4 339.5 PLL 3.2 3.2 3.2 3.2 3.2 3.2 3.2 3.2 2.9 2.9 3.2 2.6 Joist Size XXGSP XXGSP XXGSP XXGSP Joist 24LH04 20LH03 18LH02 18LH02 24LH04 20LH03 PTL Joist 9.2 XXG4N9.3K 9.2 XXG4N9.3K 9.2 XXG4N9.3K 9.2 XXG4N9.3K 9.2 XXG4N9.3K. 9.2 XXG4N9.3K 9.2 XXG4N9.3K 9.2 XXG4N9.3K 8.6 XXG4N8.6K 8.6 XXG4N8.6K 9.4 XXG4N9.5K 7.3 XXG4N7.3K Floor Type: Third Standard Joists Joist # 676 624 377 387 625 519 388 626 243 242 222 . Length 22.75 32.00 27.00 32.00 27.00 34.00 32.00 27.00 34.00 32.00 27.00 WDL 375.0 459.4 459.4 501.6 501.6 459.4 459.4 459.4 529.7 529.7 529.7 WLL 400.0 472.0 486.1 507.6 521.9 467.2 472.0 484.0 524.3 530.7 546.6 WTL 775.0 931.3 945.4 1009.2 1023.5 926.5 931.3 943.3 1054.0 1060.3 1076.3 Joist 18LH06 24LH11 24LH09 28LH12 24LH10 28LH1 1 24LH11 24LH09 28LH13 28LH13 24LH11 i_y%| fm RAM Steel v9.0 K"ll Ji"^1™ HOPE Engineering 1 IV/I mm DataBase: 24Hr7- 14 Building Code: UBC1 Joist # 417 414 411 418 415 412 419 416 413 241 240 223 426 423 420 427 424 421 428 425 422 239 238 224 435 432 429 436 433 430 437 434 431 237 236 225 444 441 438 445 442 439 446 443 440 Length 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 . 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 WDL 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 600.0 Beam Sin WLL 577.5 585.7 577.5 577.5 585.7 577.5 577.5 585.7 577.5 577.5 585.7 577.5 577.5 585.7 577.5 577.5 585.7 577.5 577.5 585.7 577.5 577.5 585.7 577.5 577.5 585.7 577.5 577.5 585.7 577.5 577.5 585.7 577.5 577.5 585.7 577.5 577.5 585.7 577.5 577.5 585.7 577.5 577.5 585.7 577.5 mmarv WTL 1177.5 1185.7 1177.5 1177.5 1185.7 1177.5 1177.5 1185.7 1177.5 1177.5 1185.7 1177.5 1177.5 1185.7 1177.5 1177.5 1185.7 1177.5 1177.5 1185.7 1177.5 1177.5 1185.7 1177.5 1177.5 1185.7 1177.5 1177.5 1185.7 1177.5 1177.5 1185.7 1177.5 1177.5 1185.7 1177.5 1177.5 1185.7 1177.5 1177.5 1185.7 1177.5 1177.5 1185.7 1177.5 Joist xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx E/Z4Page 4/7 08/03/05 17:00:32 Steel Code: AISC LRFD * * * * * ^ * * * * * * ^ * * * * * * * * * * * * , * * * * * * * * * * * * * * * * * * * * Beam Summary RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 Page 5/7 08/03/05 17:00:32 Steel Code: AISC LRFD Joist # 500 234 226 510 507 447 511 508 448 512 509 449 644 650 656 645 651 657 646 652 658 643 230 647 653 648 654 649 655 471 468 465 472 469 466 473 470 467 246 245 244 480 477 474 481 Length 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 18.00 34.00 32.00 18.00 34.00 32.00 18.00 34.00 32.00 34.00 32.00 34.00 32.00 34.00 32.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 WDL 585.9 585.9 585.9 571.9 571.9 571.9 571.9 571.9 571.9 540.6 540.6 540.6 612.4 612.4 612.4 612.4 612.4 612.4 612.4 612.4 612.4 621.9 621.9 631.3 631.3 631.3 634.3 631.3 595.4 184.0 199.8 215.7 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 184.0 WLL 567.2 575.0 567.2 556.7 564.1 556.7 556.7 564.1 556.7 532.8 539.5 532.8 586.6 595.1 653.3 586.6 595.1 653.3 586.6 595.1 653.3 593.3 602.1 600.0 609.1 600.0 611.6 600.0 582.2 144.4 158.1 167.1 144.4 146.4 144.4 144.4 146.4 144.4 144.4 146.4 144.4 144.4 146.4 144.4 144.4 WTL 1153.1 1160.9 1153.1 1128.6 1136.0 1128.6 1128.6 1136.0 1128.6 1073.5 1080.1 1073.5 1199.0 1207.5 1265.7 1199.0 1207.5 1265.7 1199.0 1207.5 1265.7 1215.2 1224.0 1231.3 1240.4 1231.3 1245.9 1231.3 1216.1 328.4 374.0 382.8 328.4 330.4 328.4 328.4 330.4 328.4 328.4 330.4 328.4 328.4 330.4 328.4 328.4 Joist xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx 28LH13 28LH13 28LH13 xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx xxSJxx 24LH03 20LH04 24LH04 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 20LH03 24LH03 24LH03 * * * * * * * * * # * * * * * * * * * * * * * * * * Beam Summary RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 Page 6/7 08/03/05 17:00:32 Steel Code: AISC LRFD Joist # 478 475 482 479 476 249 248 247 489 486 483 490 487 484 491 488 485 Joist Girders: Joist # 218 199 217 200 216 201 215 202 642 639 212 211 210 207 209 208 Special Joists: Joist # 198 219 641 640 569 Length 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 34.00 32.00 34.00 Length 32.00 32.00 32.00 32.00 32.00 32.00 32.00 32.00 32.66 32.66 33.67 32.00 32.00 32.00 35.50 35.50 Length 35.50 24.50 29.67 29.67 33.92 WDL 184.0 184.0 184.0 184.0 184.0 194.1 194.1 194.1 204.1 204.1 204.1 204.1 204.1 204.1 204.1 204.1 204.1 ^Panels 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 +M 538.6 • 309.9 446.2 446.2 166.5 WLL 146.4 144.4 144.4 146.4 144.4 150.3 152.6 150.3 156.0 158.5 156.0 156.0 158.5 156.0 156.0 158.5 156.0 PDL 19.8 19.8 19.8 19.8 19.8 19.8 19.8 19.8 20.2 15.3 20.8 6.2 6.1 6.1 6.7 6.7 -M 0.0 0.0 0.0 0.0 0.0 WTL Joist 330.4 20LH03 328.4 24LH03 328.4 24LH03 330.4 20LH03 328.4 24LH03 344.3 24LH04 346.6 20LH03 344.3 24LH04 360.1 24LH04 362.6 20LH04 360.1 24LH04 360.1 24LH04 362.6 20LH04 360.1 24LH04 360.1 24LH04 362.6 20LH04 360.1 24LH04 PLL PTL Joist 12.7 32.5 XXG4N32.5K 12.7 32.5 XXG4N32.5K 12.7 32.5 XXG4N32.5K 12.7 32.5 XXG4N32.5K 12.7 32.5 XXG4N32.5K 12.7 32.5 XXG4N32.5K 12.7 32.5 XXG4N32.5K 12.7 32.5. XXG4N32.5K 12.9 33.1 XXG4N33.2K 10.3 25.6 XXG4N25.6K 13.3 34.2 XXG4N34.2K 3.3 9.5 XXG4N9.6K 3.2 9.2 XXG4N9.3K 3.2 9.2 XXG4N9.3K 3.5 10.3 XXG4N10.3K 3.5 10.3 XXG4N10.3K Joist Size XXGSP XXGSP XXGSP XXGSP XXGSP Beam Summary J272T7 RAM Steel v9.0 Page 7/7 HOPE Engineering DataBase: 24Hr7-14 08/03/05 17:00:32 Building Code: UBC1 Steel Code: AISC LRFD * after Size denotes joist is inadequate. u after Size denotes this size has been assigned by the User. HOPE HOPE Beam Framing Check RAM Steel v9.0 - HOPE Engineering DataBase: 24Hr7-14 08/26/05 08:55:53 Building Code: UBC1 Floor Type: Roof Number of Warnings on the Floor = 0 Floor Type: Third Number of Warnings on the Floor = 0 Floor Type: Second Number of Warnings on the Floor = 0 HOPE Beam Connection Check RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 08/26/05 08:55:53 Steel Code: AISC LRFD Connection Table File Name: C:\Engineering\RamYTablesVASD_la325n.con User Defined Allowable Connection Values - Unfactored (kips): Size W8 W10 W12 W14 W16 W18 W21 W24 W27 W30 W33 W36 Capacity 14.50 14.50 28.90 28.90 46.40 63.20 63.20 75.90 88.50 117.65 134.80 134.80 Comments (2) 1" A325N Bolts & 3/8" Shear Plate (2) 1 " A325N Bolts & 3/8" Shear Plate (3) 1" A325N Bolts & 3/8" Shear Plate (3) 1 " A325N Bolts & 3/8" Shear Plate (4) 1" A325N Bolts & 3/8" Shear Plate (5) 1" A325N Bolts & 3/8" Shear Plate (5) 1" A325N Bolts & 3/8" Shear Plate (6) 1" A325N Bolts & 3/8" Shear Plate (7) 1" A325N Bolts & 3/8" Shear Plate (8) 1" A325N Bolts & 1/2" Shear Plate (9) 1" A325N Bolts & 1/2" Shear Plate (9) 1 " A325N Bolts & 1/2" Shear Plate Floor Type: Roof Number of Warnings = 0 Floor Type: Third Number of Warnings = 0 Floor Type: Second Number of Warnings - 0 Notes: Beams with cantilevers are not checked at supports under cantilevers. Frame beams are not checked. HOPE Gravity Column Design Criteria RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 BuildinsCode:UBCl 08/26/05.09:02:21 Steel Code: AISC LRFD DEFAULT SPLICE LEVELS: Level Splice Roof Y Third N Second N DESIGN DEFAULTS: Maximum Angle from column axis at which beam reaction is not split between column sides for calculating unbalanced moments: 30.0 deg. Skip-load the Live Load around Column TRIAL GROUPS: Number of Trial Groups: 3 Trial Group I Section 1 W14 2 W12 3 W10 Rect HS HSS10X10 HSS8X8 HSS6X6 Round HS HSS10 HSS8 HSS6 COLUMN BRACING: Deck Does Not Brace Column Maximum Angle from column axis from which beam braces column: 60.0 deg. BASE PLATES: Design Code: AISC LRFD Plate Fy (ksi) .' Plate f c (ksi) Minimum Dimension From Face of Column to Edge of Plate (in) Minimum Dimension From Side of Column to Edge of Plate (in) Increment of Plate Dimensions (in) j Increment of Plate Thickness (in) Minimum Footing Dimension Parallel to Web (ft) Minimum Footing Dimension Perpendicular to Web (ft) 56.000 3.000 1.000 1.000 0.250 0.125 4.00 4.00 HOPE Column Load Suminarv RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 08/26/0508:19:14 Steel Code: AISC LRFD UNFACTORED COLUMN LOADS: Units: kips Column Level Roof Third Second Column Level Third Second Column Level Roof Third Second Column Level Roof Third Second Column Level Roof Third Second Column Level Roof Third Second Line .2 - E Col#. 20 20 20 Height 15.00 14.00 16.00 Dead 11.7 24.1 36.9 Self 0.5 1.0 1.5 +Live 0.8 3.8 5.9 -Live 0.0 0.0 0.0 MinTot 12.2 25.1 38.4 MaxTot 13.0 28.9 44.3 Line 11.00ft -34.00ft Col# 22 22 Line .5 - F Col# 19 19 19 Line 35.50ft - 34 Col# 1 1 1 Line 35.50ft - 66 Col# 2 2 2 Line 67.50ft - 34 Col#o -> ~>j Height 14.00 16.00 Height 15.00 14.00 16.00 .00ft Height 15.00 14.00 16.00 .00ft Height 15.00 14.00 16.00 .00ft Height 15.00 14.00 16.00 Dead 35.5 70.8 Dead 24.5 56.5 91.0 Dead 25.7 95.5 167.9 Dead 23.6 100.7 180.9 Dead 24.3 103.5 186.1 Self 0.3 0.7 Self 0.5 1.0 1.5 Self 0.9 1.7 2.7 Self 0.9 1.7 2.7 Self 0.9 1.7 2.7 +Live 27.1 37.9 +Live 3.7 15.6 22.7 +Live 13.3 51.5 91.6 +Live 12.3 55.5 99.7 +Live 12.7 57.3 103.2 -Live 0.0 0.0 -Live 0.0 0.0 0.0 -Live 0.0 0.0 0.0 -Live 0.0 0.0 0.0 -Live 0.0 0.0 0.0 MinTot 35.8 71.5 MinTot 25.0 57.5 92.5 MinTot 26.6 97.2 170.6 MinTot 24.5 102.4 183.6 MinTot - 25.2 105.2 188.8 MaxTot 62.9 109.4 MaxTot 28.7 73.1 115.2 MaxTot 39.7 148.8 262.2 MaxTot 36.9 158.0 283.3 MaxTot 37.9 162.5 292.0 Column • I^yi^ RAM Steel v9.0 pjf If'^p HOPE Engineering • IV^I mm DataBase: 24Hr7- 14 Building Code: UBC1 Column Line Level Roof Third Second Column Line Level Roof Third Second Column Line Level Roof Third Second Column Line Level Roof Third Second Column Line Level Roof Third Second Column Line Level Roof Third Second Load Summary : "••<•£*> Page 2/5 08/26/0508:19:14 Steel Code: AISC LRFD 67.50ft - 66.00ft Col# 4 4 4 Height 15.00 14.00 16.00 Dead 24.3 103.5 186.1 Self 0.9 1.7 2.7 +Live 12.7 57.3 103.2 -Live 0.0 0.0 0.0 MinTot 25.2 105.2 188.8 MaxTot 37.9 162.5 292.0 99.50ft - 34.00ft Col# 5 5 5 Height 15.00 14.00 16.00 Dead 24.3 103.5 186.1 Self 0.9 1.7 2.7 +Live 12.7 57.3 103.2 -Live 0.0 0.0 0.0 MinTot 25.2 105.2 188.8 MaxTot 37.9 162.5 292.0 99.50ft - 66.00ft Col# 6 6 6 131.50ft - Col# 7 7 7 131.50ft - Col# 8 8 8 163.50ft - Col# 9 9 9 Height 15.00 14.00 16.00 34.00ft Height 15.00 14.00 16.00 66.00ft Height 15.00 14.00 16.00 34.00ft Height 15.00 14.00 16.00 Dead 24.3 103.5 186.1 Dead 24.3 103.5 186.1 Dead 24.3 103.5 186.1 Dead 23.4 99.7 179.4 Self 0.9 1.7 2.7 Self 0.9 1.7 2.7 Self 0.9 1.7 2.7 Self 0.9 1.7 2.7 +Live 12.7 57.3 103.2 +Live 12.7 57.3 103.2 +Live 12.7 57.3 103.2 +Live 12.2 55.2 99.4 -Live 0.0 0.0 0.0 -Live 0.0 0.0 . 0.0 -Live 0.0 0.0 0.0 -Live 0.0 0.0 0.0 MinTot 25.2 105.2 188.8 MinTot 25.2 105.2 188.8 MinTot 25.2 105.2 188.8 MinTot 24.3 101.4 182.1 MaxTot 37.9 162.5 292.0 MaxTot 37.9 162.5 292.0 MaxTot 37.9 162.5 292.0 MaxTot 36.5 156.7 281.5 Column Load Summary RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 Page 3/5 08/26/0508:19:14 Steel Code: AISC LRFD Column Line 163.50ft - 66.00ft Level Roof Third Second Col# 10 10 10 Height 15.00 14.00 16.00 Dead 23.4 99.7 179.4 Self 0.9 1.7 2.7 +Live 12.2 . 55.2 99.4 -Live 0.0 0.0 0.0 MinTot 24.3 101.4 182.1 MaxTot 36.5 156.7 281.5 Column Line 193.17ft - 34.00ft Level Roof Third Second Column Level Roof Third Second Column Level Roof Third Second Column Level Roof Third Second Column Level Roof Third Second Col# 29 25 27 Line 225.83ft - Col# 16 16 16 Line 225.83ft - Col# 11 11 11 Line 235.33ft - Col# 26 23 23 Line 257.58ft - Col# 28 24 25 Height 15.00 14.00 16.00 34.00ft Height 15.00 14.00 16.00 66.00ft Height 15.00 14.00 16.00 84.00ft Height 15.00 14.00 16.00 66.00ft Height 15.00 14.00 16.00 Dead 25.0 107.0 193.4 Dead 18.5 77.6 128.6 Dead 17.1 50.1 74.5 Dead 21.5 80.6 118.1 Self 0.9 1.7 2.7 Self 0.9 1.7 2.7 Self 0.9 1.7 2.7 Self 0.5 1.0 1.5 Self 0.9 1.7 2.7 +Live 12.3 55.2 99.9 +Live 13.0 59.3 106.7 -t-Live 9.3 41.3 68.8 +Live 5.6 17.7 19.8 +Live 7.6 25.0 44.7 •Live 0.0 0.0 0.0 •Live 0.0 0.0 0.0 Live 0.0 0.0 0.0 Live 0.0 0.0 0.0 Live 0.0 0.0 0.0 MinTot 25.6 ' 104.9 186.6 MinTot 25.9 108.7 196.1 MinTot 19.4 79.4 131.3 MinTot 17.6 51.0 76.0 MinTot 22.4 82.4 120.8 MaxTot 37.9 160.2 286.5 MaxTot 39.0 168.0 302.9 MaxTot 28.7 120.7 200.1 MaxTot 23.2 68.7 95.8 MaxTot 30.0 107.4. 165.5 Column |i^M"Mp«i RAM Steel v9.0 ••B li1!"" HOPE Engineering • •VXI mm DataBase: 24Hr7- 14 Building Code : UBC1 Column Level Roof Column Level Third Second Column Level Third Second Column Level Second Column Level Second Column Level Third Second Column Level Third Second Line H.9- 1.5 Col# 27 Line 291.50ft - Col# 17 17 Line 291.50ft- Col# 13 13 Line 323.50ft - Col# 31 Line 323.50ft - Col# 30 Line 323.50ft - Col# 18 18 Line 323.50ft - Col# 14 14 Height 15.00 34.00ft Height 14.00 16.00 66.00ft Height 14.00 16.00 1.50ft Height 16.00 17.00ft Height 16.00 34.00ft Height 14.00 16.00 66.00ft Height 14.00 16.00 Dead 8.7 Dead 24.3 243 Dead 25.0 25.0 Dead 7.4 Dead 28.9 Dead 25.6 73.3 Dead 25.6 74.2 Load Summarr Self 0.2 Self 0.8 1.8 Self 0.8 1.8 Self 0.5 Self 0.5 Self 0.8 1.8 Self 0.8 1.8 +Live 2.8 +Live 12.7 12.7 +Live 13.1 13.1 +Live 11.3 +Live 44.6 +Live 13.4 81.6 +Live 13.4 82.7 -Live 0.0 -Live 0.0 0.0 -Live 0.0 0.0 -Live 0.0 -Live 0.0 -Live 0.0 0.0 -Live 0.0 0.0 '" CB Page 4/5 08/26/0508:19:14 Steel Code: AISC LRFD MinTot 8.9 MinTot 25.2 26.1 MinTot 25.9 26.8 MinTot 7.9 MinTot 29.4 MinTot 26.5 75.1 MinTot 26.5 76.0 MaxTot 11.7 MaxTot 37.9 38.8 MaxTot 39.0 39.9 MaxTot 19.2 MaxTot 74.0 MaxTot 39.8 156.7 MaxTot 39.8 158.6 Column Line 323.50ft - 84.00ft HOPE Column Load Summary RAM Steel v9.0 Page 5/5 HOPE Engineering DataBase: 24Hr7-14 08/26/0508:19:14 Building Code: UBC1 Steel Code: AISC LRFD Level Col# Height Dead Self +Live -Live MinTot MaxTot Second 29 16.00 29.0 0.5 44.6 0.0 29.5 74.0 Column Line 323.50ft - 98.50ft Level Col# Height Dead Self +Live -Live MinTot MaxTot Second 28 16.00 7.0 0.5 10.6 0.0 7.5 18.1 Gravity Column Design Summary il/^l W" RAM Steel v9-°f"iT JK^h1. HOPE Engineering • IVXI ki DataBase: 24Hr7-l 4 Building Code: UBC1 Column Line .2 - E Level Roof Third Second Column Line 11.00ft- Level Third Second Column Line .5 - F Level Roof Third Second Column Line 35.50ft - Level Roof Third Second Column Line 35.50ft - Level Roof Third Second Column Line 67.50ft - Level Roof Third Second Column Line 67.50ft - Level Roof Third Second Pu 17.1 36.2 55.5 34.00ft Pu 79.1 146.4 Pu 35.3 93.9 147.3 34.00ft Pu 52.9 199.1 340.9 66.00ft Pu 49.2 211.8 370.3 34.00ft Pu 50.5 217.9 379.8 66.00ft Pu 50.5 217.9 379.8 Mux 4.2 2.7 2.0 Mux 28.2 10.3 Mux 8.4 7.1 5.7 Mux 11.9 10.9 4.1 Mux 10.6 9.9 1.4 Mux 9.3 8.3 0.0 Mux 9.3 8.3 0.0 Muy 0.8 0.8 0.0 Muy 6.3 0.1 Muy 6.1 7.9 7.9 Muy 3.0 3.7 3.2 Muy 3.1 3.9 3.5 Muy 3.4 4.6 4.2 Muy 3.4 4.6 '4.2 LC 1 1 1 LC 6 1 LC 8 2 1 LC 2 2 6 LC 3 T 6 LC 2 2 6 LC 4 5 10 Interaction Eq. 0.08 EqHl-lb 0.15EqHl-lb 0.29 Eq HI -la Interaction Eq. 0.81 EqHl-la 0.82EqHl-la Interaction Eq. 0.26EqHl-lb 0.57 EqHl-la 0.90 EqHl-la Interaction Eq. 0.12EqHl-lb 0.42 EqHl-la 0.72 EqHl-la Interaction Eq. 0.11 EqHl-lb 0.45 EqHl-la 0.77 EqHl-la Interaction Eq. 0.11 EqHl-lb 0.46 EqHl-la 0.79 EqHl-la Interaction Eq. 0.11 EqHl-lb 0.46 EqHl-la 0.79 EqHl-la Angle 0.0 0.0 0.0 Angle 0.0 0.0 Angle 0.0 0.0 0.0 Angle 0.0 0.0 0.0 Angle 0.0 0.0 0.0 Angle 0.0 0.0 0.0 Angle 0.0 0.0 0.0 67 08/26/05 08:17:02 Steel Code: AISC LRFD Fy 50 50 50 Fy 46 46 Fy 50 50 50 Fy 50 50 50 Fy 50 50 50 Fy 50 50 50 Fy 50 50 50 Size W10X33 W 10X3 3 W10X33 Size HSS8X8X1/4 HSS 8X8X1/4 Size W10X33 W10X33 W10X33 Size W 10X60 W 10X60 W 10X60 Size W 10X60 W 10X60 W 10X60 Size W 10X60 W 10X60 W10X60 Size W 10X60 W 10X60 W 10X60 HOPE Gravity Column DtesiffinT Summary RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 V Cb Page 2/4 08/26/05 08:17:02 Steel Code: AISC LRFD Column Line 99.50ft - 34.00ft Level Pu Mux Roof 50.5 9.3 Third 217.9 8.3 Second 379.8 0.0 Muy LC Interaction Eq. Angle 3.4 2 O.llEqHl-lb 0.0 4.6 2 0.46EqHl-la 0.0 4.2 6 0.79EqHl-la 0.0 Fy Size 50 W10X60 50 W10X60 50 W10X60 Column Line 99.50ft - 66.00ft Level Pu Mux Roof 50.5 9.3 Third 217.9 8.3 Second 379.8 0.0 Muy LC Interaction Eq. Angle 3.4 4 0.11 EqHl-lb 0.0 4.6 5 0.46EqHl-la 0.0 4.2 10 0.79EqHl-la 0.0 Fy Size 50 W10X60 50 W10X60 50 W10X60 Column Line 131.50ft - 34.00ft Level Pu Mux Roof 50.5 9.3 Third 217.9 8.3 Second 379.8 0.0 Muy LC Interaction Eq. Angle 3.4 2 O.llEqHl-lb 0.0 4.6 2 0.46EqHl-la 0.0 4.2 6 0.79EqHl-la 0.0 Fy Size 50 W10X60 50 W10X60 50 W10X60 Column Line 131.50ft - 66.00ft Level Pu Mux Roof 50.5 9.3 Third 217.9 8.3 Second 379.8 0.0 Muy LC Interaction Eq. Angle 3.4 4 0.11 EqHl-lb 0.0 4.6 5 0.46 Eq HI-la 0.0 4.2 10 0.79EqHl-la 0.0 Fy Size 50 W10X60 50 W10X60 50 W10X60 Column Line 163.50ft - 34.00ft Level Pu Mux Roof 48.7 10.2 Third 210.1 9.0 Second 366.2 1.2 Muy LC Interaction Eq. Angle 3.3 3 0.11 EqHl-lb 0.0 4.4 3 0.44EqHl-la 0.0 3.9 6 0.77EqHl-la 0.0 Fy Size 50 W10X60 50 W10X60 50 W10X60 Column Line 163.50ft - 66.00ft Level Pu Mux Roof 48.7 10.2 Third 210.1 9.0 Second 366.2 1.2 Muy LC Interaction Eq. Angle 3.3 4 0.11 EqHl-lb 0.0 4.4 4 0.44 Eq HI-la 0.0 3.9 10 0.77EqHl-la 0.0 Fy Size 50 W10X60 50 W10X60 50 W10X60 Column Line 193.17ft - 34.00ft Level Pu Mux Roof 50.4 10.2 Third 214.3 9.5 Second 372.3 1.7 Muy LC Interaction Eq. Angle 3.2 2 0.11 EqHl-lb 0.0 4.4 2 0.45EqHl-la 0.0 4.0 6 0.78EqHl-la 0.0 Fy Size 50 W10X60 50 W10X60 50 W10X60 HOPE Gravity Column Design Summary RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code :UBC1 Page 3/4 08/26/0508:17:02 Steel Code: AISC LRFD Column Line 225.83ft - 34.00ft Level Pu Mux Roof 52.0 10.1 Third 225.3 8.5 Second 393.1 0.1 Muy LC Interaction Eq. Angle 3.5 2 0.11 EqHl-lb 0.0 4.7 4 0.47EqHl-la 0.0 4.4 10 0.82EqHl-la 0.0 Fy Size 50 W10X60 50 W10X60 50 W10X60 Column Line 225.83ft - 66.00ft Level Pu Mux Roof 38.2 7.8 Third 161.3 13.9 Second 267.6 12.2 Muy LC Interaction Eq. Angle 4.9 3 0.10 EqHl-lb 0.0 21.4 1 0.49EqHl-la 0.0 18.7 1 OJlEqHl-la 0.0 Fy Size 50 W10X60 50 W10X60 50 W10X60 Column Line 235.33ft - 84.00ft Level Pu Mux Roof 30.1 13.0 Third 85.8 12.0 Second 122.9 0.6 Muy LC Interaction Eq. Angle 3.3 4 0.22 EqHl-lb 0.0 3.0 10 0.48 Eq HI-la 0.0 1.1 1 0.63EqHl-la 0.0 Fy Size 50 W10X3 3 50 W10X33 50 W10X33 Column Line 257.58ft - 66.00ft Level Pu Mux Roof 37.9 12.3 Third- 138.9 8.6 Second 208.0 0.0 Muy LC Interaction Eq. Angle 8.1 6 0.14 EqHl-lb 0.0 12.0 2 0.36 Eq HI-la 0.0 11.0 6 0.49EqHl-la 0.0 Fy Size 50 W10X60 50 W10X60 50 W10X60 Column Line H.9 - 1.5 Level Pu Mux Muy Roof 15.2 3.3 2.2 LC Interaction Eq. Angle 1 0.49EqHl-la 0.0 Fy Size 50 HSS4X4X5/16 Column Line 291.50ft - 34.00ft Level Pu Mux Muy Third 50.5 0.1 0.2 Second 51.7 0.1 0.2 LC Interaction Eq. Angle 1 0.27EqHl-la 0.0 1 0.27EqHl-la 0.0 Fy Size 50 W10X60 50 W10X60 Column Line 291.50ft - 66.00ft Level Pu Mux Muy Third 52.0 1.0 0.2 Second 53.1 1.0 0.2 LC Interaction Eq. 1 0.28EqHl-la 1 0.28EqHl-la Angle 0.0 0.0 Fy Size 50 W10X60 50 W10X60 Column Line 323.50ft - 34.00ft Level Pu Mux Third 53.1 0.3 Second 220.7 0.0 Muy LC Interaction Eq. Angle 1.3 1 0.10 EqHl-lb 90.0 0.0 1 0.44EqHl-la 90.0 Fy Size 50 W10X60 50 W10X60 HOPE Gravity Column Design '-Summary f(L\O RAM Steel v9.0 Page 4/4 HOPE Engineering DataBase: 24Hr7-14 08/26/05 08:17:02 Building Code: UBC1 Steel Code: AISC LRFD Column Line 323.50ft - 66.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Third 53.1 0.3 1.3 1 O.lOEqHl-lb 90.0 50 . W10X60 Second 223.4 0.0 0.0 1 0.45EqHl-la 90.0 50 W10X60 Base Plate Design -Summary HOPE Column Line .2-E 11. 00ft -34.00ft .5-F 35. 50ft -34.00ft 35.50ft - 66.00ft 67.50ft - 34.00ft 67.50ft - 66.00ft 99.50ft -34.00ft 99.50ft - 66.00ft 13 1.50ft -34.00ft 13 1.50ft -66.00ft 163. 50ft -34.00ft 163. 50ft -66.00ft 193. 17ft -34.00ft 225.83ft - 34.00ft 225.83ft - 66.00ft 235.33ft - 84.00ft 257.58ft - 66.00ft 291. 50ft -34.00ft 291. 50ft -66.00ft 323.50ft - 34.00ft 323. 50ft -66.00ft RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 Column Size W10X33 HSS8X8X1/4 W 10X33 W 1 0X60 W 10X60 W 10X60 W 10X60 W 10X60 W 10X60 W 10X60 W 10X60 W 10X60 W 10X60 W 10X60 W 10X60 W 10X60 W 10X3 3 W 10X60 W 10X60 W 10X60 W 10X60 W 10X60 CMI-. 08/26/05 08:20:20 Steel Code: AISC LRFD Fy (ksi) 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 N (in) 11.75 10.00 11.75 12.25 12.25 12.25 12.25 12.25 12.25 12.25 12.25 12.25 - 12.25 12.25 12.25 12.25 11.75 12.25 12.25 12.25 12.25 12.25 B (in) 10.00 10.00 10.00 12.25 12.25 12.25 12.25 12.25 12.25 12.25 12.25 12.25 12.25 12.25 12.25 12.25 10.00 12.25 12.25 12.25 12.25 12.25 tp (in) 0.375 0.375 0.625 1.000 1.125 1.125 1.125 1.125 1.125 1.125 1.125 1.125 1.125 1.125 1.125 0.875 0.500 0.625 0.375 0.375 0.750 0.750 L-o HOPE Engineering Lateral Analysis Design Criteria The building was modeled on Rani Frame by Ram Analysis. The program does a three- dimensional analysis of the structure. It calculates the mass of each floor based on the information we have provided. It also calculates the center of mass of each floor. The torsional moment increase due to the accidental eccentricity is accounted for by displacing the center of mass the proper 5% dimension. This technique is acceptable per 2001 CBC section 1631.5.6. Ram Frame, utilizing the CBC static force procedure, calculates the base shear. The story forces are then transferred vertically to each level. Ram Frame calculates the period of the building. This is compared with the code prescribed method A period. If the calculated period is greater than the method A period increased 30%, then the increased method A period is used for the design as required by the code. The second and third floors between gridlines A and J were modeled in Ram as rigid diaphragms. The second floor diaphragm between gridlines I, & M was analyzed as a rigid diaphragm by hand and the forces were distributed as nodal loads into the computer model to accurately capture the diaphragm opening at the second floor. The flexible diaphragms at the roof level and at the third floor between gridlines J &M were analyzed by hand and the forces computed were input into the computer model as nodal loads to provide accurate distribution of the loads. The lateral system consists of individual concrete shear walls, tilt-up panels. The tilt-up panels are modeled with openings and the forces distributed based on their relative rigidity. The forces to the full panels and the individual piers are extracted from the Ram Frame analysis and used in an exceli spread sheet to design the reinforcement of each panel section. I:\PROJECTSVAiOiVmooiG.OO\CALCS\DESlGN CRITERIAXLATERAL ANALYSIS DESIGN CRITERIA.DOC H O LO O COo entnC -Hfi0) 'ao T)0) X!ua TJ3 a CU CN CN en 0) 0) CQ -Hm > CQ n CM 4 d) CN <D -H S Ol OJ W WftO COmCQ HOPE Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 STORY DATA: Level Story Label 3 roof 2 3rd 1 2nd Layout Type roof third second Height ft 15.00 14.00 16.00 COLUMN SECTION PROPERTIES: Concrete: # Label Shape Depth/Diam in 1 column Rectangle 18.00 Other: Width in 18.00 Cracked Factor 0.70 # Label 1 X BEAM SECTION Concrete: # Label ii 2 2nd-10ft-7.25 3 2nd-10ft-9.25 4 2nd-4ft-7.25 5 2nd-4ft-12 6 3rd-8ft-7.25 7 3rd-8ft-9.25 8 3rd-8ft-12 9 3rd-4ft-12 10 roof-7ft-7.25 1 1 roof-7ft-9.25 12 roof-llft-7.25 13 roof-7ft-12 14 introof-4ft-12 H B in in 1.00 1.00 PROPERTIES: Shape Rectangle Rectangle Rectangle Rectangle Rectangle Rectangle Rectangle Rectangle Rectangle Rectangle Rectangle Rectangle Rectangle Rectangle H in 1.00 B in 1.00 Area in2 1.00 Ix in4 1.0 iy in4 1.0 J in4 1.0 Asx in2 1.0 Asy in 2 1.0 Depth 7.25 102.00 102.00 48.00 48.00 78.00 78.00 78.00 48.00 66.00 66.00 78.00 72.00 48.00 Width in 7.25 7.25 9.25 7.25 12.00 7.25 9.25 12.00 12.00 7.25 9.25 7.25 12.00 12.00 Flange Web-Thk Overhang Thickness in in in Cracked Factor 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 FRAME MEMBERS Frame #0: Level: roof Concrete Beam / Horiz Brace: # X Y Z Offset RigEnd ft ft ft in 161 258.920 0.000 0.000 0.00 Fixity Pois xyt PPF 0.20 UnitWt UW Self f c pcf pcf ksi 150.0 150.0 4.000 Sec HOPE Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings L4 Page 2/43 08/26/05 09:50:26 #X 259.000 Y Z 0.080 Offset RigEnd 0.000 0.00 Fixity PPF Pois UnitWt UW Self fc Sec Concrete Wall: # 10 Level: X ft 0.000 6.000 3rd Y ft 80.000 80.000 Z Offset ft 0.000 0.000 Pois 0.20 UnitWt pcf 150.0 UW Self f c Thick pcf ksi 150.0 4.000 7.3 Group 4 Concrete Wall: # 10 Level: X ft 0.000 6.000 2nd Y ft 80.000 80.000 Z Offset ft 0.000 0.000 Pois 0.20 UnitWt pcf 150.0 UW Self f c Thick pcf ksi 150.0 4.000 7.3 Group 4 Concrete Wall: # 10 Frame Level: X ft 0.000 6.000 #1: roof Y ft 80.000 80.000 Z Offset ft 0.000 0.000 Pois 0.20 UnitWt pcf 150.0 UW Self f c Thick pcf ksi 150.0 4.000 7.3 Group 4 Concrete Beam / Horiz Brace: # 2 ~> 4 5 7 8 10 X ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Y Z ft 3.000 11.000 15.670 23.670 26.670 26.750 29.670 37.670 42.340 50.340 53.340 53.420 79.920 80.000 Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 • 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fixity xyt FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF PPF PPF PPF PPF Pois UnitWt UW Self pcf pcf 0.20 150.0 150.0 0.20 150.0 150.0 0.20 150.0 150.0 0.20 150.0 150.0 0.20 150.0 150.0 0.20 150.0 150.0 0.20 150.0 150.0 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Sec 10 10 1 10 10 1 1 Concrete Wall: X Y Z Offset Pois UnitWt UW Self fc Thick Group HOPE Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 3/43 08/26/05 09:50:26 1 2 -> 4 5 6 7 8 9 ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ft 0.000 3.000 11.000 15.670 23.670 26.670 26.750 29.670 37.670 42.340 50.340 53.340 53.420 60.170 60.170 73.170 73.170 79.920 ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 pcf ksi 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 7.3 1 7.3 1 7.3 1 7.3 2 7.3 2 7.3 2 20.0 3 12.0 3 20.0 3 Level: 3rd Concrete Beam / Horiz Brace: # 2 -> 5 6 7 9 11 # 1 2 X ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Concrete Wall X ft 0.000 0.000 0.000 0.000 Y Z ft 3.000 11.000 15.670 23.670 26.670 26.750 29.670 37.670 42.340 50.340 53.340 53.420 79.920 80.000 ; Y ft 0.000 3.000 11.000 15.670 Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Z Offset ft 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pois 0.20 0.20 Fixity xyt FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF PPF PPF PPF PPF UnitWt pcf 150.0 150.0 Pois UnitWt UW Self fc pcf 0.20 150.0 0.20 150.0 0.20 150.0 0.20 . 150.0 0.20 150.0 0.20 150.0 0.20 150.0 UW Self f c pcf ksi 150.0 4.000 150.0 4.000 pcf ksi 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 Thick Group 7.3 1 7.3 1 Sec 6 6 1 6 6 1 1 HOPE Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 4/43 08/26/05 09:50:26 3 4 5 6 7 8 9 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 23.670 26.670 26.750 29.670 37.670 42.340 50.340 53.340 53.420 60.170 60.170 73.170 73.170 79.920 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.20 0.20 0.20 0.20 0.20 0.20 0.20 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 7.3 7.3 7.3 7.3 20.0 12.0 20.0 1 2 2 2 3 •-> J ••> Level: 2nd Concrete Beam / Horiz # 2 ->J 4 5 6 7 9 X ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Y ft 3.000 11.000 15.670 23.670 26.670 26.750 29.670 37.670 42.340 50.340 53.340 53.420 79.920 80.000 Brace: Z Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fixity xyt FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF PPF PPF PPF PPF Pois UnitWt UW Self pcf 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Sec 2 2 I 2 -\ \ \ Concrete Wall: # 1 2 -> 4 5 X ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Y ft 0.000 3.000 11.000 15.670 23.670 26.670 26.750 29.670 37.670 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Pois 0.20 0.20 0.20 0.20 0.20 UnitWt pcf 150.0 150.0 150.0 150.0 150.0 UW Self f c pcf ksi 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 Thick 7.3 '7.3 7.3 7.3 7.3 Group 1 1 1 2 2 HOPE Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings U7 Page 5/43 08/26/05 09:50:26 0.000 6 0.000 0.000 7 0.000 0.000 8 0.000 0.000 9 0.000 0.000 Frame #2: Level: roof Concrete Wall: # X ft 15 35.500 42.340 50.340 53.340 53.420 60.S70 60.170 73.170 73.170 79.920 Y ft 93.000 35.500 100.000 Level: 3rd Concrete Wall: # X ft 15 35.500 Y ft 93.000 35.500 100.000 Level: 2nd Concrete Wall: # X ft 15 35.500 35.500 1 Frame #3: Level: roof Y ft 93.000 00.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Z Offset ft 0.000 0.000 Z Offset ft 0.000 0.000 Z Offset ft 0.000 0.000 0.20 0.20 0.20 0.20 Pois 0.20 Pois 0.20 Pois 0.20 150.0 150.0 150.0 150.0 UnitWt pcf 150.0 UnitWt pcf 150.0 UnitWt pcf 150.0 150.0 150.0 150.0 150.0 UW Self pcf 150.0 UW Self pcf 150.0 UW Self pcf 150.0 4.000 7.3 2 4.000 20.0 3 4.000 12.0 3 4.000 20.0 3 fc Thick Group ksi 4.000 7.3 5 fc Thick Group ksi 4.000 7.3 5 fc Thick Group ksi 4.000 7.3 5 Concrete Column: # X ft 14 194.000 66 Concrete Beam / # X ft 126 194.000 69 Y Z ft .000 Offset RigMaj RigMin Fixity Pois ft 0.000 in 0.00 0.00 in 0.00 0.00 xyt FFF 0.20 FFF UnitWt UWSelf fc Sec pcf pcf ksi 150.0 150.0 4.000 1 Horiz Brace: Y Z ft .250 194.000 79.250 Offset RigEnd ft 0.000 0.000 in 0.00 0.00 Fixity xyt FFF FFF Pois UnitWt UW Self fc Sec 0.20 pcf pcf ksi 150.0 150.0 4.000 14 HOPE Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings ' IS ;''' Page 6/43 08/26/05 09:50:26 # 128 129 X 194.000 194.000 194.000 194.000 Y 85.000 95.000 99.920 100.000 Z Offset RigEnd 0.000 0.00 0.000 0.000 0.000 0.00 0.00 0.00 Fixity Pois UnitWt UWSelf fc FFF 0.20 150.0 150.0 4.000 FFF PPF 0.20 150.0 PPF 150.0 4.000 Sec 14 1 Concrete Wall: # 42 43 44 X ft 194.000 194.000 194.000 194.000 194.000 194.000 Y ft 66.000 69.250 79.250 85.000 95.000 99.920 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 Pois 0.20 0.20 0.20 UnitWt UWSelf fc pcf pcf ksi 150.0 150.0 4.000 150.0 150.0 4.000 150.0 150.0 4.000 Thick Group 12.0 6 12.0 6 20.0 6 Level: 3rd Concrete Column: # 15 X ft 194.000 Y ft 66.000 Concrete Beam / Horiz # 135 136 X ft 194.000 194.000 194.000 194.000 Y ft 85.000 95.000 99.920 100.000 Z Offset RigMaj RigMin Fixity Pois UnitWt ft in in xyt pcf 0.000 0.00 0.00 FFF 0.20 150.0 Brace: 0.00 Z Offset RigEnd ft in 0.000 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 FFF UW Self f c pcf ksi 150.0 4.000 Fixity Pois UnitWt UWSelf fc xyt pcf pcf ksi FFF 0.20 150.0 150.0 4.000 FFF PPF 0.20 150.0 PPF 150.0 4.000 Sec 1 Sec 9 1 Concrete Wall: # 42 43 44 45 X ft 194.000 194.000 194.000 194.000 194.000 194.000 194.000 194.000 Y ft 66.000 69.250 69.250 79.250 79.250 85.000 95.000 99.920 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Pois 0.20 0.20 0.20 0.20 UnitWt UWSelf fc pcf pcf ksi 150.0 150.0 4.000 150.0 150.0 4.000 150.0 150.0 4.000 150.0 150.0 4.000 Thick Group 12.0 6 12.0 6 12.0 6 20.0 6 Level: 2nd Concrete Column: Trame Model 0ata RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 7/43 08/26/05 09:50:26 # 15 # 112 X Y Z Offset RigMaj RigMin Fixity Pois UnitWt UW Self fc Sec ft ft ft in in xyt pcf pcf ksi 194.000 66.000 0.000 0.00 0.00 FFF 0.20 150.0 150.0 4.000 1 0.00 0.00 FFF Concrete Beam / Horiz Brace: X Y Z Offset RigEnd Fixity Pois UnitWt UW Self fc Sec ft ft ft in xyt pcf pcf ksi 194.000 99.920 0.000 0.00 PPF 0.20 150.0 150.0 4.000 1 194.000 100.000 0.000 0.00 PPF Concrete Wall: # 42 43 44 45 46 X ft 194.000 194.000 194.000 194.000 194.000 194.000 194.000 194.000 194.000 194.000 Y ft 66.000 69.250 69.250 79.250 79.250 85.000 85.000 95.000 95.000 99.920 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Pois 0.20 0.20 0.20 0.20 0.20 UnitWt pcf 150.0 150.0 150.0 150.0 , 150.0 UW Self pcf 150.0 150.0 150.0 150.0 150.0 fc ksi 4.000 4.000 4.000 4.000 4.000 Thick 12.0 12.0 12.0 12.0 20.0 Group 6 6 6 6 6 Frame #5: Level: roof Concrete Beam / Horiz # 162 163 X ft 259.000 259.000 259.000 259.000 Brace: Y Z Offset RigEnd ft 3.000 11.000 14.000 22.000 ft 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 Fixity xyt FFF FFF FFF FFF Pois UnitWt UW Self 0.20 0.20 pcf 150.0 150.0 pcf 150.0 150.0 fc Sec ksi 4.000 13 4.000 13 Concrete Wall: # 50 51 52 X ft 259.000 259.000 259.000 259.000 259.000 259.000 Y ft 0.080 3.000 11.000 14.000 22.000 27.500 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 Pois 0.20 0.20 0.20 UnitWt pcf 150.0 150.0 150.0 UW Self pcf 150.0 150.0 150.0 fc ksi 4.000 4.000 4.000 Thick 12.0 12.0 12.0 Group 8 8 8 HOPE Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings UD Page 8/43 08/26/05 09:50:26 Level: 3rd Concrete Column: # 20 X ft 259.000 Y ft 34.000 Concrete Beam / Horiz # 176 177 178 X ft 259.000 259.000 259.000 259.000 259.000 259.000 Y ft 0.000 0.080 3.000 1 1 .000 14.000 22.000 Z Offset RigMaj RigMin Fixity ft 0.000 Brace: in 0.00 0.00 Z Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 in xyt 0.00 FFF 0.00 FFF Fixity Pois xyt PPF 0.20 PPF FFF 0.20 FFF FFF 0.20 FFF Pois UnitWt UWSelf pcf pcf 0.20 150.0 150.0 UnitWt UW Self pcf pcf 150.0 150.0 150.0 150.0 150.0 150.0 fc ksi 4.000 fc ksi 4.000 4.000 4.000 Sec 1 Sec 1 9 9 Concrete Wall: # 49 56 57 58 59 X ft 234.000 234.000 259.000 259.000 259.000 259.000 259.000 259.000 259.000 259.000 Y ft 93.000 100.000 0.080 3.000 11.000 14.000 22.000 27.500 27.500 34.000 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Pois 0.20 0.20 0.20 0.20 > 0.20 UnitWt UWSelf fc Thick Group pcf 150.0 150.0 150.0 150.0 150.0 pcf ksi 150.0 4.000 7.3 150.0 4.000 12.0 150.0 4.000 12.0 150.0 4.000 12.0 150.0 4.000 12.0 7 8 8 8 8 Level: 2nd Concrete Column: # 20 X ft 259.000 Y ft 34.000 Concrete Beam / Horiz # 146 X ft 259.000 259.000 Y ft 0.000 0.080 Z Offset RigMaj RigMin Fixity ft 0.000 Brace: in 0.00 0.00 Z Offset RigEnd ft 0.000 0.000 in 0.00 0.00 in xyt 0.00 FFF 0.00 FFF Fixity Pois xyt PPF 0.20 PPF Pois UnitWt UWSelf pcf pcf 0.20 150.0 150.0 UnitWt UW Self pcf pcf 150.0 150.0 fc ksi 4.000 fc ksi 4.000 Sec 1 Sec 1 Concrete Wall: Frame DataHOPE # 50 57 58 59 60 61 62 X ft 234.000 234.000 259.000 259.000 259.000 259.000 259.000 259.000 259.000 259.000 259.000 259.000 259.000 259.000 RAM Frame v9.0 HOPE Engineering .DataBase: 24hr - punched openings Y ft 93.000 100.000 0.080 3.000 3.000 11.000 11.000 14.000 14.000 22.000 22.000 27.500 27.500 34.000 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Pois UnitWt UW Self 0.20 0.20 0.20 0.20 0.20 0.20 0.20 pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Page 9/43 08/26/05 09:50:26 Fc Thick Group ksi 4.000 7.3 7 4.000 12.0 8 4.000 12.0 8 4.000 12.0 8 4.000 12.0 8 4.000 12.0 8 4.000 12.0 8 Frame #6: Level: 2nd # 23 24 27 28 Steel Column: X ft 323.500 323.500 323.500 323.500 Y ft 1.500 17.000 84.000 98.500 Z Offset ft 0.000 0.000 0.000 0.000 RigMaj in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RigMin in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fixity xyt FFF FFF FFF FFF FFF FFF FFF FFF Fy Section ksi 50 W10X33 50 W10X33 50 W10X33 50 W10X33 Steel Beam / Horiz Brace: # 183 192 # 1 2 X ft 323.500 323.500 323.500 323.500 Steel Brace: Level 2nd Base 2nd Base Y ft 1.500 17.000 84.000 98.500 Z Offset ft 0.000 0.000 0.000 0.000 X ft 323.500 323.500 323.500 323.500 RigEnd in 0.00 0.00 0.00 0.00 Y ft 17.000 1.500 84.000 98.500 Fixity xyt PPF PPF PPF PPF Fix xyt PPP PPP PPP PPP Fy ksi 50 50 Fy ksi 46 46 Section T-O W 18X40 W18X40 Section T-O HSS5X5X5/16 N HSS5X5X5/16 N HOPE Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings U2- Page 10/43 08/26/05 09:50:26 Frame #7: Level: 3rd Concrete Beam / Horiz Brace: # 241 242 243 244 245 246 247 248 249 250 X ft 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 Y Z Offset RigEnd ft 3.000 11.000 14.000 22.000 25.000 25.080 28.000 36.000 39.000 47.000 50.000 50.080 53.000 61.000 64.000 72.000 75.000 75.080 81.750 93.250 ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fixity xyt FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF Pois UnitWt UW Self pcf 0.20 150. 0.20 150, 0.20 150. 0.20 150, 0.20 150. 0.20 150. 0.20 150, 0.20 150, 0.20 150. 0.20 150. ,0 .0 ,0 .0 ,0 0 .0 .0 ,0 0 pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Sec 6 6 1 6 6 1 6 6 1 12 Concrete Wall: # 82 83 84 85 86 87 88 89 X ft 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 Y ft 0.000 3.000 11.000 14.000 22.000 25.000 25.080 28.000 36.000 39.000 47.000 50.000 50.080 53.000 61.000 64.000 Z Offsetft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Pois 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 UnitWt pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 UW Self pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Thick 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 Group 11 11 11 12 12 12 13 13 Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page-11/43 08/26/05 09:50:26 90 91 92 359.000 359.000 359.000 359.000 359.000 359.000 72.000 75.000 75.080 81.750 93.250 100.000 0.000 0.000 0.000 0.000 0.000 0.000 0.20 0.20 0.20 150.0 150.0 150.0 150.0 4.000 150.0 4.000 150.0 4.000 7.3 7.3 7.3 13 14 14 Level: 2nd Concrete Beam / Horiz # 201 202 203 204 205 206 207 208 209 210 X ft 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 Y ft 3.000 1 1 .000 14.000 22.000 25.000 25.080 28.000 36.000 39.000 47.000 50.000 50.080 53.000 61.000 64.000 72.000 75.000 75.080 81.750 93.250 Brace: Z Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fixity xyt FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF Pois UnitWt UW Self pcf 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 pcf 150.0 1 50.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Sec 2 2 1 2 2 1 2 2 1 4 Concrete Wall: #. 85 86 87 88 89 90 X ft 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 Y ft 0.000 3.000 11.000 14.000 22.000 25.000 25.080 28.000 36.000 39.000 47.000 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Pois 0.20 0.20 0.20 0.20 0.20 0.20 UnitWt pcf 150.0 150.0 150.0 150.0 150.0 150.0 UW Self f c pcf ksi 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 Thick 7.3 7.3 7.3 7.3 7.3 7.3 Group 11 11 11 12 12 12 Frame; ivioaei rir Tf^r" RAM Frame v9-° • l^^l "• HOPE Engineering DataBase: 24hr - punched openings 91 92 93 94 95 Frame Level: 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 #8: roof 50.000 50.080 53.000 61.000 64.000 72.000 75.000 75.080 81.750 93.250 100.000 Concrete Beam / Hori/ # 31 36 44 51 59 64 71 79 89 91 99 109 114 X ft 35.500 35.580 43.500 56.500 64.500 64.580 69.750 77.750 84.750 92.750 98.000 98.080 103.250 111.250 118.250 126.250 131.500 131.580 136.750 144.750 151.750 159.750 165.000 165.080 173.000 186.000 Y ft 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Brace: 0.20 0.20 0.20 0.20 0.20 Z Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •o.oo 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 150.0 150.0 150.0 150.0 150.0 Fixity xyt PPF PPF PPF PPF PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF PPF PPF PPF PPF 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 144- Page 12/43 08/26/05 09:50:26 7.3 7.3 7.3 7.3 7.3 Pois UnitWt UW Self pcf 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 13 13 13 14 14 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Sec 1 12 1 10 10 1 10 10 1 10 10 1 12 Concrete Wall: X Y Z Offset Pois UnitWt UW Self fc Thick Group Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 13/43 08/26/05 09:50:26 16 18 20 22 24 26 28 30 32 34 36 38 40 ft 35.580 43.500 56.500 64.500 64.580 69.750 77.750 84.750 92.750 98.000 98.080 103.250 111.250 118.250 126.250 131.500 131.580 136.750 144.750 151.750 159.750 165.000 165.080 173.000 186.000 194.000 ft 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 pcf ksi 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 21 21 22 22 22 23 23 23 24 24 24 25 25 Level: 3rd Concrete Beam / Horiz Brace: # 39 52 59 67 72 79 87 X ft 35.500 35.580 64.500 64.580 69.750 77.750 84.750 92.750 98.000 98.080 103.250 111.250 118.250 126.250 Y Z ft 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fixity xyt PPF PPF PPF PPF FFF FFF FFF FFF PPF .PPF FFF FFF FFF FFF Pois UnitWt UW Self pcf 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Sec 1 1 6 6 1 6 6 UTT^T"' RAM Frame v9.0 • IVXI ••• HOPE Engineering DataBase: 24hr - punched openings # 97 99 107 117 X 131.500 131.580 136.750 144.750 151.750 159.750 165.000 165.080 Y Z Offset RigEnd 100.000 0.000 0.00 100.000 0.000 0.00 100.000 0.000 0.00 100.000 0.000 0.00 100.000 0.000 0.00 100.000 0.000 0.00 100.000 0.000 0.00 100.000 0.000 0.00 Fixity PPF PPF FFF FFF FFF FFF PPF PPF U1U? Page 14/43 08/26/05 09:50:26 Pois UnitWt UW Self 0.20 150.0 150.0 0.20 150.0 150.0 0.20 150.0 150.0 0.20 150.0 150.0 fc Sec 4.000 1 4.000 6 4.000 6 4.000 1 Concrete Wall: # 16 18 20 22 24 26 28 30 32 34 36. 38 40 Level: X ft 35.580 43.500 56.500 64.500 64.580 69.750 77.750 84.750 92.750 98.000 98.080 103.250 111.250 118.250 126.250 131.500 131.580 136.750 144.750 151.750 159.750 165.000 165.080 173.000 186.000 194.000 2nd Y ft 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 Concrete Beam / Horiz # 31 X ft 35.500 35.580 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Brace: Pois 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 ' 0.20 0.20 Y Z Offset RigEnd ft 100.000 100.000 ft 0.000 0.000 in 0.00 0.00 UnitWt pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Fixity xyt PPF PPF UW Self pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 , 150.0 150.0 150.0 150.0 150.0 150.0 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Thick 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 73 7.3 7.3 7.3 7.3 Pois UnitWt UW Self 0.20 pcf 150.0 pcf 150.0 Group 21 21 22 22 22 23 23 23 24 24 24 25 25 fc Sec ksi 4.000 1 fBIB Ji^i™ RAM Frame v9.0 • i^^l "•• HOPE Engineering DataBase: 24hr - punched openings # 33 41 48 53 58 65 70 80 82 87 97 99 X 43.500 56.500 64.500 64.580 69.750 77.750 84.750 92.750 98.000 98.080 103.250 111.250 118.250 126.250 131.500 131.580 136.750 144.750 151.750 159.750 165.000 165.080 173.000 186.000 Y Z Offset RigEnd 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L-l / Page 15/43 08/26/05 09:50:26 Fixity Pois UnitWt UW Self FFF 0.20 FFF PPF 0.20 PPF FFF 0.20 FFF FFF 0.20 FFF PPF 0.20 PPF FFF 0.20 FFF FFF 0.20 FFF PPF 0.20 PPF FFF 0.20 FFF FFF 0.20 FFF PPF 0.20 PPF FFF 0.20 FFF 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 fc 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Sec 4 1 2 2 1 2 2 1 2 2 1 4 Concrete Wall: # 16 18 20 22 24 26 28 30 32 X ft 35.580 43.500 56.500 64.500 64.580 69.750 77.750 84.750 92.750 98.000 98.080 103.250 111.250 118.250 126.250 131.500 131.580 Y ft 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Pois 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 UnitWt UWSelf pcf pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Thick 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 Group 21 21 22 22 22 23 23 23 24 Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 16/43 08/26/05 09:50:26 34 36 38 40 Frame Level: 136.750 144.750 151.750 159.750 165.000 165.080 173.000 186.000 194.000 #9: 3rd 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 Concrete Beam / Horiz # 160 161 167 180 182 187 195 197 204 X ft 234.000 234.080 237.000 245.000 248.000 256.000 259.000 259.080 262.000 270.000 273.000 281.000 284.000 284.080 287.000 295.000 298.000 306.000 Y ft 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Brace: 0.20 0.20 0.20 0.20 Z Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 150.0 150.0 150.0 150.0 Fixity xyt PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 7.3 7.3 7.3 7.3 Pois UnitWt UW Self pcf 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 24 24 25 25 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Sec 1 6 6 1 7 7 1 7 7 Concrete Wall: # 50 52 54 60 62 X ft 234.080 237.000 245.000 248.000 256.000 259.000 259.080 262.000 270.000 Y ft 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Pois 0.20 0.20 0.20 0.20 0.20 UnitWt pcf 150.0 150.0 150.0 150.0 150.0 UW Self f c pcf ksi 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 Thick 7.3 7.3 9.3 9.3 9.3 Group 26 26 26 27 27 •"iT jT^T"' RAM Frame v9.0 • "V^l b HOPE Engineering DataBase: 24hr - punched openings 64 66 68 70 273.000 281.000 284.000 284.080 287.000 295.000 298.000 306.000 309.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.20 0.20 0.20 0.20 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 4 4 4 4, un Page 17/43 08/26/05 09:50:26 .000 9.3 .000 9.3 .000 9.3 .000 9.3 27 28 28 28 Level: 2nd Concrete Beam / Horiz # 131 132 138 147 149 151 153 155 157 X ft 234.000 234.080 237.000 245.000 248.000 256.000 259.000 259.080 262.000 270.000 273.000 281.000 284.000 284.080 287.000 295.000 298.000 306.000 Y ft 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100,000 100.000 100.000 100.000 100.000 100.000 100.000 Brace: Z Offset RigEnd ft 0.000 0.000 .0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fixity xyt PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF ' PPF PPF FFF FFF FFF FFF Pois UnitWt pcf 0.20 150 0.20 150 0.20 150 0.20 150 0.20 150 0.20 150 0.20 150, 0.20 150. 0.20 150, .0 .0 .0 .0 .0 .0 .0 .0 ,0 UW Self pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 f c ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Sec 1 2 2 1 --> -> 1 ~» ~> Concrete Wall: # 51 53 55 63 65 X ft 234.080 237.000 245.000 248.000 256.000 259.000 259.080 262.000 270.000 273.000 Y ft 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Pois 0.20 0.20 0.20 0.20 0.20 UnitWt pcf 150.0 150.0 150.0 150.0 150.0 UW Self pcf 150.0 150.0 150.0 150.0 150.0 4. 4. 4. 4. 4. fc Thick ksi 000 7.3 000 7.3 000 9.3 000 9.3 000 9.3 Group 26 26 26 27 27 Frame Modei Data HOPE 67 69 71 73 Frame Level: 281.000 284.000 284.080 287.000 295.000 298.000 306.000 309.000 #10: roof Concrete Beam # I 11 21 25 32 40 45 52 63 70 78 83- 90 98 103 110 X ft 0.000 0.080 5.250 13.250 20.250 28.250 33.500 33.580 38.750 46.750 53.750 61.750 67.000 67.080 75.000 88.000 96.000 96.080 101.250 109.250 116.250 124.250 129.500 129.580 134.750 142.750 149.750 157.750 163.000 163.080 168.250 176.250 RAM Frame v9.0 , HOPE Engineering DataBase: 24hr - punched openings 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 / Horiz Y ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Brace: 0.20 0.20 0.20 0.20 Z Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 • 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 150.0 150.0 150.0 150.0 Fixity xyt PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF PPF PPF PPF PPF PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF 150.0 4. 150.0 4. 150.0 4. 150.0 4. Pois UnitWt pcf 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 LZO Page 18/43 08/26/05 09:50:26 000 9.3 000 9.3 000 9.3 000 9.3 UW Self pcf 150.0 150.0 150.0 150.0 150.0 150.0 150,0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 27 28 28 28 fc. ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Sec 1 10 10 1 10 10 1 12 1 10 10 1 10 10 1 10 HOPE Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 19/43 08/26/05 09:50:26 # 118 130 134 141 147 155 # 11 12 13 14 17 19 21 23 25 27 29 31 33 35 37 X 183.250 191.250 196.500 196.580 204.500 217.500 225.500 225.580 230.750 238.750 245.750 253.750 Concrete Wall: X ft 0.080 5.250 13.250 20.250 28.250 33.500 33.580 38.750 46.750 53.750 61.750 67.000 67.080 75.000 88.000 96.000 96.080 101.250 109.250 116.250 124.250 129.500 129.580 134.750 142.750 149.750 157.750 163.000 163.080 Y Z 0.000 0.000 0.000 0.000 0.000 0.0.00 0.000 0.000 0.000 0.000 0.000 0.000 Y ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Offset RigEnd 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pois 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 Fixity FFF FFF PPF PPF PPF PPF PPF PPF FFF FFF FFF FFF UnitWt pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 .150.0 150.0 150.0 150.0 150.0 150.0 150.0 Pois UnitWt UW Self 0.20 0.20 0.20 0.20 0.20 0.20 UW Self pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 150.0 150.0 150.0 150.0 150.0 150.0 Thick 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 fc 4.000 4.000 4.000 4.000 4.000 4.000 Group 31 31 31 32 32 32 33 33 34 34 34 35 35 35 36 Sec 10 i 12 1 10 10 Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 20/43 08/26/05 09:50:26 39 41 45 46 47 48 49 .168.250 176.250 183.250 191.250 196.500 196.580 204.500 217.500 225.500 225.580 230.750 238.750 245.750 253.750 258.920 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.20 0.20 0.20 0.20 0.20 0.20 0.20 150.0 1 50.0 150.0 150.0 150.0 150.0 150.0 150.0 4. 150.0 4. 150.0 4. 150.0 4. 150.0 4. 150.0 4. 150.0 4. .000 7.3 .000 7.3 .000 7.3 .000 7.3 ,000 7.3 000 7.3 000 7.3 36 36 37 37 38 38 38 Level: 3rd Concrete Beam / Horiz # 1 12 26 33 40 48 53 71 78 86 91 98 106 X ft 0.000 0.080 5.250 13.250 20.250 28.250 33.500 33.580 38.750 46.750 53.750 61.750 67.000 67.080 96.000 96.080 101.250 109.250 116.250 124.250 129.500 129.580 134.750 142.750 149.750 157.750 Y ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Brace: Z Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fixity xyt PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF PPF PPF PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF Pois UnitWt pcf 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 UW Self pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 15.0.0 150.0 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Sec 1 6 6 1 6 6 1 1 6 6 1 6 6 HOPE # 111 118 126 137 148 154 166 # 11 12 13 14 17 19 21 23 25 27 29 31 •"> ~>JO 35 X 163.000 163.080 168.250 176.250 183.250 191.250 196.500 196.580 225.500 225.580 230.750 238.750 245.750 253.750 Concrete Wall: X ft 0.080 5.250 13.250 20.250 28.250 33.500 33.580 38.750 46.750 53.750 61.750 67.000 67.080 75.000 88.000 96.000 96.080 101.250 109.250 116.250 124.250 129.500 129.580 134.750 142.750 149.750 157.750 RAM Frame v9.0 ' HOPE Engineering DataBase: 24hr - punched openings Y Z Offset RigEnd 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Y ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pois 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 Fixity PPF PPF FFF FFF FFF FFF PPF PPF PPF PPF FFF FFF FFF FFF UnitWt pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 LAS :vi- . Page 21/43 08/26/05 09:50:26 Pois UnitWt UW Self 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 UW Self f c pcf ksi 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 .150.0 4.000 150.0 4.000 150.0 4,000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000. 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Thick 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 fc 4.000 4.000 4.000 4.000 4.000 4.000 4.0.00 Group 31 31 31 32 32 32 33 33 34 34 34 35 35 35 Sec 1 6 6 1 1 6 6 HOPE Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openin Page 22/43 08/26/05 09:50:26 37 39 41 46 47 48 51 53 163.000 163.080 168.250 176.250 183.250 191.250 196.500 196.580 204.500 217.500 225.500 225.580 230.750 238.750 245.750 253.750 258.920 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 . 0.000 0.000 0.000 0.000 . 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 7.3 7.3 7.3 7.3 7.3 7.3 7.3 9.3 36 36 36 37 37 38 38 38 Level: 2nd Concrete Beam / Horiz Brace: # 1 10 21 25 32 37 42 49 57 64 69 74 X ft 0.000 0.080 5.250 13.250 20.250 28.250 33.500 33.580 38.750 46.750 53.750 61.750 67.000 67.080 75.000 88.000 96.000 96.080 101.250 109.250 116.250 124.250 129.500 129.580 Y ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0:000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Z Offset ft 0.000 . o.ooo 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 RigEnd in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fixity Pois UnitWt UW Self xyt PPF 0.20 PPF FFF 0.20 FFF FFF 0.20 FFF PPF 0.20 PPF FFF 0.20 FFF FFF 0.20 FFF PPF 0.20 PPF FFF 0.20 FFF PPF 0.20 PPF FFF 0.20 FFF FFF 0.20 FFF PPF 0.20 PPF pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 fc Sec ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 1 2 2 1 2 4 1 2 2 Frame Model Data HOPE # 81 86 91 98 103 113 114 121 127 137 # 11 12 13 14 17 19 21 23 25 27 29 X 134.750 142.750 149.750 157.750 163.000 163.080 168.250 176.250 183.250 191.250 196.500 196.580 204.500 217.500 225.500 225.580 230.750 238.750 245.750 253.750 Concrete Wall: X ft 0.080 5.250 13.250 20.250 28.250 33.500 33.580 38.750 46.750 53.750 61.750 67.000 67.080 75.000 88.000 96.000 96.080 101.250 109.250 116.250 124.250 RAM Frame v9.0 • ..' ( ; HOPE Engineering DataBase: 24hr - punched openings Y Z Offset RigEnd 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Y ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pois 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 L25 Page 23/43 08/26/05 09:50:26 Fixity Pois UnitWt UW Self FFF 0.20 FFF FFF 0.20 FFF PPF 0.20 PPF FFF 0.20 FFF FFF 0.20 FFF PPF 0.20 PPF FFF 0.20 FFF PPF 0.20 PPF FFF 0.20 FFF FFF 0.20 FFF UnitWt UWSelf pcf pcf 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Thick 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 fc 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Group 31 31 31 32 32 32 33 "> ">jj 34 34 34 Sec 2 2 1 2 2 1 4 1 2 2 HOPE Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 24/43 08/26/05 09:50:26 31 33 35 37 39 41 47 48 49 52 54 129.500 129.580 134.750 142.750 149.750 157.750 163.000 163.080 168.250 176.250 183.250 191.250 196.500 196.580 204.500 217.500 225.500 225.580 230.750 238.750 245.750 253.750 258.920 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 7.3 9.3 35 35 35 36 36 36 37 37 38 38 38 Frame #11: Lev # 175 181 186 194 196 203 # 55 el: 3rd Concrete Beam X ft 258.920 259.000 262.000 270.000 273.000 281.000 284.000 284.080 287.000 295.000 298.000 306.000 Concrete Wall: X ft 259.000 / Horiz Y ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Y ft 0.000 Brace: Z Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Z Offset ft 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pois 0.20 Fixity xyt PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF UnitWt pcf 150.0 Pois UnitWt UW Self pcf 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 UW Self f c pcf ksi 150.0 4.000 pcf 150.0 150.0 150.0 150.0 150.0 150.0 Thick 9.3 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 Group 39 Sec 1 7 7 1 7 7 HOPE FrameModel Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 25/43 08/26/05 09:50:26 61 63 65 67 69 262.000 270.000 273.000 281.000 284.000 284.080 287.000 295.000 298.000 306.000 309.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.20 0.20 0.20 0.20 0.20 150.0 150.0 150.0 150.0 150.0 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 9.3 9.3 9.3 9.3 9.3 39 39 40 40 40 Level: 2nd # 145 148 150 152 154 156 # 56 64 66 68 70 72 Concrete Beam X ft 258.920 259.000 262.000 270.000 273.000 281.000 284.000 284.080 287.000 295.000 298.000 306.000 Concrete Wall: X ft 259.000 262.000 270.000 273.000 281.000 284.000 284.080 287.000 295.000 298.000 306.000 309.000 /Horiz Y ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 Y ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Brace: Z Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pois 0.20 0.20 0.20 0.20 0.20 0.20 Fixity xyt PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF UnitWt pcf 150.0 1'50.0 150.0 150.0 150.0 150.0 Pois UnitWt UW Self pcf 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 UW Self f c pcf ksi 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 150.0 4.000 pcf 150.0 150.0 150.0 150.0 150.0 150.0 Thick 9.3 9.3 9.3 9.3 9.3 9.3 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 Group 39 39 39 40 40 40 Sec 1 3 3 1 3 3 Frame #20: HOPE Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 26/43 08/26/05 09:50:26 Level: 3rd Concrete Beam # 211 213 218 228 230 235 239 # 71 73 75 77 79 81 X ft 309.000 309.080 312.000 320.000 323.000 331.000 334.000 334.080 337.000 345.000 348.000 356.000 358.920 359.000 Concrete Wall: X ft 309.080 312.000 320.000 323.000 331.000 334.000 334.080 337.000 345.000 348.000 356.000 358.920 / Horiz Brace: Y ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Y ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Z Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pois 0.20 0.20 0.20 0.20 0.20 0.20 Fixity xyt PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF FFF FFF PPF PPF UnitWt pcf 150.0 150.0 150.0 150.0 150.0 150.0 Pois UnitWt pcf ,0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 150.0 0.20 ' 150.0 0.20 150.0 UW Self pcf 150.0 4, 150.0 4, 150.0 4. UW Self pcf 150.0 150.0 150.0 150.0 150.0 150.0. 150.0 fc Thick ksi .000 9.3 ,000 9.3 000 9.3 150.0 4.000 9.3 150.0 4, 150.0 4. ,000 7,3 000 7.3 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Group 41 41 41 42 42 42 Sec 1 7 7 1 6 6 1 Level: 2nd # 158 360 181 Concrete Beam X ft 309.000 309.080 312.000 320.000 323.000 / Horiz Y ft 0.000 0.000 0.000 0.000 0.000 Brace: Z Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 Fixity xyt PPF PPF FFF FFF FFF Pois UnitWt pcf 0.20 150.0 0.20 150.0 0.20 150.0 UW Self pcf 150.0 150.0 150.0 fc ksi 4.000 4.000 4.000 Sec 1 3 3 Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 27/43 08/26/05 09:50:26 # 194 196 198 199 X 331.000 334.000 334.080 337.000 345.000 348.000 356.000 358.920 359.000 Y Z Offset RigEnd 0 0 0 0 0 0 0 0 0 .000 .000 .000 .000 .000 .000 .000 .000 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fixity FFF PPF PPF FFF FFF FFF FFF PPF PPF Pois UnitWt UW Self 0.20 150 0.20 150 0.20 150 0.20 150 .0 .0 .0 .0 150.0 150.0 150.0 150.0 fc 4.000 4.000 4.000 4.000 Sec 1 2 2 1 Concrete Wall: # 74 76 78 80 82 84 Frame Level: X ft 309.080 312.000 320.000 323.000 331.000 334.000 334.080 337.000 345.000 348.000 356.000 358.920 #21: 3rd Concrete Beam / # 212 214 219 229 231 240 X ft 309.000 309.080 312.000 320.000 323.000 331.000 334.000 334.080 340.750 352.250 358.920 359.000 Y ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Pois 0.20 0.20 0.20 0.20 0.20 0.20 UnitWt pcf 150.0 150.0 150.0 150.0 150.0 150.0 UW Self pcf 150.0 150.0 150.0 150.0 150.0 150.0 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 Thick 9.3 9.3 9.3 9.3 7.3 7.3 Group 41 41 41 42 42 42 Horiz Brace: Y Z ft 100.000 100. 100. 000 000 100.000 100.000 . 100.000 100.000 100. 100. 100. 100. 100. 000 000 000 000 000 Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fixity xyt PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF PPF PPF Pois UnitWt UW Self pcf 0.20 150.,0 0.20 150.0 0.20 150. 0.20 150. 0.20 150. 0.20 150. 0 0 0 0 pcf 150.0 150.0 150.0 150.0 150.0 150.0 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 Sec 1 7 7 1 12 1 Concrete Wall: Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 28/43 08/26/05 09:50:26 # 72 74 76 78 80 X ft 309.080 312.000 320.000 323.000 331.000 334.000 334.080 340.750 352.250 358.920 Y ft 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 Z Offsetft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Pois 0.20 0.20 0.20 0.20 0.20 UnitWt pcf 150.0 150.0 150.0 150.0 150.0 UW Self pcf 150.0 150.0 150.0 150.0 150.0 4. 4. 4. 4. fc ksi .000 .000 .000 .000 4.000 Thick 9.3 9.3 9.3 7.3 7.3 Group 29 29 29 30 30 Level: 2nd Concrete Beam / Horiz # 159 161 182 195 197 200 X ft 309.000 309.080 312.000 320.000 323.000 331.000 334,000 334.080 340.750 352.250 358.920 359.000 Y ft 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 Brace: Z Offset RigEnd ft 0.000 0.000 0.000 0.000 0.000 0.000 o.ooo 0.000 0.000 0.000 0.000 0.000 in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fixity xyt PPF PPF FFF FFF FFF FFF PPF PPF FFF FFF PPF PPF Pois UnitWt 0.20 0.20 0.20 0.20 0.20 0.20 pcf 150.0 150.0 150.0 150.0 150.0 150.0 UW Self pcf 150.0 150.0 150.0 150.0 150.0 150.0 fc ksi 4.000 4.000 4.000 4.000 4.000 4.000 Sec 1 3 ^ 1 4 1 Concrete Wall: # 75 77 79 81 83 X ft 309.080 312.000 320.000 323.000 331.000 334.000 334.080 340.750 352.250 358.920 Y ft 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 100.000 Z Offset ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Pois 0.20 0.20 0.20 0.20 0.20 UnitWt pcf 150.0 150.0 150.0 150.0 150.0 UW Self pcf 150.0 150.0 150.0 150.0 150.0 4. 4. fc ksi 000 000 4.000 4. 4. 000 000 Thick 9.3 9.3 9.3 7.3 7.3 Group 29 29 29 30 30 Frame Model Data Frame v9.0 Page 29/43 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 NODES: -# 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33- 34 35 36 37 38 39 40 41 42 43 X ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.080 5.250 6.000 13.250 20.250 28.250 33.500 33.580 35.500 35.500 35.580 38.750 43.500 46.750 53.750 56.500 61.750 64.500 64.580 67.000 67.080 69.750 75:000 77.750 84.750 88.000 Y ft 0.000 3.000 1 1 .000 15.670 23.670 26.670 26.750 29.670 37.670 42.340 50.340 53.340 53.420 60.170 73.170 79.920 80.000 0.000 0.000 80.000 0.000 0.000 0.000 0.000 0.000 93.000 100.000 100.000 0.000 100.000 0.000 0.000 100.000 0.000 100.000 100.000 0.000 0.000 100.000 0.000 100.000 100.000 0.000 z ft 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 Fdtn N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N Diaphr Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y . Y Y Y Y Y Frame Model Data RAM Frame v9.0 ... Page 30/43 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 # 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 X 92.750 96.000 96.080 98.000 98.080 101.250 103.250 109.250 111.250 116.250 118.250 124.250 126.250 129.500 129.580 131.500 131.580 134.750 136.750 142.750 144.750 149.750 151.750 157.750 159.750 163.000 163.080 165.000 165.080 168.250 173.000 176.250 183.250 186.000 191.250 194.000 194.000 194.000 194.000 194.000 194.000 194.000 196.500 196.580 204.500 Y 100.000 0.000 0.000 100.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 0.000 100.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 0.000 100.000 100.000 0.000 100.000 0.000 0.000 100.000 0.000 66.000 69.250 79.250 85.000 95.000 99.920 100.000 0.000 0.000 0.000 z 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 Fdtn N N N N N N N N N N N • N N N N N • N N N N N N N N N N N N N N N N N N N N N N N N N N N N N Diaphr Y Y Y Y Y Y Y Y Y . Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y- Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 31/43 08/26/05 09:50:26 # 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 X 217.500 225.500 225.580 230.750 238.750 245.750 253.750 258.920 259.000 259.000 259.000 259.000 259.000 259.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.080 5.250 6.000 13.250 20.250 28.250 33.500 33.580 35.500 35.500 35.580 38.750 43.500 46.750 Y 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.080 3.000 11.000 14.000 22.000 27.500 0.000 3.000 11.000 15.670 23.670 26.670 26.750 29.670 37.670 42.340 50.340 53340 53.420 60.170 73.170 79.920 80.000 0.000 0.000 80.000 0.000 0.000 0.000 0.000 0.000 93.000 100.000 100.000 0.000 100.000 0.000 z 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 45.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 Fdtn N N N N N N N N N N N - N N N N N N N N N N N N N N N N N N N N N N N . N N N N N N N N N N N Diaphr Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Frame Model Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 32/43 08/26/05 09:50:26 # 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 . 167 168 169 170 171 172 173 174 175 176 177 178 X 53.750 56.500 61.750 64.500 64.580 67.000 67.080 69.750 75.000 77.750 84.750 88.000 92.750 96.000 96.080 98.000 98.080 101.250 103.250 109.250 111.250 116.250 118.250 124.250 126.250 129.500 129.580 131.500 131.580 134.750 136.750 142.750 144.750 149.750 151.750 157.750 159.750 163.000 163.080 165.000 165.080 168.250 173.000 176.250 183.250 Y 0.000 100.000 0.000 100.000 100.000 0.000 0.000 100.000 0.000 100.000 100.000 0.000 100.000 0.000 0.000 100.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 0.000 100.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 0.000 100.000 100.000 0.000 100.000 0.000 0.000 z 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 Fdtn N N N N N N N N N N N N N N N N N N N . N N N N N N N N N ' N N N N N N N N N N N N N N .N N N Diaphr Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Frame Model Data RAM Frame v9.0 • Page 33/43 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 # 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 ' 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 X 186.000 191.250 194.000 194.000 194.000 194.000 194.000 1 94.000 194.000 196.500 196.580 204.500 217.500 225.500 225.580 230.750 234.000 234.000 234.080 237.000 238.750 245.000 245.750 248.000 253.750 256.000 258.920 259.000 259.000 259.000 259.000 259.000 259.000 259.000 259.000 259.000 259.080 262.000 262.000 270.000 270.000 273.000 273.000 281.000 281.000 Y 100.000 0.000 66.000 69.250 79.250 85.000 95.000 99.920 100.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 93.000 100.000 100.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 0.000 0.080 3.000 11.000 14.000 22.000 27.500 34.000 100.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 z 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 Fdtn N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N Diaphr Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y . Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Frame Model Data RAM Frame v9.0 • Page 34/43 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 # 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 X 284.000 284.000 284.080 284.080 287.000 287.000 295.000 295.000 298.000 298.000 306.000 306.000 309.000 309.000 309.080 309.080 312.000 312.000 320.000 320.000 323.000 323.000 331.000 331.000 334.000 334.000 334.080 334.080 337.000 340.750 345.000 348.000 352.250 356.000 358.920 358.920 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 Y 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 0.000 100.000 0.000 0.000 100.000 0.000 3.000 11.000 14.000 22.000 25.000 25.080 28.000 36.000 z 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 Fdtn N N N N N N N N N N' N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N Diaphr Y Y Y Y Y Y Y Y Y Y Y Y Y . Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Frame Model Data RAM Frame v9.0 . Page 35/43 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 # 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 298 299 300 301 302 ' 303 304 305 306 307 308 309 310 311 312 313 X 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.080 5.250 6.000 13.250 20.250 28.250 33.500 33.580 35.500 35.500 35.580 38.750 43.500 46.750 53.750 Y 39.000 47.000 50.000 50.080 53.000 61.000 64.000 72.000 75.000 75.080 81.750 93.250 100.000 0.000 3.000 11.000 15.670 23.670 26.670 26.750 29.670 37.670 42.340 50.340 53.340 53.420 60.170 73.170 79.920 80.000 0.000 0.000 80.000 0.000 0.000 0.000 0.000 0.000 93.000 100.000 100.000 0.000 100.000 0.000 0.000 z 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 1 6.000 16.000 Fdtn N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N .N N N N N N N N N N N Diaphr Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Frame Model Data RAM Frame v9.0 Page 36/43 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 # 314 315 316 317 318 319 320 321 322 323 324 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 3.52 353 354 355 356 357 358 X 56.500 61.750 64.500 64.580 67.000 67.080 69.750 75.000 77.750 84.750 88.000 92.750 96.000 96.080 98.000 98.080 101.250 103.250 109.250 111.250 116.250 118.250 124.250 126.250 129.500 129.580 131.500 131.580 134.750 136.750 142.750 144.750 149.750 151.750 157.750 159.750 163.000 163.080 165.000 165.080 168.250 173.000 176.250 183.250 186.000 Y 100.000 0.000 100.000 100.000 0.000 0.000 100.000 0.000 100.000 100.000 0.000 100.000 0.000 0.000 100.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 0.000 100.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 0.000 100.000 100.000 0.000 100.000 0.000 0.000 100.000 z 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16,000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 Fdtn N . N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N Diaphr Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Frame Model Data RAM Frame v9.0 • Page 37/43 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 # 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 X 191.250 194.000 194.000 194.000 194.000 194.000 194.000 194.000 196.500 196.580 204.500 217.500 225.500 225.580 230.750 234.000 234.000 234.080 237.000 238.750 245.000 245.750 248.000 253.750 256.000 258.920 259.000 259.000 259.000 259.000 259.000 259.000 259.000 259.000 259.000 259.080 262.000 262.000 270.000 270.000 273.000 273.000 281.000 281.000 284.000 Y 0.000 66.000 69.250 79.250 85.000 95.000 99.920 100.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 93.000 100.000 100.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 0.000 0.080 3.000 11.000 14.000 22.000 27.500 34.000 100.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 z 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 Fdtn N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N Diaphr Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Frame Model Data RAM Frame v9.0 Page 38/43 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 # 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 X 284.000 284.080 284.080 287.000 287.000 295.000 295.000 298.000 298.000 306.000 306.000 309.000 309.000 309.080 309.080 312.000 312.000 320.000 320.000 323.000 323.000 323.500 323.500 323.500 323.500 331.000 331.000 334.000 334.000 334.080 334.080 337.000 340.750 345.000 348.000 352.250 356.000 358.920 358.920 359.000 359.000 359.000 359.000 359.000 359.000 Y 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 1.500 17.000 84.000 98.500 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 0.000 100.000 0.000 0.000 100.000 0.000 3.000 11.000 14.000 22.000 25.000 z 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 Fdtn N N N N N N N N N N N N N ' N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N Diaphr Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Frame Model Data RAM Frame v9.0 Page 39/43 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 # 449 450 451 452 . 453 454 455 456 457 458 459 460 461 462 463 464 465 466 467 468 469 470 471 472 473 . 474 475 476 477 478 479 480 481 482 483 484 485 486 487 488 489 490 491 492 493 X 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.080 5.250 6.000 13.250 20.250 28.250 33.500 33.580 35.500 35.500 35.580 38.750 Y 25.080 28.000 36.000 39.000 47.000 50.000 50.080 53.000 61.000 64.000 72.000 75.000 75.080 81.750 93.250 100.000 0.000 3.000 11.000 15.670 23.670 26.670 26.750 29.670 37.670 42.340 50.340 53.340 53.420 60.170 73.170 79.920 80.000 0.000 0.000 80.000 0.000 0.000 0.000 0.000 0.000 93.000 100.000 100.000 0.000 z 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Fdtn N N N N N N N N N N N N N N N N Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Diaphr Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y — —— -- — -- — — — — — — • • ._ —— — — — —— -- -- —— — ~ —— HOPE Frame Model Data 9.0 •-..-. Page 40/43 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 # 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 511 512 513 514 515 516 517 518 519 520 521 522 523 524 525 526 527 528 529 530 531 532 533 534 535 536 537 538 X 43.500 46:750 53.750 56.500 61.750 64.500 64.580 67.000 67.080 69.750 75.000 77.750 84.750 88.000 92.750 96.000 96.080 98.000 98.080 101.250 103.250 109.250 111.250 116.250 118.250 124.250 126.250 129.500 129.580 131.500 131.580 134.750 136.750 142.750 144.750 149.750 151.750 157.750 159.750 163.000 163.080 165.000 165.080 168.250 173.000 Y 100.000 0.000 0.000 100.000 0.000 100.000 100.000 0.000 0.000 100.000 0.000 100.000 100.000 0.000 100.000 0.000 0.000 100.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 0.000 100.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 0.000 100.000 100.000 0.000 100.000 z 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 o.oop 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Fdtn Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Diaphr -- — — — — — —— — — — — — —— —— — — — — — — — — — — —— — — —— — — —— — — — —— . — — Frame Model Data Frame v9.0 • Page 41/43 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 # 539 540 541 542 543 544 545 546 547 548 549 550 551 552 553 554 555 556 557 558 559 560 561 562 563 564 565 566 567 568 569 570 571 572 573 574 575 576 577 578 579 580 581 582 583 X 176.250 183.250 186.000 191.250 194.000 194.000 194.000 194.000 194.000 194.000 194.000 196.500 196.580 204.500 • 217.500 225.500 225.580 230.750 234.000 234.000 234.080 237.000 238.750 245.000 245.750 248.000 253.750 256.000 258.920 259.000 259.000 259.000 259.000 259.000 259.000 259.000 259.000 259.000 259.080 262.000 262.000 270.000 270.000 273.000 273.000 Y 0.000 0.000 100.000 0.000 66.000 69.250 79.250 85,000 95.000 99.920 100.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 93.000 100.000 100.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 0.000 0.080 3.000 11.000 14.000 22.000 27.500 34.000 100.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 z 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Fdtn Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Diaphr — — — — — -- — -- -- — — — —— — —— — —-- — — -- — -- — —— — -- — — — — -- — — -- — -- — — — — — Frame Model RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 42/43 08/26/05 09:50:26 # 584 585 586 587 588 589 590 591 592 593 594 595 596 597 598 599 600 601 602 603 604 605 606 607 608 609 610 611 612 613 614 615 616 617 618 619 620 621 622 623 624 625 626 627 628 X 281.000 281.000 284.000 284.000 284.080 284.080 287.000 287.000 295.000 295.000 298.000 298.000 306.000 306.000 309.000 309.000 309.080 309.080 312.000 312.000 320.000 320.000 323.000 323.000 323.500 323.500 323.500 323.500 331.000 331.000 334.000 334.000 334.080 334.080 337.000 340.750 345.000 348.000 352.250 356.000 358.920 358.920 359.000 359.000 359.000 Y 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 1.500 17.000 84.000 98.500 0.000 100.000 0.000 100.000 0.000 100.000 0.000 100.000 0.000 0.000 100.000 0.000 0.000 100.000 0.000 3.000 11.000 z 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Fdtn Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Diaphr — —-- — —-- — —. — — —— —— -- —-- -- -- — —-- -- -- — —— — — — —.._ -- -- —-- — — —-- — —-- — Frame Model Data RAM Frame v9.0 Page 43/43 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 # 629 630 631 632 633 634 635 636 637 638 639 640 641 642 643 644 645 646 647 X 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 359.000 Y 14.000 22.000 25.000 25.080 28.000 36.000 39.000 47.000 50.000 50.080 53.000 61.000 64.000 72.000 75.000 75.080 81.750 93.250 100.000 Z 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 Fdtn Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Diaphr — ~ ~ — — — — — -- — —— -- —— — — — — HOPE Criteria, Mass and Exposure Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base DIAPHRAGM DATA: roof None 3rd Rigid 2nd Rigid Disconnect Internal Nodes of Beams: Yes Disconnect Nodes outside Slab Boundary: Yes STORY MASS DATA: Calculated Values: Level roof 3rd 2nd WIND EXPOSURE DATA: Calculated Values: Level roof 3rd 2nd Note: Level roof has no Diaphragm. Mass is NEGLECTED. Mass k-s2/ft 1.10 72.53 75.82 MMI ft-k-s2 272884 923063 1037460 Xm ft 189.09 125.03 127.43 Ym ft 75.34 47.80 48.01 EccX ft 12.96 17.96 18.16 EccY ft 5.01 5.01 5.21 Lump None None None Building Extents (ft) linX -0.08 -0.08 -4.08 MaxX 259.08 359.08 359.08 Min Y -0.08 -0.08 -0:08 MaxY 100.08 100.08 104.08 Expose Full Full Full Parapet ft 0.00 0.00 0.00 HOPE Loads and Applied Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 STORY LOAD CASE: E Seismic UBC 97 Static Force Procedure Zone: 4 Importance Factor: 1 .000 Na: 1.000 Nv: 1.100 Provisions for: Force Ground Level: Base Dir Eccent R Ta Equation X +Only 4.5 Std,Ct=0.020 Dir Ta T T-used Cv Ca X 0.347 0.146 0.146 0.70 0.44 Total Building Weight (kips) = 4812.56 APPLIED STORY FORCES: Type: EQ UBC97 X +E F Level Ht Fx ft kips roof 45.00 17.00 3rd 30.00 744.39 2nd 16.00 415.01 Soil Type: SD Building Period-T Method B Calculated .IlCal .8ZNvI/R 2.5CaI/R CvI/RT Ft 0.048 0.078 0.244 1.074 0.00 Fy X Y kips ft . ft 0.00 189.09 80.35 0.00 125.03 52.81 0.00 127.43 53.22 176.40 0.00 Note: Level roof has no Diaphragm. Story Force is NEGLECTED. HOPE Loads and Applied Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 2/4 08/26/05 09:50:26 STORY LOAD CASE: E Seismic UBC 97 Static Force Procedure Zone: 4 Importance Factor: Na: 1.000 Nv: 1.100 Provisions for: Force Ground Level: Base 1.000 Dir Eccent R Ta Equation X -Only 4.5 Std,Ct=0.020 Dir Ta T T-used Cv X 0.347 0.146 0.146 0.70 Total Building Weight (kips) =4812.56 APPLIED STORY FORCES: Type: EQ_UBC97_X_-E_F Level Ht ft roof 45.00 3rd 30.00 2nd 16.00 Ca 0.44 Fx kips 17.00 744.39 415.01 Soil Type: SD Building Period-T Method B Calculated .llCal .8ZNvI/R 2.5CaI/R CvI/RT Ft 0.048 0.078 0.244 1.074 0.00 Fy X Y kips ft ft 0.00 189.09 70.33 0.00 125.03 42.79 0.00 127.43 42.80 1176.40 Note: Level roof has no Diaphragm. Story Force is NEGLECTED. 0.00 Loads and Applied Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 3/4 08/26/05 09:50:26 STORY LOAD CASE: E Seismic UBC 97 Static Force Procedure Zone: 4 Importance Factor: Na: 1.000 Nv: 1.100 Provisions for: Force Ground Level: Base 1.000 Dir Eccent R Ta Equation Y +0nly 4.5 Std,Ct=0. Dir Ta T T-used Cv Y 0.347 0.166 0.166 0.70 Total Building Weight (kips) =4812.56 APPLIED STORY FORCES: Type: EQ_UBC97_Y_+E_F Level Ht ft roof 45.00 3rd 30.00 2nd 16.00 .020 Ca 0.44 Fx kips 0.00 0.00 0.00 Soil Type: SD Building Period-T Method B Calculated .llCal .8ZNvI/R 2.5CaI/R CvI/RT Ft 0.048 0.078 0.244 0.940 0.00 Fy X Y kips ft ft 17.00 202.05 75.34 744.39 142.99 47.80 415.01 145.58 48.01 0.00 Note: Level roof has no Diaphragm. Story Force is NEGLECTED. 176.40 HOPE Loads and Applied Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 4/4 08/26/05 09:50:26 STORY LOAD CASE: E Seismic UBC 97 Static Force Procedure Zone: 4 Importance Factor: Na: 1.000 Nv: 1.100 Provisions for: Force Ground Level: Base 1.000 Dir Eccent R Ta Equation Y -Only 4.5 Std,Ct=0 Dir Ta T T-used Cv Y 0.347 0.166 0.166 0.70 Total Building Weight (kips) - 48 1 2.56 APPLIED STORY FORCES: Type: EQ_UBC97 Y -E_F Level Ht ft roof 45.00 3rd 30.00 2nd 16.00 .020 Ca 0.44 Fx kips 0.00 0.00 0.00 Soil Type: SD Building Period-T Method B Calculated .HCal .8ZNvI/R 2.5CaI/R CvI/RT Ft 0.048 0.078 0.244 0.940 0.00 Fy X Y kips ft ft 17.00 176.13 75.34 744.39 107.07 47.80 . 415.01 109.27 48.01 0.00 1176.40 Note: Level roof has no Diaphragm. Story Force is NEGLECTED. HOPE Redundancy Factors Summary RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 Include Effects: 10.00% Reduction Scale Factor: 1.00 CODE: UBC 97 CRITERIA: Rigid End Zones: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Level for Ab: 3rd Ab (ft2)'= 34967.2 Maximum Angle from Parallel between adjacent bays for which Column is considered 'common to two bays': 10.0 deg Load Case: E5 Level 3rd 2nd X+ EQ UBC97 X_+E F + Ex+ Story V Area Ai ElementV ri kips ft3 kips 1353.98 34967.23 87.19 0.064 1769.22 34967.23 86.54 0.049 Rhoi Element 0.339 0.000 Wall 52 Wall 65 r max = Rho Load Case: E6 Level 3rd 2nd 0.064 1.000 X- EQ UBC97 X_-E_F + Ex+ Story V Area Ai ElementV kips ft2 kips 1353.98 34967.23 85.14 1769.22 34967.23 84.13 ri 0.063 0.048 Rhoi Element 0.299 0.000 Wall 52 Wall 65 r max = Rho Load Case: E7 Level 3rd 2nd 0.063 1.000 Y+ EQ UBC97_Y +E_F + Ey+ Story V Area Ai ElementV kips ft2 kips 1356.69 34967.23 234.37 1870.84 34967.23 246.45 n 0.173 0.132 Rhoi Element 1.381 1.188 Wall 57 Wall 46 r max = Rho Load Case: E8 Level 3rd 2nd 0.173 1.381 Y- EQ UBC97 Y-E_F + Ey+ Story V Area Ai ElementV kips ft2 kips 1356.71 34967.23 202.49 1870.88 34967.23 247.12 n 0.149 0.132 Rhoi Element 1.283 1.190 Wall 9 Wall 7 r max Rho 0.149 1.283 HOPE Stair Displacements RAM Frame v9.0 - ; " HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 08/26/05 09:50:26 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base LOAD CASE DEFINITIONS: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad Rfp PosRoofLiveLoad Rfn NegRoofLiveLoad E5 X+ E6 X- E7 Y+ E8 Y- Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ Level: roof Center of Mass (ft): LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 (189.09,75.34) DispX in 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 DispY in 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Theta Z rad 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Level: 3rd Center of Mass (ft): LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 (125.03,47.80) DispX in -0.00167 -0.00111 -0.00000 0.00003 -0.00000 0.12184 0.12143 0.00011 0.00157 Disp Y in -0.00254 -0.00212 -0.00000 -0.00048 0.00000 0.00141 0.00055 0.15535 0.15841 Theta Z rad -0.00000 -0.00000 0.00000 0.00000 -0.00000 -0.00001 -0.00000 -0.00000 -0.00002 HOPE Story Distiiaceitfents RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code :UBC1 1*5V Page 2/2 08/26/05 09:50:26 Level: 2nd Center of Mass (ft): LdC D Lp Ln Rfp . Rfn E5 E6 El E8 (127.43,48.01; DispX in -0.00076 -0.00035 -0.00000 -0.00000 -0.00000 0.04970 0.04954 0.00027 0.00085 Disp Y in -0.00056 -0.00056 -0.00000 -0.00009 0.00000 0.00092 0.00043 0.05910 0.06086 Theta Z rad -0.00000 -0.00000 0.00000 0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00001 HOPE Periods and Modes RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 CRITERIA: Rigid End Zones: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Include Effects: 10.00% Reduction Scale Factor: 1.00 FREQUENCIES AND PERIODS: Mode 1 2 3 4 5 6 MODAL PARTICIPATE Mode 1 2 *> 4 5 6 MODAL DIRECTION FACTORS: Mode 1 2 4 5 6 MODAL EFFECTIVE MASS FACTORS: Period sec ).1664 X1457 X1375 ).0514 ).0467 ).0432 FACTORS: X-Dir 1.3218 5.3057 M273 1.2139 >.6860 5.3527 X)RS: X-Dir 1.20 51.66 47.14 0.61 19.28 80.11 Frequency Hz 6.0092 6.8655 7.2734 19.4460 21.4222 23.1538 Y-Dir 34.2573 -15.2462 10.4911 15.5101 -4.7447 -1.0476 Y-Dir 76.63 15.75 7.61 87.61 11.66 0.74 Frequency rad/sec 37.7569 43.1374 45.7004 122.1827 134.5995 145.4798 Rotation -178.8890 -211.4967 250.7180 60.5490 125.8603 65.4093 Rotation 22.17 32.59 45.25 1 1 .79 69.06 19.15 MODE SHAPES Storv de X-Dir 1 9 ~» 4 5 6 'ES: >ir X Y R %Mass 1.05 45.01 41.34 0.08 2.51 10.02 Mode 1 -0.04246 0.74472 0.00000 %SumM 1.05 46.05 87.39 87.47 89.98 100.00 Mode 2 0.23751 0.12383 0.00000 Y-Dir %Mass 65.92 13.06 6.18 13.51 1.26 0.06 Mode 3 0.49109 -0.24598 0.00000 %SumM 65.92 78.98 85.16 98.67 99.94 100.00- Mode 4 -0.02663 -0.27619 0.00000 Rotation %Mass 19.59 27.38 38.48 2.24 9.70 2.62 Mode 5 0.04297 0.63799 0.00000 %SumM 19.59 46.97 85.44 87.69 97.38 100.00 Mode 6 -0.51611 0.29055 0.00000 HOPE Periods and Modes RAM Frame v9.0 Page 2/2 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 2 1 X Y R X Y 0.04057 0.32607 -0.00013 0.01819 0.13989 0.26578 -0.15051 -0.00016 0.11907 -0.05710 0.25292 0.10547 0.00018 0.11583 0.03747 0.01286 -0.14575 -0.00004 -0.02832 0.34399 0.07402 0.06177 -0.000 10 -0.15899 -0.12167 -0.15344 0.01693 -0.00006 0.32290 -0.03001 R -0.00006 -0.00006 0.00008 0.00009 0.00021 0.00011 HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 09:50:26 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 Frame #1 Load Case: D Level roof 3rd 2nd DeadLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Shear-Y kips 0.00 -1.65 -0.88 Change-Y kips 0.00 -1.65 0.77 Load Case: Lp Level roof 3rd 2nd PosLiveLoad RAMUSER ar-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Shear-Y kips 0.00 -4.74 -2.49 Change-Y kips 0.00 -4.74' 2.24 Load Case: Ln Level roof 3rd 2nd NegLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Load Case: Level roof 3rd 2nd Rfp PosRoofLiveLoad RAMUSER ir-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Shear-Y kips 0.00 -0.67 -0.02 Change-Y kips 0.00 -0.67 0.66 Load Case: Level roof 3rd 2nd Rfn NegRootLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Shear-Y Change-Y kips kips 0.00 0.00 0.02 0.08 0.02 0.07 HOPE Load Case: E5 Level roof 3rd 2nd Load Case: E6 Level roof 3rd 2nd Load Case: E7 Level roof 3rd 2nd Load Case: E8 Level roof 3rd 2nd Frame #2 Load Case: D Level roof 3rd 2nd Load Case: Lp Level roof 3rd- 2nd RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings X+ EQ UBC97_X_+E F + Ex+ Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 X- EQ UBC97_X -E F + Ex+ Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Y+ EQ_UBC97_Y_+E_F + Ey+ Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Y- EQ_UBC97_Y_-E_F + Ey+ Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 DeadLoad RAMUSER Shear-X Change-X kips kips 0.00 . 0.00 0.00 0.00 0.00 0.00 PosLiveLoad RAMUSER Shear-X Change-X kips kips o.oo • o.oo 0.00 0.00 0.00 0.00 Shear-Y kips 0.00 65.54 54.12 Shear-Y kips 0.00 40.20 14.86 Shear-Y kips 204.00 503.65 601.18 Shear-Y kips 204.00 594.48 740.51 Shear-Y kips 0.00 10.13 0.97 Shear-Y kips 0.00 6.68 1.60 LbT Page 2/17 08/26/05 09:50:26 Change-Y kips 0.00 65.54 -11.42 Change-Y kips 0.00 40.20 -25.34 Change-Y kips 204.00 299.65 97.53 Change-Y kips 204.00 390.48 146.03 Change-Y kips 0.00 10.13 -9.17 Change-Y kips 0.00 6.68 -5.08 HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 3/17 08/26/05 09:50:26 Load Case: Ln Level roof 3rd 2nd Load Case: Rfp Level roof 3rd 2nd Load Case: Rfn Level roof 3rd 2nd Load Case: E5 Level roof 3rd 2nd Load Case: E6 Level roof 3rd 2nd Load Case: E7 Level roof 3rd 2nd NegLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 PosRoofLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 NegRoofLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 X+ EQ_UBC97 _X_+E_F + Ex+ Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 X- EQ_UBC97_X_-E_F + Ex+ Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Y+ EQ UBC97 Y +E F + Ey+ Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 1.39 -0.30 Shear-Y kips 0.00 -0.04 -0.11 Shear-Y kips 0.00 -0.03 1.12 Shear-Y kips 0.00 0.20 0.13 Shear-Y kips 0.00 -0.26 15.36 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 1.39 -1.69 Change-Y kips 0.00 -0.04 -0.07 Change-Y kips 0.00 -0.03 1.15 Change-Y kips 0.00 0.20 -0.07 Change-Y kips 0.00 -0.26 15.62 Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 4/17 08/26/05 09:50:26 Load Case: E8 Level roof 3rd 2nd Y- EQ UBC97 Y_-E F + Ey+ Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Shear-Y kips 0.00 -1.07 18.87 Change-Y kips 0.00 -1.07 19.94 Frame #3 Load Case: Level roof 3rd 2nd D DeadLoad RAMUSER Shear-X kips 0.00 0.00 -0.01 Change-X kips 0.00 0.00 -0.01 Shear-Y Change-Y kips kips 0.00 0.00 6.38 14.93 6.38 8.55 Load Case: Lp PosLiveLoad RAMUSER Level Shear-X Cl kips roof 0.00 3rd 0.00 2nd 0.00 ge-X kips 0.00 0.00 0.00 Shear-Y kips 0.00 26.12 19.61 Change-Y kips 0.00 26.12 -6.51 Load Case: Ln Level roof 3rd 2nd NegLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Load Case: Rfp Level roof 3rd 2nd Load Case: Rfn Level roof 3rd 2nd PosRoofLiveLoad RAMUSER Shear-X Change-X kips 0.00 0.00 0.00 NegRoofLiveLoad Shear-X kips 0.00 0.00 0.00 kips 0.00 0.00 0.00 RAMUSER Change-X kips 0.00 0.00 0.00 Shear-Y kips -0.01 3.20 2.80 Shear-Y kips 0.00 0.05 0.02 Change-Y kips -0.01 3.20 -0.39 Change-Y kips 0.00 0.05 -0.02 HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings UtO Page 5/17 08/26/05 09:50:26 Load Case: E5 Level roof 3rd 2nd Load Case: E6 Level roof 3rd 2nd Load Case: E7 Level roof 3rd 2nd Load Case: E8 Level roof 3rd 2nd Frame #5 Load Case: D Level roof 3rd 2nd Load Case: Lp Level roof 3rd 2nd X+ EQJUBC97 X_+E F + Ex+ Shear-X Change-X kips kips 0.00 0.00 0.06 0.06 0.42 0.36 X- EQ_UBC97_X_-E F + Ex+ Shear-X Change-X kips kips 0.00 0.00 0.06 0.06 0.41 0.36 Y+ EQJJBC97 Y_+E F + Ey+ Shear-X Change-X kips kips 0.00 0.00 -0.01 -0.01 0.03 0.04 Y- EQ_UBC97_Y -E_F + Ey+ Shear-X Change-X kips kips 0.00 0.00 -0.01 -0.01 0.05 0.06 DeadLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 -0.01 -0.01 PosLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Shear-Y kips 0.00 -27.56 -15.14 Shear-Y kips 0.00 -17.09 -3.23 Shear-Y kips 247.80 423.79 571.84 Shear-Y kips 247.80 386.21 529.63 Shear-Y kips 0.00 -14.89 -15.03 Shear-Y kips 0.00 -28.13 -18.74 Change-Y kips 0.00 -27.56 12.43 Change-Y kips 0.00 -17.09 13.86 Change-Y kips 247.80 175.99 148.05 Change-Y kips 247.80 138.41 143.42 Change-Y kips 0.00 -14.89 -0.14 Change-Y kips 0.00 -28.13 9.39 HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 6/17 08/26/05 09:50:26 Load Case: Ln Level roof 3rd 2nd Load Case: Rfp Level roof 3rd 2nd Load Case: Rfn Level roof 3rd 2nd Load Case: E5 Level roof 3rd 2nd Load Case: E6 Level roof 3rd 2nd Load Case: E.7 Level roof 3rd 2nd NegLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 PosRoofLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 NegRoofLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 X+ EQ UBC97 _X_+E_F + Ex+ Shear-X Change-X kips kips 0.00 0.00 0.05 0.05 0.41 0.36 X- EQ UBC97 X_-E_F + Ex+ Shear-X Change-X kips kips 0.00 0.00 0.05 0.05 0.42 0.36 Y+ EQ UBC97 Y +E F + Ey+ Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 -0.01 -0.01 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 -3.93 -2.49 Shear-Y kips 0.00 -0.02 0.01 Shear-Y kips 0.00 -37.94 -40.08 Shear-Y kips 0.00 ' -23.31 -11.75 Shear-Y kips 59.70 374.32 528.26 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 -3.93 1.43 Change-Y kips 0.00 -0.02 0.03 Change-Y kips 0.00 -37.94 -2.14 Change-Y kips 0.00 -23.31 11.57 Change-Y kips 59.70 314.62 153.94 HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 7/17 08/26/05 09:50:26 Load Case: E8 Level roof 3rd 2nd Frame #6 Load Case: D Level 2nd Load Case: Lp Level 2nd Load Case: Ln Level 2nd Load Case: Rfp Level 2nd Load Case: Rfn Level 2nd Load Case: E5 Level 2nd Load Case: E6 Level 2nd Y- EQ UBC97 Y_-E_F + Ey+ Shear-X Change-X kips kips 0.00 0.00 0.01 0.01 -0.02 -0.02 DeadLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 . PosLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 NegLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 PosRoofLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 NegRoofLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 X+ EQ_UBC97 X +E_F + Ex+ Shear-X Change-X kips kips 0.00 0.00 X- EQ_UBC97 X -E F + Ex+ Shear-X Change-X kips kips 0.00 0.00 Shear-Y kips 59.70 321.90 427.68 Shear-Y kips 0.00 Shear-Y kips 0.00 Shear-Y kips 0.00 Shear-Y kips 0.00 Shear-Y kips 0.00 Shear-Y kips 0.00 Shear-Y kips 0.00 Change-Y kips 59.70 262.20 105.78 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 8/17 08/26/05 09:50:26 Load Case: E7 Level 2nd Load Case: E8 Level 2nd Frame #1 Load Case: D Level 3rd 2nd Load Case: Lp Level 3rd 2nd Load Case: Ln Level 3rd 2nd Load Case: Rfp Level 3rd 2nd Load Case: Rfn Level 3rd 2nd Y+ EQ UBC97 Y +E_F + Ey+ Shear-X Change-X kips kips 0.00 0.00 Y- EQ UBC97 Y -E F + Ey+ Shear-X Change-X kips kips 0.00 0.00 DeadLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 PosLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 NegLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 PosRoofLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 NegRoofLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 Shear-Y kips 20.60 Shear-Y kips 20.60 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Change-Y kips 20.60 Change-Y kips 20.60 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 9/17 08/26/05 09:50:26 Load Case: E5 Level 3rd 2nd Load Case: E6 Level 3rd 2nd Load Case: E7 Level 3rd 2nd Load Case: E8 Level 3rd 2nd Frame #8 Load Case: D Level roof 3rd 2nd Load Case: Lp Level roof 3rd 2nd Load Case: Ln Level X+ EQ_UBC97_X_+E F + Ex+ Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 X- EQ_UBC97_X_-E_F + Ex+ Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 Y+ EQ_UBC97 Y +E F + Ey+ Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 Y- EQ_UBC97_Y -E_F + Ey+ Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 DeadLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 -7.43 -7.43 -10.80 -3.37 PosLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 -8.95 -8.95 -4.43 4.53 NegLiveLoad RAMUSER Shear-X Change-X kips kips Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 55.20 133.60 Shear-Y kips 55.20 133.60 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 55.20 78.40 Change-Y kips 55.20 78.40 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Change-Y kips HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 10/17 08/26/05 09:50:26 roof 3rd 2nd Load Case: Rfp Level roof 3rd 2nd Load Case: Rfn Level roof 3rd 2nd Load Case: E5 Level roof 3rd 2nd Load Case: E6 Level roof 3rd 2nd Load Case: E7 Level roof 3rd 2nd Load Case: E8 Level roof 3rd 0.00 0.00 0.00 0.00 0.00 0.00 PosRoofLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 -0.50 -0.50 -0.74 -0.24 NegRoofLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.01 0.01 0.01 -0.00 X+ EQ_UBC97_X_+E_F + Ex+ Shear-X Change-X kips kips 242.00 242.00 301.00 59.00 470.46 169.46 X- EQ_UBC97_X -E F + Ex+ Shear-X Change-X kips kips 242.00 242.00 289.92 47.92 456.79 166.87 Y+ EQ_UBC97_Y_+E_F + Ey+ Shear-X Change-X kips kips 0.00 0.00 -21.28 -21.28 44.34 65.61 Y- EQ_UBC97_Y_-E_F + Ey+ Shear-X Change-X kips kips 0.00 0.00 18.49 18.49 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 11/17 08/26/05 09:50:26 2nd 92.80 74.31 0.00 0.00 Frame #9 Load Case: D Level 3rd 2nd DeadLoad RAMUSER Shear-X Change-X Shear-Y Change-Y kips kips kips kips -10.88 -10.88 0.00 0.00 -4.91 5.98 0.00 0.00 Load Case: Lp Level 3rd 2nd PosLiveLoad RAMUSER Shear-X Change-X Shear-Y Change-Y kips kips kips kips -8.76 -8.76 0.00 0.00 -4.09 4.67 0.00 0.00 Load Case: Ln Level 3rd 2nd NegLiveLoad RAMUSER Shear-X Change-X Shear-Y Change-Y kips kips kips kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Load Case: Rfp Level 3rd 2nd Load Case: Rfn Level 3rd 2nd PosRoofLiveLoad Shear-X kips -2.29 -1.04 NegRoofLiveLoad Shear-X kips 0.00 0.00 RAMUSER Change-X kips -2.29 1.25 RAMUSER Change-X kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Load Case: E5 Level 3rd 2nd X+ EQ UBC97 X +E_F + Ex+ Shear-X Change-X Shear-Y Change-Y kips kips kips kips 170.34 170.34 0.00 0.00 194.23 23.89 0.00 0.00 Load Case: E6 Level X- EQ_UBC97 X -E F + Ex+ Shear-X Change-X Shear-Y Change-Y kips kips kips kips HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 12/17 08/26/05 09:50:26 3rd 2nd Load Case: E7 Level 3rd 2nd Load Case: E8 Level 3rd 2nd Frame #10 Load Case: D Level roof 3rd 2nd Load Case: Lp Level roof 3rd 2nd Load Case: Ln Level roof 3rd 2nd Load Case: Rfp Level roof 3rd 2nd 166.44 166.44 188.82 22.38 Y+ EQ_UBC97_Y_+E_F + Ey+ Shear-X Change-X kips kips -4.48 -4.48 12.71 17.19 Y- EQ_UBC97 Y -E_F + Ey+ Shear-X Change-X kips kips 9.50 9.50 31.93 22.44 DeadLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 29.58 29.58 6.06 -23.52 PosLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 22.67 22.67 12.92 -9.75 NegLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 PosRoofLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 5.19 5.19 1.30 -3.89 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 13/17 08/26/05 09:50:26 Load Case: Rfn Level roof 3rd 2nd Load Case: E5 Level roof 3rd 2nd Load Case: E6 Level roof 3rd 2nd Load Case: E7 Level roof 3rd 2nd Load Case: E8 Level roof 3rd 2nd Frame #11 Load Case: D Level 3rd 2nd NegRoofLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 -0.02 -0.02 -0.02 -0.01 X+ EQ UBC97 _X_+E_F + Ex+ Shear-X Change-X kips kips 267.20 267.20 654.96 387.76 764.42 109.46 X- EQ UBC97 X_-E F + Ex+ Shear-X Change-X kips kips 267.20 267.20 668.70 401.50 781.80 113.10 Y+ EQ UBC97 Y +E_F + Ey+ Shear-X Change-X kips kips 0.00 0.00 24.98 24.98 -53.61 - -78.59 Y- EQ_UBC97_Y -E_F + Ey+ Shear-X Change-X kips kips 0.00 0.00 -24.28 -24.28 -115.24 -90.95 DeadLoad RAMUSER Shear-X Change-X kips kips -2.73 -2.73 -0.66 2.07 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 -0.01 0.00 Shear-Y kips 0.00 -0.01 0.00 Shear-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 -0.01 0.01 Change-Y kips 0.00 -0.01 0.01 Change-Y kips 0.00 0.00 HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 14/17 08/26/05 09:50:26 Load Case: Lp Level 3rd 2nd Load Case: Ln Level 3rd 2nd Load Case: Rfp Level 3rd 2nd Load Case: Rfn Level 3rd 2nd Load Case: E5 Level 3rd 2nd Load Case: E6 Level 3rd 2nd Load Case: E7 Level 3rd 2nd PosLiveLoad RAMUSER Shear-X Change-X kips kips -1.11 -1.11 -1.07 0.04 NegLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 PosRoofLiveLoad RAMUSER Shear-X Change-X kips kips -1.37 -1.37 -0.68 0.69 NegRoofLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 X+ EQ UBC97 _X_+E_F + Ex+ Shear-X Change-X kips kips 98.88 98.88 124.81 25.92 X- EQ UBC97_X -E_F + Ex+ Shear-X Change-X kips kips . 100.48 100.48 127.39 26.91 Y+ EQ_UBC97_Y_+E_F + Ey+ Shear-X Change-X kips kips 1.21 1.21 -5.17 -6.38 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 HOPE Load Case: E8 Level 3rd 2nd Frame #20 Load Case: D Level 3rd 2nd Load Case: Lp Level 3rd 2nd Load Case: Ln Level 3rd 2nd Load Case: Rfp Level 3rd 2nd Load Case: Rfn Level 3rd 2nd Load Case: E5 Level 3rd 2nd RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Y- EQ_UBC97 Y_-E_F + Ey+ Shear-X Change-X kips kips .449 .4.49 -14.36 -9.87 DeadLoad RAMUSER Shear-X Change-X kips kips -3.71 -3.71 4.49 8.20 PosLiveLoad RAMUSER Shear-X Change-X kips kips -1.45 -1.45 -1.72 -0.26 NegLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 PosRoofLiveLoad RAMUSER Shear-X Change-X kips kips -0.29 -0.29 0.49 0.78 NegRoofLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 X+ EQ UBC97 X _+E_F + Ex+ Shear-X Change-X kips kips 65.19 65.19 102.85 37.66 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 <— {V Page 15/17 08/26/05 09:50:26 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 16/17 08/26/05 09:50:26 Load Case: E6 Level 3rd 2nd Load Case: E7 Level 3rd 2nd Load Case: E8 Level 3rd 2nd Frame #21 Load Case: D Level 3rd 2nd Load Case: Lp Level 3rd 2nd Load Case: Ln Level 3rd 2nd Load Case: Rfp Level 3rd 2nd X- EQ_UBC97 X_-E_F + Ex+ Shear-X Change-X kips kips 66.19 66.19 104.80 38.61 Y+ EQ_UBC97 Y +E_F + Ey+ Shear-X Change-X kips kips -0.59 -0.59 -2.17 -1.58 Y- EQ UBC97 Y -E_F + Ey+ Shear-X Change-X kips kips -4.15 -4.15 -9.10 -4.95 DeadLoad RAMUSER Shear-X Change-X kips kips -2.67 -2.67 6.39 9.06 PosLiveLoad RAMUSER Shear-X Change-X kips kips -0.92 -0.92 -0.95 -0.02 NegLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 PosRoofLiveLoad RAMUSER Shear-X Change-X kips kips -0.31 -0.31 0.47 0.78 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 . 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 HOPE Load Case: Rfn Level 3rd 2nd Load Case: E5 Level 3rd 2nd Load Case: E6 Level 3rd 2nd Load Case: E7 Level 3rd 2nd Load Case: E8 Level 3rd 2nd RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings NegRoofLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 X+ EQ_UBC97 X +E F + Ex+ Shear-X Change-X kips kips 64.41 64.41 102.29 37.88 X- EQ_UBC97_X -E_F + Ex+ Shear-X Change-X kips kips 63.04 63.04 99.67 36.63 Y+ EQ_UBC97 Y +E F + Ey+ Shear-X Change-X kips kips 0.69 0.69 2.80 2.10 Y- EQ UBC97 Y_-E_F + Ey+ Shear-X Change-X kips kips 5.60 5.60 12.15 6.54 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 U /£. -.•••• Page 17/17 08/26/05 09:50:26 Change-Y kips 0.00 0.00 Change-Y kips 0.00 . 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 RAM Frame V9 . Q - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings 08/26/05 10:17:41 NOPAL, HOPE Criteria. Mass and Exposure Data RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings IN 08/23/05 08:27:57 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base DIAPHRAGM DATA: roof Rigid 3rd Rigid 2nd Rigid Disconnect Internal Nodes of Beams: Disconnect Nodes outside Slab Boundary: STORY MASS DATA: Calculated Values: Level roof 3rd 2nd WIND EXPOSURE DATA\ Calculated Values: Level MinX roof -0.08 3rd -0.08 2nd -4.08 Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 Yes Yes \ Mass kiXMk-s2/ft., , - \ ~~TMt\ 35.59 3006 30fc«< 93.34 95.15 MMI ft-k-s2 427308 1480876 1636201 Xm ft 127.71 166.87 168.36 Ym ft 46.53 48.03 48.57 EccX ft 12.96 17.96 18.16 EccY ft 5.01 5.01 5.21 Lump None None None Building Extents (ft) Expose Parapet MaxX MinY MaxY ft 259.08 -0.08 100.08 Full 0.00 359.08 -0.08 100.08 Full 0.00 359.08 -0.08 104.08 Full 0.00 HOPE Loads and Applied Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings 08/23/05 08:27:57 LOAD CASE: E Seismic UBC 97 Zone: 4 Na: 1.000 Provisions for: Force Ground Level: Base Static Force Procedure Importance Factor: 1.000 Nv: 1.100 Dir X Dir X Total Eccent R Ta Equation + And - 4.5 Std,Ct=0.020 Ta T T-used Cv 0.347 0.204 0.204 0.70 Building Weight (kips) -7215.49 Ca 0.44 APPLIED STORY FORCES: Type: Level roof 3rd 2nd Type: Level roof 3rd 2nd EQ UBC97_X_+E_F Ht W/r, ft 45.00 >HI(* 30.00 -^£> 16.00 .'40 EQ UBC97 X -E F Ht ft 45.00 30.00 16.00 i Fx kips 476.87 833.69 453.22 1763.79 Fx kips 476.87 833.69 453.22 Soil Type: SD Building Period-T Method B Calculated .HCal .8ZNvI/R 0.048 0.078 2.5CaI/R 0.244 CvI/RT 0.767 Ft 0.00 1763.79 Fy kips 0.00 0.00 0.00 0.00 Fy kips 0.00 0.00 0.00 0.00 X ft 127.71 166.87 168.36 X ft 127.71 166.87 168.36 Y ft 51.54 53.04 53.78 Y ft 41.52 43.02 43.36 RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase; 24^r -. punched openings 4 OB/22/05 18:24:33 9^n View Story: roof :1P' , '•'• : « t * t U »V3 T ,• r '-•fs^'^^"-"''^"' 35^^.:,^'" "^ li*^-^*?''$(«&«i^:^^(i(>w^*'-."?$"\Xn.&td ' %-^ HOPE ENGINEERING 1301 ThinJ Ave^Stel*ioo San Diego, CA 92101 JOB. SHEET NO.. OF. CALCULATED BY . CHECKED BY SCALE . DATE. . DATE. HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 JOB. SHEET NO CALCULATED BY CHECKED BY OF. DATE. . DATE . t rq> RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 2 4hr - punched ' openings p&/22/05 18:24:33 View Story: 3rd HO C^lSu^Autfft'f • " v' ' •t •:W.-O ,'j» 2C.i«?} •. T1 - - -7^/VjNS-.S^tt.- ^«^« / X'S- •>^4*J A V & ,-^k- ^fcj«.j,». ueo 13ao inCOcoCOo>ooO) CO Ooo OO in CM•* •*h- CMO CDCO CO C]S; CM en CMS in co -j. oo f- CM >- •* CD CM 5 CD CO CO 9r I*- «- OO co in() CO CD 0) 0)E E E ~ 2 3, co ro CD CDD O)incococococo oco o:OO OO o OK O co co in in"- *- co MCO O) S O 6 CO O O) O COin CD 01 10 CD CM •* ~m CO = c C/J | Hi I t 3 « S SO O CC« O Z CO LU 5 H ,s(0 Ia.a.CDa) ffl § T3 Xa) c o: a: inCMen X ' 5? CM •* CMCO CD CD• CO 0)(0CDCO .tr m in co inM- o o i-•^ o co CMT- CO N- O COm T3 •82 §S S|E c^^ i- coco •<a-00 CMf*- O)co inin <-in p01 co"in inCM CM CO CDco toCM O) CO COCO O)i- N-in coco oiO) CO «- CM01 LU ra ^- CMat LU ff SCO <-CO COCO N.a:^ o0) CO S•p a>.E CM COCl f^-00 N;in inm in CO M-LU LU OJ t-CO CJ>O CO CM (DCM inCM COin coin coCO COV- CV CO -tLU LU 0) CO LL >-o C OJ O COO ^J"UJ CO a cu o CO ^ A vnoq +LU ' oi c>m CO CN .9 I CM N- i~~ m CM T- Tf T-; CD CD O O CO2Q '5 ts.y CNi: I"-c CD O££ 5 co 1S o•§o 2 g <D g C3> g- fe rM S s § CM in co J <? ^ n °> LU T_ CD O) "J88SS SodSS 0) c9 O5 CO'(/) co r*-en co•"3- OCO •— COce ce DSI £ ICO£ i o o h^ in o' o D^ °° CO S T- Slill x D CD> Q ^o o= in in 5T 8 CD ^~. O O f^ CO ra " " « 50 5fO 'O OOs HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings 131 08/22/05 18:24:33 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 Frame #6 Load Case: E3 Level 2nd Load Case: E4 Level 2nd Frame #7 E EQ_UBC97_Y_+E_F Shear-X Change-X Shear-Y kips kips kips 0.00 0.00 22.48 E EQ UBC97_Y_-E_F Shear-X Change-X Shear-Y kips kips kips 0.00 0.00 16.13 Change-Y kips 22.487 /A Change-Y kips 16.13 Load Case: E3 Level 3rd 2nd Load Case: E4 Level 3rd 2nd E EQ_UBC97_Y_+E_F Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 E EQ_UBC97_Y_-E_F Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 of- Shear-Y kips 251.58 171.07 Shear-Y kips 177.39 102.53 Change-Y kips 251.58 -80.51 Change-Y kips 177.39 -74.86 l.o HOPE Nodal Displacements RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings l&L 08/22/05 18:24:33 CRITERIA: Rigid End Zones: Include Effects: 10.00% Reduction Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base LOAD CASES: E3 E EQ_UBC97_Y_+E F E4 E EQ_UBC97_Y_-E_F Frame #6 Level: 2nd Node LdC 426 E3 E4 427 E3 E4 428 E3 E4 429 E3 E4 Frame #7 Level: 3rd Node LdC 261 E3 .E4 262 E3 E4 263 E3 E4 264 E3 E4 265 E3 E4 266 E3 E4 267 E3 E4 268 E3 E4 DispX in -0.00075 -0.00451 -0.00046 -0.00275 0.00080 0.00483 0.00108 0.00647 DispX in -0.00160 -0.01068 -0.00148 -0.00989 -0.00118 -0.00781 -0.00106 -0.00702 -0.00075 -0.00494 -0.00064 -0.00416 -0.00063 -0.00413 -0.00052 -0.00337 DispY in 0.04931 0.03539 0.04931 0.03539 0.04931 0.03539/ \ 0.04931 I 0.03539 /i . i $- . Disp Y in 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 DispZ in 0.00000 0.00000 -0.00798 -0.00573 0.00807 0.00579 0.00000 0.00000 DispZ in 0.04503 0.03067 0.03186 0.02164 0.00563 0.00383 -0.00563 -0.00383 -0.03186 -0.02164 -0.04503 -0.03067 0.04528 0.03085 0.03247 0.02206 Theta X (rad) -0.00038 -0.00027 -0.00038 -0.00027 -0.00038 -0.00027 " -0.00038 -0.00027 Theta X (rad) -0.00037 -0.00025 -0.00036 -0.00025 -0.00031 -0.00021 -0.00031 -0.00021 -0.00036 -0.00025 -0.00037 -0.00025 -0.00037 -0.00025 -0.00036 -0.00025 Theta Y (rad) -0.00001 -0.00004 -0.00000 -0.00002 0.00001 0.00004 0.00001 0.00005 Theta Y (rad) 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Theta Z (rad) -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 Theta Z (rad) -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 Nodal Displacements RAM Frame v9.0 HOPE Engineering Page 3/3 DataBase: 24hr - punched openings Node LdC E4 451 E3 E4 452 E3 E4 453 E3 E4 454 E3 E4 455 E3 E4 456 E3 E4 457 E3 E4 458 E3 E4 459 E3 E4 460 E3 E4 461 E3 E4 462 E3 E4 463 E3 E4 464 E3 E4 465 E3 E4 DispX -0.00184 -0.00025 -0.00151 -0.00010 -0.00060 -0.00005 -0.00026 0.00011 0.00064 0.00016 0.00098 0.00016 0.00099 0.00022 0.00132 0.00037 0.00223 0.00043 0.00257 0.00058 0.00347 0.00063 0.00381 0.00064 0.00382 0.00076 0.00458 0.00098 0.00588 0.00111 0.00664 DispY 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 DispZ 0.02367 0.02457 0.01659 0.00483 0.00325 -0.00420 -0.00283 -0.02393 -0.01615 -0.03483 -0.02345 0.03515 0.02367 0.02457 0.01659 0.00483 0.00325 -0.00420 -0.00283 -0.02393 -0.01615 -0.03483 -0.02345 0.03002 0.02021 -0.00442 -0.00273 0.00474 0.00295 -0.03003 -0.02022 Theta X -0.00020 -0.00030 -0.00020 -0.00025 -0.00017 -0.00025 -0.00017 -0.00030 -0.00020 -0.00030 -0.00020 -0.00030 -0.00020 -0.00030 -0.00020 -0.00025 -0.00017 -0.00025 -0.00017 -0.00030 -0.00020 -0.00030 -0.00020 -0.00043 -0.00029 -0.00043 -0.00029 -0.00043 -0.00028 -0.00043 -0.00029 Theta Y 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 08/22/05 18:24:33 Theta Z -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 HOPE Nodal Displacements RAM Frame v9.0 HOPE Engineering Page 2/3 DataBase: 24hr - punched openings Node LdC 269 E3 E4 270 E3 E4 271 E3 E4 272 E3 E4 273 E3 E4 274 E3 E4 275 E3 E4 276 E3 E4 277 E3 E4 278 E3 E4 279 E3 E4 280 E3 E4 281 E3 E4 282 E3 E4 Level: 2nd Node LdC 444 E3 E4 445 E3 E4 446 E3 E4 447 E3 E4 448 E3 E4 449 E3 E4 450 E3 DispX -0.00021 -0.00129 -0.00010 -0.00050 0.00021 0.00158 0.00032 0.00237 0.00033 0.00239 0.00044 0.00315 0.00075 0.00524 0.00086 0.00602 0.00117 0.00811 0.00129 0.00889 0.00129 0.00891 0.00155 0.01065 0.00199 0.01365 0.00225 0.01541 DispX in £ -0.00078 -0.00468 -0.00073 -0.00434 -0.00057 -0.00343 -0.00052 -0.00309 -0.00037 -0.00219 -0.00031 -0.00185 -0.00031 DispY 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 0.12533 0.08394 DispY ^__jn 0.04864 JX03J1Z- 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 0.03137 0.04864 DispZ 0.00606 0.00412 -0.00525 -0.00357 -0.03164 -0.02149 -0.04484 -0.03055 0.04528 0.03085 0.03247 0.02206 0.00606 0.00412 -0.00525 -0.00357 -0.03164 -0.02149 -0.04484 -0.03055 0.02993 0.02068 0.00783 0.00534 -0.00739 -0.00504 -0.02993 -0.02068 Disp Z in 0.03496 0.02354 0.02408 0.01626 0.00449 0.00302 -0.00449 -0.00302 -0.02408 -0.01626 -0.03496 -0.02354 0.03515 Theta X -0.00031 -0.00021 -0.00031 -0.00021 -0.00037 -0.00025 -0.00037 -0.00025 -0.00037 -0.00025 -0.00036 -0.00025 -0.00031 -0.00021 -0.00031 -0.00021 -0.00037 -0.00025 -0.00037 -0.00025 -0.00028 -0.00019 -0.00027 -0.00019 -0.00027 -0.00019 -0.00028 -0.00019 Theta X (rad) -0.00030 -0.00020 -0.00030 -0.00020 -0.00025 -0.00017 -0.00025 -0.00017 -0.00030 -0.00020 -0.00030 -0.00020 -0.00030 Theta Y 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Theta Y (rad) 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 08/22/05 18:24:33 Theta Z -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 -0.00000 -0.00002 Theta Z (rad) -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings 08/23/05 08:27:57 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 Frame #20 Load Case: El Level 3rd 2nd Load Case: E2 Level 3rd 2nd Frame #21 E EQ UBC97_X_+E_F Shear-X Change-X kips kips 105.96 105.96 117.71 11.75/ E EQ_UBC97_X -E_F Shear-X Change-X kips kips 108.84 108.84 ,120.83 11.99/ Shear-Y kips 0.00 0.00 'N Shear-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Load Case: El Level 3rd 2nd Load Case: E2 Level 3rd 2nd E EQ_UBC97_X_+E_F Shear-X Change-X kips kips 113.31 113.31 103.66 -9.65 E EQ UBC97_X -E_F Shear-X Change-X kips kips 109.02 109.02 100.14 -8.88 ft/dim F-t&Pipf 0-tr ft Shear-Y kips 0.00 , 0.00 Shear-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 - /ff Change-Y kips 0.00 0.00 HOPE Nodal Displacements RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings 08/23/05 08:27:57 CRITERIA: Rigid End Zones: Include Effects: 10.00% Reduction Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base LOAD CASES: El E EQ_UBC97_X +E_F E2 E EQ_UBC97JC_-EJF Frame #20 Level: 3rd Node LdC 239 El E2 241 El E2 243 El • E2 245 El E2 247 El E2 249 El E2 251 El E2 253 El E2 255 El E2 256 El E2 258 El E2 259 El E2 Level: 2nd Node LdC 418 El DispX in 0.10635 0.10921 0.10635 0.10921 0.10635 0.10921 0.10635 0.10921 0.10635 0.10921 0.10635 0.10921 0.10635 0.10921 0.10635 0.10921 0.10635 0.10921 0.10635 0.10921 0.10635 0.10921 / O.TO~633l 0.10921 / . . ,s 4 DispX in 0.04527 DispY in -0.01107 -0.00154 -0.01131 -0.00158 -0.01197 -0.00167 -0.01221 -0.00171 -0.01287 -0.00180 -0.01311 -0.00184 -0.01312 -0.00184 -0.01336 -0.00187 -0.01402 -0.00197 -0.01426 -0.00200 -0.01492 -0.00210 -0.01516 -0.00213 DispY in -0.00442 DispZ in 0.03672 0.03771 0.02653 0.02725 0.00493 0.00506 -0.00427 -0.00439 -0.02586 -0.02656 -0.03636 -0.03734 0.03320 0.03410 0.02283 0.02345 0.00189 0.00194 -0.00704 -0.00723 -0.02784 -0.02859 -0.03787 -0.03889 DispZ in 0.02942 Theta X (rad) 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Theta X (rad) 0.00000 Theta Y (rad) 0.00029 0.00030 0.00029 0.00030 0.00025 0.00026 0.00025 0.00026 0.00029 0.00030 0.00029 0.00030 0.00030 0.00030 0.00029 0.00030 0.00025 0.00025 0.00025 0.00025 0.00029 0.00029 0.00029 0.00029 Theta Y (rad) 0.00026 Theta Z (rad) -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 Theta Z (rad) -0.00000 HOPE Nodal Displacements RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings U37 Page 2/3 08/23/05 08:27:57 Node LdC E2 420 El E2 422 El E2 424 El E2 430 El E2 432 El . E2 434 El E2 436 El E2 438 El E2 439 El E2 441 El £!___ (442E1 (/ I E2 \iii--'" ^"— ....« •" ' ' "—-— ^»- Frame #21 Level: 3rd Node LdC 240 El E2 242 El E2 244 El E2 246 El E2 248 El E2 250 El E2 252 El E2 254 El E2 DispX 0.04647 0.04527 0.04647 0.04527 0.04647 0.04527 0.04647 0.04527 0.04647 0.04527 0.04647 0.04527 0.04647 0.04527 0.04647 0.04527 0.04647 0.04527 0.04647 0.04527 0.04647 0.04527 0.04647 — -. — . .,/ DispX in 0.11455 0.11040 0.11455 0.11040 0.11455 0.1.1040 0.11455 0.11040 0.11455 0.11040 0.11455 0.11040 0.11455 0.11040 0.11455 0.11040 DispY -0.00052 -0.00452 -0.00054 -0.00478 -0.00057 -0.00488 -0.00058 -0.00515 -0.00061 -0.00525 -0.00063 -0.00525 -0.00063 -0.00535 -0.00064 -0.00562 -0.00067 -0.00572 -0.00068 -0.00599 -0.00072 -0.00608 -0.00073 DispY in -0.01107 -0.00154 -0.01131 -0.00158 -0.01197 -0.00167 -0.01221 -0.00171 -0.01287 -0.00180 . -0.01311 -0.00184 -0.01312 -0.00184 -0.01367 -0.00192 DispZ 0.03021 0.02044 0.02099 0.00404 0.00415 -0.00351 -0.00361 -0.01989 -0.02043 -0.02916 -0.02994 0.02681 0.02753 0.01741 0.01788 0.00153 0.00157 -0.00577 -0.00593 -0.02143 -0.02200 -0.03025 -0.03106 DispZ in 0.03962 0.03816 0.02861 0.02757 0.00531 0.00512 -0.00461 .0.00444 -0.02789 -0.02687 -0.03922 -0.03778 0.02512 0.02419 0.00671 0.00646 Theta X 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 . o.ooooo 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Theta X (rad) 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Theta Y 0.00026 0.00025 0.00026 0.00021 0.00021 0.00021 0.00021 0.00026 0.00026 0.00026 0.00026 0.00027 0.00028 0.00027 0.00027 0.00020 0.00021 0.00020 0.00021 0.00025 0.00026 0.00025 0.00026 Theta Y (rad) 0.00031 0.00030 0.00031 0.00030 0.00027 0.00026 0.00027 0.00026 0.00031 0.00030 0.00031 0.00030 0.00023 0.00022 0.00023 0.00022 Theta Z -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 Theta Z (rad) -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 -0.00001 -0.00000 Nodal Displacements RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 3/3 08/23/05 08:27:57 Node LdC 257 El E2 260 El E2 Level: 2nd Node LdC 419 El i E2 ^T 421 El E2 423 El E2 425 El E2 431 El E2 433 El E2 435 El E2 437 El E2 440 El E2 443 El E2 Disp X 0.11455 0.11040 0.11455 0.11040 DispX in f 070486T~] - / 0.04689 J 0.04861 0.04689 0.04861 0.04689 0.04861 0.04689 0.04861 0.04689 0.04861 0.04689 0.04861 0.04689 0.04861 0.04689 0.04861 0.04689 0.04861 0.04689 DispY -0.01461 -0.00205 -0.01516 -0.00213 DispY in -0.00442 -0.00052 -0.00452 -0.00054 -0.00478 -0.00057 -0.00488 -0.00058 -0.00515 -0.00061 -0.00525 -0.00063 -0.00525 -0.00063 -0.00548 -0.00065 -0.00586 -0.00070 -0.00608 -0.00073 DispZ -0.00671 -0.00646 -0.02512 -0.02419 DispZ in 0.03170 0.03055 0.02203 0.02123 0.00435 0.00419 -0.00378 -0.00365 -0.02144 -0.02066 -0.03142 -0.03028 0.02700 0.02602 -0.00487 -0.00470 0.00487 0.00470 -0.02700 -0.02602 Theta X 0.00000 0.00000 0.00000 0.00000 Theta X (rad) 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Theta Y 0.00023 0.00022 0.00023 0.00022 Theta Y (rad) 0.00028 0.00027 0.00027 0.00026 0.00023 0.00022 0.00023 0.00022 0.00028 0.00027 0.00028 0.00027 0.00040 0.00038 0.00040 0.00038 0.00040 0.00038 0.00040 0.00038 Theta Z -0.00001 -0.00000 -0.00001 -0.00000 Theta Z (rad) -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 -0.00000 CD O 10 O CN s u_ O O IOooCN COCN CO uoooCN COCN co LU UJ1- t-<Q a m Q g m Q[7; LU LULU i -^ £ < 05 i £ 0 0 o < "a <o ..j x o UJ < ^ "t CO CN COa> U) Q. » OLL CO) '«0>Q aCO o CD s a>oou.o 0)CO "ro o > (0xQ CO QCO u. c g.LL roO CO o m coo *t ooo T- co O T- -3-•<t CO CN CD CD CD O 10 Tto eo a>u> a> to ^- 10 CNI! CN LOS S2 S O CO COf^- CD CN CN CD CO O CD •^•o co a>in co CD 1^- •<- IOo r~- •*!•T CN t- CD CD CD co CO CD •r^ CN O O Op CD q CD CD CD CO T- O CD •<«•CO CO LO LO O LOm en -<3- o o oino CDCO T— CO CN CDCN t- TtCN O CO CO CN O.- O 8^HE0^8O .c (UOH h- co t; "D S 0 CO COO Eoa °co ^CD 0)D) CO Q. HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA92101 JOB- SHEET NO CALCULATED BY CHECKED BY SCALE OF . DATE. . DATE . 6- 2? i- -4 F HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA92101 JOB. SHEET NO. CALCULATED BY CHECKED BY SCALE JJEL . OF . DATE. f r * -*f **? * ..p , .,^,,/.^ < f § o < CM 00 0 O "50) O! op-- CO S3-S •|>»u [JJ cr> Ofl Cj CH S ^ 2 05 Q CC HOPE Gravity Beam Design RAM Steel v9.0 . : HOPE Engineering .. . DataBase: 24Hr7-14 08/26/0509:02:21 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 610 SPAN INFORMATION (ft): I-End (193.17,34.00) J-End (193.17,66.00) Beam Size (User Selected) •= W27X102 Fy = 50.0 ksi Total Beam Length (ft) = 32.00 Mp(kip-ft) = 1270.83 LINE LOADS (k/ft): Load Dist 0.000 32.000 0.000 32.000 DL 0.179 0.179 0.102 0.102 LL 0.156 0.156 0.000 0.000 Red% 7.9% Type Red NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) - 9.07 kips 0.90Vn = 376.83 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 72.6 16.0 0.0 1.00 0.90 1143.75 Controlling 1.2DL+1.6LL 72.6 16.0 0.0 1.00 0.90 1143.75 REACTIONS (kips): Left Right DL reaction 4.50 4.50 Max +LL reaction 2.30 2.30 Max +total reaction (factored) 9.07 9.07 DEFLECTIONS: Dead load (in) at 16.00ft - -0.063 L/D = 6075 Live load (in) at 16.00ft = -0.032 L/D = 11912 Net Total load (in) at 16.00ft = -0.095 L/D = 4023 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 08/26/0509:02:21 Steel Code: AISC LRFD Floor Type: Roof Beam Number = SPAN INFORMATION (ft): I-End (193.17,0.00) Beam Size (User Selected) = W27X102 Total Beam Length (ft) = 34.00 Mp(kip-ft) = 1270.83 LINE LOADS (k/ft): J-End (193.17,34.00) Fy = 50.0 ksi Load 1 2 Dist 0.000 34.000 0.000 34.000 DL. 0.179 0.179 0.102 0.102 LL 0.156 0.156 0.000 0.000 Red% 9.2% — Type Red NonR LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 81.5 81.5 @ ft 17.0 17.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 1143.75 1143.75 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 9.59 kips 0.90Vn = 376.83 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at 17.00ft = -0.081 L/D Live load (in) at 17.00ft = -0.041 L/D Net Total load (in) at 17.00ft =. -0.121 L/D Left 4.78 2.41 9.59 Right 4.78 2.41 9.59 5064 10067 3369 Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 UiS 08/26/05 09:02:21 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 545 SPAN INFORMATION (ft): I-End (257.58,66.00) Beam Size (User Selected) = W24X62 Total Beam Length (ft) = 41.04 Mp(kip-ft) = 641.67 J-End (259.50,25.00) Fy = 50.0 ksi POINT LOADS (kips): Dist DL RedLL 32.035 9.57 8.32 LINE LOADS (k/ft): Red% 40.0 Load 1 2 3 4 Dist 0.000 41.045 0.000 41.044 0.000 41.044 0.000 41.044 DL 0.240 0.240 0.046 0.046 0.074 0.097 0.062 0.062 LL 0.000 0.000 0.040 0.040 0.064 0.084 0.000 0.000 NonRLL 0.00 Red% 0.0% 40.0% 40.0% StorLL 0.00 Red% 0.0 RoofLL Red% 0.00 0.0 Type Red Red Red NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 28.28 kips 0.90Vn = 275.16 kips MOMENTS (Ultimate): Span Cond Center Controlling Max LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 235.3 235.3 @ ft 27.4 27.4 Lb ft 0.0 0.0 Cb 1. 00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 577.50 577.50 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 10.92 2.46 17.04 Right 16.44 5.34 28.28 21.34ft - 21.55ft = 21.55ft - -0.938 -0.268 -1.206 L/D = L/D = L/D = 525 1840 408 HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA92101 JOB- SHEET NO. .. OF CALCULATED BY CHECKED BY SCALE . DATE. DATE . once.*" 0 Sco 4 •£Xo. HOPE HOPE ENGINEERrNG 1301 Third Avunue . '• • Suite 300 San Diego, CA 92101 TEL: (619) 232-4673 FAX: (619) 235-4675 infoQhopeengmeenng.com Job No. Date By Project 205016 23-Aug-2005 FB of 24 Hour Fitness Collector Beam Design roof beams, 8 tributary width Check the collector beam for bending and axial forces. Based on: 1) Uniform Building Code, 1997 Edition (i.e. "UBC") 2) AISC LRFD Steel Manual 3rd Edition, 2001 (i.e. "AISC LRFD") &\ Given Data Redundancy Factor - p = 1.00 Beam Modulus of Elasticity - E = 29000 ksi Input Data Lateral System: concrete shear walls (bearing) Over Stength Factor - J\ = 2.8 Response Modification Factor - R = 4.5 Effective Axial Length Factor - K = Strong Axis Unbraced Length = Span - L Beam 1.0 50 ksi Load Combinations ( UBC Eqn's) Ram Steel Gravity Beam Design (12-1) 1.4D (12-2) 1.2D+1.6L + 0.5L, (12-3) 1.2D + f,L-H.6Lr Modified LC for Convenience & Conservative (12-17) 1.2D + Output Data User Applied Moment Beam IW27X102 IH !W27X1Q2 I^J iW24X62 ^1 1 W16X31 r» ! !» • "^ '• bml; ;^1 iZJ i_!.'."."_l_.3;'l ^1 Table 1 ( see Table 2 for Back - up Data ) RamSteel Design Mu 72.6 ftk 81.5ftk 235.3 ftk 21.2 ftk 0.0 ftk 0.0 ftk OX) ftk 0.0 ftk 0.0 ftk 0.0 ftk 0.0 ftk 0.0 ftk Flex. Strength(ramsteel) <t>Mp 1143.8 ftk 1143.8 ftk 577.5 ft k Beam Span Lx 32.0ft 32.0ft 38.5ft 202.5 ftk ! 20.0ft 0.0 ftk Q.Oft 0.0 ftk | Q.Oft 0.0 ftk | 0.0ft 0.0 ftk - j Q.Oft 0.0 ftk 0.0ft 0.0 ftk ! Q.Oft 0.0 ft k i 0.0 ft 0.0 ftk Q.Oft Beam Span 10.7ft 10.7ft j 10.0ft 20.0ft 0.0ft 0.0ft 0.0ft 0.0ft 0.0ft 0.0ft 0.0ft 0.0ft Gravity Only (12-1) to (12-3) Mu / <f> Mp 0.063 0.071 0.407 0.105 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Collector Beam Capacity (Eqn m-ia> Axial Strength 984 kips 984 kips 445 kips 46 kips #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Chord Force Max. Eh 928 kips 922 kips 284 kips ~l 42 kips #DIV/OI Drag Force Max. Eh 394 kips 391 kips 129 kips 18 kips #DIV/OI #DIVOT 7 #DIV/0! #Drv70! ' #DIV/OI. #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/Q! Flexural Strength (AISC Spec. Chapter F) See Ram Steel Beam Designs Axial Strength Combined w/ Bending (AISC Spec Chapter H, Eqn H1-1a ) Max Chord Force : EH = Pu = (1 - 8/9 * M, / $ Mp) * Pn / p (Redundancy) Max Drag Force : En = Pu = (1 - 8/9 * MJ / Mp) Pn / a, (Overstrength) Axial Strength (AISC Spec Chapter E For AC [1.5, For A.] 1.5, <L FCT =(( 0.658 ) A ^2 ) Fy Fcr=(0.877/Xc 2)Fy HOPE HOPE ENGINEERING 1301 Third Avenue Suite 300 San Diego, CA 92101 TEL: (619) 232-4673 FAX: (619) 235-4675 info9hopeengineenng.com Job No. Date By Project 205016 23-Aug-2005 FB of 24 Hour Fitness Collector Beam Desin | roof beams, 8' tributary width Table 2 - Beam Properties and Column Design Coeffecients ( Back-Up Data for Table 1 ) Beam W27X102 W27X102 W24X62 W16X31 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Area - in2 30.0 in2 30.0 in2 18.2 in2 9.1 in2 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A. Z, - in3 305 in3 305 in3 153 in3 54 in3 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A rx - in 11. 00 in 11. 00 in 9.23 in 6.41 in #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ry- in 2.15 in 2.15 in 1.38 in 1.17in #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Xcx 0.4614 0.4614 0.6616 0.4949 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A XCy 0.7869 0.7869 1 1493 2.7112 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A (Eqn E2-2) F=r 38.59 ksi 38.59 ksi 28.76 ksi NA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A (Eqn E2-3) For NA NA NA 5.97 ksi #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Excel Ref# 36 36 49 85 122 212 211 206 155 147 113 131 ino 03 o .N' N." '' '" ''' n *• n.\" N." 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SH6FTNn . DATE. , DATE. BTMF ::j ' f ' .. U KI & \ t--1 ~*j - • 4,».. t-^js^asu ,,j . j J-^^U^-W «™ | ; -t.". ;,.-),.,J »r.: ! ! t- •4* ~*/ I M '* • f' T J f/? .JOB- SHEET NO.OF . DATE. . DATE. V |* ,' t- /f !. '« . « f , > * i fri- / >"< <4 ^ / H ?~-- f < -- * •. V -• ' [ »•*"" *4 ' j * j "if. ! i ,<*t * * ! - "l *"'(/'" " A-, -5 HOPE ENGINEERING 1901 Third Ave., as. 300 San Diego, CA 92101 JOB "v . SHEET NO- _, CALCUUVTEDBY. CHECKED BY. (SCALE N *> & i W^J^^f'^^r b'r^r :^!l2MMS(Stt'h ;^f.:fr *^t-- ^ - U i i'- '.";. • i ; I / ! i i * -- * .!:•):•*••! i ; i L---gjg*---" -yaM****-3ra&BEar±Ss^>^w5;i>« , Ofc^B^UNB \ HP!JfiL * .*_ " ,M ^V r- ^|' f i ^5)'-v:f ; Jl lK/« ^'••! HOPE ENGINEERING 1301 Third Ave.,Ste. 300 San Diego, CA 92101 JOB. SHlScTMrt OF jft DATE SCALE. i*« HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 JOB. SHEET NO. CHECKED BY. SCALE- OF T-fK? . DATE.* it ^—i_.-4 ...L... *m i •- I' \*'t r «• I- • " f' i ?r •1 ^. <*—'-**"*''( .*«»*"**"«*,.1 v ,^1 '<!% ,- i-J >' 1 vv*? i"I ^ * Iff* l*rfVr > *w_-^«jr <t(£lt,t^Ji i- , t 4 - i* . -. .... r^Lt.».rt 4^ f,', * j. *! , '*tA- • »• f* ai * ' ^ « * *••'• i-** -*-jt -«- t * * t r«£ * ^ - •• -f --' NG., ..''i J»PS* <m- '•1301 TMttf Ave., Ste. 300 San Diego, CA 92101 7^ JOB.rid.*- Ste 300 San Diego, CA 92101 SHEET NO OF. CALCULATED BY .DATE. DATE. f *. * HOPE Wall Group Force Summary RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 08/26/05 10:17:41 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 LOAD CASES D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- ¥+•• Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ WALL GROUPS INFORMATION: Level: roof WallGrp.# Xcg 1 2 T 4 5 6 8 21 22 23 24 25 31 32 •~> ojj 34 35 36 37 38 ft 0.00 0.00 0.00 3.00 35.50 194.00 259.00 50.07 81.33 114.83 148.33' 179.57 16.83 50.33 81.57 112.83 146.33 179.83 211.07 242.25 Ycg ft 13.33 40.11 66.67 80.00 96.50 84.30 '15.60 100.00 100.00 100.00 100.00 100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Zcg LocalAxis ft 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 90.00 90.00 90.00 0.00 90.00 90.00 90.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Level: 3rd Wall Group Force Summary HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 f?^fl Page 2/21 08/26/05 10:17:41 WallGrp.# 1 2 3 4 5 6 7 8 11 12 13 14 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 Level: 2nd WallGrp.# 1 2 3 4 5 6 . Xcg ft 0.00 0.00 0.00 3.00 35.50 194.00 . 234.00 259.00 359.00 359.00 359.00 359.00 50.07 81.33 114.83 148.33 179.57 247.5.1 271.61 296.61 321.61 346.50 16.83 50.33 81.57 112.83 146.33 179.83 211.07 243.29 271.50 296.61 321.61 345.61 Xcg ft 0.00 0.00 0.00 3.00 35.50 194.00 Ycg ft 13.33 40.11 66.67 80.00 96.50 . 80.89 96.50 22.53 12.50 37.61 62.61 , 87.57 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . o.oo Ycg ft 13.33 40.11 66.67 80.00 96.50 .83.20 Zcg ft 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 • 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00. 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 Zcg ft 8.00 8.00 8.00 8.00 8.00 8.00 LocalAxis 90.00 90.00 90.00 0.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 0.00 0.00 0.00 0.00 0.00 0.00 '- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LocalAxis 90.00 90.00 90.00 0.00 90.00 90.00 ,. . -Wall Group Force Summary v9.0 9/1 [ Page 3/21 HOPE Engineering ' \ l/\ DataBase: 24hr - punched openings 08/26/05 10:17:41 Building Code: UBC1 WallGrp.# 7 8 11 12 13 14 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 Xcg 234.00 259.00 359.00 359.00 359.00 359.00 50.07 81.33 114.83 148.33 179.57 247.51 271.61 296.61 321.61 346.50 16.83 50.33 81.57 112.83 146.33 179.83 211.07 243.29 271.50 296.61 321.61 345.61 Ycg 96.50 18.10 12.50 37.61 62.61 87.57 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Zcg 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 LocalAxis 90.00 90.00 90.00 90.00 90.00 90.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 HOPE Wall Group Force Summary RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings 4/21 08/26/05 10:17:41 Building Code: UBC1 WALL GROUPS FORCE INFORMATION: Level: roof WallGrp.tf 1. 2 3 4 5 ' • LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 £8 D Lp Ln Rfp Rfn P kips 34.56 0.00 0.00 2.37 0.00 0.00 0.00 -0.00 -0.00 44.56 0.00 0.00 11.15 0.00 -0.00 0.00 0.00 -0.00 119.56 0.00 0.00 9.31 0.00 0.00 , -0.00 . 0.00 0.00 26.78 0.00 0.00 1.32 . -0.00 -0.00 -0.00 -0.00 -0.00 18.73 0.00 -0.00 4.27 -0.00 Mmajor kip-ft -29.38 -8.29 -0.00 -8.39 0.00 4.43 • 2.08 754.49 762.86 -36.30 2.88 -0.00 -29.94 0.00 5.53 2.57 596.40 606.95 -5.07 5.41 0.00 -22.88 -0.01 -9.96 -4.65 1709.11 1690.18 5.55 -0.00 0.00 3.95 -0.00 -0.00 -0.00 0.00 -0.00 -23.13 0.00 0.00 -12.99 0.00 Mrainor kip-ft 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 -0.00 -0.00 • -o.oo -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 • -o.oo 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 -0.00 Vmajor kips -1.96 -0.55 -0.00 -0.56 0.00 0.30 0.14 50.30 50.86 1.83 0.1.9 -0.00 1.59 0.00 0.37 0.17 39.76 40.46 0.13 0.36 0.00 -1.03 -0.00 -0.66 -0.31 113.94 112.68 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 Vminor kips 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -o.oo . 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0.00 0.00 0.00 0.00 0.00 0.00 Torsion kip-ft -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall Group Force Summary I j^^TIf ' RAM Frame v9.0. F"l[ ji^i" HOPE Engineering • l^^l •• DataBase: 24hr - punched openings Building Code: UBC1 WallGrp,# 6 8 21 22 23 LdC E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D LP Ln Rfp Rfn P 0.00 0.00 0.00 0.00 89.50 0.00 0.00 18.40 0.00 -0.00 0.00 0.00 -0.00 68.25 -0.00 0.00 10.36 -0.00 -0.00 0.00 -0.00 0.00 56.81 0.00 0.00 8.16 0.00 0.00 0.00 0.00 ' 0.00 52.33 0.00 0.00 10.88 0.00 0.00 0.00 '- o.oo 0.00 55.50 -0.00 0.00 13.60 0.00 Mmajor -0.00 -0.00 -0.00 -0.00 -213.74 0.00 -0.00 -227.79 0.00 0.00 0.00 3717.00 3717.00 6&.41 -0.00 -0.00 92.93 0.00 0.00 0.00 895.50 895.50 -7.79 -5.74 0.00 3.62 -0.01 105.12 109.95 12.41 -4.95 21.85 39.48 -0.00 -10.27 0.00 1247.87 1244.26 -9.28 3.70 5.38 -3.82 -0.00 8.58 0.00 Mminor 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00, 0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 Vmajor 0.00 0.00 0.00 •o.oo 0.00 0.00 -0.00 -0.01 0.00 0.00 0.00 247.80 247.80 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 59.70 59.70 -1.31 -0.38 0.00 '-0.53 -0.00 7.01 7.33 0.83 -0.33 3.02 2.63 -0.00 0.64 0.00 83.19 82.95 '' -0.62 0.25 . -0.25 -0.25 -0.00 -0.04 0.00 Vminor -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ^7 Page 5/21 08/26/05 10:17:41 Torsion -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 ' -0.00 -0.00 0.00 -0:00 0.00 0,00 0.00 ' 0.00 -0.00 Wall Group Force Summary i if^rv* RAM Frame v9-° HlJI^r HOPE Engineering • IV^I •• DataBase: 24hr - punched Building Code: UBC1 WallGrp.# 24 25 31 32 ^ "i JJ LdC E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D LP Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn P -0.00 0.00 -0.00 -0.00 52.32 -0.00 0.00 10.82 -0.00 -0.00 0.00 0.00 0.00 56.62 0.00 0.00 7.78 0.00 0.00 0.00 0.00 0.00 50.27- 0.00 -0.00 9.05 0.00 0.00 0.00 -0.00 0.00 52.56 0.00 -0.00 11.03 0.00 0.00 0.00 0.00 -0.00 60.01 0.00 0.00 10.88 0.00 Mmajor 1044.98 1042.55 -6.24 2.49 -4,86 -40.59 -0.00 26.41 0.00 1153.16 1149.54 -9.29 3.70 12.96 10.67 0.00 -0.21 -0.01 78.87 83.70 12.40 -4.94 -42.11 -26.96 -0.00 -3.22 -0.00 632.43 633.02 1.71 -0.44 -7.33 29.98 -0.00 -27.44 -0.00 687.25 688.44 3.38 -0.88 -26.65 -1.06 0.00 -20.14 0.00 openings Mminor -0.00 0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor 69.66 69.50 -0.42 0.17 -2.82 -2.71 -0.00 -0.48 0.00 76.88 76.64 -0.62 0.25 1.35 0.71 0.00 0.41 -0.00 5.26 5.58 0.83 -0.33 -3.35 -1.80 -0.00 -0.77 -0.00 42.16 42.20 0.11 -0.03 2.12 2.00 -0.00 0.37 -0.00 45.82 45.90 0.23 -0.06 0.12 -0.07 0.00 0.16 0.00 Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 f?fH Page 6/21 08/26/05 10:17:41 Torsion -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall Group Force Summary • lf\fyjF* RAM Frame v9.0 f^i;; JI^T*- HOPE Engineering 1 iV^I ••. DataBase: 24hr - punched Building Code: UBC1 WallGrp.tf 34 35 36 37 38 LdC E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D LP Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn P 0.00 0.00 0.00 0.00 52.33 0.00 -0.00 10.88 0.00 0.00 0.00 0.00 0.00 52.38 -0.00 -0.00 10.88 -0.00 0.00 0.00 -0.00 0.00 54.91 0.00 -0.00 13.12 -0.00 0.00 0.00 0.00 0.00 57.10 0.00 0.00 8.35 0.00 0.00 0.00 0.00 0.00 52.38 0.00 0.00 10.99 0.00 Mmajor -54.91 -58.40 -9.89 2.64 -27.71 -4.83 -0.00 -18.21 -0.00 725.08 726.35 3.65 -0.91 -17.64 16.22 -0.00 -27.11 -0.00 637.94 638.79 2.53 -0.51 -48.60 -23.26 -0.00 -18.09 -0.00 684.35 685.60 3.88 -0.62 -13.06 -5.00 0.00 -5.71 0.00 -57.85 -61.35 -9.75 2.82 0.05 14.92 -0.00 -29.52 -0.00 openings Mminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . . Vmajor -3'. 66 -3.89 -0.66 0.18 -0.70 -0.32 -0.00 -0.25 -0.00 48.34 48.42 0.24 -0.06 1.28 1.08 -0.00 0.24 -0.00 42.53 42.59 0.17 -0.03 -2.04 -1.55 -0.00 -0.30 -0.00 45.62 45.71 0.26 -0.04 -0.38 -0.33 0.00 0.01 0.00 -3.86 -4.09 -0.65 0.19 2.96 0.99 -0.00 0.54 -0.00 Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 fp^UTPage 7/21 08/26/05 10:17:41 Torsion 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall Group Force Summary 1 VVMT" RAMFramev9-° HLji L^' HOPE Engineering • l^^l "• DataBase: 24hr - punched openings Building Code: UBC1 WallGrp.tf Level: 3rd WalIGrp.# 1 2 ^> 4 •> LdC E5 E6 E7 E8 LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D P 0.00 0.00 0.00 0.00 P kips 70.72 9.45 -0.00 2.37 -0.00 0.00 0.00 0.00 0.00 83.39 12.16 0.00 11.15 0.00 0.00 -0.00 0.00 0.00 230.86 37.06 0.00 9.31 0.00 0.00 -0.00 0.00 0.00 47.60 3.54 0.00 1.32 0.00 0.00 0.00 0.00 0.00 43.17 Mmajor 753.71 755.54 4.50 -2.08 Mmajor kip-ft -6.92 0.56 -0.00 -9.14 0.03 124.11 75.60 1481.15 1655.05 -29.56 -12.18 -0.00 -19.72 0.03 122.94 74.88 1408.81 1581.08 -54.28 -50.00 -0.00 -41.76 0.15 670.47 412.39 7221.18 8146.63 -13.05 -10.26 0.00 -2.02 0.07 -12.84 -12.33 -7.40 -9.14 58.34 Mminor 0.00 0.00 0.00 0.00 Mminor kip-ft 0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor 50.25 50.37 0.30 -0.14 Vmajor kips -0.64 -1.58 -0.00. -0.05 0.00 8.55 5.25 51.90 63.73 1.00 -0.67 -0.00 0.73 0.00 8.39 5.17 58.03 69.58 -2.01 -2.49 -0.00 -1.35 0.01 48.60 29.79 393.72 461.17 -2.18 -1.48 0.00 -0.43 0.00 -0.92 -0.88 -0.53 -0.65 10.13 Vminor 0.00 0.00 0.00 0.00 Vminor kips 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 Vy^ Page 8/21 08/26/05 10:17:41 Torsion 0.00 0.00 0.00 0.00 Torsion kip-ft -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 Wall Group Force Summary ly^l lOPiiii RAM Frame v9.0 ••"if Jl^^i HOPE Engineering • l^^l —•• DataBase: 24hr - punched Building Code: UBC1 WallGrp.# 6 7 8 11 12 LdC Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D P 17.20 0.00 4.27 0.00 0.00 0.00 0.00 0.00 250.74 78.17 0.00 20.01 -0.00 -0.00 0.00 -0.00 0.00 13.17 3.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 187.73 45.53 0.00 21.30 0.00 -0.00 -0.00 0.00 0.00 32.15 0.00 0.00 2.22 -0.00 0.00 0.00 -0.00 -0.00 42.15 Mmajor 41.34 0.00 6.51 -0.56 -0.46 2.78 -3.64 -15.04 -478.43 -357.23 0.00 -144.12 0.64 -385.90 -239.24 9650.02 9123.97 0.87 0.24 -0.00 -0.95 -0.01 -7.47 -7.76 48.53 49.29 -471.15 -77.83 0.00 47.95 -0.28 -523.61 -318.64 6087.51 5352.77 37.56 30.14 -2.15 1.49 0.00 0.00 0.00 203.21 203.21 6.25 openings Mminor 0.00 -0.00 0.00 0.00 0.00 -0.00 0.00 0.00 -0,02 0.01 -0.00 -0.00 -0.00 -0.84 -0.84 0.20 0.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.03 -0.00 -0.00 -0.00 -0.77 -0.76 -0.06 -0.08 0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 Vmajor 6.68 0.00 1.39 -0.04 -0.03 0.20 -0.26 -1.07 6.38 26.12 0.00 3.20 0.05 -27.56 -17.09 423.79 386.21 0.71 0.39 -0.00 -0.07 -0.00 -0.53 -0.55 3.47 3.52 -15.60 -28.52 0.00 -3.86 -0.02 -37.40 -22.76 370.86 318.38 2.68 2.15 -0.15 0.10 0.00 0.00 0.00 14.52 14.52 3.22 Vrainor -0.00 -0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.06 -0.06 0.01 0.01 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.05 -0.05 -0.00 -0.01 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 ^ Page 9/21 08/26/05 10:17:41 Torsion -0.00 -0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 0.02 -0.02 0.00 0.00 0.00 0.84 0.86 -0.20 -0.28 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.01 0.02 -0.00 -0.00 -0.00 -0.69 -0.66 -0.03 -0.14 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 Wall Group Force Summary i i^\rv* RAM Frame v9-° •""if Ji'^r HOPE Engineering • IV^I •• DataBase: 24hr - punched Building Code: UBC1 WalIGrp.# 13 14 21 22 23 LdC Lp Ln Rfp Rfo E5 E6 E7 E8 D Lp Ln Rip Rfo E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D P 0.00 0.00 11.00 0.00 -0.00 -0.00 0.00 0.00 42.15 0.00 0.00 11.00 0.00 0.00 -0.00 0.00 0.00 43.96 0.00 0.00 2.21 0.00 0.00 0.00 0.00 0.00 109.69 32.64 0.00 8.16 0.00 0.00 0.00 0.00 0.00 129.31 43.52 -0.00 10.88 -0.00 0.00 0.00 0.00 0.00 143.40 Mmajor 25.36 4.03 -14.52 0.00 . 0.00 0.00 200.66 200.66 -23.58 -59.95 -0.92 13.44 0.00 0.00 0.00 202.81 202.81 -29.18 4.45 -0.96 -2.76 -0.00 -0.00 -0.00 166.12 166.12 25.55 12.35 -0.00 7.57 0.01 131.98 127.22 -40.17 -22.82 7.91 12.10 -0.00 -5.37 0.05 2567.84 2519.11 -72.96 101.70 6.36 openings Mminor -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 -0.00 0.00 Vmajor 1.81 0.29 1.24 0.00 0.00 0.00 14.33 14.33 -3.97 -4.28 -0.07 -1.16 0.00 0.00 0.00 14.49 14.49 -1.93 0.32 -0.07 -0.19 -0.00 -0.00 -0.00 11.87 11.87 -0.90 -2.04 -0.00 0.28 0.00 1.92 1.23 -3.76 -1.28 4.72 3.72 -0.00 0.35 0.00 94.28 91.06 -4.55 7.00 -2.46 Vminor -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C7^g Page 10/21 08/26/05 10:17:41 Torsion 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 . -0.00 0.00 Wall Group Force Summary 1 V%TV™ RAM Frame v9.0 ^Jf jf1^! HOPE Engineering • 1%^I •" DataBase: 24hr - punched openings Building Code: UBC1 WallGrp.# 24 25 26 27 28 LdC Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D P 54.40 0.00 13.60 -0.00 0.00 0.00 0.00 0.00 129.08 43.26 0.00 10.82 0.00 0.00 0.00 0.00 0.00 108.02 31.12 0.00 7.78 0.00 0.00 0.00 0.00 0.00 57.83 23.08 0.00 2.26 0.00 0.00 0.00 0.00 0.00 81.90 0.07 -0.00 8.39 0.00 0.00 0.00 0.00 -0.00 81.62 Mmajor -4.98 -0.00 6.30 0.05 2476.38 2428.18 -71.59 101.15 7.14 -19.07 -0.00 16.84 0.05 2525.07 2476.34 -72.97 101.70 -15.79 -13.23 -0.00 -4.18 0.01 142.74 137.98 -40.17 -22.82 19.72 6.59 -0.00 11.59 0.02 889.82 869.20 -37.27 36.69 14.63 -3.71 -0.00 15.75 0.02 859.00 839.29 -23.90 46.69 18.42 Mminor 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 -0.00 0.00 Vmajor -2.70 -0.00 -0.16 0.00 102.24 98.97 -4.67 7.05 -8.64 -8.05 -0.00 -0.68 0.00 97.99 94.77 -4.55 7.00 -0.15 0.11 -0.00 -0.28 0.00 4.56 3.88 -3.75 -1.28 -9.73 -8.51 -0.00 -0.95 0.00 63.56 62.09 -2.66 2.62 -0.97 -0.24 -0.00 -0.92 0.00 61.36 59.95 -1.71 3.34 -0.18 Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O^A Page 11/21 08/26/05 10:17:41 Torsion 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 Wall Group Force Summary 1 I^"\I"VI* RAM Frame v9.0 •"•if jl'T™ HOPE Engineering • l^^i •• DataBase: 24hr - punched openings Building Code: UBC1 WallGrp.tf 29 30 31 32 "» •">jj LdC Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D P 0.00 0.00 8.20 0.00 -0.00 0.00 -0.00 -0.00 47.65 0.00 -0.00 8.61 0.00 0.00 -0.00 0.00 0.00 4.8.23 -0.00 -0.00 6.03 0.00 0.00 0.00 0.00 0.00 122.41 38.68 0.00 9.05 -0.00 0.00 -0.00 -0.00 0.00 128.52 42.50 0.00 11.03 0.00 0.00 0.00 -0.00 0.00 123.47 Mmajor -0.27 -0.00 17.38 0.01 635.93 621.62 -1.56 49.57 11.57 -10.25 -0.00 15.76 0.01 535.81 524.00 5.31 47.44 -33.61 -2.64 0.00 -3.76 0.01 365.98 358.53 4.40 30.98 -44.06 -i O T">-o2.2j -0.00 0.49 -0.04 2092.59 2123.14 47.56 -61.97 -51.06 -23,79 -0.00 -14.80 -0.04 2117.27 2148.09 48.31 -62.17 -69.99 Mminor 0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor -0.02 -0.00 -0.43 0.00 45.42 44.40 -0.11 3.54 -0.73 -0.73 -0.00 -0.39 0.00 38.27 37.43 0.38 3.39 -1.94 -0.19 0.00 '0.08 0.00 26.14 25.61 0.31 2.21 -3.61 -3.89 -0.00 0.26 -0.00 104.30 106.44 3.27 -4.39 4.72 3.87 -0.00 0.90 -0.00 102.14 104.26 3.21 -4.38 3.09 Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OljQ Page 12/21 08/26/05 10:17:41 Torsion 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall Group Force Summary I t^\fVm RAM Frame v9.0 HtJInt H°PE EnSineerin§• "V^l mm DataBase: 24hr - punched Building Code: UBC1 WallGrp.tf 34 35 36 37 38 LdC Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D P 43.52 0.00 10.88 0.00 0.00 0.00 0.00. 0.00 129.31 43.52 -0.00 10.88 0.00 0.00 0.00 0.00 0.00 129.39 43.52 0.00 10.88 0.00 0.00 0.00 0.00 0.00 140.85 52.49 -0.00 13.12 -0.00 -0.00 0.00 0.00 -0.00 110.78 33.40 . 0.00 8.35 0.00 0.00 0.00 0.00 0.00 129.29 Mmajor -53.06 0.00 -16.61 -0.00 171.68 174.35 28.57 18.77 -42.20 -24.44 -0.00 -8.65 -0.04 2134.35 2165.21 48.43 -62.18 -56.08 -30.92 -0.00 -14.42 -0.04 2095.07 2125.74 47.93 -62.00 -73.83 -54.24 -0.00 -8.66 -0.04 2115.96 2146.81 48.53 -62.05 -10.61 -9.81 0.00 -1.98 -0.00 172.87 175.55 28.52 18.70 -123.90 openings Mminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor 2.73 -0.00 0.25 -0.00 16.18 16.63 2.75 1.15 3.13 2.72 -0.00 0.68 -0.00 100.66 102.78 3.20 -4.38 6.13 5.42 -0.00 0.91 -0.00 104.08 106.21 3.24 -4.39 2.23 1.69 -0.00 0.67 -0.00 102.26 104.37 3.19 -4.39 1.85 1.32 -0.00 0.27 -0.00 16.48 16.92 2.73 1.13 12.05 Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 > 0.00 0.00 0.00 fb 1 Page 13/21 08/26/05 10:17:41 Torsion 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Wall Group Force Summary RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 14/21 08/26/05 10:17:41 WallGrp.tf 39 40 41 42 LdC Lp Ln Rip Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 P 43.53 0.00 10.99 0.00 -0.00 0.00 0.00 -0.00 81.95 0.01 0.00 8.33 0.00 0.00 0.00 -0.00 0.00 81.62 0.00 0.00 8.20 -0.00 0.00 0.00 -0.00 0.00 47.63 0.00 -0.00 8.61 0.00 0.00 0.00 -0.00 -0.00 36.34 0.00 0.00 6.03 0.00 0.00 0.0.0 0.00 0.00 Mmajor -64.41 -0.00 -23.56 -0.04 2277.66 2310.85 51.94 -67.05 5.59 -11.77 -0.00 16.42 -0.02 792.12 805.00 16.26 -29.88 12.79 -3.92 -0.00 17.56 -0.01 592.24 601.67 0.69 -33.00 7.33 -12.59 -0.00 15.81 -0.01 509.94 517.80 -3.97 -32.00 -10.97 -7.74 0.00 1.87 -0.01 402.73 408.81 -4.36 -26.04 Mminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor 8.82 -0.00 1.24 -0.00 108.85 111.09 3.39 -4.64 -2.14 -0.83 -0.00 -0.96 -0.00 56.58 57.50 1.16 -2.13 -0.59 -0.28 -0.00 -0.41 -0.00 42.30 42.98 0.05 -2.36 -1.02 -0.90 -0.00 -0.39 -0.00 36.42 36.99 -0.28 -2.29 -2.69 -0.55 -0.00 0.10 -0.00 28.77 29.20 -0.31 -1.86 Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • o.oo 0.00 0.00 0.00 Torsion 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall Group Force Summary 1 I^VM™* RAM Frame v9-° H[' j|^^™ HOPE Engineering • l^^l ^™ DataBase: 24hr - punched openings Building Code: UBC1 Level: 2nd WallGrp.tf 1 2 ->J 4 5 LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 P kips 110.51 21.20 0.00 2.37 0.00 0.00 0.00 0.00 0.00 123.08 23.89 0.00 11.15 -0.00 0.00 0.00 0.00 -0.00 352.60 74.00 0.00 9.31 0.00 0.00 -0.00 0.00 0.00 72.63 8.89 0.00 1.39 -0.07 0.00 0.00 0.00 0.00 72.41 36.55 0.00 5.44 -0.47 0.00 0.00 Mmajor kip-ft -12.95 -9.98 -0.00 -9.54 0.20 237.08 106.82 2717.16 3181.19 -29.49 -18.43 -0.00 -16.50 0.20 234.67 105.67 2647.94 3107.48 -100.92 -109.98 -0.00 -44.84 1.12 1311.69 588.20 14364.96 16942.25 -5.12 -5.23 -0.00 1.41 0.13 136.43 133.72 10.02 19.59 5.67 9.89 -0.00 -2.30 -0.76 17.43 4.83 Mminor kip-ft 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 Vmajor kips -0.43 -0.67 -0.00 -0.02 0.01 7.06 1.95 77.25 95.38 0.19 -0.35 -0.00 0.20 0.01 6.98 1.92 77.45 95.40 -0.64 -1.47 -0.00 -0.19 0.06 40.08 10.99 446.49 549.73 -0.58 -0.68 -0.00 0.20 0.02 9.33 9.13 1.09 1.80 0.97 1.60 -0.00 -0.30 -0.1 1 1.12 0.13 Vminor kips 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 47^%Page 15/21v •/ / 08/26/05 10:17:41 Torsion kip-ft -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 Wall Group Force Summary I l/^fl y"' RAM Frame v9.0 P"il: 1|^^™. HOPE Engineering • IV^I ••• DataBase: 24hr - punched openings Building Code : UBC1 WallGrp.tf 6 7 8 11 12 LdC E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 P 0.00 0.00 442.33 160.95 -0.00 24.09 -0.79 -0.00 -0.00 0.00 0.00 25.77 7.59 0.00 0.11 0.00 0.00 0.00 0.00 0.00 324.76 88.16 0.00 21.23 0.00 0.00 -0.00 -0.00 0.00 82.83 36.91 -0.36 2.22 -0.00 0.00 0.00 0.00 0.00 114.32 72.66 -2.47 11.00 0.00 0.00 0.00 Mmajor 242.10 286.82 -1846.71 -1149.21 0.00 -150.02 0.39 -628.07 -290.96 18799.46 17598.10 3.22 0.94 0.00 0.66 0.01 -6.76 1.26 171.04 142.70 634.61 224.96 0.00 99.76 -0.17 -1165.58 -515.62 14417.17 12102.22 -4.45 42.70 -4.70 -5.49 0.00 0.00 . 0.00 762.15 762.15 -2.46 40.95 -11.02 -10.66 0.00 0.00 0.00 Mminor -0.00 -0.00 0.13 0.02 0.00 0.00 -0.00 -7.58 -7.48 -0.27 -0.60 0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 0.12 0.01 0.00 0.00 0.00 -7.41 -7.44 0.08 0.19 0.00 0.00 -0.00 0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 Vmajor 15.36 18.87 14.93 19.61 0.00 2.80 0.02 -15.14 -3.23 571.84 529.63 0.72 0.36 0.00 0.11 0.00 0.04 0.56 7.66 5.84 -15.75 -19.10 0.00 -2.60 0.01 -40.12 -12.31 520.60 421.84 -3.38 -0.44 -0.06 -0.44 0.00 0.00 0.00 34.93 34.93 0.22 0.77 0.27 0.24 0.00 0.00 0.00 Vminor -0.00 -0.00 0.01 0.00 0.00 0.00 0.00 -0.42 -0.42 -0.03 -0.05 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.01 -0.00 0.00 0.00 0.00 -0.42 -0.42 0.01 0.02 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 ti Z^Page 16/21 08/26/05 10:17:41 Torsion -0.00 -0.00 -0.17 -0.01 -0.00 -0.01 -0.00 7.21 7.13 0.47 0.74 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.12 -0.01 0.00 0.00 0.00 -6.63 -6.65 0.12 0.17 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall Group Force Summary lyHkl If ' RAM Frame v9.0 . f"*B' Jl1^™ HOPE Engineering • l^^l ••• DataBase: 24hr - punched openings Building Code: UBC1 WallGrp.tf 13 14 21 22 23 LdC E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 P 0.00 0.00 105.11 56.58 -0.72 11.00 -0.00 -0.00 -0.00 0.00 0.00 85.82 35.78 -0.36 2.21 -0.00 -0.00 -0.00 0.00 0.00 166.56 61.65 0.00 8.16 0.00 0.00 0.00 -0.00 0.00 207.96 87.04 0.00 10.88 0.00 -0.00 0.00 -0.00 0.00 236.60 112.42 -0.00 13.60 -0.00 -0.00 0.00 Mmajor 750.55 750.55 91.47 126.56 -5.20 9.50 0.00 0.00 0.00 749.23 749.23 49.72 42.80 -1.18 4.29 0.00 0.00 0.00 648.47 648.47 36.66 43.73 -0.00 4.40 0.02 1217.72 1184.85 71.46 188.24 -122.98 -97.94 -0.00 -5.63 0.08 4349.45 4246.57 89.17 455.91 -2.32 11.47 -0.00 3.08 0.08 4274.73 4172.28 Mminor -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 0.00 -0.00 -0.00 0.00 Vraajor 34.37 34.37 -1.73 -2.68 -0.12 -0.25 0.00 0.00 0.00 34.15 34.15 4.89 2.35 -0.09 0.44 0.00 0.00 0.00 30.15 30.15 -1.84 -0.63 -0.00 -0.20 0.00 67.86 66.10 6.98 13.19 0.45 1.72 -0.00 -0.02 0.00 111.35 107.97 10.13 22.14 -2.90 -1.41 -0.00 -0.20 0.00 112.40 109.01 Vminor -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 pipage 17/211 / 08/26/05 10:17:41 Torsion 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 Wall Group Force Summary Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 18/21 08/26/05 10:17:41 WallGrp.tf 24 25 26 27 28 LdC E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln - Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 P -0.00 0.00 207.44 86.44 0.00 ' 10.82 0.00 0.00 0.00 0.00 -0.00 163.58 58.79 0.00 7.78 0.00 0.00 0.00 -0.00 -0.00 111.26 45.67 -0.00 2.38 0.00 0.00 0.00 0.00 -0.00 82.02 0.19 -0.00 8.39 -0.00 -0.00 0.00 -0.00 -0.00 81.62 -0.00 0.00 8.20 -0.00 0.00 -0.00 Mmajor 90.29 455.46 105.28 107.62 -0.00 11.09 0.08 4314.55 4211.67 89.17 455.91 -52.42 -37.18 -0.00 -3.61 0.02 1214.96 1182.10 71.46 188.24 79.28 74.28 -0.00 6.74 0.04 1832.46 1784.30 50.79 222.41 -0.57 -10.66 -0.00 8.93 0.04 1955.80 1905.28 50.54 230.59 25.63 -7.59 -0.00 11.38 0.03 1704.16 1661.63 Mminor -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 . -0.00 0.00 0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 0.00 -0.00 Vmajor 10.12 22.14 -5.72 -4.02 -0.00 -0.36 0.00 111.84 108.46 10.13 22.14 -0.79 -0.09 -0.00 0.04 0.00 67.01 65.26 6.98 13.19 -4.49 -3.28 -0.00 -0.24 0.00 58.92 57.19 5.50 11.61 -0.87 -0.35 -0.00 -0.43 0.00 68.55 66.62 4.65 11.49 0.45 -0.46 -0.00 -0.38 0.00 66.76 65.00 Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Torsion -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 Wall Group Force Summary IJ/'VMF1 RAM Frame v9.0 HI" JI^B1*- HOPE Engineering • IV^I •" DataBase: 24hr - punched Building Code: UBC i WallGrp.tf 29 30 31 32 •~» •->JJ LdC E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D LP Ln Rfp Rfn E5 E6 E7 E8 ' D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 P -0.00 0.00 87.80 8.62 0.00 8.61 0.00 0.00 0.00 0.00 0.00 76.07 13.60 0.00 6.03 0.00 0.00 -0.00 -0.00 0.00 192.79 73.92 0.00 9.05 0.00 0.00 0.00 0.00 -0.00 205.51 84.32 0.00 11.03 0.00 0.00 0.00 0.00 -0.00 194.92 87.04 -0.00 10.88 0.00 0.00 0.00 Mmajor 39.31 190.89 56.84 9.05 -0.00 13.96 0.03 1552.85 1515.14 33.68 168.10 42.78 -2.92 -0.00 5.51 0.02 . 985.59 962.07 20.80 104.63 -14.30 17.46 -0.00 0.98 -0.10 3802.57 3872.28 -67.45 -315.88 -185.85 -142.17 -0.00 -10.43 -0.10 3822.76 3892.68 -66.84 -316.04 -194.61 -165.03 -0.00 -15.93 -0.03 1113.32 1136.48 openings Mminor -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor 2.55 8.83 1.61 -0.95 -0.00 -0.11 0.00 63.57 61.95 1.77 7.54 4.79 -0.00 -0.00 0.58 0.00 38.73 37.72 1.02 4.60 -2.27 -1.07 -0.00 0.03 -0.00 106.87 109.32 -7.19 -15.87 1.40 2.34 -0.00 0.27 -0.00 106.59 109.04 -7.20 -15.87 1.53 2.27 -0.00 0.04 -0.00 58.85 60.13 Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 V hi Page 19/21 V ' 08/26/05 10:17:41 Torsion -0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wail Group Force Summary 1 I/^NTV" RAM Frame v9-° HI Jl<i^ HOPE Engineering • i^^i ""i DataBase: 24hr - punched openings Building Code: UBC1 WallGrp.# 34 35 36 37 38 LdC El E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 P 0.00 0.00 208.00 87.04 0.00 10.88 0.00 -0.00 0.00 0.00 0.00 208.09 87.04 -0.00 10.88 0.00 0.00 -0.00 -0.00 0.00 232.14 108.64 0.00 13.12 0.00 0.00 0.00 0.00 0.00 168.33 63.10 0.00 8.35 0.00 0.00 0.00 0.00 0.00 208.27 87.51 -0.00 10.99 0.00 0.00 0.00 Mmajor -51.28 -133.57 -150.40 -113.97 -0.00 -5.91 -0.10 3836.70 3906.65 -66.74 -316.05 -208.52 -166.54 -0.00 -10.18 -0.10 3804.60 3874.40 -67.15 -315.91 -136.30 -97.96 -0.00 -5.87 -0.10 3821.69 3891.64 -66.65 -315.95 -49.39 -33.70 -0.00 -2.72 -0.03 1113.02 1136.18 -51.26 -133.55 -348.57 -252.72 -0.00 -17.34 -0.10 4093.49 4168.20 Mminor 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor -4.99 -9.52 0.55 1.64 -0.00 0.17 -0.00 106.40 108.84 -7.20 -15.87 1.87 2.84 -0.00 0.27 -0.00 106.85 109.29 -7.19 -15.87 -0.16 0.89 -0.00 0.17 -0.00 106.61 109.05 -7.20 -15.87 -1.07 -0.20 -0.00 -0.05 -0.00 58.76 60.04 -4.99 -9.52 4.22 4.22 -0.00 0.39 -0.00 113.49 116.08 Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 $"I?)Page 20/21 \ s ' 08/26/05 10:17:41 Torsion 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall Group Force Summary 1 'i^^FV RA'vl Frame v9-°P"1™ jl^p1 HOPE Engineering • -iV^I » DataBase: 24hr - punched Building Code: UBC1 WaIlGrp.# 39 40 41 42 LdC E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 P -0.00 0.00 82.19 0.15 -0.00 8.33 0.00 0.00 0.00 -0.00 0.00 81.62 0.00 0.00 8.20 -0.00 -0.00 0.00 0.00 0.00 88.12 9.07 -0.00 8.61 0.00 -0.00 0.00 0.00 0.00 72.68 14.40 0.00 6.03 0.00 0.00 -0.00 0.00 0.00 Mmajor -70.53 -336.79 -11.70 -19.68 -0.00 10.63 -0.05 1817.96 1852.89 -37.26 -161.69 16.81 -14.70 -0.00 12.44 -0.04 1563.30 1592.03 -28.53 -130.91 52.25 4.24 -0.00 14.97 -0.03 1416.79 1441.94 -24.19 -113.81 69.27 -2.58 -0.00 10.61 -0.03 1141.52 . 1161.40 -18,92 -89.76 openings Mminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor -7.65 -16.86 -0.91 -0.40 -0.00 -0.36 -0.00 64.12 65.49 -3.34 -8.24 0.25 -0.67 -0.00 -0.32 -0.00 60.69 61.90 -1.83 -6.12 1.46 -1.24 -0.00 -0.05 -0.00 56.68 57.76 -1.26 -5.11 3.03 -0.48 -0.00 0.55 -0.00 46,17 47.04 -0.91 -3.98 Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -pyl Page 21/21 08/26/05 10:17:41 Torsion 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.00 RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - wall infill at openings 08/11/05 14:51:05 p D L £1 0 O /87 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - wall infill at openings Building Code: UBC1 08/11/05 14:51:05 CONCRETE WALL INFORMATION: Wall Number: 48 Level Top: 3rd Bot: 2nd Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 10 Column Line (225.58,0.00)-(230.75,0.00) Length (ft) = 5.17 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D DeadLoad Lp PosLiveLoad El E E2 E RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F MEMBER FORCES: LdC D Lp El E2 }&>;. V f> p kips 38.79 14.28 -46.40 -47.65 1 ft Mmajor Vmajor kip-ft kips 8.52 0.99 6.57 1 179.43 1 183.71 , -1-17 5001 0.79 23.59 24.14 IO f\LL Gi^O^f fyi^Cgc, S^tUivd ' oc \ >85 O L- 0 -11 5 ~56 o 0 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - wall infill at openings Building Code: UBC1 Page 2/10 08/11/05 14:51:05 CONCRETE WALL INFORMATION: Wall Number: 51 Level Top: 3rd Bot: 2nd Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 10 Column Line (238.75,0.00)-(245.75,0.00) Length (ft) = 7.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp El E2 DeadLoad PosLiveLoad E E RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F MEMBER FORCES: LdC D Lp El E2 P kips 53.82 18.77 -3.31 -3.39 Mmajor kip-ft 22.38 15.23 334.34 342.43 Vmajor kips 3.32 2.21 43.90 44.96 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - wall infill at openings Building Code: UBC1 Page 3/10 08/11/05 14:51:05 CONCRETE WALL INFORMATION: Wall Number: 53 Level Top: 3rd Bot: 2nd Thickness (in) = 9.25 f c (ksi) - 4.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 10 Column Line (253.75,0.00)-(258.92,0.00) Length (ft) = 5.17 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp El E2 DeadLoad PosLiveLoad E E RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F MEMBER FORCES: LdC D Lp El E2 P kips 35.94 10.49 49.71 51.05 Mmajor kip-ft 27.60 22.03 215.60 220.76 Vmajor kips 4.24 3.34 28.13 28.80 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - wall infill at openings Building Code: UBC1 *age 4/10 08/11/05 14:51:05 CONCRETE BEAM INFORMATION: Beam Number: 154 Level: 3rd Shape: Rectangle Size: 3rd-8ft-7.25 Ix (in4) = 286708.5 Shear Ax (in2) = 471.25 Cracked Section for I: 0.35 f c (ksi) = 4.00 Length (ft) = 8.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 10 I-End (230.75,0.00) Depth (in) = 78.00 Iy(in4) = 2477.0 Shear Ay (in2) = 471.25 Poisson's Ratio = 0.20 Unit Wt(pcf)= 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (238.75,0.00) Width (in) = 7.25 J(in4) = 9327.84 Unit Wt-SelfWt (pcf) = 150.00 J-End Fix Fix Fix 0.00 (10.0% Reduction) LOAD CASES: D Lp El E2 DeadLoad PosLiveLoad E E RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F MEMBER FORCES: dC D Lp El E2 @ i j i j i j i j P kips 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 Mmajor kip-ft -2.45 -17.05 1.21 -15.40 150.11 -114.84 154.00 -117.84 Mminor kip-ft -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 Vmajor kips 8.21 -10.02 4.15 -6.33 -33.12 -33.12 -33.98 -33.98 Vminor kips 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - wall infill at openings Building Code: UBC1 Page 5/10 08/11/05 14:51:05 CONCRETE BEAM INFORMATION: Beam Number: 166 Level: 3rd Shape: Rectangle Size: 3rd-8ft-7.25 Ix(in4) - 286708.5 Shear Ax (in2) = 471.25 Cracked Section for I: 0.35 f c (ksi) = 4.00 Length (ft) = 8.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 10 I-End (245.75,0.00) Depth (in) = 78.00 Iy(in4) = 2477.0 Shear Ay (in2) = 471.25 Poisson's Ratio = 0.20 Unit Wt(pcf)= 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (253.75,0.00) Width (in) - 7.25 J(in4) = 9327.84 Unit Wt-SelfWt (pcf) = 150.00 J-End Fix Fix Fix 0.00 (10.0% Reduction) LOAD CASES: D Lp El E2 DeadLoad PosLiveLoad E E RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F MEMBER FORCES: dC D Lp El E2 @ i j i j i j i 1 P kips 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 Mmajor kip-ft 6.21 -31.55 0.63 -17.02 125.41 -165.79 128.69 -170.07 Mminor kip-ft 0.00 0.00 -0.00 0.00 0.00 -0.00 0.00 -0.00 Vmajor kips 4.06 -15.07 2.68 -8.76 -36.40 -36.40 -37.35 -37.35 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - wall infill at openings Building Code: UBC1 Page 6/10 08/11/05 14:51:05 CONCRETE WALL INFORMATION: Wall Number: 47 Level Top: roof Bot: 3rd Thickness (in) = 7.30 f c (ksi) - 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 10 Column Line (225.58,0.00)-(230.75,0.00) Length (ft)-5.17 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp El E2 DeadLoad PosLiveLoad E E RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F MEMBER FORCES: LdC D Lp El E2 P kips 15.27 -0.37 -13.28 -13.67 Mmajor kip-ft -14.93 0.78 84.95 87.55 Vmajor kips -1.98 0.22 11.64 11.99 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - wall infill at openings Building Code: UBC1 7/10 08/11/05 14:51:05 CONCRETE WALL INFORMATION: Wall Number: 48 Level Top: roof Bot: 3rd Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs^l Frame Number: 10 Column Line (238.75,0.00)-(245-.75,0.00) Length (ft) = 7.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp El E2 DeadLoad PosLiveLoad E E RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F MEMBER FORCES: LdC D Lp El E2 P kips 21.98 -1.36 -0.03 -0.03 Mmajor kip-ft 20.86 14.07 203.24 209.20 Vmajor kips 2.82 1.90 26.62 27.40 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - wall infill at openings Building Code: UBC1 Page 8/10 08/11/05 14:51:05 CONCRETE WALL INFORMATION: Wall Number: 49 Level Top: roof Bot: 3rd Thickness (in) = 7.30 f c (ksi) - 4.00 Cracked Section for I: 0.35 NumofWallFEs^l Frame Number: 10 Column Line (253.75,0.00)-(258.92,0.00) Length (ft) = 5.17 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp El E2 DeadLoad PosLiveLoad E E RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F MEMBER FORCES: LdC D Lp El E2 P kips 15.45 1.72 13.31 13.70 Mmajor kip-ft 38.73 14.96 81.67 84.21 Vmajor kips 5.23 1.83 11.36 11.71 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - wall infill at openings Building Code: UBC1 \ T\ Page 9/10 08/11/05 14:51:05 CONCRETE BEAM INFORMATION: Beam Number: 147 Level: roof Shape: Rectangle Size: roof-7ft-7.25 Ix(in4) - 173695.5 Shear Ax (in2) = 398.75 Cracked Section for I: 0.35 f c (ksi) = 4.00 Length (ft) = 8.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 10 I-End (230.75,0.00) Depth (in) = 66.00 ly (in4) = 2095.9 Shear Ay (in2) = 398.75 Poisson's Ratio = 0.20 Unit Wt(pcf)= 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (238.75,0.00) Width (in) - 7.25 J (in4) = 7803.53 Unit Wt-SelfWt (pcf) - 150.00 J-End Fix Fix Fix 0.00 (10.0% Reduction) LOAD CASES: D Lp El E2 DeadLoad PosLiveLoad E E RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F MEMBER FORCES: LdC @ D Lp El E2 i p kips 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft -4.23 -8.31 1.54 -1.39 55.34 -50.91 56.99 -52.39 Mminor kip-ft 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 5.84 -6.91 -0.37 -0.37 -13.28 -13.28 -13.67 -13.67 Vminor kips 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - wall infill at openings Building Code: UBC1 >age 10/10 08/11/05 14:51:05 CONCRETE BEAM INFORMATION: Beam Number: 155 Level: roof Shape: Rectangle Size: roof-7ft-7.25 Ix(in4) = 173695.5 Shear Ax (in2) = 398.75 Cracked Section for I: 0.35 f c (ksi) - 4.00 Length (ft) = 8.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 10 I-End (245.75,0.00) Depth (in) = 66.00 Iy(in4) = 2095.9 Shear Ay (in2) = 398.75 Poisson's Ratio - 0.20 Unit Wt(pcf)= 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (253.75,0.00) Width (in) = 7.25 J(in4) = 7803.53 Unit Wt-SelfWt (pcf) - 150.00 J-End Fix Fix Fix 0.00 (10.0% Reduction) LOAD CASES: D Lp El E2 DeadLoad PosLiveLoad E E RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F MEMBER FORCES: dC D Lp El E2 @ i j i j i j i j P kips -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 Mmajor kip-ft 3.26 -15.91 5.76 -8.03 52.11 -54.36 53.62 -56.00 Mminor kip-ft 0.00 0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 Vmajor kips 3.51 -9.24 -1.72 -1.72 -13.31 -13.31 -13.70 -13.70 Vminor kips 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings 08/16/05 08:57:48 V ^o p uR £0 L R £. o O 0 0 D Zo ' i ? *.r , t" * -'\* t| . s, ^ !/„/*. , ^,* * - i«- ; *-, « *- i- ^ - < ^P .1%^ * v;' M 6 / •".* 1' ' 7 'f •*. -*r ** N * h,i ^ ^ fls r, ^ n - -. ' , , 18 . -j *t* ^t * "- ; 18 ' ' «H * ~ \ "" - ^20." ~ i- -r^f.- ','20 ; * k * ^ > " - ',20 ^-^^ •* •^ -*« r1 ^ 's •>, s 22 ^ 4 *" * 1 % 22 t * - ^ , •*•*" "22 •. > > A *" "24 ' r* *" ' ^ v, 4, % 24•* *-r . ^' * -/" 24"r, i €- t '^ j- ^ 2^ ' 1. ^-He^ * ^26, *••>- ~ s-v* ^ <• ~-^r Z2Q M ^ a ^t \^'1; •* ; ,28 * i ' *T ,' n , ^ ^ ^ f * 28 « T- ) ?*. •i * 28 RflM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings 08/25/05 08:32:27 "I OJG "7 i m$$ffv}m iI 1 7 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 •P 7 Page 16/18 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 4 Level Top: roof Bot: 3rd Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs^l Frame Number: 1 Column Line (0.00,26.75)-(0.00,29.67) Length (ft) = 2.92 UnitWt(pcf) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 13.44 0.19 4.20 -13.51 -13.74 Mmajor kip-ft -18.02 -1.04 -5.54 81.66 82.28 Vmajor kips -2.47 -0.13 -0.79 10.84 10.95 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 17/18 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 5 Level Top: roof Bof. 3rd Thickness (in) = 7.30 f c (ksi) - 4.00 Cracked Section for I: 0.35 Mum of Wall FEs - 1 Frame Number: 1 Column Line (0.00,37.67)-(0.00,42.34) Length (ft) = 4.67 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC P kips D 21.47 Lp -0.51 Rfp 6.12 E7 1.94 E8 1.90 Mmajor kip-ft 13.22 0.18 12.02 158.18 161.18 Vmajor kips 1.98 0.03 1.78 20.88 21.32 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 18/18 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 6 Level Top: roof Bot: 3rd Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 1 Column Line (0.00,50.34)-(0.00,53.34) Length (ft) = 3.00 Unit Wt(pcf) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 9.65 0.31 0.83 11.57 11.84 Mmajor kip-ft 17.20 2.29 4.40 60.23 61.29 Vmajor kips 2.32 0.29 0.60 8.04 8.20 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 10/18 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 4 Level Top: 3rd Bot: 2nd Thickness (in) = 7.30 fc(ksi) - 4.00 Cracked Section for I: 0.35 NumofWallFEs= 1 Frame Number: 1 Column Line (0.00,26.75)-(0.00,29.67) Length (ft) - 2.92 Unit Wt (pcf) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRootLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 24.27 3.48 4.11 -42.41 -46.20 Mmajor kip-ft -3.82 -4.19 3.13 94.89 114.92 Vmajor kips -0.51 -0.60 0.47 13.16 16.01 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 11/18 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 5 Level Top: 3rd Bot: 2nd Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs= 1 Frame Number: 1 Column Line (0.00,37.67)-(0.00,42.34) Length (ft) = 4.67 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 37.29 5.74 4.94 1.31 1.23 Mmajor kip-ft 0.32 -2.89 0.39 216.93 258.53 Vmajor kips 0.03 -0.42 0.05 29.44 35.28 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 12/18 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 6 Level Top: 3rd Bot: 2nd Thickness (in) = 7.30 f c (ksi) - 4.00 Cracked Section for I: 0.35 NumofWallFEs= I Frame Number: 1 Column Line (0.00,50.34)-(0.00,53.34) Length (ft) = 3.00 Unit Wt (pet) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rip El E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAiMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D LP Rfp E7 E8 P kips 21.83 2.94 2.10 41.10 44.97 Mmajor kip-ft 10.30 2.35 1.44 110.32 130.53 Vmajor kips 1.48 0.35 0.21 15.42 18.29 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 4/18 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 4 Level Top: 2nd Bot: Base Thickness (in) = 7.30 f c (ksi) - 4.00 Cracked Section for I: 0.35 NumofWallFEs= 1 Frame Number: 1 Column Line (0.00.26.75)-(0.00,29.67) Length (ft) = 2.92 Unit Wt (pcf) = 150.00 Poisson's Ratio - 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delfa: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoo fLi veLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 34.68 7.08 3.80 -83.87 -96.91 Mmajor kip-ft -4.99 -2.03 -0.19 168.82 207.40 Vmajor kips -0.63 -0.25 -0.02 20.36 25.06 HOPE Member Forces RAM Frame v9,0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 5/18 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 5 Level Top: 2nd Bot: Base Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 Num of Wall FEs = 1 Frame Number: 1 Column Line (0.00,37.67)-(0.00,42.34) Length (ft) = 4.67 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:LOO LOAD CASES: D LP Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97^Y_+E_F + Ey+ EQJUBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 55.38 10.85 4.98 -1.01 -1.18 Mmajor kip-ft 1.13 -1.40 1.13 -313.63 384.75 Vmajor kips 0.18 -0.15 0.16 36.44 44.88 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 6/18 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 6 Level Top: 2nd Bot: Base Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 1 Column Line (0.00,50.34)-(0.00,53.34) Length (ft)-3.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp , Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 33.02 5.96 2.37 84.88 98.10 Mmajor kip-ft 4.94 0.39 0.43 171.65 211.25 Vmajor kips 0.64 0.06 0.06 20.65 25.46 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 7 Level Top: 2nd Bot: Base Thickness (in) = 20.00 f c (ksi) - 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 1 Column Line (0.00,53.42)-(0.00,60.17) Length (ft) = 6.75 UnitWt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 115.44 27.55 4.91 -489.11 -568.49 Mmajor kip-ft -14.77 -11.70 -1.18 1276.22 1559.57 Vmajor kips -1.89 -1.39 -0.05 135.38 166.81 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 2/3 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 8 Level Top: 2nd Bot: Base Thickness (in) = 12.00 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 1 Column Line (0.00,60.17)-(0.00,73.17) Length (ft) =13.00 Unit Wt(pcf) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 130.40 27.80 3.41 -0.10 -0.10 Mmajor kip-ft -8.40 -11.12 -3.79 2153.35 2596.15 Vmajor kips -0.17 -0.50 -0.09 175.99 216.37 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 3/3 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 9 Level Top: 2nd Bot: Base Thickness (in) = 20.00 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 1 Column Line (0.00,73.17)-(0.00,79.92) Length (ft) - 6.75 UnitWt(pcf) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:LOO LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 106.76 18.65 0.99 489.21 568.59 Mmajor kip-ft 7.96 0.71 -1.12 1274.44 1557.81 Vmajor kips 1.42 0.42 -0.05 135.12 166.55 0)-do CQ •H CQ flS 00 CN in uno COo mDiC-H C0)ao T) <U i en ic OJ 0) -H| tn <u H W 05fa CQpa oi < CO CM Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 42 Level Top: 3rd Bot: 2nd Thickness (in) = 12.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 3 Column Line (194.00,66.00)-( 194.00,69.25) Length (ft) = 3.25 UnitWt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp El E8 P kips 24.73 13.81 3.83 -73.93 -70.72 Mmajor kip-ft 12.54 32.27 3.71 423.56 388.12 Vmajor kips 1.82 4.67 0.55 59.29 54.28 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code :UBC1 Page 2/11 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 43 Level Top: 3rd Bot: 2nd Thickness (in) =12.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 3 Column Line (194.00,69.25)-(194.00,79.25) Length (ft) = 10.00 UnitWt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 75.44 33.74 8.23 -29.21 -28.56 Mmajor kip-ft 23.51 77.83 6.59 1622.46 1499.62 Vmajor kips 3.27 12.56 1.54 198.01 182.08 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 3/11 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 44 Level Top:3rd Bot: 2nd Thickness (in)-12.00 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 3 Column Line (194.00,79.25)-(194.00,85.00) Length (ft) = 5.75 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 45.06 14.12 2.55 132.66 126.05 Mmajor kip-ft 2.03 38.26 4.74 863.84 794.23 Vmajor kips 0.10 5.68 0.77 114.93 105.37 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 4/11 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 45 Level Top: 3rd Bot: 2nd Thickness (in) = 20.00 f c (ksi) - 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 3 Column Line (194.00,95.00)-(194.00,99.92) Length (ft) = 4.92 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRooiLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 57.91 3.43 0.68 142.02 137.37 Mmajor kip-ft 5.21 21.26 2.11 476.24 421.90 Vmajor kips 1.13 3.13 0.33 49.36 42.47 HOPE Member Forces RAM-Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 5/1 1 08/25/05 14:39:14 CONCRETE COLUMN INFORMATION: Column Number: 15 Level Top: 3rd Bot: 2nd Shape: Rectangle Ix (in4) - 8748.0 Shear Ax (in2) = 270.00 Cracked Section for I: 0.70 f c (ksi) = 4.00 Orientation (deg) = 0.00 INPUT PARAMETERS: Frame Number: 3 Column Line (194.00,66.00) Depth (in) = 18.00 ly (in4) = 8748.0 Shear Ay (in2) = 270.00 Poisson's Ratio = 0.20 UnitWt(pcf)= 150.00 Length (ft) = 14.00 Width(in) = 18.00 J(in4) = 12947.04 Unit Wt-SelfWt (pcf) = 150.00 Fixity Major Axis: Minor Axis: Torsion: Joint Face Dist (in): Major: Minor: Rigid End Zone (in): Major: Minor: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base LOAD CASES: D DeadLoad Lp PosLiveLoad Scale Rfp PosRoofLiveLoad E7 Y+ E8 Y- MEMBER FORCES: LdC @ D T B Lp T B Rfp T B E7 T B E8 T P kips 47.59 47.59 13.07 13.07 4.72 4.72 -171.54 -171.54 -164.13 Top Fix Fix Fix 0.00 0.00 0.00 0.00 At Face of Joint Factor: 1.00 RAMUSER RAMUSER RAMUSER EQ UBC97 Y +E F EQ_UBC97_Y_-E_F 4 Mmajor Mminor kip-ft kip-ft 0.00 -0.52 0.02 0.42 0.00 -0.63 -0.01 0.52 -0.00 -0.12 0.00 0.06 0.00 -12.94 -0.20 17.98 -0.00' -11.74 Bottom Fix Fix Fix 0.00 0.00 0.00 (10. 0.00 (10. f Ey+ -Ey+ Vmajor kips 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.01 -0.01 -0.01 .0% Reduction) .0% Reduction) Vminor kips 0.07 0.07 0.08 0.08 0.01 0.01 2.21 2.21 2.02 Tors kip-ft -0.01 -0.01 -0.00 -0.00 0.00 0.00 0.01 0.01 -0.08 HOPE Member Forces RAM Frame v9.0 . jf / / Page 6/11 HOPE Engineering DataBase: 24hr - punched openings 08/25/05 14:39:14 Building Code: UBC1 LdC @ P Mmajor Mminor Vmajor Vminor Tors B -164.13 -0.19 16.56 -0.01 2.02 -0.08 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 7/11 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 42 Level Top: roof Bot: 3rd Thickness (in) = 12.00 fc(ksi) = 4.00 Cracked Section for I: 0.35 Num of Wall FEs = 1 Frame Number: 3 Column Line (194.00,66.00)-(194.00,69.25) Length (ft) = 3.25 Unit Wt (pet) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 11.58 0.20 5.58 12.01 11.95 Mmajor kip-ft -17.17 5.41 3.46 491.52 492.43 Vmajor kips -2.43 0.68 0.50 63.36 63.49 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 8/11 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 43 Level Top: roof Bot: 3rd Thickness (in) = 12.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 3 Column Line (194.00,79.25)-(194.00,85.00) Length (ft) = 5.75 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rip E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 29.75 0.90 5.00 -13.55 -12.68 Mmajor kip-ft -12.14 1.22 -3.42 965.06 961.44 Vmajor kips -1.42 0.18 -0.40 123.97 123.38 HOPE Member Forces RAM Frame v.9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 9/11 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 44 Level Top: roof Bot: 3rd Thickness (in) = 20.00 fc(ksi) - 4.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 3 Column Line (194.00,95.00)-(194.00,99.92) Length (ft) = 4.92 UnitWt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F. + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 29.46 -0.38 0.68 64.98 64.28 Mmajor kip-ft 28.76 -9.89 -2.28 393.39 404.23 Vmajor kips 3.93 -0.88 -0.11 58.20 58.67 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 V Page 10/11 08/25/05 14:39:14 CONCRETE COLUMN INFORMATION: Column Number: 14 Level Top: roof Bot: 3rd Shape: Rectangle Ix(in4) = 8748.0 Shear Ax (in2) - 270.00 Cracked Section for I: 0.70 fc(ksi) = 4.00 Orientation (deg) = 0.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Joint Face Dist (in): Major: Minor: Rigid End Zone (in): Major: Minor: Member Force Output: P-Delta: Yes Diaphragm: None Ground Level: Base Frame Number: 3 Column Line (194.00,66.00) Depth (in) = 18.00 ly (in4) = 8748.0 Shear Ay (in2) = 270.00 Poisson's Ratio - 0.20 UnitWt(pcf)= 150.00 Length (ft) - 15.00 Width(in) - 18.00 J(in4) = 12947.04 Unit Wt-SelfWt (pcf) - 150.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- MEMBER FORCES: LdC ( D Lp Rfp E7 E8 T B T B T B T B T Scale ad P kips 18.72 18.72 -0.72 -0.72 7.14 7.14 •63.44 •63.44 •63.55 Top Fix Fix Fix 0.00 ,0.00 0.00 0.00 At Face of Joint Factor: 1 .00 RAMUSER RAMUSER RAMUSER EQ UBC97 Y +E F- EQ_UBC97_Y_-E_F 4 Mmajor Mminor kip-ft kip-ft 0.00 0.93 0.00 -0.32 0.00 -0.07 0.00 0.26 -0.00 -0.11 -0.00 0.02 0.00 -12.16 0.00 21.76 -0.00 -12.19 Bottom Fix Fix Fix 0.00 0.00 0.00 (10. 0.00 (10. f Ey+ - Ey+ Vmajor kips 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 .0% Reduction) .0% Reduction) Vminor kips -0.08 -0.08 0.02 0.02 0.01 0.01 2.26 2.26 2.27 Tors kip-ft 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 HOPE Member Forces RAMFramev9.0 ' if. Page 11/11 HOPE Engineering DataBase: 24hr - punched openings 08/25/05 14:39:14 Building Code: UBC1 LdC @ P Mmajor Mminor Vmajor Vminor Tors B -63.55 -0.00 21.79 -0.00 2.27 0.00 co LD [-•o LDO CN COo CQcn •Hc0)ao TJ OJ uada S-i;tC0) -H ^ w toptl pQ W rfl So rt! •j*" % , \; v * t : . . .CO ^ LO t- > * ^ - -•- rlcM :/- m-•, f r ,jv S 0^ 10 3 x •• i O) LO ^ ' <f ' > 00 LO a r, ^ ' " > -N-. ; LO CO LO *' ^ \ t ™* -* * ( Csl , ^ ,« £Q Zt- ( *1 «~ * 1 ^ ^^^ ^s ' -I * * r , * !"• "* O^, ,co i, O) : LO,. ff-"*11 '< , s ~~~v ^ % r H ^ -V ** /.COLO * - ic K10 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 56 Level Top: 3rd Bot: 2nd Thickness (in) = 12.00 f c (ksi) = 4,00 Cracked Section for I: 0.35 NumofWallFEs- 1 Frame Number: 5 Column Line (259.00,0.08)-(259.00,3-00) Length (ft) = 2.92 Unit Wt(pcf) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 33.59 3.93 0.73 -67.31 -61.40 Mmajor kip-ft -21.71 -20.20 -6.25 313.22 264.12 Vmajor kips -3.08 -2.85 -0.90 43.06 36.22 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code :UBC1 Page 2/9 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 57 Level Top: 3rd Bot: 2nd Thickness (in) = 12.00 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 5 Column Line (259.00,11.00)-(259.00,14.00) Length (ft) -3.00 UnitWt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ^UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 37.96 4.99 2.42 -32.33 -28.48 Mmajor kip-ft -25.38 -26.45 -8.68 500.70 426.19 Vmajor kips -3.57 -3.74 -1.25 70.31 59.79 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 3/9 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 58 Level Top: 3rd Bot:2nd Thickness (in) =12.00 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 5 Column Line (259.00,22.00)-(259.00,27.50) Length (ft) = 5.50 Unit Wt (pcf) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 49.94 12.77 7.58 -69.12 -59.06 Mmajor kip-ft -35.02 -68.72 -6.43 884.79 763.69 Vmajor kips -4.01 -9.75 -0.79 119.48 103.08 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code :UBC1 Page 4/9 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 59 Level Top: 3rd Bot: 2nd Thickness (in) - 12.00 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs= 1 Frame Number: 5 Column Line (259.00,27.50)-(259.00,34.00) Length (ft) = 6.50 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pet) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D LP Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y^+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 39.13 14.09 6.54 52.78 47.06 Mmajor kip-ft -44.99 -84.43 -7.59 1020.59 882.46 Vmajor kips -4.86 -12.00 -0.90 135.49 117.12 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 08/25/05 14:39:14 CONCRETE COLUMN INFORMATION: Column Number: 20 Level Top: 3rd Hot: 2nd Shape: Rectangle [\ (in4) = 8748.0 Shear Ax (in2) = 270.00 Cracked Section for I: 0.70 f c (ksi) = 4.00 Orientation (deg) = 0.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Joint Face Dist (in): Major: Minor: Rigid End Zone (in): Major: Minor: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 5 Column Line (259.00,34.00) Depth (in) = 18.00 Iy(in4) = 8748.0 Shear Ay (in2) = 270.00 Poisson's Ratio = 0.20 Unit Wt(pcf) = 150.00 Length (ft) = 14.00 Width(in) = 18.00 J(in4) - 12947.04 Unit Wt-SelfWt (pcf) = 150.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- MEMBER FORCES: LdC ( D Lp Rfp E7 E8 T B T B T B T B T Scale >ad P kips 27.11 27.11 9.75 9.75 4.02 4.02 115.98 115.98 101.88 Top Fix Fix Fix 0.00 0.00 0.00 0.00 At Face of Joint Factor: 1.00 RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F - EQJJBC97_Y_-E_F -t Mmajor Mminor kip-ft kip-ft 0.00 0.21 -0.00 -1.03 0.00 1.16 -0.03 -1.18 -0.00 0.06 0.00 -0.13 -0.00 -14.99 0.06 20.31 0.00 -12.95 Bottom Fix Fix Fix 0.00 0.00 0.00 (10.0% 0.00 (10.0% f Ey+ - Ey+ Reduction) Reduction) Vmajor Vminor kips kips -0.00 -0.09 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.01 -0.09 -0.17 -0.17 -0.01 -0.01 2.52 2.52 2.18 Tors kip-ft -0.01 -0.01 -0.00 -0.00 0.00 0.00 0.01 0.01 -0.08 HOPE Member Forces _ RAM Frame v9.0 fr 7 Page 6/9 HOPE Engineering DataBase: 24hr - punched openings 08/25/05 14:39:14 Building Code: UBC1 LdC @ P Mmajor Mminor Vmajor Vminor Tors B 101.88 0.08 17.57 0.01 2.18 -0.08 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 7/9 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 50 Level Top: roof Bot: 3rd Thickness (in) = 12.00 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 5 Column Line (259.00,0.08)-(259.00,3.00) Length (ft) - 2.92 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 15.40 -0.54 -0.13 -10.43 -10.99 Mmajor kip-ft -21.32 4.16 3.40 43.72 52.19 Vmajor kips -2.93 0.50 0.43 7.09 8.03 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code:UBC1 Page 8/9 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wail Number: 51 Level Top: roof Bot: 3rd Thickness (in) = 12.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs = 1 Frame Number: 5 Column Line (259.00,11.00)-(259.00,14.00) Length (ft) = 3.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ey+ E+ MEMBER FORCES: LdC D LP Rfp E7 E8 P kips 16.70 1.09 0.79 -20.10 -18.37 Mmajor kip-ft -1.23 1.99 2.18 185.35 179.41 Vmajor kips -0.19 0.22 0.28 25.44 24.56 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 9/9 08/25/05 14:39:14 CONCRETE WALL INFORMATION: Wall Number: 52 Level Top: roof Bot: 3rd Thickness (in) - 12.00 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs = 1 Frame Number: 5 Column Line (259.00,22.00)-(259.00,27.50) Length (ft) = 5.50 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp E7 E8 DeadLoad PosLiveLoad PosRoofLiveLoad Y+ Y- RAMUSER RAMUSER RAMUSER EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Rfp E7 E8 P kips 36.14 -0.54 9.70 30.53 29.36 Mmajor kip-ft 28.44 -5.43 -0.86 178.02 183.80 Vmajor kips 3.12 -0.71 -0.71 27.17 27.10 4'-6' CO 7'-0* 3'-0 ? 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COO CDCN II II C I *J5 CD £ II CO oCN CN CO O5 0COCN in COCMCM CO COCM CO COCM in COCMCM CO COCNCM in 0 ^ ^ CO CO II II II II f- '« 'S,= ^ Q. m * — ' O "o c « o t. 5 UJ c i: s00 II *c COCOss h- COCO CO 00 CD05 q O5 qr-'O5 o 05 q O5 m COO5 d00 II II "c c b Ic (cracked)Cracking Moment MCOiri T— 05iri O)iri O5 iri iri O5iri CMiriCM CO iri n c Eccentric Load MsCO 00d m CMCM ^COCM q CO q CO r-. COCN CN CMCN II c Eccentric Load Mum •*co d Tf CO co m O5 1^CD 05 CD m CO 1^CO 05 in •«)• CD dTT CD in CMco r^•* CO n n c c 10 D "D T3CO COO O 22 0 OT5 "5 CD OCvl 00 0O)coQ. Zgw01 Q i or UJ Q Z UJ_] V) UJ UJ Qi UZou en CO O) o> o> (/) U (/>Q. Q. D. O LO OO •* OO i- o•t OCD II II II oq- O (D CD c c " O o ajO W DATA_iuz L «i .£ .£ .£ .£ .£ .£ ?£ o m in T- co cDin^— TfCMinor^in CM r*- oo m CM co m i~- d T~ co T- ii n u n n n n n n n n n n ^ST --' CD L. — . 10 CD .N i_ CO CM OT £ £ ra"So ~ "o ^- § § (5 -Q Qi • ' — ' -22 Q) r"~ fl* u» fV* . 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Oi OfuCOUJQ JM4,m CM '^ff 1 CM ^^in CM •«.*• *•-•, CM T™•^^» ,*•». CD CO CMT-•*^" <**^i *?CM **** ^-•t CM CM S g U | ANALYSIS VALUES00 CO CM O co inin inCM d in i~- co d 0 CMCO h- co d CO CO CO h-co d r-- T- co d O COin h- co d tr in•^ i-~ cd d r-- T- inCO O CO T^ d d u n ii n n ?£ ?£ .£ It -. in D °°.Q. 0 0 + 2> $<*» .ii?i< K < CO CD T- CO T °°. CD •*O O O5 T- m CM 03 & T-' ^d d in oo•* CO CD T- °? °9 d •*O O ^~ 00CO Tf O5 CM °° °° CM CMO O N. CO •* CM d d oo com re 00 CM°9 ® r--' oio o CD inin t in •* °? °°. CM 05o o o r--CO Tf °? °°. co •*o o 05 r^-m •* co in ,nq o P <£ d S oo co n n n n n u ii n .£ £ = 1 1 5"ra 2- ^o 8 S ,_ « ^^Q^ ™ tn -2 S*=*"°^- 'Snif'Jf^^cNOT 5 » £ c - o " »CC OQ.22LU ci: i in CO O) oiCD in ^ 05 COCO in T- 00 CO ^.in dOO 00T~ T- n n n c c c b5 01 — •§^3 ^. — .CD</3 -«: 01C/5 o Co ra •£ S^,§ & u O CO Oc\i •*"oo r-- CO O5 CM irico m CM CO in coT- CO CM CM iri iriT— T— CM CMiri iri CO N. 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X L.Q t3 £ '55<o 1 * 1 2050166Z o CO 1w 0)O)CO CL \ inoo CM CD CN .8(0Q Zo UJQ _] >> o: UJ Q UJ CO UJ UJ C£ozoo c n -JJ !e c o -• O Zs£z UJ ^(L 0 Q. O CD CO't o> u0) oCO r--cnen T- ,_ 1 : O r ^ 5. -c - C/) 0)C LL O Csj 'CD o m "ot CL £ " 9 CO JC 0)c CD«J e-o *•«(Oo 1- "SoDC O Oou. £il H "35crao.ESCRIPTION:Q ffi CM CM "?di CM ffl CM ^CO1CM ' ' CMT- T*1CM M C n coO >-£DESIGN SUMMA°S "I SS co o S9 en T- CM °° CN co $o>^dTl.co ^ ^ S? CM co S?co oo en oo & CD CO CD Jo • i- P-in c- "? n- 5? «N CN S?O T- o <° CM 00ggr^ ^CNCD °? «? 5S CN co S? O l{> CO 03 CO •*in CM ^f /-c Ti- coCO 00 ° ^ in . SP co ,— vp(D « *: o CD j: CO g ^ 0 CO CN ^ v° ,_ _,. >§ CO CD 03 00 S %f CO CO CN Q •* CO SSssS^s? CN^^dS^ O) • ^P CO ,— vOco gjco ^S^r CM CO ° J2 c 2" c C 2 3 £ "c~2j CL •— ^-> •o .^— o .Q r"Q) 'r; ^p us -4-j Oc *s 5s- T5 o '^o S ^ 8 ^5Itpll "0 c « i 'ft= P 8 -5 |> 80. C 0 6 .2>q= Q. 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'TCM tr - CF-- -••D= i o <L>to m fO HOPE Foundation Model Data RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Date: 08/26/05 10:11:26 SPREAD FOOTINGS GEOMETRY Length(ft) Footing # Location (ft) 7 8 9 10 11 12 14 15 16 18 19 20 21 22 23 24 25 26 27 28 29 30 37 38 39 40 41 55 56 (L-1.5) (L-2) (L-3) (L-3.5) (K-3) (K-2) (H-2) (H - 3) (H.2-1.5) (F-3) (F-2) (E-2) . (E-3) (D-3) (D-2) (C-2) (C-3) (B-3) (B-2) (11.00-3) (A. 1-1. 5) (A.2-1.2) (A - 88.50) (11.00-1) (23.50-1) (L-l.l) (L-3.9) (H.9 - 2) (G-3) Angle 90.00 0.00 0.00 90.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 90.00 90.00 0.00 0.00 LI lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(iVtax) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) 1 0.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) 3.50(Abs) lO.OO(Max) L2 lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) 3.50(Abs) lO.OO(Max) Width(ft) Wl lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) 3.50(Abs) lO.OO(Max) W2 Thickness (ft) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) lO.OO(Max) 3.50(Abs) lO.OO(Max) 5.00(Max) 5.00(Max) 5.00(Max) 5.00(Max) 5.00(Max) 5.00(Max) S.OO(Max) S.OO(Max) 5.00(Max) 5.00(Max) 5.00(Max) S.OO(Max) 5.00(Max) 5.00(Max) 5.00(Max) 5.00(Max) 5.00(Max) 5.00(Max) 5.00(Max) 5.00(Max) 5.00(Max) S.OO(Max) 5.00(Max) 5.00(Max) S.OO(Max) S.OO(Max) 5.00(Max) 1 .50(Abs) S.OO(Max) SPREAD Footing # 1 8 9 10 11 12 14 15 16 FOOTINGS Concrete f c (ksi) 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 MATERIAL PROPERTIES fct (ksi) CODE CODE CODE CODE CODE CODE CODE CODE CODE Density (pcf) 150.00 150.00 150.00 150.00 150.00 150.00 150.00 150.00 150.00 Type NW NW NW NW NW NW NW NW NW E(ksi) CODE CODE CODE CODE CODE CODE CODE CODE CODE Reinf. fy (ksi) 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 Soil Cap.(ksf) or Table Formula_0 Formula_0 Formula_0 Formula_0 Forraula_0 Formula_0 Formula_0 Formula_0 Formula 0 JHHimlanon f"ll Ji*^* RAM Foundation v9.0 • l^^i ••• HOPE Engineering 1 DataBase: 24hr - punched openin Footing # 18 19 20 21 22 23 24 25 26 27 28 29 30 37 38 39 40 41 55 '56 SPREAD f c (ksi) fct (ksi) Density (pel) 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE 150 150 150 150 150 150 150 150 150 150. 150 150 150 150, 150, 150, 150. 150, 150. 150. .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ,00 00 .00 00 00 i ivioae gs Type NW NW NW NW NW NW NW NW NW NW NW NW NW NW NW NW NW NW7 NW NW 1 1 ma F3 Page 2/7 Date: 08/26/05 10:11:26 E (ksi) fy (ksi) CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE CODE 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 or Table Formula^ Formula Formula Formula^ Formuia_ Formula Formula Formula Formula Formula Formula Formula Formula Formula Formula Formula Formula Formula Formula_ Formula_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 FOOTINGS SUPPORTED MEMBERS Column Footing # 7 8 9 10 11 12 14 15 16 18 19 20 21 22 23 24 25 26 27 28 29 Location (ft) (L (L (L (L (K (K (H (H (H (F (F (E (E (D (D (C (C (B (B (H -1.5) -2) -3) -3.5) -3) -2) -2) -3) .2-1.5) -3) -2) -2) -3) -3) -2) -2) -3) -3) -2) .00 - 3) (A. 1-1. 5) Size W10X33 W10X39 W10X39 W10X33 W10X33 W10X33 W 10X49 W 10X49 W10X33 W 10X49 W10X49 W 10X49 W10X49 W 10X49 W 10X49 W 10X49 W 10X49 W 10X49 W 10X49 HSS8X8X5/16 HSS6X6X3/116 Base Plate (in) Angle 90.00 0.00 0.00 90.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Length 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 Width 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 Foundation Model Data RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 3/7 Date: 08/26/05 10:11:26 Footing # Location (ft) Size Angle 30 (A.2-1.2) HSS6X6X1/4 0.00 37 (A -88.50) HSS4X4X1/4 0.00 38 (11.00-1) HSS4X4X1/4 0.00 39 (23.50-1) HSS4X4X5/16 0.00 40 (L-l.l) W10X33 90.00 41 (L-3.9) W10X33 90.00 55 (11.9-2) W10X39 0.00 56 (G-3) W10X49 0.00 CONTINUOUS FOOTINGS GEOMETRY Length (ft) Footing # Location (ft) 1 3 48 49 50 51 52 53 54 (35.58, 100.00) to (43.50, 100.00) (358.92, 0.00) (G-2) (259.00, 0.00) (0.00, 50.34) to (0.00, 53.34) (0.00, 0.00) to (0.00, 3.00) (234.00, 100.00) (0.00, 0.00) (270.00, 0.00) to (273.00, 0.00) Angle 0.00 0.00 0.00 0.00 90.00 90.00 90.00 90.00 0.00 LI 5.50(Abs) 3.50(Abs) 16.00(Abs) 5.00(Abs) 17.00(Abs) l.SO(Abs) 3.50(Abs) 2.50(Abs) 3.00(Abs) L2 5.50(Abs) 3.50(Abs) 15.50(Abs) 25.00(Abs) 17.00(Abs) 1.50(Abs) 3.50(Abs) 2.50(Abs) 3.00(Abs) Length 13.00 8.00 8.00 8.00 13.00 13.00 13.00 13.00 Width Wl 4.00(Abs) l.SO(Abs) 6.00(Abs) 6.00(Abs) 6.00(Abs) 6.00(Abs) 2.00(Abs) 2.50(Abs) 1.50(Abs) Width 13.00 8.00 8.00 8.00 13.00 13.00 13.00 13.00 (ft) W2 Thickness (ft) 4.00(Abs) l.SO(Abs) 6.00(Abs) 6.00(Abs) 6.00(Abs) 6.00(Abs) 2.00(Abs) 2.50(Abs) l.SO(Abs) 5.00(Abs) 2.00(Abs) 6.00(Abs) 6.00(Abs) 6.00(Abs) 6.00(Abs) 3.00(Abs) 4.00(Abs) 2.00(Abs) CONTINUOUS FOOTINGS MATERIAL PROPERTIES Footing # 1 *> 48 49 50 51 52 53 54 Concrete f c (ksi) 4,00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 fct (ksi) Density (pcf) CODE 1 50.00 CODE CODE CODE CODE CODE CODE CODE CODE 150.00 150.00 150.00 150.00 150.00 150.00 150.00 150.00 Type NW NW NW NW NW NW NW NW NW E (ksi) CODE CODE CODE CODE CODE CODE CODE CODE CODE Reinf. fy (ksi) "60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 Soil Cap.(ksf) or Table Formula 0 Formula 0 Formula_0 Formula_0 Formula_0 Formula 0 Formula 0 Formula 0 Formula 0 Foundation Model Data RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 4/7 Date: 08/26/05 10:11:26 CONTINUOUS FOOTINGS SUPPORTED Footing # 1 3 Column Location (ft) (35.58, 100.00) (35.50, 100.00) (56.50, 100.00) (64.58, 100.00) (77.75, 100.00) (92.75, 100.00) (98.08, 100.00) (111.25, 100.00) (126.25, 100.00) (131.58, 100.00) (144.75, 100.00) (159.75,. 100.00) (165.08, 100.00) (194.00, 99.92) (186.00, 100.00) (358.92, 0.00) (359.00, 0.00) (359.00, 11.00) (359.00, 22.00) (359.00, 25.08) (359.00, 36.00) (359.00, 47.00) MEMBERS Base Plate(in) Size 95.04x 7.30 7.30x48.00 96.00x 7.30 62.04x 7.30 84.00x 7.30 63.00x 7.30 62.04x 7.30 84.00x 7.30 63.00x 7.30 62.04x 7.30 84.00x 7.30 63.00x 7.30 95.04x 7.30 20.00x48.00 96.00x 7.30 7.30x18.00 36.00x 7.30 36.00x 7.30 36.00x 7.30 35.04x 7.30 36.00x 7.30 36.00x 7.30 Angle 0.00 90.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 90.00 0.00 0.00 90.00 90.00 90.00 90.00 90.00 90.00 Length N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Width N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Wall Location (ft) iEnd 35.58-100.00 Partial Wall 56.50-100.00 64.58-100.00 77.75-100.00 92.75-100.00 98.08-100.00 111.25-100.00 126.25-100.00 131.58-100.00 144.75-100.00 159.75-100.00 165.08-100.00 Partial Wall 186.00-100.00 Partial Wall 359.00- 0.00 359.00-11.00 359.00-22.00 359.00-25.08 359.00-36.00 359.00-47.00 jEnd 100.00-43.50 100.00-64.50 100.00-69.75 100.00-84.75 100.00-98.00 100.00-103.25 100.00-118.25 100.00-131.50 100.00-136.75 100.00-151.75 100.00-165.00 100.00-173.00 100.00-194.00 0.00-359.00 11.00-359.00 22.00-359.00 25.08-359.00 36.00-359.00 47.00-359.00 Foundation Model Data RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 5/7 Date: 08/26/05 10:11:26 Footing # 48 49 50 51 Location (ft) (359.00, 50.08) (359.00, 61.00) (359.00, 72.00) (359.00, 75.08) (358.92, 100.00) (359.00, 93.25) (G-2) (194.00, 66.00) (194.00, 69.25) (194.00, 79.25) (194.00, 85.00) (194.00, 95.00) (195.00-1) (194.00, 100.00) (259.00. 0.00) (258.92, 0.00) (259.00, 0.08) (259.00, 3.00) (259.00, 11.00) (259.00, 14.00) (259.00, 22.00) (259.00. 27.50) (259.00 - 34.00) (0.00, 50.34) (0.00, 53.42) (0.00,60.17) (0.00,73.17) (0.00, 0.00) (0.08, 0.00) Size 35.04x 7.30 36.00x 7.30 36.00x 7.30 80.04x 7.30 7.30x18.00 81.00x7.30 column 39.00x12.00 120.00x12.00 69.00x12.00 120.00x12.00 59.04x20.00 X 7.30x72.00 9.25x72.00 9.25x72.00 35.04x12.00 96.00x12.00 36.00x12.00 96.00x12.00 66.00x12.00 78.00x12.00 column 36.00x 7.30 81.00x20.00 156.00x12.00 81.00x20.00 36.00x7.30 7.30x72.00 Angle 90.00 90.00 90.00 90.00 0.00 90.00 0.00 90.00 90.00 90.00 90.00 90.00 0.00 0.00 0.00 0.00 90.00 90.00 90.00 90.00 90.00 90.00 0.00 90.00 90.00 90.00 90.00 90.00 0.00 Length N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Width N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A. iEnd 359.00-50.08 359.00-61.00 359.00-72.00 359.00-75.08 Partial Wall 359.00-93.25 194.00-66.00 194.00-69.25 194.00-79.25 194.00-85.00 194.00-95.00 Partial Wall Partial Wall Partial Wall 259.00- 0.08 259.00- 3.00 259.00-11.00 259.00-14.00 259.00-22.00 259.00-27.50 0.00-50.34 0.00-53.42 0.00-60.17 0.00-73.17 0.00- 0.00 Partial Wall jEnd 50.08-359.00 61.00-359.00 72.00-359.00 75.08-359.00 93.25-359.00 66.00-194.00 69.25-194.00 79.25-194.00 85.00-194.00 95.00-194.00 0.08-259.00 3.00-259.00 11.00-259.00 14.00-259.00 22.00-259.00 27.50-259.00 50.34-0.00 53.42-0.00 60.17-0.00 73.17-0.00 0.00- 0.00 Hf j^T" RAM Foundation v9-°• IV^I mm HOPE Engineering DataBase: 24hr - punched openings Footing # 52 53 Location (ft) (0.00,11.00) (0.00, 23.67) (0.00, 26.75) (0.00, 37.67) (234.00, 100.00) (234.08, 100.00) (245.00, 100.00) (256.00, 100.00) (259.08, 100.00) (270.00, 100.00) (281.00, 100.00) (284.08, 100.00) (295.00, 100.00) (306.00, 100.00) (309.08, 100.00) (320.00, 100.00) (331.00, 100.00) (334.08, 100.00) (352.25, 100.00) (359.00, 100.00) (0.00, 0.00) (0.08, 0.00) (13.25,0.00) (28.25, 0.00) (33.58,0.00) (46.75, 0.00) (61.75,0.00) (67.08, 0.00) (88.00, 0.00) (96.08, 0.00) Size 56.04x 7.30 36.00x 7.30 35.04x7.30 56.04x 7.30 7.30x24.00 35.04x 7.30 36.00x 7.30 36.00x 9.25 35.04x 9.25 36.00x 9.25 36.00x 9.25 35.04x9.25 36.00x 9.25 36.00x 9.25 35.04x9.25 36.00x 9.25 36.00x9.25 80.04x 7.30 80.04x 7.30 7.30x24.00 7.30x30.00 62.04x 7.30 84.00x 7.30 63.00x 7.30 62.04x7.30 84.00x 7.30 63.00x 7.30 95.04x 7.30 96.00x 7.30 62.04x 7.30 Angle 90.00 90.00 90.00 90.00 90.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 90.00 90.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Length N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Width N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A r / Page 6/7 Date: 08/26/05 10:11:26 iEnd 0.00-11.00 0.00-23.67 0.00-26.75 0.00-37.67 Partial Wall 234.08-100.00 245.00-100.00 256.00-100.00 259.08-100.00 270.00-100.00 281.00-100.00 284.08-100.00 295.00-100.00 306.00-100.00 309.08-100.00 320.00-100.00 331.00-100.00 334.08-100.00 352.25-100.00 Partial Wall Partial Wall 0.08- 0.00 13.25-0.00 28.25-0.00 33.58-0.00 46.75- 0.00 61.75-0.00 67.08- 0.00 88.00-0.00 96.08- 0.00 jEnd 11.00-0.00 23.67- 0.00 26.75- 0.00 37.67- 0.00 100.00-237.00 100.00-248.00 100.00-259.00 100.00-262.00 100.00-273.00 100.00-284.00 100.00-287.00 100.00-298.00 100.00-309.00 100.00-312.00 100.00-323.00 100.00-334.00 100.00-340.75 100.00-358.92 0.00- 5.25 0.00-20.25 0.00-33.50 0.00-38.75 0.00-53.75 0.00-67.00 0.00-75.00 0.00-96.00 0.00-101.25 NJT jl^"* RAM Foundation v9.0 • "V^l mm HOPE Engineering DataBase: 24hr - punched openings Footing # Location (ft) Size (109.25,0.00) 84.00x7.30 (124.25, 0.00) 63.00x 7.30 (129.58, 0.00) 62.04x 7.30 (142.75, 0.00) 84.00x 7.30 (157.75,0.00) 63.00x7.30 (163.08, 0.00) 62.04x 7.30 (176.25,0.00) 84.00x7.30 (191.25,0.00) 63.00x7.30 (196.58,0.00) 95.04x7.30 (217.50,0.00) 96.00x7.30 (225.58, 0.00) 62.04x 7.30 (238.75, 0.00) 84.00x 7.30 (253.75, 0.00) 62.04x 9.25 (259.00,0.08) 12.00x30.00 (259.00, 0.00) 36.00x 9.25 54 (270.00,0.00) 36.00x9.25 (281.00,0.00) 36.00x9.25 (284.08, 0.00) 35.04x 9.25 (295.00, 0.00) 36.00x 9.25 (306.00, 0.00) 36.00x 9.25 (309.08, 0.00) 35.04x 9.25 (320.00, 0.00) 36.00x 9.25 (331.00,0.00) 36.00x9.25 (334.08, 0.00) 35.04x 9.25 (345.00, 0.00) 36.00x 7.30 (356.00, 0.00) 35.04x 7.30 (359.00,0.00) 7.30x18.00 Angle 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 90.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 90.00 Length N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Width N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A ro Page 7/7 Date: 08/26/05 10:11:26 iEnd 109.25-0.00 124.25-0.00 129.58-0.00 142.75- 0.00 157.75-0.00 163.08-0.00 176.25-0.00 191.25-0.00 196.58-0.00 217.50-0.00 225.58- 0.00 238.75-0.00 253.75-0.00 Partial Wall 259.00- 0.00 270.00- 0.00 281.00-0.00 284.08- 0.00 295.00- 0.00 306.00- 0.00 309.08-0.00 320.00- 0.00 331.00-0.00 334.08- 0.00 345.00- 0.00 356.00-0.00 Partial Wall j End 0.00-116.25 0.00-129.50 0.00-134.75 0.00-149.75 0.00-163.00 0.00-168.25 0.00-183.25 0.00-196.50 0.00-204.50 0.00-225.50 0.00-230.75 0.00-245.75 0.00-258.92 0.00-262.00 0.00-273.00 0.00-284.00 0.00-287.00 0.00-298.00 0.00-309.00 0.00-312.00 0.00-323.00 0.00-334.00 0.00-337.00 0.00-348.00 0.00-358.92 HOPE Foundation Design Criteria RAM Foundation v9.0 . HOPE Engineering DataBase: 24Hr7-14 Date: 08/26/05 08:25:15 REINFORCEMENT PROPERTIES TABLE: ramastm CODE ACI318-02 Check ACI 318-02 Sec 15.4.4.2 (Center Strip Reinforcement) FORCES Forces on Gravity Members from RAM Steel. DESIGN METHOD For footings of equal dimensions , select one footing design based on controlling steel. Design Pile Caps Based on Pile Load. DESIGN OPTIONS Include Moment Due to Shear in Column for Spread Footings True Include Moment Due to Shear in Column for Continuous Footings True Include Moment Due to Shear in Column for Pile Caps True Include Spread Footing Self-Weight When Checking Soil Stress False Keep Spread Footing Square During Optimization True Increase Spread Footing Size to Prevent Uplift in Concrete Load Combinations True Max Width to Depth Ratio for Design of Continuous Footing as Beam 3.00 REINFORCEMENT Clear Bar Spacing-Shear (in) Clear Bar Spacing-Flexure (in) Reinforcement Ratio Max: Max: Max: CODE Min: CODE Min: CODE Min: Clear Bar Cover (in) Top: CODE Bottom: Bar Sizes Considered - Shear: #3: #4: #5: #6: #7: #8: #9: #10: #11: Bar Sizes Considered - Flexure: #3: #4: #5: #6: #7: #8: #9: #10: #1 CODE CODE CODE CODE #14: #18 1-#14:#18 Side: CODE REINFORCEMENT SELECTION Min. number of bars in footing 4 Keep all bars in spread footing layer the same True Adjacent bars in continuous footing may differ in size by 1 Segment Spacing Increment (in) 12.00 Shear Bar Spacing Increment (in) 3.00 Selection Method Min reinf area For Square Spread Footings Keep Same Quantity and Size Bars for Layer True OPTIMIZATION CRITERIA - SPREAD/CONTINUOUS Min. Dimensions Edge of Base Plate to Edge of Footing (in) 12.00 Min. Plan Dimensions (in) 18.00 Paa.DimensiojQTncxemenLCin) 6.00 HOPE Foundation Design Criteria RAM Foundation v9.0 HOPE Engineering DataBase: 24Hr7-14 Page 2/4 Date: 08/26/05 08:25:15 Min. Thickness (in) Thickness Increment (in) Uplift Safety Factor Minimum Ratio, 18.00 6.00 1.50 OPTIMIZATION CRITERIA - PILE/PILE CAP Edge to Center of Pile Spacing is Maximum of: Multiple of Pile Dimension Edge to Center Distance (in) _ Clear from Face of Pile (in) Center to Center Spacing of Piles is Maximum of: Multiple of Pile Dimension Center to Center Distance (in) Clear from Face of Pile (in) Min. Thickness (in) Thickness Increment (in) 0.00 21.00 9.00 3.00 36.00 24.00 24.00 6.00 PILE DEFINITIONS Label Diameter (in) Capacity Compression (kip) Tension (kip) Shear (kip) PILE CONFIGURATION Rows Parallel to Label Major Minor 3 Pile Group 3 0 5 Pile Group 5 0 7 Pile Group 7 0 SOIL DEFINITIONS Fixed Capacities (ksf) : Soil Tables: Name: Formula 4 Depth (ft) 1.00 1.50 2.00 2.50 3.00 3.50 4.00 1.00 1.50 2.00 2.50 3.00 3.50 2.00 ; 4.00 ; 3.00 Min Dim. (ft) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.50 2.50 2.50 2.50 2.50 2.50 Capacity (ksf) 2.00 2.25 2.50 2.75 3.00 3.25 3.50 2.15 2.40 2.65 2.90 3.15 3.40 Elastic Modulus (ksf/ ft) Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Foundation Design Criteria HOPE RAM Foundation v9.0 HOPE Engineering DataBase: 24Hr7-14 Depth (ft) Min Dim 4.00 1.00 1.50 2.00 2.50 3.00 3.50 4.00 1.00 1.50 2.00 2.50 3.00 3.50 4.00 1.00 1.50 2.00 2.50 3.00 3.50 4.00 1.00 1.50 2.00 2.50 3.00 3.50 4.00 1.00 1.50 2.00 2.50 3.00 3.50 4.00 1.00 1.50 2.00 2.50 3.00 3.50 4.00 1.00 1.50 .(ft) 2.50 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.50 4.50 4.50 4.50 4.50 4.50 4.50 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.50 5.50 5.50 5.50 5.50 5.50 5.50 6.00 6.00 Capacity (ksf) 3.50 2.30 2.55 2.80 3.05 3.30 3.50 3.50 2.45 2.70 2.95 3.20 3.45 3.50. 3.50 2.60 2.85 3.10 3.35 3.50 3.50 3.50 2.75 3.00 3.25 3.50 3.50 3.50 3.50 2.90 3.15 3.40 3.50 3.50 3.50 3.50 3.05 3.30 3.50 3.50 3.50 3.50 3.50 3.20 3.45 HI Page 3/4 Date: 08/26/05 08:25:15 Elastic Modulus (ksf / ft) Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined HOPE Foundation Design Criteria RAM Foundation v9.0 HOPE Engineering DataBase: 24Hr7-14 Page 4/4 Date: 08/26/05 08:25:15 Depth (ft) Min Dim. (ft) Capacity (ksf) Elastic Modulus (ksf/ ft) 2.00 2.50 3.00 3.50 4.00 1.00 1.50 2.00 2.50 3.00 3.50 4.00 1.00 1.50 2.00 2.50 3.00 3.50 4.00 6.00 6.00 6.00 6.00 6.00 6.50 6.50 6.50 6.50 6.50 6.50 6.50 7.00 7.00 7.00 7.00 7.00 7.00 7.00 3.50 3.50 3.50 3.50 3.50 3.35 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined Not Defined CN p oo u< ijT3OU .SP'35uQ •**t; I <2s '3 35 a.oH "c i i. dso-*•* "o 2- «£"--» £? **"* .-*•* 'SC i Q CO •+•*?! C ,JJ*;_o —S OH O•*•* ]5 "S ^*^d* o [i^s> « css- o "3st esCu t— ^j«--£ ^u IS .e 2 ^ j—•*.*KfiO4JC J o0fc ~^^oU 12^ £ ^3 i £"Sic J .a 5 ^, ^ j- be (U -J <uGOZ <L>Coz m ~ioo in =)* OO 0O o SOJ~;o ro CDm 1 — h (^ O 'NO O 0 SO O O O^^ , s 0 o -Noo Tj-rO i OO r— ' ' 0GO 0> Oz £•**. ~tON £ — . I ON. 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Parallel to 0.00 3.00 3.00 1.50 Length 15 - #3 Footing Column Location: Column Orientation (deg): Width: 15- #3 (11.00-1) 0.00 Concrete fc(ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 EC (ksi): 3320.56 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS4X4X1/4 Base Plate Dimensions (in) 8.00 x 8.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Axial (kip) Dead Load: Dead Load: Pos. Live: Pos. Roof: CONCRETE CAPACITY Required Shear (kip) Provided Shear: (kip) Required Moment: (kip-ft) Provided Moment: (kip-ft) Required Punching Shear: (kip) Provided Punching Shear: (kip) 0.000 6.58 0.00 5.73 Major 0.12 49.44 4.44 77.06 11.50 223.05 Live Load: Neg. Live: Neg. Roof: Ld Co/Code Ref. 6 Sec. 11.5.4.1 6 0.000 0.00 0.00 Minor Ld Co/Code Ref. 0.30 6 48.19 Sec. 11.5.4.1 4.44 6 75.02 REINFORCEMENT (Controlling Steel grouping not performed) Bottom Bars Parallel to Bar Quantity/Bar Size: Required Steel/Provided Steel (in2) Required Steel Code Ref. Bar Spacing (in) Bar Depth (in) Length 15-#3 1.59/1.65 Sec. 7.12 2.11 14.75 Top Bars Parallel to Cover (in) SOIL CAPACITY Top N/A Bottom: 3.00 Allowable Soil Bearing Capacity (ksf) Max Unfactored Soil Bearing (ksf) Max Average Unfactored Soil Bearing (ksf) Max Soil Bearing for Factored Design (ksf) Max Average Soil Bearing for Factored Design (ksf) Width 15-#3 1.59/1.65 Sec. 7.12 2.11 14.38 Side: 3.00 2.85 1.37 1.37 1.90 1.90 Length None None None None None LdCo 43 43 6 6 Width None None None None None HOPE Spread Footing Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 2/2 Design Code: ACI318-95 FOOTING DESIGN Footing # 39 Footing Orientation (deg):. Length (ft): Width (ft): Thickness (ft): Bottom Reinf. Parallel to Length 0.00 3.00 3.00 1.50 15-#3 Footing Column Location: _ Column Orientation (deg): __ (23.50- 1) 0.00 Width: 15- #3 Concrete fc (ksi): 3.00 Reinf. fy (ksi): 60.00 fct (ksi): CODE Density (pet): 150.00 EC (ksi): 3320.56 INPUT DATA Column Size: HSS4X4X5/16 Base Plate Dimensions (in) 8.00 x 8.00 LOADS Percent of overhang to assume Rigid: 50.00 Surcharge (ksf) Axial (kip) Dead Load: Dead Load: Pos. Live: Pos. Roof: CONCRETE CAPACITY Required Shear (kip) Provided Shear: (kip) Required Moment: (kip-ft) Provided Moment: (kip-ft) Required Punching Shear: (kip) Provided Punching Shear: (kip) 0.000 0.82 0.00 0.71 Major 0.01 49.44 0.55 77.06 1.44 223.05 Live Load: Neg. Live: Neg. Roof: Ld Co/Code Ref. 6 Sec. 11.5.4.1 6 0.000 0.00 0.00 Minor Ld Co/Code Ref. 0.04 6 48.19 Sec. 11.5.4.1 0.55 6 75.02 REINFORCEMENT (Controlling Steel grouping not performed) Bottom Bars Parallel to Top Bars Parallel to Bar Quantity/Bar Size: Required Steel/Provided Steel (in2) Required Steel Code Ref. Bar Spacing (in) Bar Depth (in) Length 15-#3 1.59/1.65 Sec. 7.12 2.11 14.75 Cover (in) Top N/A Bottom: 3.00 SOIL CAPACITY Allowable Soil Bearing Capacity (ksf) Max Unfactored Soil Bearing (ksf) Max Average Unfactored Soil Bearing (ksf) Max Soil Bearing for Factored Design (ksf) Max Average Soil Bearing for Factored Design (ksf) Width 15-#3 1.59/1.65 Sec. 7.12 2.11 14.38 Side: 3.00 2.85 0.17 0.17 0.24 0.24 Length None None None None None LdCo 43 43 6 6 Width None None None None None HOPE Spread Footing Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Design Code: ACI318-95 FOOTING DESIGN Footing # 7 Footing Orientation (deg): Length (ft): Width (ft): Thickness (ft): Bottom Reinf. Parallel to Length 90.00 5.00 5.00 1.50 10-#4 Footing Column Location: Column Orientation (deg): (L-1.5) 0.00 Width: 10-#4 Concrete fc (ksi): 3.00 let (ksi): CODE Density (pet): 150.00 EC (ksi): 3320.56 Reinf. fy (ksi): 60.00 Safety Factor Overturning:Major.44.1 (63) Minor N/A INPUT DATA Column Size: W10X33 Base Plate Dimensions (in)13.00x13.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksi) Axial (kip) Dead Load: Dead Load: Pos. Live: Pos. Roof: CONCRETE CAPACITY Required Shear (kip) Provided Shear: (kip) Required Moment: (kip-ft) Provided Moment: (kip-ft) Required Punching Shear: (kip) Provided Punching Shear: (kip) REINFORCEMENT Bar Quantity/Bar Size: Required Steel/Provided Steel (in2) Required Steel Code Ref. Bar Spacing (in) Bar Depth (in) 0.000 28.41 44.39 0.00 Major 17.22 82.40 44.18 125.73 87.61 274.59 Bottom Bars Parallel to Live Load: Neg. Live: Neg. Roof: Ld Co/Code Ref. 2 Sec. 11.5.4.1 7 0.000 0.00 0.00 Minor Ld Co/Code Ref. 18.41 2 79.61 Sec. 11.5.4.1 44.75 2 123.87 Top Bars Parallel to Length 10-#4 2.00/2.00 Sec. 7.12 5.94 14.75 Width 10-#4 1.95/2.00 Sec. 7.12 5.94 14.25 Cover (in) SOIL CAPACITY Top N/A Bottom: 3.00 Side: Allowable Soil Bearing Capacity (ksf) Max Unfactored Soil Bearing (ksf) Max Average Unfactored Soil Bearing (ksf) Max Soil Bearing for Factored Design (ksf) Max Average Soil Bearing for Factored Design (ksf) 3.00 3.45 3.01 2.91 4.34 4.20 Length None None None None None LdCo 43 43 9 9 Width None None None None None HOPE Continuous Foundation Design—: RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Design Code: ACI318-95 FOOTING DESIGN - AS BEAM Footing # I Length (ft): 169.42 Width (ft): 8.00 Thickness (ft): 5.00 Footing Orientation (deg): _ 0.00° Concrete fc (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 EC (ksi): 3834.25 Reinf. fy (ksi): 60.00 LOADS Surcharge (ksf) Dead Load: 0.00 Live Load: 0.00 REINFORCEMENT Top Longitudinal Flexure Reinforcement: 56.63 Top Bars 6-#3 12-#4 10-#3 10-#3 9-#4 6-#3 9-#3 9-#3 6-#3 9-#4 14-#5 16-#5 25-#5 6-#4 Bot. Bars 6-#5 8-#6 7-#5 6-#5 6-#5 8-#5 13-#6 12-#7 25-#7 Bar Depth (in) Seg. Num. 1 2 -i 4 5 6 7 8 9 10 11 12 13 14 Spacing Start/End (ft) O.OO/ 9.00 9.00/30.00 30.00/37.00 37.00/51.00 51.00/65.00 65.00/71.00 71.00/85.00 85.00/99.00 99.00/104.00 104.00/118.00 118.00/132.00 132.00/139.00 139.00/160.00 160.00/169.42 56.63 Bar End Condition Start/End H/S s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s S/H Bottom Longitudinal Flexure Reinforcement: Bar Depth (in) Seg. Num. 1 2 o 4 5 6 7 8 9 10 11 Spacing Start/End (ft) 0.00/19.00 19.00/32.00 32.00/44.00 44.00/63.00 63.00/68.00 68.00/78.00 78.00/92.00 92.00/101.00 101.00/105.00 105.00/119.00 119.00/136.00 56.50 Bar End Condition Start/End H/S S/S s/s s/s s/s s/s s/s s/s s/s s/s s/s ••Jf jl'T1™ RAM Foundation v9.0 • "V/l ki' HOPE Engineering DataBase: 24hr - punched openings Num. Start/End (ft) Start/End 12 136.00/159.00 S/S 13 159.00/169.42 S/H — r H^ Page 2/24 Design Code: ACI3 18-95 31-#7 6-#6 Longitudinal Shear Reinforcement: Number of Shear bar legs: 2 Seg. Segment Num. Start/End (ft) 1 18.13/20.00 2 20.00/21.71 3 147.63/149.00 4 149.00/151.21 Cover (in) Top 3.00 SUPPORTED MEMBERS Spacing (in) Not Applic. Not Applic. Not Applic. Not Applic. Bottom_ 3.00 Quantity None None None None Side 3.00 Wall s: Wall Location (ft): (35.58, 100.00) to (43.50, 100.00) (35.50, 100.00) (56.50, 100.00) to (64.50, 100.00) (64.58, 100.00) to (69.75, 100.00) (77.75, 100.00) to (84.75, 100.00) (92.75, 100.00) to (98.00, 100.00) (98.08, 100.00) to (103.25, 100.00) (111.25, 100.00) to (118.25, 100.00) (126.25, 100.00) to (131.50, 100.00) (131.58,100.00)to(136.75, 100.00) (144.75, 100.00) to (151.75, 100.00) (159.75, 100.00) to (165.00, 100.00) (165.08, 100.00) to (173.00, 100.00) (194.00.99.92) (186.00, 100.00) to (194.00, 100.00) CONCRETE CAPACITY Req. Max Shear (kip) Provided Shear (kip) Req. Max Pos. Moment (kip-ft) Lon Loc. Along Footing (ft): 9.46 5.58 30.42 37.08 51.17 65.29 70.58 84.67 98.79 104.08 118.17 132.29 138.96 163.92 159.92 gitudinal Ld Co 168.59 40 583.17 4627.22 40 Size (LxW) (in): 95.04x 7.30 7.30x48.00 96.00x 7.30 62.04x7.30 84.00x 7.30 63.00x 7.30 62.04x 7.30 84.00x 7.30 63.00x7.30 62.04x 7.30 84.00x 7.30 63.00x7.30 95.04x7.30 20.00x48.00 96.00x 7.30 # Loc. (ft) 151.21 151.21 134.92 Type Wall Partial Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Partial Wall Wail Orientation 0.00 -90.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -90.00 0.00 Transvers Ld Co # Loc. (ft) 0.00 -1 0.00 HOPE Continuous Foundation Design RAM Foundation v9.0 Page 3/24 HOPE Engineering DataBase: 24hr - punched openings Design Code: ACI318-95 Longitudinal Ld Co Provided Pos. Moment (kip-ft) 4702.26 Req. Max Neg. Moment (kip-ft) -1430.60 12 Provided Neg. Moment (kip-ft) -1949.95 Req. Max Punching Shear (kip) 260.94 10 Provided Punching Shear (kip) 4430. 1 3 SOIL CAPACITY Allowable Soil Bearing Capacity (ksf) Soil Siihgrarte Modulus (ksf/ m Max TInfactored Soil Rearing (ksf) Max Averaee Unfactored Soil Bearins (ksf) # Loc. (ft) Transvers Ld Co # 134.92 0.00 147.63 0.00 -1 147.63 0.00 98.80 98.80 3.5 84.0 3.4 LdCo#51 2.0 Loc. (ft) 0.00 0.00 0.00 HOPE Continuous Foundation Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 4/24 Design Code: ACI318-95 FOOTING DESIGN - AS BEAM Footing # Length (ft): Width (ft): Thickness (ft): 107.00 3.00 2.00 89.95°Footing Orientation (deg): _ Concrete fc (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 EC (ksi): 3834.25 Reinf. fy (ksi): 60.00 0.00 LOADS Surcharge (ksf) Dead Load: REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in) Live Load:0.00 Seg. Num. 4 5 6 7 8 9 10 11 12 Spacing Start/End (ft) O.OO/ 5.00 5.00/16.00 16.00/27.00 27.00/30.00 30.00/41.00 41.00/52.00 52.00/55.00 55.00/66.00 66.00/77.00 .77.00/82.00 82.00/100.00 100.00/107.00 20.38 Bar End Condition Start/End H/S s/s s/s s/s s/s s/s s/ss/ss/s s/s s/s S/H Top Bars 4-#3 10-#3 6-#4 5-#4 6-#3 5-#3 5-#4 4-#4 5-#3 10-#3 13-#4 4-#3 Bottom Longitudinal Flexure Reinforcement: Bar Depth (in)r \ .' Seg. Num. 1 2 -> 4 5 6 7 8 9 10 11 Spacing Start/End (ft) 0.00/15.00 15.00/24.00 24.00/29.00 29.00/35.00 35.00/47.00 47.00/54.00 54.00/60.00 60.00/72.00 72.00/79.00 79.00/91.00 91.00/107.00 7075 Bar End Condition Start/End H/S S/S s/s s/s s/s s/s s/s s/s s/s s/s S/H Bot. 5-#4 5-#5 8-#5 6-#5 4-#5 8-#5 4-#5 5-#4 9-#5 4-#5 5-#5 Longitudinal Shear Reinforcement: HOPE Continuous Foundation Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 5/24 Design Code: AGO 18-95 Number of Shear Seg. Num. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Cover (in} bar legs' 7 Segment Start/End (ft) 0.00/1.51 8.19/11.00 11.00/12.81 19.19/22.00 22.00/23.81 33.19/36.00 36.00/37.81 44.19/47.00 47.00/48.81 58.19/61.00 61.00/62.81 69.19/72.00 72.00/73.81 86.94/91.00 91.00/95.06 105.49/107.00 Ton 3.00 Spacing (in) Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. #3@ 6.00 Not Applic. Not Applic. Not Applic. Bottom 3.00 Side Quantity None None None None None None None None None None None None 3 None None None 3.00 SUPPORTED MEMBERS Wall s: Wall Location (ft): (358.92, 0.00) (359.00, 0.00) to (359.00, 3.00) (359.00, 11.00) to (359.00, 14.00) (359.00, 22.00) to (359.00, 25.00) (359.00, 25.08) to (359.00, 28.00) (359.00, 36.00) to (359.00, 39.00) (359.00, 47.00) to (359.00, 50.00) (359.00, 50.08) to (359.00, 53.00) (359.00, 61.00) to (359.00, 64.00) (359.00, 72.00) to (359.00, 75.00) (359.00, 75.08) to (359.00, 81.75) (358.92, 100.00) (359.00, 93.25) to (359.00, 100.00) CONCRETE CAPACITY Req. Max Shear (kip) Provided Shear (kip) Req. Max Pos. Moment (kip-ft) Provided Pos. Moment (kip-ft) Req. Max Neg. Moment (kip-ft) Loc. Along Footing (ft): 3.50 5.00 I 16.00 I 27.00 I 30.04 I 41.00 I 52.00 i 55.04 i 66.00 I 77.00 I 81.92 103.50 )) 100.13 Longitudinal Ld Co 43.15 2 116.25 236.19 2 212.42 -175.98 13 Size (LxW) (in): 7.30x18.00 36.00x 7.30 36.00x 7.30 36.00x 7.30 35.04x7.30 36.00x 7.30 36.00x7.30 35.04x 7.30 36.00x 7.30 36.00x 7.30 80.04x 7.30 7.30x18.00 81.00x7.30 # Loc. (ft) 73.81 73.81 78.50 78.50 95.06 Type Partial Wall Wall Wall Wall Walt Wall Wall Wall Wall Wall Wall Partial Wall Wall Transvers Ld Co 0.00 -1 0.00 0.00 -1 Orientation 89.95 -0.05 -0.05 -0.05 -0.05 -0.05 -0.05 -0.05 -0.05 -0.05 -0.05 89.95 -0.05 # Loc. (ft) 0.00 0.00 0.00 HOPE Continuous Foundation Design RAM Foundation v9.0 Page 6/24 HOPE Engineering DataBase: 24hr - punched openings Design Code: ACI318-95 Longitudinal Ld Co # Loc. (ft) Transvers Ld Co # Loc. (ft) Provided Neg. Moment (kip-ft) -230.93 95.06 0.00 0.00 Req. Max Punching Shear (kip) 125.36 16 81.92 Provided Punching Shear (kip) 854.51 81.92 SOIL CAPACITY Allowable Soil Bearing Capacity (ksf) _ 3.1 Soil Subgrade Modulus (ksf/ ft) 74.4 Max Unfactored Soil Bearing (ksf) 3.1 Ld Co # 43 Max Average Unfactored Soil Bearing (ksf) _ 2.3 HOPE Continuous Foundation Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 7/24 Design Code: ACI318-95 FOOTING DESIGN - AS BEAM Footing # Length (ft): Width (ft): Thickness (ft): 48 65.50 (11 =16.0012 12.00 6.00 90.00° 15.50) Footing Orientation (deg):._ Concrete fc (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 EC (ksi): 3834.25 Reinf. fy (ksi): 60.00 LOADS Surcharge (ksf)Dead Load:0.00 REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in) Seg. Num. 1 2 Spacing Start/End (ft) 0.00/33.00 33.00/65.50 Live Load: 0.00 68.50 Bar End Condition Start/End H/S S/H Top Bars 11-#7 11-#7 Bottom Longitudinal Flexure Reinforcement: Bar Depth (in) 68.50 Seg. Spacing Bar End Condition Num. Start/End (ft) Start/End 1 0.00/65.50 H/H Bot. Bars 43-#7 Longitudinal Shear Reinforcement: Number of Shear bar legs: 6 Seg. Segment Num. Start/End (ft) 1 O.OO/ 9.54 2 56.01/65.50 Cover (in) Top 3.00 SUPPORTED MEMBERS Columns: Location (G-2) (195.00- 1) Loc. Along Footing (ft): 16.00 50.00 Spacing (in) Not Applic. Not Applic. Bottom_ 3.00 Size column Quantity None None Side 3.00 Column Orientation 90.00 90.00 Base Plate % (LxW)(in): Rigid N/A 0 N/A 0 Walls: Wall Location (ft): (194.00, 66.00) to (194.00, 69.25) (194.00, 69.25) to (194.00, 79.25) (194.00, 79.25) to (194.00, 85.00) (194.00, 85.00) to (194.00, 95.00) Loc. Along Footing (ft): 17.62 24.25 32.12 40.00 Size (LxW) (in): 39.00x12.00 120.00x12.00 69.00x12.00 120.00x12.00 Type Wall Wall Wall Wall Orientation 0.00 0.00 0.00 0.00 Continuous Foundation Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 8/24 Design Code: ACI318-95 Wall Location (ft): Footing (ft): (194.00, 95.00) to (194.00, 99.92) 47.46 (194.00, 100.00) 50.00 CONCRETE CAPACITY Longitudinal Ld Co Req. Max Shear (kip) 443.93 40 Provided Shear (kip) 1 060.55 Req. Max Pos. Moment (kip-ft) 542 1 .22 40 Provided Pos. Moment (kip-ft) 7769.3 1 Req. Max Neg. Moment (kip-ft) -1452.34 20 Provided Neg. Moment (kip-ft) -2022.44 Req. Max Punching Shear (kip) 5 12.77 1 2 Provided Punching Shear (kip) 6336.05 SOIL CAPACITY Allowable Soil Rearing Capacity (ksf) Soil Suhprade Modulus (ksf/ ft)O \ / Max Unfactored Soil Rearing (ksf) Max Averaae Unfactored Soil Rearing (ksf) (LxW) (in): 59.04x20.00 7.30x72.00 # Loc. (ft) 9.54 9.54 15.25 15.25 15.25 15.25 47.46 47.46 3.5 84.0 3.1 Ld 2.1 Type Wall Partial Wall Transvers Ld Co 0.00 -1 0.00 0:00 -1 0.00 Co #63 Orientation 0.00 90.00 # Loc. (ft) 0.00 0.00 0.00 0.00 HOPE Continuous Foundation Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 9/24 Design Code: ACI318-95 FOOTING DESIGN - AS BEAM Footing # Length (ft): Width (ft): Thickness (ft): 49 64.00 (11 = 5.0012 -25.00) 12.00 6.00 Footing Orientation (deg): _. 90.00° Concrete fc (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 EC (ksi): 3834.25 Reinf. fy (ksi): 60.00 LOADS Surcharge (ksf) Dead Load: 0.00 Live Load: 0.00 REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in) 68.50 Seg. Spacing Bar End Condition Num. Start/End (ft) Start/End 1 0.00/22.00 H/S 2 22.00/64.00 S/H Top Bars 9-#6 27-#7 Bottom Longitudinal Flexure Reinforcement: Bar Depth (in) Seg. Num. 1 Spacing Start/End (ft) 0.00/64.00 68.50 Bar End Condition Start/End H/H Bot. Bars 50-#7 Longitudinal Shear Reinforcement: Number of Shear bar legs: 6 Seg. Segment Num. Start/End (ft) 1 45.46/64.00 Cover (in) Top 3.00 SUPPORTED MEMBERS Columns: Location (259'.00 - 34.00) Loc. Along Footing (ft): 39.00 Spacing (in) Not Applic. Bottom_ 3.00 Quantity None Side.3.00 Size column Column Orientation , 90.00 Base Plate % (LxW)(in): Rigid N/A 0 Walls: Wall Location (ft): (259.00, 0.00) (258.92, 0.00) (259.00, 0.08) to (259.00, 3.00) (259.00, 3.00) to (259.00, 11.00) (259.00, 11.00) to (259.00, 14.00) (259.00, 14.00) to (259.00, 22.00) Loc. Along Footing (ft): 5.00 5.00 6.54 12.00 17.50 23.00 Size (LxW) (in): 9.25x72.00 9.25x72.00 35.04x12.00 96.00x12.00 36.00x12.00 96.00x12.00 Type Partial Wall Partial Wall Wall Wall Wall Wall Orientation 90.00 90.00 0.00 0.00 0.00 0.00 Contin uousl^ouna;ation Desi H[j|^r RAM Foundation v9.0 . • •V^l 1— HOPE Engineering DataBase: 24hr - punched openings Wall Location (ft): (259.00, 22.00) to (259.00, 27.50) (259.00, 27.50) to (259.00, 34.00) CONCRETE CAPACITY Footing (ft): 29.75 35.75 Longitudinal Ld Co Req. Max Shear (kip) Provided Shear (kip) Req. Max Pos. Moment (kip-ft) Provided Pos. Moment (kip-ft) Req. Max Neg. Moment (kip-ft) Provided Neg. Moment (kip-ft) Req. Max Punching Shear (kip) Provided Punching Shear (kip) SOIL CAPACITY Allowable Soil Bearing Capacity (ksf) Soil Subgrade Modulus (ksf/ ft) Max Unfactored Soil Bearing (ksf) Max Average Unfactored Soil Bearing 386.53 36 1060.55 6322.89 36 8999.34 -3631.65 24 -4921.29 328.14 12 6658.05 (ksf) (LxW) (in): 66.00x12.00 78.00x12.00 # Loc. (ft) 45.46 45.46 39.75 39.75 39.75 39.75 35.75 35.75 3.5 84.0 3.4 Ld 2.0 £n Desi Type Wall Wall Transvers 0.00 0.00 0.00 0.00 Co #63 F2G? . Page 10/24 :gnCode: ACI3 18-95 Orientation 0.00 0.00 Ld Co # Loc. (ft) -1 0.00 0.00 -1 0.00 0.00 HOPE Continuous Foundation Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings P27 Page 11/24 Design Code: AGO 18-95 FOOTING DESIGN - AS BEAM Footinp # Length (ft): Width (fh: Thickness (ft): Footing Orientation (deg): _ 50 63.58 12.00 6.00 90.00° Concrete fc (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 EC (ksi): 3834.25 Reinf. fy (ksi): 60.00 0.00 LOADS Surcharge (ksf) Dead Load: REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in) Seg. Spacing Num. Start/End (ft) 1 0.00/18.00 2 18.00/33.00 3 33.00/63.58 Bottom Longitudinal Flexure Reinforcement: Bar Depth (in) Seg. Num. Spacing Start/End (ft) 0.00/32.00 32.00/63.58 Live Load: 0.00 68.50 Bar End Condition Start/End H/Ss/s S/H 68.50 Bar End Condition Start/End H/S S/H Top Bars 10-#8 17-#7 10-#8 Bot. Bars 55-#7 40-#7 Longitudinal Shear Reinforcement: Number of Shear bar legs: 6 Seg. Segment Num. 1 9 Cover (in) Start/End (ft) 0.00/10.00 10.00/11.29 52.29/63.58 Top SUPPORTED MEMBERS 3.00 Spacing (in) Quantity Not Applic. None #6@21.00 0 Not Applic. None Bottom^ 3.00 Side _ 3.00 Wall s: Wall Location (ft): (0.00, 50.34) to (0.00, 53.34) (0.00, 53.42) to (0.00, 60.17) (0.00, 60.17) to (0.00, 73.17) (0.00, 73.17) to (0.00, 79.92) Loc. Along Footing (ft): 18.50 23.46*•> ~> ~> <•*jj.jj 43.21 Size (LxW) (in): 36.00.x 7.30 81.00x20.00 156.00x12.00 81.00x20.00 Type Wall Wall Wall Wall Orientation 0.00 0.00 0.00 0.00 Continuous Foundation Design RAM Foundation v9.0 ••• HOPE Engineering DataBase: 24hr - punched openings Page 12/24 Design Code: ACI318-95 CONCRETE CAPACITY Longitudinal Ld Co # Loc. (ft) Transvers Ld Co # Req. Max Shear (kip) Provided Shear (kip) Req. Max Pos. Moment (kip-ft) Provided Pos. Moment (kip-ft) Req. Max Neg. Moment (kip-ft) Provided Neg. Moment (kip-ft) Req. Max Punching Shear (kip) Provided Punching Shear (kip) SOIL CAPACITY Allowable Soil Bearing Capacity (ksf) Soil Subgrade Modulus (ksf/ ft) Max Unfactored Soil Bearing (ksf)o v / — ^^ Max Average Unfactored Soil Bearing 491.04 1499.72 7403.68 9871.97 -2203.46 -3115.46 909.87 6981.22 (ksf) . 41 11.29 11.29 41 20.08 0.00 -1 20.08 0.00 21 20.08 0.00 -1 20.08 0.00 17 23.46 23.46 3.5 84.0 2.7 Ld Co # 64 1.8 Loc. (ft) 0.00 0.00 0.00 0.00 HOPE Continuous Foundation Design RAM Foundation v9.0 . . . Page 13/24 HOPE Engineering DataBase: 24hr - punched openings Design Code: ACI318-95 FOOTING DESIGN - AS BEAM Footing # 51 Length (ft): 45.34 Width (ft): 12.00 Thickness (ft): 6.00 Footing Orientation (deg): _ 90.00° Concrete PC (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 EC (ksi): 3834.25 Reinf. fy (ksi): 60.00 LOADS Surcharge (ksf) Dead Load: 0.00 Live Load: 0.00 REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in) 68.75 Seg. Spacing Bar End Condition Top Bars Num. Start/End (ft) Start/End 1 0.00/3.00 H/S 9-#3 2 3.00/15.00 S/S 18-#4 3 15.00/27.00 S/S 24-#4 17-#3 14-#4 9-#3 4 5 6 27.00/30.00 30.00/42.00 42.00/45.34 S/S S/S S/H Bottom Longitudinal Flexure Reinforcement: Bar Depth (in)r \ / Seg. Num. 1 9 3 4 5 Spacing Start/End (ft) O.OO/ 4.00 4.00/25.00 25.00/29.00 29.00/34.00 34.00/45.34 68.75 Bar End Condition Start/End H/S S/S S/S S/S S/H Bot. Bars 9-#3 24-#4 11 -#4 13-#3 15-#4 Longitudinal Shear Reinforcement: No Shear Reinforcement Required. SUPPORTED MEMBERS Walls: Loc. Along Size Wall Location (ft): Footing (ft): (LxW) (in): Type Orientation (0.00,0.00) to (0.00,3.00) 3.00 36.00x7.30 Wall 0.00 (0.08,0.00) 1.50 7.30x72.00 Partial Wall 90.00 (0.00, 11.00) to (0.00, 15.67) 14.84 56.04x7.30 Wall 0.00 (0.00,23.67) to (0.00,26.67) 26.67 36.00x7.30 Wall 0.00 (0.00,26.75) to (0.00,29.67) 29.71 35.04x7.30 Wall 0.00 (0.00,37.67) to (0.00,42.34) 41.51 56.04x7.30 Wall 0.00 f^f H^T- RAM Foundation v9.0 • IV^I fc HOPE Engineering DataBase: 24hr - punched openings CONCRETE CAPACITY Longitudinal Ld Co Req. Max Shear (kip) 0.00 -1 Provided Shear (kip) 0.00 Req. Max Pos. Moment (kip-ft) 595.68 37 Provided Pos. Moment (kip-ft) 1478.65 Req. Max Neg. Moment (kip-ft) -834.62 1 7 Provided Neg. Moment (kip-ft) -1478.65 Req. Max Punching Shear (kip) 173.14 17 Provided Punching Shear (kip) 5300.34 SOIL CAPACITY Allowable Soil Rearing Capacity (ksft Soil Suhgrade Modulus (ksf / ft) Max Unfactored Soil Rearina (ksf) Max Average Unfactored Soil Bearing Ocsf) Design Code: # Loc. (ft) Transvers Ld Co # 0.00 0.00 17.17 0.00 -1 17.17 0.00 17.17 0.00 -1 17.17 0.00 29.71 29.71 3.5 84.0 1.8 LdCo#56 1.4 Y'OU Page 14/24 ACI3 18-95 Loc. (ft) 0.00 0.00 0.00 0.00 HOPE Continuous Foundation Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 15/24 Design Code: ACI318-95 FOOTING DESIGN - AS BEAM Footing # Length (ft): Width (ft): Thickness (ft): 52 132.00 4.00 3.00 0.00°Footing Orientation (deg): _ Concrete fc (ksi): 4.00 let (ksi): CODE Density (pcf): 150.00 EC (ksi): 3834.25 Reinf. fy (ksi): 60.00 LOADS Surcharge (ksf)Dead Load:0.00 Live Load:0.00 REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in)i \ / Seg. Num. 1 2 -t 4 5 6 7 8 9 10 11 12 13 14 15 Spacing Start/End (ft) O.OO/ 5.00 5.00/16.00 16.00/27.00 27.00/30.00 30.00/41.00 41.00/52.00 52.00/55.00 55.00/66.00 66.00/77.00 77.00/80.00 80.00/91.00 91.00/102.00 102.00/107.00 107.00/125.00 125.00/132.00 32.75 Bar End Condition Start/End H/S s/s s/s s/s s/s s/s s/s s/s s/s s/ss/s s/s s/s s/s S/H Bottom Longitudinal Flexure Reinforcement: Bar Depth (in)I \ / Seg. Num. I 2 •-> J 4 5 6 7 8 9 10 Spacing Start/End (ft) 0.00/6.00 6.00/26.00 26.00/30.00 30.00/36.00 36.00/48.00 48.00/54.00 54.00/59.00 59.00/71.00 71.00/79.00 79.00/84.00 32.63 Bar End Condition Start/End H/S S/S s/s s/s s/s s/s s/s s/s s/s s/s Top Bars 4-#3 6-#4 17-#3 4-#3 8-#3 13-#3 4-#3 11-#3 5-#4 5-#3 10-#3 4-#4 4-#3 13-#4 4-#3 Bot. Bars 6-#3 25-#4 12-#5 ll-#5 5-#5 4-#4 5-#4 5-#4 4-#5 4-#5 HOPE Continuous Foundation Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 16/24 Design Code: ACI318-95 Num. 11 12 13 14 Start/End (ft) 84.00/96.00 96.00/104.00 104.00/115.00 115.00/132.00 Start/End S/S s/s S/S S/H 4-#5 5-#4 6-#3 8-#3 Longitudinal Shear Reinforcement: Number of Shear Seg. Num. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Cover (in) har legs: Segment Start/End (ft) 9.22/10.00 10.00/11.78 20.22/21.00 21.00/22.78 34.22/35.00 35.00/36.78 45.22/46.00 46.00/47.78 59.22/60.00 60.00/61.78 70.22/71.00 71.00/72.78 84.22/85.00 85.00/86.78 95.22/96.00 96.00/97.78 112.97/116.00 116.00/119.03 Top 3.00 2 Spacing (in) Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Bottom _ 3.00 Side 3.00 Quantity None None None None None None None None None None None None None None None None None None SUPPORTED MEiMBERS Wall s: Wall Location (ft): (234.00, 100,00) (234.08, 100.00) 100.00) (245.00,. 100.00) 100.00) (256.00, 100.00) 100.00) (259.08, 100.00) 100.00) (270.00, 100.00) 100.00) to (237.00, to (248.00, to (259.00, to (262.00, to (273.00, Loc. Along Size Footing (ft): (LxW) (in): Type 3.50 7.30x24.00 Partial 5.04 35.04x 7.30 Wall 16.00 36.00x7.30 Wall 27.00 36.00x 9.25 Wall 30.04 35.04x9.25 Wall 41.00 36.00x9.25 Wall Orientation Wall -90.00 0.00 0.00 0.00 0.00 0.00 Continuous Foundation Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 17/24 Design Code: ACI318-95 Wall Location (ft): (281.00, 100.00) to (284.00, 100.00) (284.08, 100.00) to (287.00, 100.00) (295.00, 100.00) to (298.00, 100.00) (306.00, 100.00) to (309.00, 100.00) (309.08, 100.00) to (312.00, 100.00) (320.00, 100.00) to (323.00, 100.00) (331.00, 100.00) to (334.00, 100.00) (334.08, 100.00) to (340.75, 100.00) (352.25, 100.00) to (358.92, 100.00) (359.00, 100.00) CONCRETE CAPACITY Footing (ft): (LxW) (in): 52.00 36.00x 9.25 55.04 35.04x9.25 66.00 36.00x 9.25 77.00 36.00x 9.25 80.04 35.04x 9.25 91.00 36.00x9.25 102.00 36.00x9.25 106.91 80.04x 7.30 125.08 80.04x 7.30 128.50 7.30x24.00 Longitudinal Ld Co # Loc. (ft) Req. Max Shear (kip) Provided Shear (kip) Req. Max Pos. Moment (kip-ft) Provided Pos. Moment (kip-ft) Req. Max Neg. Moment (kip-ft) Provided Neg. Moment (kip-ft) Req. Max Punching Shear (kip) Provided Punching Shear (kip) SOIL CAPACITY Allowable Soil Bearing Capacity (ksf) Soil Subgrade Modulus (ksf/ ft)c? \ / Max Unfactored Soil Bearing (ksf)O V / Max Average Unfactored Soil Bearing 57.24 34 34.22 168.37 34.22 537.81 34 17.50 713.38 17.50 -275.00 10 119.03 -377.58 119.03 172.92 10 27.00 1540.99 27.00 1 S 84.0 ?.S Ld (ksf) 1.6 Type Wall Wall Wall Wall Wall Wall Wall Wall Wall Partial Wall Transvers Ld Co 0.00 -1 0.00 0.00 -1 0,00 Co #43 Orientation 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -90.00 # Loc. (ft) 0.00 0.00 0.00 0.00 HOPE Continuous Foundation Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings R24 Page 18/24 Design Code: ACI318-95 FOOTING DESIGN - AS BEAM Footing # Length (ft): .. Width (ft): Thickness (ft): 53 _ .. 267.00 5.00 4.00 Footing Orientation (deg): _ 0.00° Concrete fc (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 EC (ksi): 3834.25 Reinf. fy (ksi): 60.00 LOADS Surcharge (ksf)Dead Load:0.00 Live Load:0.00 REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in) Seg. Num. 1 2 'j 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Spacing Start/End (ft) O.OO/ 5.00 5.00/19.00 19.00/33.00 33.00/39.00 39.00/53.00 53.00/67.00 67.00/74.00 74.00/94.00 94.00/101.00 101.00/115.00 115.00/129.00 129.00/135.00 135.00/149.00 149.00/163.00 163.00/168.00 168.00/182.00 182.00/196.00 196.00/203.00 203.00/224.00 224.00/231.00 231.00/245.00 245.00/260.00 260.00/267.00 44.63 Bar End Condition Start/End H/S s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s S/H Bottom Longitudinal Flexure Reinforcement: Bar Depth (in) Seg. Num. 1 9 Spacing Start/End (ft) O.OO/ 6.00 6.00/32.00 . 44.50 Bar End Condition Start/End H/S S/S Top Bars 4-#4 13-#4 14-#5 4-#4 5-#4 6-#5 8-#4 8-#5 10-#4 6-#5 4-#6 4-#5 5-#5 5-#5 4-#4 4-#5 4-#6 5-#6 7-#6 7-#6 10-#6 8-#6 4-#5 Bot. Bars 4-#5 16-#6 HOPE Continuous Foundation Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched opening Page 19/24 Design Code: ACI318-95 Num. 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Start/End (ft) 32.00/38.00 38.00/45.00 45.00/61.00 61.00/73.00 73.00/83.00 83.00/95.00 95.00/108.00 108.00/127.00 127.00/132.00 132.00/139.00 139.00/158.00 158.00/165.00 165.00/173.00 173.00/189.00 189.00/202.00 202.00/213.00 213.00/225.00 225.00/233.00 233.00/258.00 258.00/267.00 Start/End S/S s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s s/ss/s S/H 6-#7 5-#6 8-#5 12-#6 5-#7 6-#6 9-#7 4-#7 4-#6 4-#6 5-#5 4-#5 4-#6 5-#7 9-#7 4-#7 5-#7 10-#7 10-#7 4-#6 Longitudinal Shear Reinforcement: Number of Shear bar legs: Seg. Num. I 2 3 4 5 6 7 8 9 10 13 14 15 16 17 18 19 20 Segment Start/End (ft) 11.46/12.00 12.00/12.04 26.46/27.00 27.00/27.04 44.96/45.00 45.00/45.54 59.96/60.00 60.00/60.54 81.21/84.00 84.00/86.79 107.46/108.00 108.00/108.04 122.46/123.00 123.00/123.04 140.96/141.00 141.00/141.54 155.96/156.00 156.00/156.54 174.46/175.00 175.00/175.04 Spacing (in) Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic, Quantity None None None None None None None None None None None None None None None None None None None None Continuous Foundation Design RAM HOPE Engineering DataBase: 24hr - punched openings Page 20/24 Design Code: ACI318-95 Num. Start/End (ft) 21 189.46/190.00 22 190.00/190.04 23 210.71/213.00 24 213.00/216.29 25 236.96/237.00 26 237.00/237.54 27 251.96/252.00 28 252.00/252.54 Cover (in") Top SUPPORTED MEMBERS Wall s: Wall Location (ft): (0.00, 0.00) (0.08, 0.00) to (5.25, 0.00) (13.25, 0.00) to (20.25, 0.00) (28.25, 0.00) to (33. 50, 0.00) (33.58, 0.00) to (38. 75, 0.00) (46.75, 0.00) to (53. 75, 0.00) (61.75, 0.00) to (67.00, 0.00) (67.08, 0.00) to (75.00, 0.00) (88.00, 0.00) to (96.00, 0.00) (96.08, 0.00) to (101. 25, 0.00) (109.25, 0.00) to (116.25, 0.00) (124.25, 0.00) to (129.50, 0.00) (129.58, 0.00) to (134.75, 0.00) (142.75, 0.00) to (149.75, 0.00) (157.75, 0.00) to (163. 00, 0.00) (163.08, 0.00) to (168.25, 0.00) (176.25, 0.00) to (183.25, 0.00) (191.25, 0.00) to (196.50, 0.00) (196.58, 0.00) to (204.50, 0.00) (217.50, 0.00) to (225. 50, 0.00) (225.58, 0.00) to (230. 75, 0.00) (238.75, 0.00) to (245. 75, 0.00) (253.75, 0.00) to (258.92, 0.00) (259.00, 0.08) (259.00, 0.00) to (262.00, 0.00) CONCRETE CAPACITY Req. Max Shear (kip) Provided Shear (kip) Req. Max Pos. Moment (kip-ft) (in) Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. 3.00 Bottom 3.00 Side Loc. Along Size Footing (ft): (LxW) (in): 2.50 7.30x30.00 5.17 62.04x7.30 19.25 84.00x7.30 33.38 63.00x 7.30 38.67 62.04x 7.30 52.75 84.00x 7.30 66.88 63.00x 7.30 73.54 95.04x7.30 94.50 96.00x 7.30 101.17 62.04x7.30 115.25 84.00x7.30 129.38 63.00x 7.30 134.67 62.04x7.30 148.75 84.00x7.30 162.88 63.00x7.30 168.17 62.04x7.30 182.25 84.00x7.30 196.38 63.00x7.30 203.04 95.04x 7.30 224.00 96.00x 7.30 230.67 62.04.x 7.30 244.75 84.00x 7.30 258.84 62.04x9.25 261.50 12.00x30.00 263.00 36.00x 9.25 Longitudinal Ld Co # Loc. (ft) 94.80 11 81.21 287.07 81.21 1022.12 35 22.75 Quantity None None None None None None None None 3.00 Type Orientation Partial Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wail Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall , Wall Partial Wall Wall Transvers Ld Co # 0.00 -1 -90.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -90.00 0.00 Loc. (ft) 0.00 Continuous Foundation Design Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 21/24 Design Code: ACI318-95 Longitudinal Ld Co # Provided Pos. Moment (kip-ft) Req. Max Neg. Moment (kip-ft) Provided Neg. Moment (kip-ft) Req. Max Punching Shear (kip) Provided Punching Shear (kip) 1376.96 -629.26 -859.06 257.67 2966.15 39 15 Loc. (ft) Transvers Ld Co # 22.75 22.75 22.75 168.17 168.17 0.00 0.00 -1 0.00 Loc. (ft) 0.00 0.00 0.00 SOIL CAPACITY Allowable Soil Bearing Capacity (ksf) Soil Subgrade Modulus (ksf/ ft) Max Unfactored Soil Bearing (ksf) Max Average Unfactored Soil Bearing (ksf). 3.5 84.0 3.5 2.5 LdCo#55 HOPE Continuous Foundation Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 22/24 Design Code: AGO 18-95 FOOTING DESIGN - AS BEAM Footing # Length (ft): Width (ft): 54 95.00 3.00 2.00 0.00° Thickness (ft): Footing Orientation (deg): _ Concrete fc (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 EC (ksi): 3834.25 Reinf. fy (ksi): 60.00 LOADS Surcharge (ksf)Dead Load:0.00 Live Load:0.00 REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in) Seg. Num. 1 2 3 4 5 6 7 8 9 10 11 12 Spacing Start/End (ft) 0.00/4.00 4.00/15.00 15.00/19.00 19.00/29.00 29.00/40.00 40.00/44.00 44.00/54.00 54.00/65.00 65.00/69.00 69.00/79.00 79.00/91.00 91.00/95.00 20.25 Bar End Condition Start/End H/S s/s s/s s/s s/s s/s s/s s/s s/s s/s s/s S/H Bottom Longitudinal Flexure Reinforcement: Bar Depth (in) Seg. Num. 1 2'-ij 4 5 6 7 8 9 10 11 Spacing Start/End (ft) 0.00/13.00 13.00/18.00 18.00/24.00 24.00/35.00 35.00/42.00 42.00/49.00 49.00/60.00 60.00/67.00 67.00/74.00 74.00/83.00 83.00/95.00 20.25 Bar End Condition Start/End H/S S/S s/s s/ss/s s/s s/s s/s s/s s/s S/H Top Bars 4-#3 22-#3 4-#3 7-#4 12-#3 4-#4 12-#3 5-#4 4-#4 11-#4 17-#3 4-#3 Bot. Bars 8-#5 10-#4 7-#5 7-#4 5-#5 5-#5 7-#4 6-#5 5-#5 5-#5 4-#5 Longitudinal Shear Reinforcement: HOPE Continuous Foundation Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 23/24 Design Code: ACI318-95 Number of Shear bar legs: Seg. Segment Num. Start/End (ft) 1 0.00/1.31 2 7.69/10.00 3 10.00/12.31 4 21.69/24.00 5 24.00/26.31 6 32.69/35.00 7 35.00/37.31 8 46.69/49.00 9 49.00/51.31 10 57.69/60.00 11 60.00/62.31 12 71.69/74.00 13 74.00/76.31 14 82.69/85.00 15 85.00/87.31 16 93.99/95.00 Cover (in) Top SUPPORTED MEMBERS Wall s: Wall Location (ft): (270.00, 0.00) to (273.00, 0.00) (281.00, 0.00) to (284.00, 0.00) (284.08, 0.00) to (287.00, 0.00) (295.00, 0.00) to (298.00, 0.00) (306.00, 0.00) to (309.00, 0.00) (309.08, 0.00) to (3 12.00, 0.00) (320.00, 0.00) to (323.00, 0.00) (331.00, 0.00) to (334.00, 0.00) (334.08, 0.00) to (337.00, 0.00) (345.00, 0.00) to (348.00, 0.00) (356.00, 0.00) to (358.92. 0.00) (359.00, 0.00) CONCRETE CAPACITY Req. Max Shear (kip) Provided Shear (kip) Req. Max Pos. Moment (kip-ft) Provided Pos. Moment (kip-ft) Req. Max Neg. Moment (kip-ft) Provided Neg. Moment (kip-ft) 2 Spacing (in) Not Applic. Not Applic. Not Applic. #3@ 6.00 Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. Not Applic. #3@ 6.00 Not Applic. Not Applic. Not Applic. Not Applic. 3.00 Bottom 3.00 Side Loc. Along Size Footing (ft): (LxW) (in): 4.50 36.00x 9.25 15.50 36.00x9.25 18.54 35.04x9.25 29.50 36.00x 9.25 40.50 36.00x 9.25 43.54 35.04x9.25 54.50 36.00x 9.25 65.50 36.00x9.25 68.54 35.04x 9.25 79.50 36.00x 7.30 90.46 35.04x7.30 92.00 7.30x18.00 Longitudinal Ld Co # Loc. (ft) 42.09 27 21.69 116.25 21.69 196.64 35 6.00 219.21 6.00 -162.11 39 6.00 -214.06 6.00 Quantity None None None 5 None None None None None None None 5 None None None None 3.00 Type Orientation Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Partial Wall Transvers Ld Co # 0.00 -1 0.00 0.00 -1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -90.00 Loc. (ft) 0.00 0.00 0.00 0.00 HOPE Continuous Foundation Design RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 24/24 Design Code: ACI318-95 Req. Max Punching Shear (kip) Provided Punching Shear (kip) Longitudinal Ld Co # Loc. (ft) 147.05 19 15.50 740.02 15.50 Transvers Ld Co # Loc. (ft) SOIL CAPACITY Allowable Soil Bearing Capacity (ksf) _ Soil Subgrade Modulus (ksf/ ft) Max Unfactored Soil Bearing (ksf) Max Average Unfactored Soil Bearing (ksf) 3.1 74.4 2.8 1.7 Ld Co # 71 (N Q i S £ 0 .„ CO CN W OO Q0 U C/3 xf\ X t/1OC p.o O £P D-CQ 1 L. OO 92X91AA co to .... _ co_(HX$M 9ZX91-AA CNJ x CM I XVf X \, 92X91,M \ 7 "9CX81AA Hi 93X91, AA ^ fa S o oo o0 O "5 op& c 'Scuex,o CJ ^— S O III!u 2P • • U1} C <L> ,•>-; UJ c« ap 03 S >& O-i 'rt .—i<! O "S '3 K S Q CQ •oeo uoo CO h- CM 61Z CM CM ".I -C4__ 6ZZ zzz eez .62 ZZ in CM 9ZZ c\ 8ZZ '""••••-•,.,.,«. ,„.*."- 2 u m £ 5 <^D • •(N 1> §3 00 C/3MC •3C UwI/! CN CN tuoc CO r P " u 5 <?Co •• 00 "o0 U O3 -Q pop in o o •a q q q0,000 CN CN CN LL Reductionjy 2 S'icu-o >> <UH f* ts q d.0oo ^M O 2 0 0CN 25.0 Unreducible_j «£ p p p jd» C* ^ O 0s u ^ - ^ *" O O O O.O rn O00 (N 00 N•n ^ N "O«O eg 3 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings 08/25/05 16:13:32 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: second Beam Number = 238 SPAN INFORMATION (ft): I-End (-4.00,81.00) J-End (-4.00,88.50) Beam Size (User Selected) - W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 7.50 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 2.50 0.00 Unit weight concrete (pcf) 115.00 0.00 fc(ksi) 3.50 0.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok Non Composite beff(in) = 1.00 Ybar(in) = 9.11 Mnf(kip-ft) = 285.53 Mn (kip-ft) = 285.53 C(kips) = 7.44 PNA(in) = 9.10 Ieff(in4) - 545.02 Itr(in4) = 545.02 Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 14.9 # of studs: Full = 1 Partial-2 Actual = 2 Number of Stud Rows = 1 Percent of Full Composite Action = 100.00 LINE LOADS (k/ft): Load Dist 1 0.000 7.500 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 0.45 kips 0.90Vn = 143.37 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft Center PreCmp+ 1.2DL+1.6LL 0.6 3.8 0.0 1.00 0.90 249.38 DL 0.046 0.046 CDL 0.020 0.020 LL 0.040 0.040 Red% 0.0% Type Roof CLL 0.040 0.040 PreCmp+ Init DL Max + 1.2DL+1.6LL 1 .4DL 1.2DL+1.6LL 1.2DL+1.6LL kip-ft 0.6 0.2 0.8 0.8 ft 3.8 3.8 3.8 3.8 ft 0.0 —_._ — 0:85 242.70 Controlling 1.2DL+1.6LL 0.8 3.8 — — 0.85 242.70 REACTIONS (kips): Left Right Initial reaction 0.22 0.22 DL reaction 0.17 0.17 Max+LL reaction 0.15 0.15 Max +total reaction (factored) 0.45 0.45 DEFLECTIONS: Initial load (in) at 3.75ft = -0.000 Live load (in) at 3.75 ft - -0.000 Post Comp load (in) at 3.75 ft - -0.000 Net Total load (in) at 3.75ft = -0.000 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 2/22 08/25/05 16:13:32 Steel Code: AISC LRFD J-End (-4.00,104.00) Fy = 50.0 ksi Floor Type: second Beam Number = 239 SPAN INFORMATION (ft): I-End (-4.00,88.50) Beam Size (User Selected) = W18X35 Total Beam Length (ft) =15.50 Mp(kip-ft) = 277.08 LINE LOADS (k/ft): Load Dist 1 0.000 15.500 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 0.92 kips 0.90Vn - 143.37 kips DL 0.046 0.046 LL 0.040 0.040 Red% 0.0% Type Roof MOMENTS (Ultimate): Span Cond Center Controlling Max + LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Mu kip-ft 3.6 3.6 @ ft 7.8 7.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 249.37 249.37 Left 0.36 0.31 0.92 Right 0.36 0.31 0.92 at at at 7.75ft - 7.75ft = 7.75ft = -0.004 -0.004 -0.008 L/D = L/D = L/D = 46048 52956 24631 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 147Page 3/22 08/25/05 16:13:32 Steel Code: AISC LRFD Floor Type: second SPAN INFORMATION (ft): I-End (0.00,81.00) Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 7.50 Beam Number = 228 J-End (0.00,88.50) Fy - 50.0 ksi Mp(kip-ft) -72.50 LL 0.100 0.100 Red% 0.0% Type Roof LINE LOADS (k/ft): Load Dist DL 1 0.000 0.115 7.500 0.115 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 1.12 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 2.1 2.1 @ ft 3.8 3.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 65.25 65.25 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left 0.43 0.37 1.12 Right 0.43 0.37 1.12 3.75ft 3.75ft 3.75ft -0.003 -0.003 -0.006 L/D L/D L/D 28245 32482 15108 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 4/22 08/25/05 16:13:32 Steel Code: AISC LRFD J-End (6.00,81.00) Fy = 50.0 ksi Floor Type: second Beam Number = 216 SPAN INFORMATION (ft): I-End (-4.00,81.00) Beam Size (User Selected) - W16X26 Total Beam Length (ft) = 10.00 Cantilever on left (ft) - 4.00 Mp(kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL 0.000 0.17 0.00 LINE LOADS (k/ft): Load Dist DL 1 4.000 0.007 10.000 0.007 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 0.45 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Red% NonRLL StorLL Red% RoofLL Red% 0.0 0.00 0.00 0.0 0.15 0.0 LL 0.007 0.007 Red% 0.0% Type Red Cond Max - Max - LoadCombo 1.2DL+1 1 .2DL+1 1.2DL+1 .6LL .6LL .6LL Mu kip-ft -1.8 -1.8 -1.8 @ ft 4.0 4.0 4.0 Lb ft 4.0 6.0 6.0 Cb 1.00 1.71 1.71 Phi 0. 0. 0, .90 .90 .90 Phi*Mn kip-ft 165.33 165.75 165.75 Left Center Controlling REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction (factored) Max -total reaction DEFLECTIONS: Left cantilever: Dead load (in) Pos Live load (in) Pos Total load (in) Center span: Dead load (in) Live load (in) Net Total load (in) Left 0.31 0.27 0.00 0.80 0.43 Right -0.09 0.02 -0.10 -0.13 -0.27 = = = at at at -0. -0. -0. .002 .002 .003 6. 6. 6. .52 52 52 ft ft ft L/D L/D L/D ~ - ~ = 54130 = 60625 = 28597 0.000 0.000 0.001 HOPE DL 0.115 0.115 LL 0.100 0.100 Red% 0.0% Type Roof Gravity Beam Design RAM Steel v9.0 Page 5/22 HOPE Engineering DataBase: 24hr - punched openings 08/25/05 16:13:32 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: second Beam Number = 227 SPAN INFORMATION (ft): I-End (0.00,88.50) J-End (0.00,104.00) Beam Size (User Selected) - W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 15.50 Mp(kip-ft) = 72.50 LINE LOADS (k/ft): Load Dist 1 0.000 15.500 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 2.31 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 8.9 7.8 0.0 1.00 0.90 65.25 Controlling 1.2DL+1.6LL 8.9 7.8 0.0 1.00 0.90 65.25 REACTIONS (kips): Left Right DL reaction 0.89 0.89 Max+LL reaction 0.77 0.77 Max +total reaction (factored) 2.31 2.31 DEFLECTIONS: Dead load (in) at 7.75 ft = -0.058 L/D = 3200 Live load (in) at 7.75ft = -0.051 L/D = 3680 Net Total load (in) at 7.75ft = -0.109 L/D = 1712 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 6/22 08/25/05 16:13:32 Steel Code: AISC LRFD Beam Number = 215 I-End (-4.00,88.50) = W16X26 = 15.00 = 4.00 J-End (11.00,88.50) Floor Type: second SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) Cantilever on left (ft) Mp (kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL 0.000 0.53 0.00 10.000 1.22 0.00 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 1.94 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Fv = 50.0 ksi Red% NonRLL StorLL 0.0 0.0 0.00 0.00 0.00 0.00 Red% 0.0 0.0 RoofLL 0.46 1.06 Red% 0.0 0.0 Span Cond Left Max - Center Max + Max- Controlling REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction (factored) DEFLECTIONS: Left cantilever: Dead load (in) Pos Live load (in) Neg Live load (in) Pos Total load (in) Neg Total load (in) Center span: Dead load (in) Live load (in) Net Total load (in) LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft -5.5 7.5 -5.5 7.5 @ ft 4.0 10.0 4.0 10.0 Lb ft 4.0 0.0 6.0 0.0 Cb 1.00 1.00 2.04 1.00 Phi 0.90 0.90 0.90 0.90 Phi*Mn kip-ft 165.33 165.75 165.75 165.75 Left 1.28 1.11 0.00 3.31 Right 0.47 0.58 -0.17 1.50 •0.001 0.007 0.006 •0.009 0.005 L/D L/D L/D L/D L/D = 71585 = 13179 = 15691 = 11130 = 20095 at at at 9.89ft = 9.89ft = 9.89ft = -0.004 -0.006 -0.009 L/D = L/D = L/D = 37302 22940 14205 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Hit Page 7/22 08/25/05 16:13:32 Steel Code: AISC LRFD Floor Type: second Beam Number = 12 SPAN INFORMATION (ft): I-End (6.00,80.00) Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 4.00 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(in) Mnf (kip-ft) C (kips) Ieff(in4) Stud length (in) Stud Capacity (kips) Qn[ 1 ] # of studs: Max = 8 Number of Stud Rows = 0 POINT LOADS (kips): Dist DL CDL Redl 1.000 -0.09 -0.04 O.i O.i LINE LOADS (k/ft): Load 1 7 J-End (6.00,84.00) Fy = 50.0 ksi 6.00 225.99 0.00 301.00 4.50 = 14.9 Left 0.00 0.00 0.00 perpendicular Non Composite Y bar(in) Mn (kip-ft) PNA (in) Itr (in4) Stud diam (in) Qn[2] = 11.9 Right 2.50 115.00 3.50 perpendicular VERCO W3 Formlok 9.54 184.17 9.64 458.54 0.75 Partial = 2 Actual = 0 Percent of Full Composite Action = 0.00 RoofLL Red% 0.00 0.0 -0.10 0.0 CLL -0.09 -0.09 Dist 0.000 4.000 0.000 1.000 1.000 4.000 0.000 4.000 DL 0.240 0.240 0.007 0.007 0.069 0.069 0.400 0.400 CDL 0.000 0.000 0.004 0.004 0.030 0.030 0.245 0.245 LL 0.000 0.000 0.007 0.007 0.060 0.060 0.400 0.400 Red% 0.0% 0.0% 0.0% 0.0% Type Red Red Roof Red CLL 0.000 0.000 0.002 0.002 0.060 0.060 0.100 0.100 4 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 3.13 kips 0.90Vn - 104.15 kips MOMENTS (Ultimate): Span Center ControllinR Cond PreCmp+ Init DL Max + LoadCombo 1.2DL+1.6LL 1.4DL 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 1.1 0.7 3.1 3.1 @ ft 2.0 2.0 2.0 2.0 Lb ft 0.0 ... „_ — Cb 1.00 Phi 0.90 0.90 0.90 Phi*Mn kip-ft 165.75 165.75 165.75 Gravity Beam Design • j^^l yii RAM Steel v9.0 HI JI'T"* MOPE Engineering • i^^i ••• DataBase: 24hr - punched openings Building Code: UBC1 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction (factored) DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Left Right 0.70 0.83 1.29 1.39 0.89 0.92 -0.07 -0.02 2.97 3.13 at 2.02ft - -0.000 at 2.00ft = -0.000 at 2.00ft - -0.001 at 2.00ft = -0.001 Hi£Page 8/22 08/25/05 16:13:32 Steel Code: AISC LRFD HOPE Gravity Beam Design RAM Steel v9.0 • Page 9/22 HOPE Engineering DataBase: 24hr - punched openings 08/25/05 16:13:32 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: second Beam Number = 226 SPAN INFORMATION (ft): I-End (6.00,84.00) J-End (6.00,88.50) Beam Size (User Selected) = W12X14 Fy =50.0ksi Total Beam Length (ft) = 4.50 Mp(kip-ft) = 72.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.069 0.060 0.0% Roof 4.500 0.126 0.110 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 0.63 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): Left Right DL reaction 0.20 0.24 Max+LL reaction 0.17 0.21 Max+total reaction (factored) 0.51 0.63 DEFLECTIONS: Dead load (in) at 2.27ft = -0.000 Live load (in) at 2.27ft = -0.000 Net Totalload (in) at 2.27ft - -0.001 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip- ft 0.6 0.6 @ ft 2.4 2.4 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 65.25 65.25 Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code :UBC1 . Page 10/22 08/25/05 16:13:32 Steel Code: AISC LRFD Floor Type: second Beam Number = 13 SPAN INFORMATION (ft): I-End (6.00,84.00) J-End (16 Beam Size (User Selected) = W 16X31 Total Beam Length (ft) = 13.45 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 0.00 Unit weight concrete (pcf) 0.00 fc (ksi) 0.00 Decking Orientation 1 3 8 . 0 deg .00,93.00) Fy - 50.0 ksi Right 2.50 115.00 3.50 42.0 deg Decking type Non Composite VERCO W3 Formlok beff(in) - 20.18 Y bar(in) Mnf (kip-ft) = 344.11 Mn (kip-ft) C(kips) = 44.66 PNA(in) Ieff(in4) = 609.32 Itr (in4) Stud length (in) = 4.50 Stud diam (in) Stud Capacity (kips) Qn = 14.9 # of studs: Max = 18 Partial = 6 Actual = 6 = = = = — 11.79 271.30 9.57 804.55 0.75 Number of Stud Rows = 1 Percent of Full Composite Action = 29.76 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL 6.727 -0.92 -0.40 0.00 0.0 0.00 0.00 0.00 0.0 0.00 0.00 6.727 0.47 0.21 0.00 0.0 0.00 0.00 0.00 0.0 0.00 0.00 LINE LOADS (k/ft): Load Dist DL CDL LL Red% 1 0.000 0.240 0.000 0.000 0.0% 13.454 0.240 0.000 0.000 2 0.000 0.000 0.000 0.000 0.0% 6.726 0.038 0.017 0.033 3 6.727 0.000 0.000 0.000 0.0% 13.453 0.038 0.017 0.033 4 0.000 0.268 0.164 0.268 0.0% 13.453 0.000 0.000 0.000 Red% 0.0 0.0 0.0 0.0 Type Red Roof Roof Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.15 kips 0.90Vn = 118 MOMENTS (Ultimate): Span Cond LoadCombo Mu @ kip-ft ft Center PreCmp+ 1.2DL+1.6LL 5.7 6.7 PreCmp- 1.2DL+1.6LL -2.7 6.7 InitDL 1.4DL 2.2 4.8 Max+ 1.2DL+1.6LL 20.0 6.7 Lb ft 0.0 6.7 ... — RoofLL Red% 0.48 0.0 -1.28 0.0 0.58 0.0 -0.17 0.0 CLL 0.000 0.000 0.000 0.033 0.000 0.033 0.067 0.000 .06 kips Cb Phi 1.00 0.90 2.65 0.90 —0.85 CLL -0.80 -0.80 0.41 0.41 Phi*Mn kip-ft 202.50 202.50 230.61 HOPE Gravity Beam Design RAM Steel v9.0 . Page 11/22 HOPE Engineering DataBase: 24hr - punched openings 08/25/05 16:13:32 Building Code: UBC1 Steel Code: AISC LRFD Span Cond LoadCombo Mu @ LbCbPhi Phi*Mn Controlling 1.2DL+1.6LL 20.0 6.7 — — 0.85 230.61 REACTIONS (kips): Left Right Initial reaction 0.88 0.42 DL reaction 2.70 2.14 Max+LL reaction 1.82 1.26 Max -LL reaction -0.72 -0.72 Max +total reaction (factored) 6.15 4.58 DEFLECTIONS: Initial load (in) at 6.39ft = -0.005 L/D = 35442 Live load (in) at 6.59ft = -0.012 L/D = 14008 Post Comp load (in) at 6.59ft = -0.023 L/D = 7054 Net Total load (in) at 6.59ft = -0.027 L/D = 5884 HOPE DL 0.126 0.126 LL 0.110 0.110 Red% 0.0% Type Roof Gravity Beam Design MtG? RAM Steel v9.0 Page 12/22 HOPE Engineering DataBase: 24hr - punched openings 08/25/05 16:13:32 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: second Beam Number = 229 SPAN INFORMATION (ft): I-End (6.00,88.50) J-End (6.00,104.00) Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) =15.50 Mp(kip-ft) = 72.50 LINE LOADS (k/ft): Load Dist 1 0.000 15.500 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 2.54 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 9.8 7.8 0.0 1.00 0.90 65.25 Controlling 1.2DL+1.6LL 9.8 7.8 0.0 1.00 0.90 65.25 REACTIONS (kips): Left Right DL reaction 0.98 0.98 Max+LL reaction 0.85 0.85 Max +total reaction (factored) 2.54 2.54 DEFLECTIONS: Dead load (in) at 7.75ft - -0.064 L/D = 2909 Live load (in) at 7.75ft = -0.056 L/D = 3345 Net Total load (in) at 7.75ft = -0.120 L/D = 1556 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 H17Page 13/22 08/25/05 16:13:32 Steel Code: AISC LRFD Floor Type: second Beam Number = 214 SPAN INFORMATION (ft): I-End (11.00,88.50) Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 15.50 Cantilever on right (ft) = 4.00 Mp(kip-ft) = 184.17 J-End (11.00,104.00) Fv = 50.0 ksi POINT LOADS (kips): Dist D.L RedLL 15.500 4.01 0.00 LINE LOADS (k/ft): Red% 0.0 NonRLL 0.00 StorLL 0.00 Red% 0.0 RoofLL 3.48 Red% 0.0 Load 1 2 3 4 Dist 0.000 11.500 11.500 15.500 0.000 4.500 4.500 11.500 DL 0.058 0.058 0.115 0.115 0.000 0.058 0.058 0.058 LL 0.050 0.050 0.100 0.100 0.000 0.050 0.050 0.050 Red% 0.0% 0.0% 0.0% 0.0% Type Roof Roof Roof Roof SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 11.57 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Center Right Controlling Cond Max - Max - LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft -43.9 -43.9 -43.9 @ ^ft 11.5 11.5 11.5 Lb ft 11.5 4.0 4.0 Cb 1.76 1.00 1.00 Phi 0.90 0.90 0.90 Phi*Mn kip-ft 165.75 165.33 165.33 REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction (factored) Max -total reaction DEFLECTIONS: Center span: Dead load (in) Live load (in) Net Total load (in) Right cantilever: Dead load (in) Pos Live load (in) Neg Live load (in) Pos Total load (in) Left •0.92 0.48 •1.28 •1.2.9 •3.16 Right 6.58 5.73 0.00 17.06 9.22 at at at 6.73ft - 6.73ft - 6.73ft = 0.024 0.025 0.048 L/D = 5818 L/D = 5578 L/D - 2848 •0.064 •0.060 0.005 •0.124 L/D L/D L/D L/D = 1510 = 1598 = 20112 = 776 HOPE Gravity Beam Design RAM Steel v9.0 Page 14/22 HOPE Engineering DataBase: 24hr - punched openings 08/25/0516:13:32 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: second Beam Number = 225 SPAN INFORMATION (ft): I-End (11.00,100.00) J-End (16.00,100.00) Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 5,00 Mp(kip-ft) = 72.50 No Loads SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 0.00 kips 0.90Vn - 64.26 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Controlling 1.2DL+1.6LL 0.0 11.5 0.0 1.00 0.90 0.00 REACTIONS (kips): Left Right DL reaction 0.00 0.00 DEFLECTIONS: Dead load (in) at 4.97ft = 0.000 Live load (in) at 4.97 ft = 0.000 Net Total load (in) at 4.97 ft = 0.000 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 15/22 08/25/0516:13:32 Steel Code: AISC LRFD Floor Type: second Beam Number = 217 SPAN INFORMATION (ft): I-End (-4.00,104.00) J-End (34.50,104.00) Beam Size (User Selected) - W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 38.50 Cantilever on left (ft) - 15.00 Mp (kip-ft) = 277.08 POINT LOADS (kips): Dist 0.000 4.000 10.000 20.000 . 27.500 33.000 DL 0.36 0.89 0.98 0.79 0.30 0.70 RedLL 0.00 0.00 0.00 0.00 0.00 0.00 Red% NonRLL StorLL 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% RoofLL 0.0 0.0 0.0 0.0 0.0 0.0 0.31 0.77 0.85 0.69 0.26 0.60 Red% 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 5.77 kips 0.90Vn = 143.37 kips MOMENTS (Ultimate): Span Left Center Controlling Cond Max - Max + Max - LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft -52.0 6.6 -52.0 -52.0 @ ft 15.0 33.0 15.0 15.0 Lb ft 5.0 0.0 5.0 5.0 Cb LOO 1.00 1.15 1.00 Phi 0.90 0.90 0.90 0.90 Phi*Mn kip-ft 241.94 249.37 249.38 241.94 REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction (factored) Max -total reaction DEFLECTIONS: Left cantilever: Dead load (in) Pos Live load (in) Neg Live load (in) Pos Total load (in) Center span: Dead load (in) Live load (in) Net Total load (in) Left 4.01 3.48 0.00 10.38 5.61 Right 0.01 0.75 -0.74 1.20 -1.18 •0.332 •0.359 0.070 •0.691 L/D = L/D = L/D = L/D - 1084 1003 5135 521 at at at 24.28ft = 24.28ft = 24.28ft - 0.046 0.072 0.118 L/D = L/D = L/D = 6129 3921 2391 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 16/22 08/25/05 16:13:32 Steel Code: AISC LRFD Floor Type: second Beam Number = 223 SPAN INFORMATION (ft): I-End (16.00,93.00) Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 11.00 Mp(kip-ft) - 72.50 J-End (16.00,104.00) Fy - 50.0 ksi Red% NonRLL StorLL Red% RoofLL Red% POINT LOADS (kips): Dist DL RedLL LINE LOADS (k/ft): Load Dist DL 1 0.000 0.144 11.000 0.144 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 2.05 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond LL 0.125 0.125 Red% 0.0% Type Roof Center Controllme Max + LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 5.6 5.6 @ ft 5.5 5.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 65.25 65.25 REACTIONS (kips): DL reaction Max H-LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 0.79 0.69 2.05 Right 0.79 0.69 2.05 at at at 5.50ft 5.50ft 5.50ft -0.018 -0.016 -0.034 L/D L/D L/D 7162 8236 3831 HOPE Gravity Beam Design RAM Steel v9.0 Page 17/22 HOPE Engineering DataBase: 24hr - punched openings 08/25/05 16:13:32 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: second Beam Number = 224 SPAN INFORMATION (ft): I-End (16.00,100.00) J-End (23.50,100.00) Beam Size (User Selected) = W12X14 Fy =50.0ksi Total Beam Length (ft) = 7.50 Mp(kip-ft) = 72.50 No Loads SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) - 0.00 kips 0.90Vn - 64.26 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Controlling 1.2DL+1.6LL 0.0 5.5 0.0 1.00 0.90 0.00 REACTIONS (kips): Left Right DL reaction 0.00 0.00 DEFLECTIONS: Dead load (in) at 7.46ft = 0.000 Live load (in) at 7.46ft = 0.000 Net Total load (in) at 7.46ft = 0.000 HOPE DL 0.150 0.150 LL 0.130 0.130 Red% 0.0% Type Roof Gravity Beam Design RAM Steel v9.0 Page 18/22 HOPE Engineering DataBase: 24hr - punched openings 08/25/05 16:13:32 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: second Beam Number = 219 SPAN INFORMATION (ft): I-End (23.50,93.00) J-End (23.50,100.00) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 7.00 Mp(kip-ft) = 184.17 LINE LOADS (k/ft): Load Dist 1 0.000 7.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 1.36 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Cond Center Max -t Controlling REACTIONS (kips): Left Right DL reaction 0.52 0.52 Max +LL reaction 0.45 0.45 Max+total reaction (factored) 1.36 1.36 DEFLECTIONS: Dead load (in) at 3.50ft = -0.001 Live load (in) at 3.50ft = -0.001 Net Total load (in) at 3.50ft = -0.002 L/D = 48561 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 2.4 2.4 @ ft 3.5 3.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 165.75 165.75 HOPE DL 0.150 0.150 LL 0.130 0.130 Red% 0.0% Type Roof Gravity Beam Design .RAM Steel v9.0 Page 19/22 HOPE Engineering DataBase: 24hr - punched openings 08/25/05 16:13:32 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: second Beam Number = 220 SPAN INFORMATION (ft): I-End (23.50,100.00) J-End (23.50,104.00) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 4.00 Mp(kip-ft) = 36.96 LINE LOADS (k/ft): Load Dist 1 0.000 4.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6JLL) = 0.77 kips 0.90Vn = 36.22 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 0.8 2.0 0.0 1.00 0.90 32.92 Controlling 1.2DL+1.6LL 0.8 2.0 0.0 1.00 0.90 32.92 REACTIONS (kips): Left Right DL reaction 0.30 0.30 Max +.LL reaction 0.26 0.26 Max +total reaction (factored) 0.77 0.77 DEFLECTIONS: Dead load (in) at 2.00ft = -0.001 Live load (in) at 2.00ft = -0.001 Net Total load (in) at 2.00ft = -0.002 L/D = 26631 HOPE Gravity Beam Design RAM Steel v9.0 Page 20/22 HOPE Engineering DataBase: 24hr - punched openings 08/25/05 16:13:32 Building Code: UBC1 Steel Code: A1SC LRFD Floor Type: second Beam Number = 221 SPAN INFORMATION (ft): I-End (29.00,93.00) J-End (29.00,104.00) Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 11.00 Mp(kip-ft) - 72.50 LINE LOADS (k/ft): Load Dist 1 0.000 11.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 1.80 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond DL 0.127 0.127 LL 0.110 0.110 Red% 0.0% Type Roof LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 5.0 5.0 @ ft 5.5 5.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 65.25 65.25 Center Max + Controlling REACTIONS (kips): Left Right DL reaction 0.70 0.70 Max +LL reaction 0.60 0.60 Max +total reaction (factored) 1.80 1.80 DEFLECTIONS: Dead load (in) at 5.50ft = -0.016 L/D - 8139 Live load (in) at 5.50ft = -0.014 L/D = 9360 Net Total load (in) at 5.50ft = -0.030 L/D = 4353 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 21/22 08/25/05 16:13:32 Steel Code: AISC LRFD J-End (34.50,104.00) Fv - 50.0 ksi Floor Type: second Beam Number = 212 SPAN INFORMATION (ft): I-End (34.50,93.00) Beam Size (User Selected) = W16X26 Total Beam Length (ft) - 11.00 Cantilever on right (ft) - 4.00 Mp(kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 11.000 0.01 0.00 0.0 0.00 0.00 0.0 0.75 0.0 0.00 0.0 0.00 0.00 0.0 -0.74 0.0 0.01 LINE LOADS (k/ft): Load 1 2 3 Dist 0.000 7.000 7.000 11.000 0.000 7.000 DL 0.063 0.063 0.063 0.063 0.007 0.007 LL 0.055 0.055 0.055 0.055 0.007 0.007 Red% 0.0% 0.0% 0.0% Type Roof Roof Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 1.86 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Cond Center Max + Max - Right Max + Max - Controlling REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction (factored) Max -total reaction DEFLECTIONS: Center span: Dead load (in) Live load (in) Net Total load (in) Right cantilever: Dead load (in) Pos Live load (in) Neg Live load (in) LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL 1.2DL+1.6LL 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 4.1 -6.1 4.1 -6.1 -6.1 @ ft 6.7 7.0 7.0 7.0 7.0 Lb ft 0.0 7.0 0.0 4.0 4.0 Cb 1.00 1.84 1.00 1.00 1.00 Phi 0.90 0.90 0.90 0.90 0.90 Phi*Mn kip-ft 165.75 165.75 165.75 165.33 165.33 Left 0.17 0.64 -0.49 1.23 -0.58 Right 0.58 1.67 -1.17 3.37 -1.17 at at at 3.85 ft = 3.85 ft - 3.85ft = -0.000 -0.002 -0.002 L/D = 37876 L/D = 36291 -0.001 -0.010 0.009 L/D L/D 9749 10306 HOPE Gravity Beam Design RAM Steel v9.0 Page 22/22 HOPE Engineering DataBase: 24hr - punched openings 08/25/0516:13:32 Building Code: UBC1 Steel Code: AISC LRFD Right cantilever: Pos Total load (in) = -0.010 L/D = 9169 Neg Total load (in) = 0.009 L/D = 11045 Q 'O Uon (N 4>is t3 5GO enOfic CO CO o CO CM •o ou o.>, HL.O O HOPE Gravity Column Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 08/25/05 16:13:32 Steel Code: AISC LRFD Story level 2nd, Column Line 11.00ft - 1 Fy(ksi) = 50.00 Orientation (degrees) = 0.0 INPUT DESIGN PARAMETERS: T,urm K Braced Against Joint Translation Column Eccentricity (in) TopJ \ / .r Bottom CONTROLLING COLUMN LOADS - Load Axial (kips) Moments Top MX (kip-ft) My (kip-ft) Bot MX (kip-m My (kip-ft)j \ Jr / Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1 .2DL + Pu (kips) = 17.06 Mux (kip-ft) = 0.00 Muy (kip-ft) = 0.00 Cbx = 1.00 Cmx = 0.60 Pex (kips) = 60.56 Blx = 1.00 Column Size = X-Axis 16.00 1 Yes 0.00 0.00 Case 1: Dead 658 000 0.00 0.00 0.00 0.5LL + 1.6RF) 0.85*Pn (kips) 0.90*Mnx (kip-ft) = 0.90*Mny (kip-ft) = Cby Cmy Pey (kips) = Bly HSS4X4X1/4 Y-Axis 16.00 1 Yes 0.00 0.00 Live 0.00 0.00 0.00 0.00 0.00 45.14 17.59 17.59 1.75 0.60 60.56 1.00 Roof 5.73 0.00 0.00 0.00 0.00 INTERACTION EQUATION Pu/0.85*Pn - 0.38 Eq Hl-la: 0.378 + 8/9*(0.000 + 0.000) = 0.378 HOPE Gravity Column Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 08/25/05 16:13:32 Steel Code: A1SC LRFD Story level 2nd, Column Line A - 88.50ft Fy(ksi) = 50.00 Orientation (degrees) = 0.0 Column Size = HSS4X4X1/4 INPUT DESIGN PARAMETERS: T.u(m K Braced Against Joint Translation Column Eccentricity (in)Top Bottom X-Axis 16.00 1 Yes 0.00 0.00 Y-Axis 16.00 1 Yes 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Axial (kips) Moments Top MX (kip-ft) My (kip-ft) . Bot MX (kip-ft) My (kip-ft) Single curvature about X-Axis Single curvature about Y-Axis Dead Live Roof 2.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.26 0.00 0.00 0.00 0.00 CALCULATED PARAMETERS: Pu (kips) = 6.73 Mux (kip-ft) = 0.00 Muy (kip-ft) = 0.00 Cbx Cmx Pex (kips) Blx 1.00 0.60 60.56 1.00 (1.2DL + 0.5LL + 1.6RF) 0.85*Pn (kips) = 45.14 0.90*Mnx (kip-ft) = 17.59 0.90*Mny (kip-ft) = 17.59 Cby = 1.75 Cmy = 0.60 Pey (kips) = 60.56 Bly = 1.00 INTERACTION EQUATION Pu/0.85*Pn = 0.15 EqHl-lb: 0.075 + 0.000 + 0.000 = 0.149 HOPE Gravity Column Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 08/25/05 16:13:32 Steel Code: AISC LRFD Story level 2nd, Column Line 23.50ft - 1 Fy(ksi) = 50.00 Orientation (degrees) = 0.0 INPUT DESIGN PARAMETERS: I.nffi)\ / • • K Braced Against Joint Translation Column Eccentricity (in) Top^^ j \ j _r Bottom CONTROLLING COLUMN LOADS - Load Axial (kips') Moments Top MX (kip-ft)r \ r / My (kip-ft) Rot MX (kip-ft) Mv (kip-ft)j \ f^ J Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + Pu (kips) = 2.13 Mux (kip-ft) = 0.00 Miry (kip-ft) = 0.22 Cbx = 1.00 Cmx = 0.60 Pex (kips) = 70.96 Blx = 1.00 Column Size = X-Axis 16.00 1 Yes 4.50 0.00 Case 1: Dead 0.82 0.00 0.08 0.00 0.00 0.5LL + 1.6RF) 0.85*Pn(kips) 0.90*Mnx (kip-ft) = 0.90*Mny (kip-ft) = Cby Cmy Pev (kips) Bly HSS4X4X5/16 Y-Axis 16.00 1 Yes 4.50 0.00 Live 0.00 0.00 0.00 0.00 0.00 52.90 20.96 20.96 1.75 0.60 70.96 1.00 Roof 0.71 0.00 0.07 0.00 0.00 INTERACTION EQUATION Pu/0.85*Pn = 0.04 EqHl-lb: 0.020 + 0.000 + 0.010 0.040 ^ u IT) £2o <f CN OO "§ O T 00c LO$;oo I CN •D Cp c.>> o 2 u^ 235 <^o • • CN "S4J V2 5<a! tJJD C'C <L>>HuoO S Qsa-T. J O r v CNoco CJ "3 Q cfl £0 T5 CO Cu >>Huoo (N CN (Ubo ?£ 2 u^ 235 <£ 04 _g 0 U "3 CO «- p q CD D, m o O 03 <~ O 0 0 O.O O O (N <N CN C O a-5 H oi <1JIS 'o ^ I3 S ry/* ^ C. O O00 O) «g O O O C. ON O ON ** O> CD CD d. CD en CD 00 OJ OO X O O CN S £ X-3 O 1 3 05 • ^ / / / ^^ HOPE 0.000 16.000 0.000 16.000 16.000 20.000 0.007 0.007 0.092 0.092 0.092 0.092 0.007 0.007 0.080 0.080 0.080 0.080 Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings 08/26/0510:17:41 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: second Beam Number = 230 SPAN INFORMATION (ft): I-End (195.00,84.00) J-End (195.00,104.00) Beam Size (User Selected) - W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 20.00 Cantilever on right (ft) = 4.00 Mp(kip-ft) = 277.08 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 20.000 3.43 0.00 0.0 0.00 0.00 0.0 3.00 0.0 0.00 0.0 0.00 0.00 0.0 -0.02 0.0 2.98 LINE LOADS (k/ft): Load Dist DL LL Red% Type 0.0% Red 0.0% Roof 0.0% Roof SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 9.87 kips 0.90Vn = 143.37 kips MOMENTS (Ultimate): Span Center Right Controlling 1.2DL+1.6LL -37.6 16.0 16.0 1.88 0.90 185.35 REACTIONS (kips): Left Right DL reaction -0.11 5.49 Max+LL reaction 0.70 4.80 Max -LL reaction -0.79 -0.02 Max-ttotal reaction (factored) 0.98 14.27 Max-total reaction -1.40 7.68 DEFLECTIONS: Center span: Dead load (in) at 9.52ft = 0.018 L/D = 10509 Live load (in) at 9.52ft - 0.024 L/D - 7928 Net Total load (in) at 9.52ft - 0.042 L/D = 4519 Right cantilever: Dead load (in) = -0.037 L/D = 2592 Pos Live load (in) - -0.039 L/D = 2444 Neg Live load (in) = 0.007 L/D = 13429 Pos Total load (in) - -0.076 L/D = 1258 Cond Max + Max - Max - LoadCombo 1.2DL+1 1.2DL+1 1.2DL+1 .6LL .6LL .6LL Mu kip-ft 1.9 -37.6 -37.6 @ ft 3.8 16.0 16.0 Lb 0. 16, 4. ft 0 ,0 0 Cb 1.00 1.88 1.00 Phi 0.90 0.90 0.90 Phi*Mn kip-ft 249.37 185.35 249.38 HOPE DL 0.184 0.184 LL 0.160 0.160 Red% 0.0% Type Roof Gravity Beam Design RAM Steel v9.0 Page 2/6 HOPE Engineering . DataBase: 24hr - punched openings 08/26/0510:17:41 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: second Beam Number = 234 SPAN INFORMATION (ft): I-End (203.00,84.00) J-End (203.00,104.00) Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 20.00 Mp(kip-ft) = 72.50 LINE LOADS (k/ft): Load Dist 1 0.000 20.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 4.77 kips 0.90Vn - 64.26 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 23.8 10.0 0.0 1.00 0.90 65.25 Controlling 1.2DL+1.6LL 23.8 10.0 0.0 1.00 0.90 65.25 REACTIONS (kips): Left Right DL reaction 1.84 1.84 Max +LL reaction 1.60 1.60 Max+total reaction (factored) 4.77 4.77 DEFLECTIONS: Dead load (in) at 10.00ft = -0.258 L/D = 931 Live load (in) at 10.00ft = -0.224 L/D = 1071 Net Total load (in) at 10.00ft = -0.482 L/D = 498 HOPE DL 0.184 0.184 LL 0.160 0.160 Red% 0.0% Type Roof Gravity Beam Design 1M3~7 RAM Steel v9.0 Page 3/6 HOPE Engineering . " DataBase: 24hr - punched openings 08/26/05 10:17:41 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: second Beam Number = 235 SPAN INFORMATION (ft): I-End (211.00,84.00) J-End (211.00,104.00) Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 20.00 Mp(kip-ft) - 72.50 LINE LOADS (k/ft): Load Dist 1 0.000 20.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 4.77 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 23.8 10.0 0.0 1.00 0.90 65.25 Controlling 1.2DL+1.6LL 23.8 10.0 0.0 1.00 0.90 65.25 REACTIONS (kips): Left Right DL reaction 1.84 1.84 Max+LL reaction 1.60 1.60 Max +total reaction (factored) 4.77 4.77 DEFLECTIONS: Dead load (in) at 10.00ft = -0.258 L/D = 931 Live load (in) at 10.00ft = -0.224 L/D = 1071 Net Total load (in) at 10.00ft = -0.482 L/D = 498 HOPE DL 0.184 0.184 LL 0.160 0.160 Red% 0.0% Type Roof Gravity Beam Design RAM Steel v9.0 Page 4/6 HOPE .Engineering DataBase: 24hr - punched openings 08/26/05 10:17:41 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: second Beam Number = 236 SPAN INFORMATION (ft): I-End (219.00,84.00) J-End (219.00,104.00) Beam Size (User Selected) = W12X14 Fy - 50.0 ksi Total Beam Length (ft) = 20.00 Mp(kip-ft) = 72.50 LINE LOADS (k/ft): Load Dist 1 0.000 20.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 4.77 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 23.8 10.0 0.0 1.00 0.90 65.25 Controlling 1.2DL+1.6LL 23.8 10.0 0.0 1.00 0.90 65.25 REACTIONS (kips): Left Right DL reaction 1.84 1.84 Max +LL reaction 1.60 1.60 Max +total reaction (factored) 4.77 4.77 DEFLECTIONS: Dead load (in) at 10.00ft - -0.258 L/D = 931 Live load (in) at 10.00ft = -0.224 L/D = 1071 Net Total load (in) at 10.00ft - -0.482 L/D = 498 HOPE DL 0.161 0.161 LL 0.140 0.140 Red% 0.0% Type Roof Gravity Beam Design RAM Steel v9.0 . Page 5/6 HOPE Engineering DataBase: 24hr - punched openings 08/26/05 10:17:41 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: second Beam Number = 237 SPAN INFORMATION (ft): I-End (227.00,84.00) J-End (227.00,104.00) Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) - 20.00 Mp(kip-ft) = 72.50 LINE LOADS (k/ft): Load Dist 1 0.000 20.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 4.17 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 20.9 10.0 0.0 1.00 0.90 65.25 Controlling 1.2DL+1.6LL 20.9 10.0 0.0 1.00 0.90 65.25 REACTIONS (kips): Left Right DL reaction 1.61 1.61 Max+LL reaction 1.40 1.40 Max +total reaction (factored) 4.17 4.17 DEFLECTIONS: Dead load (in) at 10.00ft = -0.226 L/D - 1064 Live load (in) at 10.00ft = -0.196 L/D = 1224 Net Total load (in) at 10.00ft = -0.422 L/D = 569 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 6/6 08/26/05 10:17:41 Steel Code: AISC LRFD Floor Type: second Beam Number = 231 SPAN INFORMATION (ft): I-End (233.00,84.00) Beam Size (User Selected) = W18X35 Total Beam Length (ft) = 20.00 Cantilever on right (ft) = 4.00 Mp (kip-ft) = 277.08 J-End (233.00,104.00) Fv = 50.0 ksi POINT LOADS (kips): Dist DL RedLL 20.000 3.84 0.00 LINE LOADS (k/ft): Red% 0.0 NonRLL 0.00 StorLL 0.00 Red% 0.0 RoofLL Red% 0.0 Load 1 2 Dist 0.000 16.000 16.000 20.000 DL 0.080 0.080 0.138 0.138 LL 0.070 0.070 0.120 0.120 Red% 0.0% 0.0% Type Roof Roof SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 11.38 kips 0.90Vn = 143.37 kips MOMENTS (Ultimate): Span Cond Center Max + Max - Right Max - Controlling REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction (factored) Max -total reaction DEFLECTIONS: Center span: Dead load (in) Live load (in) Net Total load (in) Right cantilever: Dead load (in) Pos Live load (in) Neg Live load (in) Pos Total load (in) LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 0.5 -42.7 -42.7 -42.7 @ ft 2.1 16.0 16.0 16.0 Lb ft 0.0 16.0 4.0 16.0 Cb 1.00 1.82 1.00 1.82 Phi 0.90 0.90 0.90 0.90 Phi*Mn kip-ft 249.37 178.85 249.38 178.85 Left -0.38 0.56 -0.89 -0.54 -1.89 Right 6.06 5.27 0.00 15.71 8.49 at at at 9.44ft = 9.44ft = 9.44 ft = 0.024 0.027 0.051 L/D = 8051 L/D = 6995 L/D = 3743 •0.045 0.044 0.006 0.089 L/D L/D L/D L/D - 2148 = 2160 - 17194 = 1077 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 08/26/05 10:17:41 Steel Code: AISC LRFD Floor Type: second SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) Cantilever on right (ft) Mp(kip-ft) = 277.08 POINT LOADS (kips): Beam Number = 232 I-End (195.00,104.00) = W18X35 = 44.00 = 6.00 J-End (239.00,104.00) Fy = 50.0 ksi Dist DL RedLL Red% 8.000 1.84 16.000 1.84 24.000 1.84 32.000 1.61 44.000 0.14 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 SHEAR (Ultimate): Max Vu (1.2DL+1. MOMENTS (Ultimate) Span Cond Center Max + Max- Right Max - Controlling REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Center span: Dead load (in) Live load (in) Net Total load (in) Right cantilever: Dead load (in) Pos Live load (in) Neg Live load (in) Neg Total load (in) I LoadCombo 1.2DL+1 .6LL 1.2DL+1.6LL 1.2DL+1 1.2DL+1 (factored) .6LL .6LL at at at = 0 NonRLL StorLL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6LL) = 8.57 kips Mu kip-ft 93.2 -2.1 -2.1 93.2 Left 3.43 2.40 -0.02 7.95 19.00ft 19.00ft 1.9.00 ft .346 - -0.007 = 0 - 0 .247 .592 ( 16 38 38 16 Right 3.84 2.70 0.00 8.93 = = = L/D = L/D = L/D = L/D = Red% 0.0 0.0 0.0 0.0 0.0 0.90Vn % ft .0 .0 .0 .0 -0.695 -0.490 -1.185 416 19456 584 243 RoofLL Red% 1.60 20.0 1.60 20.0 1.60 20.0 1.40 20.0 0.12 0.0 = 143.37 kips Lb Cb Phi ft 0.0 1.00 0.90 6.0 1.77 0.90 6.0 1.00 0.90 0.0 1.00 0.90 L/D = 656 L/D = 931 L/D = 385 Phi*Mn kip-ft 249.37 249.38 231.23 249.37 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 08/26/05 10:17:41 Steel Code: AISC LRFD Floor Type: second Beam Number = 111 SPAN INFORMATION (ft): I-End (194.00,84.00) J-End (234.00,84.00) Beam Size (Optimum) = W21X44 Fy = Total Beam Length (ft) = 40.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 0.00 2.50 Unit weight concrete (pcf) 0.00 115.00 fc(ksi) 0.00 3.50 Decking Orientation parallel parallel Decking type Non Composite VERCO W3 Formlok beff(in) = 60.00 Y bar(in) = 17.49 Mnf (kip-ft) = 716.11 Mn (kip-ft) = 632.84 C(kips) = 238.20 PNA(in) = 17.16 Ieff(in4) = 1838.28 Itr(in4) = 2205.27 Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 19.8 # of studs: Full = 52 Partial = 28 Actual = 28 Number of Stud Rows = 1 Percent of Full Composite Action = 53.38 POINT LOADS (kips): Dist 1.000 9.000 10.917 17.000 21.833 25.000 32.750 33.000 39.000 DL -0.11 1.84 7.86 1.84 7.86 1.84 6.54 1.61 -0.38 CDL RedLL -0.04 0.80 4.81 0.80 4.81 0.80 4.01 0.70 -0.17 0.05 0.00 0.00 7.86 0.00 7.86 0.00 6.54 0.00 0.00 0.00 Red% 10.3 0.0 0.0 10.3 0.0 10.3 0.0 10.3 0.0 0.0 0.0 NonRLL 0 0 0 0 0, 0 0 .00 .00 .00 .00 .00 .00 .00 0.00 0, 0. 0. .00 .00 .00 StorLL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% RoofLL 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.64 -0.79 1.60 0.00 1.60 0.00 1.60 0.00 1.40 0.56 -0.89 50.0 ksi Red% 20.0 20.0 20.0 0.0 20.0 0.0 20.0 0.0 20.0 20.0 20.0 CLL -0.13 -0.13 1.60 1.96 1.60 1.96 1.60 1.63 1.40 -0.33 -0.33 LINE LOADS (k/ft): Load 1 2 Dist 1.000 40.000 0.000 1.000 DL 0.240 0.240 0.007 0.007 CDL 0.000 0 0 0. .000 .004 .004 LL 0.000 0.000 0.007 0.007 Red% 0.0% 10.3% Type Red Red CLL 0.000 0.000 0.002 0.002 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 45.59 kips 0.90Vn = 195.62 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb kip-ft ft ft Center PreCmp+ 1.2DL+1.6LL 244.1 21.8 0.0 1.00 Phi 0.90 Phi*Mn kip-ft 357.75 r HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24hr - punched openings Building Code: UBC1 Page 21'. 08/26/05 10:17:41' Steel Code: AISC LRFD ' Span Controlling Cond Init DL Max + LoadCombo 1.4DL 1.2DL+1.6LL 1.2DL+1.6LL Mu 148.4 533.1 533.1 @ 21.8 21.8 21.8 Lb — — — Cb — _— „- Phi 0.85 0.85 Phi*Mn 537.91 537.91 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Left 13.36 18.37 12.36 -0.63 41.82 Right 14.47 19.88 13.58 -0.71 45.59 20.00ft = 20.00ft = 20.00ft - 20.00ft = -1.200 -0.824 -1.499 -1.949 L/D = L/D - L/D = L/D = 400 583 320 246