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HomeMy WebLinkAbout712 S Bristol St - PlanPart No: CP041047 SCALE 1/55 WEIGHT: N/A Installation of 1,000 sq-ft shade structure at the Bristol-Tolliver Street Urban Greening Project (City Project No. 24-6600) Skyways by Landscape Structures Inc. 8131 Forney Rd. Dallas TX, 75227 playlsi.com Date: Drawn by: Designed by: Approved by: Drawing: Sheet No.: 12/6/24 TM DG A For Approval 12/6/24 TM 400-2025-173 SO-01018878 CP041047 DG Hypar Sail SO-01018878 Bristol Tolliver Park 712 S Bristol St. Santa Ana, CA, 92703 Project No. Sheet title Sheet Size: Reference Scale: 1"1/2"1/2"1/2" #Revision Date By Stamp: Project Info.: 'D' 34"x22" 1 Revisions General Notes 4. EXECUTION: 5. CONCRETE: 6. STEEL CABLES: i.28 DAY STRENGTH: f'c=4,500 PSI (MIN.) ii.AGGREGATE: HR iii.SLUMP: 3-5 iv.TYPE II/V PORTLAND CEMENT SHALL CONFORM TO ASTM C-150 v.AGGREGATE SHALL CONFORM TO ASTM C-33 vi.NO AIR REQUIRED a.STRUCTURAL WIRE ROPE CABLES SHALL CONFORM TO THE LATEST REVISION OF ASTM A 603, "STANDARD SPECIFICATION FOR ZINC-COATED STEEL STRUCTURAL WIRE ROPE." b.STRUCTURAL STRAND CABLES SHALL CONFORM TO THE LATEST REVISIONS OF A 586, "STANDARD SPECIFICATION FOR ZING-COATED PARALLEL AND HELICAL STEEL WIRE STRUCTURAL STRANDS. c.SEVEN WIRE PRE-STRESSING STRANDS SHALL CONFORM TO THE LATEST REVISION OF ASTM A 416, "STANDARD SPECIFICATION FOR UNCOATED SEVEN WIRE STRESS RELIEVED STRAND FOR PRE-STRESSED CONCRETE" AND SHALL BE GRADE 270. d.WIRE ROPE CABLE SHALL BE 7X19 STRAND CORE GALVANIZED WIRE ROPE WITH A BREAKING STRENGTH VALUE OF: i. 3/8" DIAMETER= 14,000 LBS e.CABLES SHALL BE FED THROUGH THE FABRIC SLEEVES AROUND THE PERIMETER OF THE CANOPY AND TENSIONED UNTIL THE FABRIC PANELS (DESIGNED PURPOSELY UNDERSIZED) REACH A TAUGHT APPEARANCE. ANY LONG-TERM CABLE SAG SHALL BE MINIMIZED DURING THE MAINTENANCE RE-TIGHTENING VISITS AS REQUIRED. a.CONCRETE WORK SHALL BE EXECUTED IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN CONCRETE INSTITUTE BUILDING CODE. b.CONCRETE SPECIFICATIONS SHALL BE AS FOLLOWS: c.ALL CONCRETE STEEL REINFORCEMENT SHALL CONFORM TO ASTM A-615 GRADE 60. d.REINFORCING STEEL SHALL BE DETAILED, FABRICATED, AND PLACED IN ACCORDANCE WITH THE LATEST ACI DETAILING MANUAL AND RSI MANUAL OF STANDARD PRACTICE. e.REINFORCING CONCRETE COVER SHALL BE 3" MIN. f.ALL CAST-IN-PLACE CONCRETE SHALL BE COMPACTED USING HIGH FREQUENCY VIBRATING EQUIPMENT. g.TOP OF PIERS ARE DESIGNED NON-CONSTRAINED. h.ALL ANCHOR BOLTS SET IN CONCRETE SHALL COMPLY WITH ASTM F-1554 GRADE 55 i.ALL NON-SHRINK GROUT SHALL HAVE A MINIMUM 28 DAYS COMPRESSIVE STRENGTH OF 5000 PSI AND SHALL COMPLY WITH THE REQUIREMENTS OF ASTM C-109, ASTM C939, ASTM C1090 WHEN APPLICABLE. j.PRIOR TO INSTALLATION OF FOUNDATION, INSTALLER SHALL VERIFY SOILS APPEAR TO BE CAPABLE BEARING SOILS AND ARE NOT MUDDY, LIQUIDY, OR ANY OTHER FORM OF NON-LOAD BEARING SOIL. a.STEEL FABRICATOR SHALL PROVIDE EFFECTIVE, FULL TIME QUALITY CONTROL OVER ALL FABRICATION ACTIVITIES. b.VISUAL INSPECTION SHALL BE PERFORMED TO ENSURE ALL WELDS CONFORM TO AWS STANDARDS. c.GRIND SMOOTH ALL SHARP EDGES AND CORNERS a.ALL WELDS SHALL BE CONTINUOUS WHERE LENGTH IS NOT GIVEN. b.ALL WELDS SHALL DEVELOP THE FULL STRENGTH OF THE WEAKER MEMBER. ALL WELDS SHALL BE MADE USING E70XX .035 OR .045 WIRE. c.ALL WELDED JOINTS SHALL CONFORM TO AWS PRE-QUALIFIED WELDED JOINTS AS DESIGNATED BY THE STANDARD WELD SYMBOLS AND TERMS AS SHOWN ON THE DRAWINGS. d.WELDS SHALL BE MADE ONLY BY OPERATORS WHO HAVE BEEN PREVIOUSLY QUALIFIED BY TESTS, AS PRESCRIBED IN THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY, D1.1, "STRUCTURAL WELDING CODE", TO PERFORM THE TYPE OF WORK REQUIRED. e.SHOP CONNECTIONS SHALL BE WELDED U.N.O. FIELD CONNECTIONS SHALL BE BOLTED AS INDICATED ON THE DRAWINGS. WELDING OF FIELD CONNECTIONS SHALL NOT BE ACCEPTED WITHOUT WRITTEN CONSENT FROM THE EOR. f.ALL FILLET WELDS SHALL BE A MINIMUM OF 3/16" UNLESS OTHERWISE NOTED. g.ALL HIGH STRENGTH BOLTS SHALL COMPLY WITH A325 OR EQUIVALENT. h.ALL HIGH STRENGTH NUTS SHALL COMPLY WITH A563C OR EQUIVALENT. i.ALL HIGH STRENGTH WASHERS SHALL COMPLY WITH F436-1 OR EQUIVALENT. j.ALL STAINLESS STEEL BOLTS SHALL COMPLY WITH ASTM F-593, ALLOY GROUP 1 OR 2 OR EQUIVALENT. k.ALL STAINLESS STEEL NUTS SHALL COMPLY WITH ASTM F-594 ALLOY GROUP 1 OR 2 OR EQUIVALENT. l.ALL STAINLESS STEEL WASHERS SHALL CONFORM TO TYPE 18-8 OR EQUIVALENT. m.ALL LOCK WASHERS SHALL BE SPLIT-RING n.COMMON SPRING LOCK WASHERS SHALL CONFORM TO ANSI B.18.21.1 BOLTS SHALL BE TIGHETENED TO A SNUG CONDITION o.TOLERANCES ON HOLES FOR CONNECTIONG PLATES AND BOLTED ELEMENTS IN FIELD SHALL BE +1/16" LARGER THAN THE NOMINAL DIAMETER OF THE BOLT, FOR BASE PLATES IT SHALL BE 1/8" LARGER. BOLT HOLES IN METAL PARTS MAY BE BURNED USING A FLAME CUTTING MACHINE. p.SPECIAL ATTENTION SHALL BE GIVEN TO WELDS IN AREAS IN DIRECT CONTACT WITH SHADE FABRIC TO ENSURE THAT THESE WELDS ARE GROUND SMOOTH AND DO NOT HAVE SHARP EDGES OR BURRS. q.ALL THREADED ROD SHALL CONFORM TO ASTM A36, OR ASTM A 572, GRADE 50. 3. BOLTS AND WELDS: SHALL CONFORM TO THE FOLLOWING REQUIREMENTS U.N.O a.PIPES SHALL CONFORM TO ASTM A 53, GRADE B, TYPE E OR S. b.STRUCTURAL TUBING SHALL CONFORM TO ASTM A 500, GRADE B/C. c.PLATES AND BARS SHALL CONFORM TO ASTM A 36 OR A 572 GRADE 50. d.TUBING SHALL BE INTERNALLY COATED WITH ZINC AND ORGANIC COATINGS TO PREVENT CORROSION AS MANUFACTURED BY ALLIED TUBE & CONDUIT. e.PINS SHALL CONFORM TO ASTM A 36, OR ASTM A 588, GRADE 50. ALL PINS SHALL BE GALVANIZED. f.ALL STRUCTURAL STEEL SHALL BE SHOT BLASTED PRIOR TO PAINT g.ALL WORK SHALL BE FREE OF OIL, GREASE, AND MACHINING CHIPS. 2. MATERIALS: MEMBERS SHALL CONFORM TO THE FOLLOWING REQUIREMENTS U.N.O. i.AMERICAN INSTITUTE OF STEEL CONSTRUCTION - "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES." ii.AMERICAN INSTITUTE OF STEEL CONSTRUCTION - "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS." iii.AMERICAN INSTITUTE OF STEEL CONSTRUCTION - "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A 325 OR A 490 BOLTS." iv.AMERICAN WELDING SOCIETY - "STRUCTURAL WELDING CODE" AWS D1.1 v.AMERICAN SOCIETY FOR TESTING AND MATERIALS - AS REFERENCED HEREIN. vi.AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) - AS REFERENCED. 1. GENERAL NOTES: a. ALL WORK SHALL COMPLY WITH THE LATEST EDITION OF THE FOLLOWING: b. DO NOT SCALE OFF OF DRAWINGS GENERAL NOTES: DESIGN INFORMATION CODE AND LOADS: BUILDING CODE: CBC 2022 OCCUPANCY CLASSIFICATION - A-3 CONSTRUCTION TYPE -VB RISK CATEGORY - II SINGLE STORY STRUCTURE LOADS: DEAD LOAD= SELF WEIGHT LIVE LOAD = 5 PSF DESIGN WIND LOAD Vult=105 MPH, 0.85 SEC. GUST EXPOSURE: C KZT: 1 GROUND SNOW LOADS: 5 PSF THIS STRUCTURE WAS NOT DESIGNED FOR A FLOOD HAZARD AREA. SOILS WERE EVALUATED USING VALUES OBTAINED FROM GEOTECHNICAL REPORT PROJECT NO:24-6600 BY TERRACON, DATED NOVEMBER 14, 2024. PRIOR TO PLACEMENT OF ANY FOUNDATION ELEMENTS, CONTRACTOR SHALL EXAMINE THE SOIL AND VERIFY THE BEARING STRATA (BOTTOM OF FOOTING) DOES NOT CONTAIN MUD, ORGANIC SILT, ORGANIC CLAYS, PEAT, UNPREPARED FILL, OR ANY FORM OF NON-LOAD BEARING CAPABLE SOILS. IF ANY OF THESE CONDITIONS ARE ENCOUNTERED, CONTRACTOR SHALL NOTIFY SKYWAYS IMMEDIATELY FOR ADDITIONAL RECOMMENDATIONS. CONTRACTOR SHALL REVIEW GEOTECHNICAL REPORT FOR ADDITIONAL REQUIREMENTS INVOLVING SOIL PREPARATION, CASING, ETC. PRIOR TO BEGINNING DRILLING OPERATIONS. REFERENCE GEOTECHNICAL REPORT FOR ANY ADDITIONAL REQUIREMENTS. ALLOWABLE BEARING 1750 PSF LATERAL BEARING: 175 PSF/FT - PER 1806.3.4, IN DETERMINING OUR S1 VALUES IN THE CALCS, WE HAVE DOUBLED THIS VALUE. WE REACHED OUT TO THE GEOTECHNICAL ENGINEER PRIOR TO DOING THIS FOR THEIR APPROVAL AND WERE GIVEN PERMISSION TO DO THIS. CABLE STRESS: 800 LBS MIN 7. FABRIC NOTES: a.FABRIC SHALL BE MANUFACTURED BY GALE PACIFIC OR ANY OTHER MANUFACTURER WHO CAN MEET THE SPECIFICATIONS LISTED BELOW. b.FABRIC SHALL BE POLYETHYLENE MATERIAL c.THE FABRIC SHALL ACHIEVE AN ULTIMATE TENSILE CAPACITY WHEN TESTED PER ASTM D-5034 IN THE: d.WARP DIRECTION OF 100 LBS PER INCH AT 66% MAX ELONGATION. e.FILL DIRECTION OF 50 LBS PER INCH AT 33% MAX ELONGATION. f.ACROSS THE SEAM OF STITCHING OF 80 LBS PER INCH AT 80% MAX ELONGATION g.THE FABRIC SHALL RETAIN 80% OF ITS TENSILE AND TEARING STRENGTH AFTER ULTRAVIOLET EXPOSURE PER ASTM G53 USING A 313 NM LIGHT SOURCE FOR 500 HOURS WHILE MOISTENED FOR 1 HOUR EVERY 12 HOURS. h.FABRIC SHALL REQUIRE ANNUAL INSPECTION AND MAINTENANCE. FABRIC SAMPLES OF THE SAME MATERIAL WHICH ARE MAINTAINED AT THE PROJECT SITE SHALL BE TESTED TO BE IN COMPLIANCE WITH ASTM D5034 AND D2261. THE ANNUAL TESTING ON THE APPROVED PLANS SHALL BE COMPARED TO THE FABRIC SPECIFICATIONS INDICATED ABOVE. THE FABRIC SHALL BE REPLACED WHEN THE TEST RESULTS RETURN LESS THAN 50% OF THE ULTIMATE VALUES NOTED ABOVE. i.IT IS REQUIRED THAT THE FABRIC TOP SHALL BE REMOVED PRIOR TO A NATURAL EVENT WHERE THE SNOW AND WIND LOADS EXCEED S WHAT IS SPECIFIED UNDER "DESIGN INFORMATION". j.A VISUAL INSPECTION LOOKING FOR TEAR AND ABNORMAL WEAR IN FABRIC MATERIAL AND THREAD IS REQUIRED PRIOR TO RE-INSTALLATION. SHADE STRUCTURE MANUFACTURER SHALL BE NOTIFIED IF SIGNIFICANT DAMAGE IS PRESENT BEFORE RE-INSTALLATION. k.FABRIC MEMBRANES SHALL CONFORM TO FIRE PROPAGATION PERFORMANCE CRITERIA OF NFPA 701, OR HAVE A FLAME SPREAD INDEX NOT GREATER THAN 25 WHEN TESTED IN ACCORDANCE WITH ASTM E 84. AMMTEC CONSULTANTS FOR Oct 22, 2025 PLAN VIEW SCALE 1/45 PLAN EAST VIEW SCALE 1/45 ISOMETRIC VIEW SCALE 1/85 FOUNDATION DETAIL SCALE 1 / 20 Skyways by Landscape Structures Inc. 8131 Forney Rd. Dallas TX, 75227 playlsi.com Date: Drawn by: Designed by: Approved by: Drawing: Sheet No.: 12/6/24 TM DG A For Approval 12/6/24 TM 400-2025-173 SO-01018878 CP041047 DG Hypar Sail SO-01018878 Bristol Tolliver Park 712 S Bristol St. Santa Ana, CA, 92703 Project No. Sheet title Sheet Size: Reference Scale: 1"1/2"1/2"1/2" #Revision Date By Stamp: Project Info.: 'D' 34"x22" 2 Revisions Plans & Sections N Plan 1 2 B A 3 3" COVER C 4 1'-7" SQ Anchor Assembly 1 1/2" x 36" ANCH-1500-36-001 BPL-1500-A57-STD4-001 30" MINIMUM ANCHOR EMBED #4 STIRUPS TOP 4 @ 3" O.C. FOLLOWED BY 4 @ 6" O.C. FOLLOWED BY OTHER STIRRUPS AT 12" O.C. MAX ALL STIRRUPS 12" MIN OVERLAP FFE TOF SG 9" HOLD 4" SURFACING 1 1/2" BASEPLATE 1 1/2" LEVELING BED 11'-6" 4" SURFACING4" SURFACING 18'-0" 19'-9 5/8" 12'-0" 13'-9 5/8" 18'-0" 19'-9 5/8" 18'-0" 19'-9 5/8" 12'-0"12'-0" 13'-9 5/8" 18'-0" 19'-9 5/8" 4321 C B A 26'-5 1/2" 41'-4 3/8" 12'-7"17'-1 1/16"11'-8 3/8" 24'-2 1/16" 2'-3 3/8" 26'-10 1/4" 28'-9 7/16" 29'-3 9/16" 29'-9 1/16" COLUMN n12 3/4" X 0.375" WALL COLUMN n12 3/4" X 0.375" WALL COLUMN n10 3/4" X 0.375" WALL COLUMN n10 3/4" X 0.375" WALL FFE SG FFE SG 3'-0" (12) #8 VERT BARS EQ DISTRIBUTED AROUND PERIMETER OF PIER. MAINTAIN 3" CONC COVER. PROVIDE STD 90 DEGREE HOOK AT TOP OF ALTERNATING BARS. N Plan n3'-0" n2'-6" REBAR RING 1'-1" SQ GROUT OR CONCRETE CAP TO BE INSTALLED AFTER COLUMN INSTALLATION IN ORDER TO PREVENT RUST ACCUMULATION. REFERENCE GENERAL NOTES FOR GROUT LEVELING BED REQUIREMENTS. GROUT LEVELING BED IS REQUIRED AND SHALL FULLY FILL VOID BETWEEN BOTTOM OF BASEPLATE & TOP OF PIER. (1/4) 3/8 AMMTEC CONSULTANTS FOR Oct 22, 2025 Structural Calculations CP041047 Shade Structure Table Of Contents: Description Pages Title Page 1 Design Narrative 2 Wind Load Criteria 3 Snow Load 4 Seismic Design 5 Structural Analysis 6-123 Footing Design 124 Baseplate and Anchor Design 125-133 8131 Forney Rd Dallas, TX 75227 August 2025 ............................................................................................................................ Page 1 Oct 22, 2025 Structural Calculations DESIGN NARRATIVE Project Description This project consist of the installation of hypar sail shade structure with a fabric top. The fabric is connected via sleeve connections to the column. The shade membrane is attached by a cable along the perimeter, with pretension of a minimum 100 lbs. The wind tunnel analysis procedure was used for this structure with a Vult=105 mph. The snow solution is analyzed for the complete structure, frame with fabric shade, with a ground snow load of 5 PSF. The shade structure will be analyzed using the following loads and procedures according to the codes listed below. CODES AND REFERENCES¨ -ASCE 7-16 Minimum Design Loads for Buildings and Other Structures -2022 CBC COMPUTER PROGRAMS USED RFEM 5 RISA Foundation 9 MATERIALS SPECIFICATIONS AND STRENGTHS Structural Steel - (Unless Noted Otherwise in Drawings) Structural Steel Tubes HSS ASTM - A500, Grade B/C Plates ASTM - A36, or ASTM - A572, Grade 50 Base Plates ASTM - A36 Anchor Bolts in Concrete or Masonry ASTM - F1554, Grade 36 Welding Electrodes ASTM - E70xx (U.N.O.) Load Values: Wind Load: 105 MPH Ground Snow Load: 5 PSF Dead Loads: (self weight calculated by the software) August 2025 ............................................................................................................................ Page 2 Structural Calculations Wind Loads on Open Structures: Per ASCE 7-16, Chapter 27, Part 1 - Pitched (Free) Roofs Geometry: Mean Roof Height, h = 15-ft Building Length, L = 42-ft Building Width, B = 27-ft ≔L 42 ≔B 27 ≔h 15 =―L B 1.556 =―h L 0.357 Code Section: ASCE 7-16 Chapters 26 and 27 (MWFRS, Directional Procedure) Wind Criteria: Calculate wind pressures at 105 MPH Basic Wind Speed (3-sec gust), V = 105 mph Building Occupancy Risk Category = I Wind Importance Factor, Iw = 1.0 Exposure Category = C Velocity Pressure Coefficient, Kh (MWFRS) = 0.85 Topographic Factor, Kzt = 1.0 Directionality Factor, Kd = 0.85 August 2025 ............................................................................................................................ Page 3 II Structural Calculations Sloped Roof Snow Loads: Per ASCE 7-16, Section 7.4 Snow Criteria: Exposure Factor, Ce = 0.9 (Table 7.2 - Fully Exposed) Thermal Factor, Ct = 1.2 (Table 7.3 - Open Air Structure) Snow Importance Factor, Is = 0.80 (Table 1.5-2) Snow Ground Load, Pg = 5 (Figure 7.1) Flat Roof Snow Load: pf = 0.7*Ce*Ct*Is*Pg (Equation 7.3-1) ≔Ce 0.9 (Table 7.2-Fully Exposed) ≔Ct 1.2 (Table 7.3 - Open Air Structure) ≔Is .80 (Table 1.5-2) ≔Pg 5 (Figure 7.1) ≔Pf =⋅⋅⋅⋅.7 Ce Ct Is Pg 3.024 Sloped Roof Snow Load: ps = Cs*Pf (Equation 7.4-1) ≔Cs 0.95 (Figure 7-2c) ≔Ps =⋅Cs Pf 2.873 August 2025 ............................................................................................................................ Page 4 Structural Calculations Seismic Design Per ASCE 7-16, Section 12 and assuming a Seismic Design Category D Soil Site Class D Risk Category I Utilizing Steel Ordinary Cantilever Column Systems Response Modification Factor R=1.25 Overstrength Factor = 1.25 Deflection Amplification Factor Cd=1.25 ≔R 1.25 ≔Cd 1.25 ≔Ss 1.293 ≔S1 .461 ≔Sms 1.551 ≔SDS 1.034 ≔Ie 1.25 ≔Cs =――SDS ⎛ ⎜⎝ ―R Ie ⎞ ⎟⎠ 1.034 Note: Seismic load was added to our software by applying Cs as a load factor allowing the software to use the exact dead load. August 2025 ............................................................................................................................ Page 5 Y Z X X Y Z A Model - Location 3 B Model - Parameters 3 C Model - Base Data 3 D Load Cases & Combination Settings 3 1 Basic Objects 4 1.1 Materials 4 1.2 Sections 4 1.3 Thicknesses 7 1.4 Lines 7 1.5 Members 7 1.5.1 Members - Deflection Check - Segments 8 1.6 Surfaces 8 2 Special Objects 8 2.1 Structure Modifications 8 2.1.1 Structure Modifications - Deactivate Objects 8 3 Types for Nodes 9 3.1 Nodal Supports 9 4 Imperfections 9 4.1 Imperfection Cases 9 4.1.1 Imperfection Cases 9 4.2 Local Imperfections 9 4.2.1 IC1 9 4.2.1.1 Member Imperfections 9 4.2.1.1.1 Member Imperfections - Parameters 9 5 Load Cases & Combinations 9 5.1 Load Cases 9 5.1.1 Load Cases - Wind Simulation 11 5.1.2 Load Cases - Wind Tunnel 11 5.2 Actions 13 5.3 Design Situations 13 5.4 Action Combinations 13 5.5 Load Combinations 17 5.5.1 Load Combinations - Included Load Cases 23 5.6 Static Analysis Settings 26 5.7 Wind Simulation Analysis Settings 27 5.8 Combination Wizards 27 5.8.1 Combination Wizards - Initial State Items 28 6 Load Wizards 28 6.1 Wind Profiles 28 6.1.1 Wind Profile - Parameters 28 7 Loads 28 7.1 LC1 - Prestress 28 7.1.1 Member Loads 29 7.1.2 Surface Loads 29 7.2 LC2 - Dead Load 29 7.2.1 Member Loads 29 7.3 LC3 - Snow 29 7.3.1 Surface Loads 29 7.4 LC9 - Uplift 29 7.4.1 Surface Loads 29 8 Guide Objects 29 8.1 Coordinate Systems 29 9 Parts List 30 9.1 Parts List - All by Material 30 10 Static Analysis Results 30 10.1 Summary 31 10.2 Nodes - Support Forces 74 10.3 Members - Internal Forces by Section 97 11 Results of Wind Simulation Analysis 111 11.1 Summary 111 12 Steel Design 113 12.1 Objects to Design 113 12.2 Design Situations 113 12.3 Materials 113 12.4 Sections 113 12.5 Strength Configurations 114 12.5.1 Strength Configurations - Settings 114 12.6 Serviceability Configurations 115 12.6.1 Serviceability Configurations - Settings 115 12.7 Seismic Configurations 115 12.7.1 Seismic Configurations - Settings 115 12.8 Results 116 12.8.1 Design Ratios on Members by Member 116 12.8.2 Steel Design: Max. of all design checks, 117 Serviceability Limit State, Strength Limit State, In Axonometric Direction 13 Design Overview 118 13.1 Design Overview 118 Altitude : ft Longitude : deg Latitude : deg State : City : Zip / Postal code : Address : Location Country :United States Project ID Unique project identifier Unique model identifier Model ID {8627d2ba-4c3a-4842-a3e8-e2e7416d56e4} Tolerance for directions :0.00130 ft Tolerance for surfaces/planes :0.00130 ft Tolerance for lines :0.00130 ft Tolerances Tolerance for nodes :0.00130 ft Local axes xyz :z upward Global axes XYZ :Z upward Settings & Options Acceleration of gravity / mass conversion constant g :32.17 ft/s2 2016 Standard group for steel design (cold-formed):AISI S100 2016 Standard group for steel design :AISC 360 2016 Load Wizard :ASCE 7 2016 Standards I Load case classification & combination wizard :ASCE 7 Add-ons Steel Design Type of model :3D Model description : Main Model name :CP0410747 RFEM Rev 1.rf6 Statistics Load Cases :10 Combination names according to action category Combination wizard is active Settings & Options Combination wizard and classification according to standard is active Relationship Between Load Cases :0 Relationship Between Load Cases :0 Combination Wizards :1 Result Combinations :0 Load Combinations :56 Action Combinations :36 Design Situations :2 Actions :6 (Surfaces) 8 Commercial 95 Shade Fabric Fabric Orthotropic | Linear Elastic 6 Cable PE (Pfeifer) | Isotropic | Linear Elastic More Metals Isotropic | Linear Elastic 4 A36 (Plates, Strips and Sheets) | Isotropic | Linear Elastic Steel Isotropic | Linear Elastic 2 A500, Grade C | Isotropic | Linear Elastic Steel Isotropic | Linear Elastic No.Material Name Type Model Options Material Material Analysis Steel 2 Standardized - Cold formed 45.600 28.600 28.600 6.000 6.000 11 Sqr HSS 6x6x0.250 | 2 - A500, Grade C 3.490 1.664 1.664 Steel 2 Standardized - Cold formed 19.900 9.940 9.940 5.000 5.000 10 Round HSS 5x0.250 | 2 - A500, Grade C 1.729 0.866 0.866 Thin-Walled 2 Parametric - Hot rolled 4.809 2.407 2.407 3.500 3.500 9 CHS 3.500/0.165/H | 2 - A500, Grade C 0.088 Steel 6 Standardized - Hot rolled 0.375 0.375 8 1 x 19 Cable 3/8 | 6 - Cable PE (Pfeifer) 7.100 2.895 2.895 Steel 2 Standardized - Cold formed 111.000 70.700 70.700 8.000 8.000 7 Sqr HSS 8x8x0.250 | 2 - A500, Grade C 5.200 2.455 2.455 Steel 2 Standardized - Cold formed 52.700 26.400 26.400 6.630 6.630 6 Round HSS 6.625x0.280 | 2 - A500, Grade C 0.032 Steel 6 Standardized - Hot rolled 0.250 0.250 5 7 x 19 Cable 1/4 | 6 - Cable PE (Pfeifer) 2.360 1.115 1.115 Steel 2 Standardized - Cold formed 11.100 5.540 5.540 4.500 4.500 4 Round HSS 4.5x0.188 | 2 - A500, Grade C 1.540 0.740 0.740 Steel 2 Standardized - Cold formed 3.100 1.550 1.550 3.000 3.000 3 Round HSS 3x0.188 | 2 - A500, Grade C No.No.Type Type A [in2]Ay [in2]Az [in2]b [in]h [in] Section Material Section Manufacturing It [in4]Iy [in4]Iz [in4]Overall Dimensions Legend Stiffness modification User-Defined Material Round HSS 3x0.188 Round HSS 4.5x0.188 7 x 19 Cable 1/4 Round HSS 6.625x0.280 Sqr HSS 8x8x0.250 1 x 19 Cable 3/8 CHS 3.500/0.165/ H Round HSS 5x0.250 Sqr HSS 6x6x0.250 Round HSS 5x0.188 11.400 5.227 5.227 Steel 2 Standardized - Cold formed 309.000 154.000 154.000 10.800 10.800 25 Round HSS 10.75x0.375 | 2 - A500, Grade C 2.640 1.241 1.241 Steel 2 Standardized - Cold formed 15.400 7.690 7.690 5.000 5.000 24 Round HSS 5x0.188 | 2 - A500, Grade C 6.170 2.001 3.058 Steel 2 Standardized - Cold formed 70.300 56.600 36.400 6.000 8.000 23 Rect HSS 8x6x0.250 | 2 - A500, Grade C 7.100 2.895 2.895 Steel 2 Standardized - Cold formed 111.000 70.700 70.700 8.000 8.000 22 Sqr HSS 8x8x0.250 | 2 - A500, Grade C 8.960 3.599 3.599 Steel 2 Standardized - Cold formed 220.000 141.000 141.000 10.000 10.000 21 Sqr HSS 10x10x0.250 | 2 - A500, Grade C 19.400 9.048 9.048 Steel 2 Standardized - Cold formed 1510.000 754.000 754.000 18.000 18.000 20 Round HSS 18x0.375 | 2 - A500, Grade C 17.200 8.048 8.048 Steel 2 Standardized - Cold formed 1050.000 526.000 526.000 16.000 16.000 19 Round HSS 16x0.375 | 2 - A500, Grade C 15.000 7.032 7.032 Steel 2 Standardized - Cold formed 698.000 349.000 349.000 14.000 14.000 18 Round HSS 14x0.375 | 2 - A500, Grade C 9.070 4.287 4.287 Steel 2 Standardized - Cold formed 156.000 77.800 77.800 8.630 8.630 17 Round HSS 8.625x0.375 | 2 - A500, Grade C 79.100 37.285 37.285 Steel 2 Standardized - Cold formed 14500.000 7250.000 7250.000 28.000 28.000 16 Round HSS 28x1.000 | 2 - A500, Grade C 11.400 5.227 5.227 Steel 2 Standardized - Cold formed 309.000 154.000 154.000 10.800 10.800 15 Round HSS 10.75x0.375 | 2 - A500, Grade C 79.100 37.285 37.285 Steel 2 Standardized - Cold formed 14500.000 7250.000 7250.000 28.000 28.000 14 Round HSS 28x1.000 | 2 - A500, Grade C 13.600 6.287 6.287 Steel 2 Standardized - Cold formed 523.000 262.000 262.000 12.800 12.800 13 Round HSS 12.75x0.375 | 2 - A500, Grade C 2.640 1.241 1.241 Steel 2 Standardized - Cold formed 15.400 7.690 7.690 5.000 5.000 12 Round HSS 5x0.188 | 2 - A500, Grade C 5.240 2.162 2.162 No.No.Type Type A [in2]Ay [in2]Az [in2]b [in]h [in] Section Material Section Manufacturing It [in4]Iy [in4]Iz [in4]Overall DimensionsRound HSS 12.75x0.375 Round HSS 28x1.000 Round HSS 10.75x0.375 Round HSS 28x1.000 Round HSS 8.625x0.375 Round HSS 14x0.375 Round HSS 16x0.375 Round HSS 18x0.375 Sqr HSS 10x10x0.250 Sqr HSS 8x8x0.250 Rect HSS 8x6x0.250 Round HSS 5x0.188 Round HSS 10.75x0.375 7 x 19 Cable 3/8 Sqr HSS 6x6x0.250 Sqr HSS 8x8x0.250 Rect HSS 8x6x0.250 CHS 4.724/0.236/ H 41 Round HSS 18x0.375 | 2 - A500, Grade C 2.640 1.241 1.241 Steel 2 Standardized - Cold formed 15.400 7.690 7.690 5.000 5.000 40 Round HSS 5x0.188 | 2 - A500, Grade C 13.600 6.287 6.287 Steel 2 Standardized - Cold formed 523.000 262.000 262.000 12.800 12.800 39 Round HSS 12.75x0.375 | 2 - A500, Grade C 25.600 12.022 12.022 Steel 2 Standardized - Cold formed 1970.000 985.000 985.000 18.000 18.000 38 Round HSS 18x0.500 | 2 - A500, Grade C 8.960 3.599 3.599 Steel 2 Standardized - Cold formed 220.000 141.000 141.000 10.000 10.000 37 Sqr HSS 10x10x0.250 | 2 - A500, Grade C 5.240 1.125 3.191 Steel 2 Standardized - Cold formed 35.300 42.500 14.400 4.000 8.000 36 Rect HSS 8x4x0.250 | 2 - A500, Grade C 15.000 7.032 7.032 Steel 4 Standardized - Cold formed 698.000 349.000 349.000 14.000 14.000 35 Round HSS 14x0.375 | 4 - A36 (Plates, Strips and Sheets) 7.100 1.843 3.936 Steel 2 Standardized - Cold formed 96.700 96.900 44.100 6.000 10.000 34 Rect HSS 10x6x0.250 | 2 - A500, Grade C 1.729 0.866 0.866 Thin-Walled 2 Parametric - Hot rolled 4.809 2.407 2.407 3.500 3.500 33 CHS 3.500/0.165/H | 2 - A500, Grade C 3.595 1.828 1.828 Thin-Walled 2 Parametric - Hot rolled 8.968 4.467 4.467 3.500 3.500 32 CHS 3.500/0.365/H | 2 - A500, Grade C 3.331 1.670 1.670 Thin-Walled 2 Parametric - Hot rolled 16.788 8.399 8.399 4.724 4.724 31 CHS 4.724/0.236/H | 2 - A500, Grade C 6.170 2.001 3.058 Steel 2 Standardized - Cold formed 70.300 56.600 36.400 6.000 8.000 29 Rect HSS 8x6x0.250 | 2 - A500, Grade C 7.100 2.895 2.895 Steel 2 Standardized - Cold formed 111.000 70.700 70.700 8.000 8.000 28 Sqr HSS 8x8x0.250 | 2 - A500, Grade C 5.240 2.162 2.162 Steel 2 Standardized - Cold formed 45.600 28.600 28.600 6.000 6.000 27 Sqr HSS 6x6x0.250 | 2 - A500, Grade C 0.071 Steel 6 Standardized - Hot rolled 0.375 0.375 26 7 x 19 Cable 3/8 | 6 - Cable PE (Pfeifer) No.No.Type Type A [in2]Ay [in2]Az [in2]b [in]h [in] Section Material Section Manufacturing It [in4]Iy [in4]Iz [in4]Overall DimensionsCHS 3.500/0.365/ H CHS 3.500/0.165/ H Rect HSS 10x6x0.250 Round HSS 14x0.375 Rect HSS 8x4x0.250 Sqr HSS 10x10x0.250 Round HSS 18x0.500 Round HSS 12.75x0.375 Round HSS 5x0.188 Round HSS 18x0.375 Round HSS 18x0.500 Cable PE 10 Round HSS 8.625x0.322 7.850 3.704 3.704 Steel 2 Standardized - Cold formed 136.000 68.100 68.100 8.630 8.630 44 Round HSS 8.625x0.322 | 2 - A500, Grade C 0.129 Steel 6 Standardized - Hot rolled 0.469 0.469 43 Cable PE 10 | 6 - Cable PE (Pfeifer) 25.600 12.022 12.022 Steel 2 Standardized - Cold formed 1970.000 985.000 985.000 18.000 18.000 42 Round HSS 18x0.500 | 2 - A500, Grade C 19.400 9.048 9.048 Steel 2 Standardized - Cold formed 1510.000 754.000 754.000 18.000 18.000 No.No.Type Type A [in2]Ay [in2]Az [in2]b [in]h [in] Section Material Section Manufacturing It [in4]Iy [in4]Iz [in4]Overall Dimensions Uniform 8 d 0.039 in 3 Uniform | d : 0.039 in | 8 - Commercial 95 Shade Fabric Uniform 1 8 d 0.039 in 2 Uniform | d : 0.039 in | 8 - Commercial 95 Shade Fabric No.Type Surface No.Material Symbol Value Unit Nodes Direction Thick.Assigned to Thickness 8 Polyline 8,4 18.330000 || Z 7 Polyline 7,5 12.330000 || Z 6 Polyline 6,3 12.330000 On Z 5 Polyline 5,2 27.515120 - 4 Polyline 4,5 30.354736 - 3 Polyline 3,4 29.904041 - 2 Polyline 2,3 29.405199 In XZ 1 Polyline 1,2 18.330000 || Z No.Line Type Nodes No.L [ft]Position Options Comment Line Line Length Uniform 6 4 Cable Angle 0.00 26 30.354736 - Uniform 5 3 Cable Angle 0.00 26 29.904041 - Uniform ---- 4 7 Beam Angle 0.00 15 ----12.330000 || Z Uniform ---- 3 6 Beam Angle 0.00 15 ----12.330000 On Z Uniform ---- 2 1 Beam Angle 0.00 13 ----18.330000 || Z Uniform ---- 1 8 Beam Angle 0.00 13 ----18.330000 || Z No.No.Section Distribution Type β [deg]i/k/j i/j i/j L [ft]Position Member Line Member Type Rotation Section Hinge Eccentricity Length Legend Member Legend Design properties Beam Cable Uniform 8 2 Cable Angle 0.00 26 29.405199 In XZ Uniform 7 5 Cable Angle 0.00 26 27.515120 - No.No.Section Distribution Type β [deg]i/k/j i/j i/j L [ft]Position Member Line Member Type Rotation Section Hinge Eccentricity Length 8 Cable | 26 - 7 x 19 Cable 3/8 | L : 29.405199 ft 7 Cable | 26 - 7 x 19 Cable 3/8 | L : 27.515120 ft 6 Cable | 26 - 7 x 19 Cable 3/8 | L : 30.354736 ft 5 Cable | 26 - 7 x 19 Cable 3/8 | L : 29.904041 ft 12.330000 0.000 Beam 12.330000 0.000 Beam 4 Beam | 15 - Round HSS 10.75x0.375 | L : 12.330000 ft 12.330000 0.000 Beam 12.330000 0.000 Beam 3 Beam | 15 - Round HSS 10.75x0.375 | L : 12.330000 ft 18.330000 0.000 Beam 18.330000 0.000 Beam 2 Beam | 13 - Round HSS 12.75x0.375 | L : 18.330000 ft 18.330000 0.000 Beam 18.330000 0.000 Beam 1 Beam | 13 - Round HSS 12.75x0.375 | L : 18.330000 ft No.Active Length [ft]Precamber [in]Type Active Length [ft]Precamber [in]Type Member Segments in y-Axis Segments in z-Axis 1 2-5 Membrane Quadrangle 2 8 - No.Lines Type Type Thickness Material Position Options Surface Boundary Stiffness Geometry Consider in Static, Stability and Modal Analysis Member Types Nodal Supports Surfaces Members Sections Materials Partial Safety Factor γM Assigned to 1 Structure Modification 1 No.Description Value Comment Mod. Deactivate surfaces enabled Deactivate support on members enabled Deactivate support on lines enabled nodes Object selection for deactivate support on OS1 Deactivate support on nodes enabled Deactivate solids enabled Deactivate support on surfaces enabled Deactivate members enabled 1 Structure Modification 1 No.Description Value Comment Mod. Legend Grid for Results Integrated Objects 1,6-8 1 - Global XYZ 2 | Fixed No.Nodes No.Coordinate System Cu,X Cu,Y Cu,Z Cφ,X Cφ,Y Cφ,Z Support Translation Spring [kip/ft]Rotation Spring [kipft/rad] Assign to all COs without assigned Imperfection Case Assigned to Load Combinations Assigned to Load Cases Imperfection Case Type LoI Local Imperfections Is Active 1 LoI No.Name Symbol Value Unit Case Parameters XYZ 1 Initial Sway Absolute YL 1 - Global No.No.Imperfection Type Definition Type Direction C. System Options Comment Members Categories Distance B relative B 100.00 % Distance B absolute B 328.083990 ft Distance A relative A 0.00 % Distance A absolute A 0.000000 ft Initial sway δ0 25.000 in 1 Initial Sway | Absolute | 1 - Global XYZ | YL | δ0 : 25.000 in No.No.Name Symbol Value Unit Options Members Parameters Self-weight mode for geotechnical analysis Normal Action category Tp Self-straining force, permanent Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 1 Tp Prestress No.Settings Value Unit To Solve LC Legend Imperfection over total length of Member Legend Imperfection over total length of Member 12 Lr Live Load Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Action category W Wind load Wind simulation analysis settings WA1 Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Wind Simulation 11 W Wind @ 270 Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Action category W Wind load Wind simulation analysis settings WA1 Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Wind Simulation 10 W Wind @ 180 Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Action category W Wind load Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 9 W Uplift Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Action category W Wind load Wind simulation analysis settings WA1 Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Wind Simulation 8 W Wind @ 90 Deg. Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Action category W Wind load Wind simulation analysis settings WA1 Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Wind Simulation 6 W Wind @ 0 Deg. Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Action category S Snow load Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 3 S Snow Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Self-weight - Factor in direction Z -1.000 -- Self-weight - Factor in direction Y 0.000 -- Self-weight - Factor in direction X 0.000 -- Action category D Dead load Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 2 D Dead Load No.Settings Value Unit To Solve LC Consider x and y independently Self-weight mode for geotechnical analysis Normal Self-weight - Factor in direction Z -1.000 -- Self-weight - Factor in direction Y 1.034 -- Self-weight - Factor in direction X 1.034 -- Action category Qe Effects of horizontal earthquake forces Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 13 Qe Seismic Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Action category Lr Roof live load Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis No.Settings Value Unit To Solve LC Use experimental data for static analysis Input data from experiment Wind direction around Z-axis (clockwise)α 270.00 deg Wind profile 1 - According to Standard - ASCE 7 | 2016 11 W Wind @ 270 Use experimental data for static analysis Input data from experiment Wind direction around Z-axis (clockwise)α 180.00 deg Wind profile 1 - According to Standard - ASCE 7 | 2016 10 W Wind @ 180 Use experimental data for static analysis Input data from experiment Wind direction around Z-axis (clockwise)α 90.00 deg Wind profile 1 - According to Standard - ASCE 7 | 2016 8 W Wind @ 90 Deg. Use experimental data for static analysis Input data from experiment Wind direction around Z-axis (clockwise)α 0.00 deg Wind profile 1 - According to Standard - ASCE 7 | 2016 6 W Wind @ 0 Deg. No.Settings Symbol Value Unit LC Coefficient of height of construction bounding box 1.000 -- Wind tunnel width Σw 89.695294 ft Wind tunnel width coefficient Σw 3.259 -- Wind tunnel width plus length 31.085243 ft Wind tunnel width plus coefficient 1.129 -- Width of construction bounding box 27.524808 ft Coefficient of width of construction bounding box 1.000 -- Wind tunnel width minus length 31.085243 ft Wind tunnel width minus coefficient 1.129 -- Wind tunnel depth Σd 179.390588 ft Wind tunnel depth coefficient Σd 4.228 -- Wind tunnel depth plus length 86.418497 ft Wind tunnel depth plus coefficient 2.037 -- Depth of construction bounding box 42.431713 ft Coefficient of depth of construction bounding box 1.000 -- Wind tunnel depth minus length 50.540379 ft Wind tunnel depth minus coefficient 1.191 -- 6 W Wind @ 0 Deg. No.Description Symbol Value Unit LC Wind tunnel width Σw 103.813459 ft Wind tunnel width coefficient Σw 2.447 -- Wind tunnel width plus length 30.690873 ft Wind tunnel width plus coefficient 0.723 -- Width of construction bounding box 42.431713 ft Coefficient of width of construction bounding box 1.000 -- Wind tunnel width minus length 30.690873 ft Wind tunnel width minus coefficient 0.723 -- Wind tunnel depth Σd 207.626918 ft Wind tunnel depth coefficient Σd 7.543 -- Wind tunnel depth plus length 110.813747 ft Wind tunnel depth plus coefficient 4.026 -- Depth of construction bounding box 27.524808 ft Coefficient of depth of construction bounding box 1.000 -- Wind tunnel depth minus length 69.288363 ft Wind tunnel depth minus coefficient 2.517 -- 11 W Wind @ 270 Wind tunnel height Σh 49.438937 ft Wind tunnel height coefficient Σh 2.695 -- Wind tunnel height plus length 31.093620 ft Wind tunnel height plus coefficient 1.695 -- Height of construction bounding box 18.345317 ft Coefficient of height of construction bounding box 1.000 -- Wind tunnel width Σw 89.709953 ft Wind tunnel width coefficient Σw 3.259 -- Wind tunnel width plus length 31.092573 ft Wind tunnel width plus coefficient 1.130 -- Width of construction bounding box 27.524808 ft Coefficient of width of construction bounding box 1.000 -- Wind tunnel width minus length 31.092573 ft Wind tunnel width minus coefficient 1.130 -- Wind tunnel depth Σd 179.419906 ft Wind tunnel depth coefficient Σd 4.228 -- Wind tunnel depth plus length 86.436087 ft Wind tunnel depth plus coefficient 2.037 -- Depth of construction bounding box 42.431713 ft Coefficient of depth of construction bounding box 1.000 -- Wind tunnel depth minus length 50.552106 ft Wind tunnel depth minus coefficient 1.191 -- 10 W Wind @ 180 Wind tunnel height Σh 49.058286 ft Wind tunnel height coefficient Σh 2.674 -- Wind tunnel height plus length 30.712969 ft Wind tunnel height plus coefficient 1.674 -- Height of construction bounding box 18.345317 ft Coefficient of height of construction bounding box 1.000 -- Wind tunnel width Σw 103.856628 ft Wind tunnel width coefficient Σw 2.448 -- Wind tunnel width plus length 30.712457 ft Wind tunnel width plus coefficient 0.724 -- Width of construction bounding box 42.431713 ft Coefficient of width of construction bounding box 1.000 -- Wind tunnel width minus length 30.712457 ft Wind tunnel width minus coefficient 0.724 -- Wind tunnel depth Σd 207.713255 ft Wind tunnel depth coefficient Σd 7.546 -- Wind tunnel depth plus length 110.865549 ft Wind tunnel depth plus coefficient 4.028 -- Depth of construction bounding box 27.524808 ft Coefficient of depth of construction bounding box 1.000 -- Wind tunnel depth minus length 69.322898 ft Wind tunnel depth minus coefficient 2.519 -- 8 W Wind @ 90 Deg. Wind tunnel height Σh 49.431607 ft Wind tunnel height coefficient Σh 2.695 -- Wind tunnel height plus length 31.086290 ft Wind tunnel height plus coefficient 1.695 -- Height of construction bounding box 18.345317 ft No.Description Symbol Value Unit LC Wind tunnel height Σh 49.036702 ft Wind tunnel height coefficient Σh 2.673 -- Wind tunnel height plus length 30.691385 ft Wind tunnel height plus coefficient 1.673 -- Height of construction bounding box 18.345317 ft Coefficient of height of construction bounding box 1.000 -- No.Description Symbol Value Unit LC Associated Standard ASCE 7 | 2016 Action Type Simultaneously Action Category Qe Effects of horizontal earthquake forces 6 Qe Effects of horizontal earthquake forces Associated Standard ASCE 7 | 2016 Action Type Simultaneously Action Category Lr Roof live load 5 Lr Roof live load Associated Standard ASCE 7 | 2016 Action Type Simultaneously Action Category Tp Self-straining force, permanent 4 Tp Self-straining force, permanent Associated Standard ASCE 7 | 2016 Action Type Alternatively Action Category S Snow load 3 S Snow load Associated Standard ASCE 7 | 2016 Action Type Alternatively Action Category W Wind load 2 W Wind load Associated Standard ASCE 7 | 2016 Action Type Simultaneously Action Category D Dead load 1 D Dead load No.Settings Value Active Action Consider inclusive/exclusive load cases Combination wizard 2 Associated standard ASCE 7 | 2016 Design situation type 2.4 Section 2.4 (ASD), 1. to 7. 2 2.4 Section 2.4 (ASD), 1. to 7. Consider inclusive/exclusive load cases Combination wizard 2 Associated standard ASCE 7 | 2016 Design situation type 2.3 Section 2.3 (LRFD), 1. to 5. 1 2.3 Section 2.3 (LRFD), 1. to 5. No.Settings Value Active DS 2 2 1.20D Generated by Design Situation No. 1 Generated load combinations 1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 1 1 1.40D No.Settings Value Active AC Generated by Design Situation No. 1 Generated load combinations 19-23 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 13 4 1.20D + W + 0.50S Generated by Design Situation No. 1 Generated load combinations 14-18 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 12 4 1.20D + W Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 11 4 1.20D Generated by Design Situation No. 1 Generated load combinations 13 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 10 3 1.20D + 1.60Lr Generated by Design Situation No. 1 Generated load combinations 12 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 9 3 1.20D + 1.60S Generated by Design Situation No. 1 Generated load combinations 7-11 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 8 3 1.20D + 0.50W + 1.60Lr Generated by Design Situation No. 1 Generated load combinations 2-6 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 7 3 1.20D + 0.50W + 1.60S Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 6 3 1.20D + 0.50W Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 5 3 1.20D Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 4 2 1.20D + 0.50Lr Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 3 2 1.20D + 0.50S Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 No.Settings Value Active AC Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 25 4 D + 0.75S Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 24 4 D Generated by Design Situation No. 2 Generated load combinations 36 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 23 3 D + Lr Generated by Design Situation No. 2 Generated load combinations 35 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 22 3 D + S Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 21 3 D Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 20 2 D Generated by Design Situation No. 2 Generated load combinations 34 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 19 1 D Generated by Design Situation No. 1 Generated load combinations 29-33 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 18 5 0.90D + W Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 17 5 0.90D Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 16 4 1.20D + 0.50Lr Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 15 4 1.20D + 0.50S Generated by Design Situation No. 1 Generated load combinations 24-28 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 14 4 1.20D + W + 0.50Lr No.Settings Value Active AC Generated by Design Situation No. 2 Generated load combinations 52-56 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 36 7 0.60D + 0.60W Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 35 7 0.60D Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 34 6 D + 0.75Lr Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 33 6 D + 0.75S Generated by Design Situation No. 2 Generated load combinations 47-51 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 32 6 D + 0.45W + 0.75Lr Generated by Design Situation No. 2 Generated load combinations 42-46 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 31 6 D + 0.45W + 0.75S Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 30 6 D + 0.45W Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 29 6 D Generated by Design Situation No. 2 Generated load combinations 37-41 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 28 5 D + 0.60W Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 27 5 D Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 26 4 D + 0.75Lr No.Settings Value Active AC Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 9 3 1.20D + 0.50W3 + 1.60Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 8 3 1.20D + 0.50W2 + 1.60Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 7 3 1.20D + 0.50W1 + 1.60Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 6 3 1.20D + 0.50W5 + 1.60S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 5 3 1.20D + 0.50W4 + 1.60S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 4 3 1.20D + 0.50W3 + 1.60S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 3 3 1.20D + 0.50W2 + 1.60S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 2 3 1.20D + 0.50W1 + 1.60S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 1 1 1.40D No.Settings Value Unit To Solve CO Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 18 4 1.20D + W5 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 17 4 1.20D + W4 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 16 4 1.20D + W3 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 15 4 1.20D + W2 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 14 4 1.20D + W1 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 13 3 1.20D + 1.60Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 12 3 1.20D + 1.60S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 11 3 1.20D + 0.50W5 + 1.60Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 10 3 1.20D + 0.50W4 + 1.60Lr No.Settings Value Unit To Solve CO Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 27 4 1.20D + W4 + 0.50Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 26 4 1.20D + W3 + 0.50Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 25 4 1.20D + W2 + 0.50Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 24 4 1.20D + W1 + 0.50Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 23 4 1.20D + W5 + 0.50S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 22 4 1.20D + W4 + 0.50S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 21 4 1.20D + W3 + 0.50S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 20 4 1.20D + W2 + 0.50S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 19 4 1.20D + W1 + 0.50S No.Settings Value Unit To Solve CO Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 36 3 D + Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 35 3 D + S Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 34 1 D Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 33 5 0.90D + W5 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 32 5 0.90D + W4 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 31 5 0.90D + W3 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 30 5 0.90D + W2 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 29 5 0.90D + W1 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 28 4 1.20D + W5 + 0.50Lr No.Settings Value Unit To Solve CO Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 45 6 D + 0.45W4 + 0.75S Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 44 6 D + 0.45W3 + 0.75S Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 43 6 D + 0.45W2 + 0.75S Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 42 6 D + 0.45W1 + 0.75S Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 41 5 D + 0.60W5 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 40 5 D + 0.60W4 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 39 5 D + 0.60W3 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 38 5 D + 0.60W2 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 37 5 D + 0.60W1 No.Settings Value Unit To Solve CO Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 54 7 0.60D + 0.60W3 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 53 7 0.60D + 0.60W2 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 52 7 0.60D + 0.60W1 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 51 6 D + 0.45W5 + 0.75Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 50 6 D + 0.45W4 + 0.75Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 49 6 D + 0.45W3 + 0.75Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 48 6 D + 0.45W2 + 0.75Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 47 6 D + 0.45W1 + 0.75Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 46 6 D + 0.45W5 + 0.75S No.Settings Value Unit To Solve CO Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 56 7 0.60D + 0.60W5 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 55 7 0.60D + 0.60W4 No.Settings Value Unit To Solve CO 1.20 D LC2 D A1 11 3 1.20D + 0.50W5 + 1.60Lr 1.60 Lr LC12 Lr A5 0.50 W LC10 W A2 1.20 D LC2 D A1 10 3 1.20D + 0.50W4 + 1.60Lr 1.60 Lr LC12 Lr A5 0.50 W LC9 W A2 1.20 D LC2 D A1 9 3 1.20D + 0.50W3 + 1.60Lr 1.60 Lr LC12 Lr A5 0.50 W LC8 W A2 1.20 D LC2 D A1 8 3 1.20D + 0.50W2 + 1.60Lr 1.60 Lr LC12 Lr A5 0.50 W LC6 W A2 1.20 D LC2 D A1 7 3 1.20D + 0.50W1 + 1.60Lr 1.60 S LC3 S A3 0.50 W LC11 W A2 1.20 D LC2 D A1 6 3 1.20D + 0.50W5 + 1.60S 1.60 S LC3 S A3 0.50 W LC10 W A2 1.20 D LC2 D A1 5 3 1.20D + 0.50W4 + 1.60S 1.60 S LC3 S A3 0.50 W LC9 W A2 1.20 D LC2 D A1 4 3 1.20D + 0.50W3 + 1.60S 1.60 S LC3 S A3 0.50 W LC8 W A2 1.20 D LC2 D A1 3 3 1.20D + 0.50W2 + 1.60S 1.60 S LC3 S A3 0.50 W LC6 W A2 1.20 D LC2 D A1 2 3 1.20D + 0.50W1 + 1.60S 1.40 D LC2 D A1 1 1 1.40D No.Factor Load Case Action CO 0.50 Lr LC12 Lr A5 1.00 W LC9 W A2 1.20 D LC2 D A1 26 4 1.20D + W3 + 0.50Lr 0.50 Lr LC12 Lr A5 1.00 W LC8 W A2 1.20 D LC2 D A1 25 4 1.20D + W2 + 0.50Lr 0.50 Lr LC12 Lr A5 1.00 W LC6 W A2 1.20 D LC2 D A1 24 4 1.20D + W1 + 0.50Lr 0.50 S LC3 S A3 1.00 W LC11 W A2 1.20 D LC2 D A1 23 4 1.20D + W5 + 0.50S 0.50 S LC3 S A3 1.00 W LC10 W A2 1.20 D LC2 D A1 22 4 1.20D + W4 + 0.50S 0.50 S LC3 S A3 1.00 W LC9 W A2 1.20 D LC2 D A1 21 4 1.20D + W3 + 0.50S 0.50 S LC3 S A3 1.00 W LC8 W A2 1.20 D LC2 D A1 20 4 1.20D + W2 + 0.50S 0.50 S LC3 S A3 1.00 W LC6 W A2 1.20 D LC2 D A1 19 4 1.20D + W1 + 0.50S 1.00 W LC11 W A2 1.20 D LC2 D A1 18 4 1.20D + W5 1.00 W LC10 W A2 1.20 D LC2 D A1 17 4 1.20D + W4 1.00 W LC9 W A2 1.20 D LC2 D A1 16 4 1.20D + W3 1.00 W LC8 W A2 1.20 D LC2 D A1 15 4 1.20D + W2 1.00 W LC6 W A2 1.20 D LC2 D A1 14 4 1.20D + W1 1.60 Lr LC12 Lr A5 1.20 D LC2 D A1 13 3 1.20D + 1.60Lr 1.60 S LC3 S A3 1.20 D LC2 D A1 12 3 1.20D + 1.60S 1.60 Lr LC12 Lr A5 0.50 W LC11 W A2 No.Factor Load Case Action CO 0.75 S LC3 S A3 0.45 W LC8 W A2 1.00 D LC2 D A1 43 6 D + 0.45W2 + 0.75S 0.75 S LC3 S A3 0.45 W LC6 W A2 1.00 D LC2 D A1 42 6 D + 0.45W1 + 0.75S 0.60 W LC11 W A2 1.00 D LC2 D A1 41 5 D + 0.60W5 0.60 W LC10 W A2 1.00 D LC2 D A1 40 5 D + 0.60W4 0.60 W LC9 W A2 1.00 D LC2 D A1 39 5 D + 0.60W3 0.60 W LC8 W A2 1.00 D LC2 D A1 38 5 D + 0.60W2 0.60 W LC6 W A2 1.00 D LC2 D A1 37 5 D + 0.60W1 1.00 Lr LC12 Lr A5 1.00 D LC2 D A1 36 3 D + Lr 1.00 S LC3 S A3 1.00 D LC2 D A1 35 3 D + S 1.00 D LC2 D A1 34 1 D 1.00 W LC11 W A2 0.90 D LC2 D A1 33 5 0.90D + W5 1.00 W LC10 W A2 0.90 D LC2 D A1 32 5 0.90D + W4 1.00 W LC9 W A2 0.90 D LC2 D A1 31 5 0.90D + W3 1.00 W LC8 W A2 0.90 D LC2 D A1 30 5 0.90D + W2 1.00 W LC6 W A2 0.90 D LC2 D A1 29 5 0.90D + W1 0.50 Lr LC12 Lr A5 1.00 W LC11 W A2 1.20 D LC2 D A1 28 4 1.20D + W5 + 0.50Lr 0.50 Lr LC12 Lr A5 1.00 W LC10 W A2 1.20 D LC2 D A1 27 4 1.20D + W4 + 0.50Lr No.Factor Load Case Action CO 0.60 W LC11 W A2 0.60 D LC2 D A1 56 7 0.60D + 0.60W5 0.60 W LC10 W A2 0.60 D LC2 D A1 55 7 0.60D + 0.60W4 0.60 W LC9 W A2 0.60 D LC2 D A1 54 7 0.60D + 0.60W3 0.60 W LC8 W A2 0.60 D LC2 D A1 53 7 0.60D + 0.60W2 0.60 W LC6 W A2 0.60 D LC2 D A1 52 7 0.60D + 0.60W1 0.75 Lr LC12 Lr A5 0.45 W LC11 W A2 1.00 D LC2 D A1 51 6 D + 0.45W5 + 0.75Lr 0.75 Lr LC12 Lr A5 0.45 W LC10 W A2 1.00 D LC2 D A1 50 6 D + 0.45W4 + 0.75Lr 0.75 Lr LC12 Lr A5 0.45 W LC9 W A2 1.00 D LC2 D A1 49 6 D + 0.45W3 + 0.75Lr 0.75 Lr LC12 Lr A5 0.45 W LC8 W A2 1.00 D LC2 D A1 48 6 D + 0.45W2 + 0.75Lr 0.75 Lr LC12 Lr A5 0.45 W LC6 W A2 1.00 D LC2 D A1 47 6 D + 0.45W1 + 0.75Lr 0.75 S LC3 S A3 0.45 W LC11 W A2 1.00 D LC2 D A1 46 6 D + 0.45W5 + 0.75S 0.75 S LC3 S A3 0.45 W LC10 W A2 1.00 D LC2 D A1 45 6 D + 0.45W4 + 0.75S 0.75 S LC3 S A3 0.45 W LC9 W A2 1.00 D LC2 D A1 44 6 D + 0.45W3 + 0.75S No.Factor Load Case Action CO Modify standard precision and tolerance settings Number of load increments 1 Maximum number of iterations 500 Iterative method for nonlinear analysis Newton-Raphson Analysis type Large deformations 1 Large deformations | Newton-Raphson | 500 | 1 No.Description Symbol Value Unit Settings Stability check based on deformation rate Equilibrium for undeformed structure Speed of convergence 1.00 -- Number of iterations for loading prestress 15 Activate mass conversion to load Plate bending theory Mindlin Method for equation system Direct pressure' (Bourdon effect) Displacements due to member load of type 'Pipe internal Try to calculate unstable structure Consider favorable effect due to tension in members Divide results by load factor Loading multiplier factor k 1.00 -- Modify loading by multiplier factor Integrate preliminary form-finding Ignore all nonlinearities No.Description Symbol Value Unit Settings Turbulence model for 'Transient Flow' simulation type Spalart-Allmaras DDES Use second-order numerical scheme Momentum thickness Reynolds number Reθ 0.500 -- Turbulence intermittency γint 0.500 -- Modified turbulence kinetic viscosity ṽ 0.500 -- Specific turbulent dissipation rate ω 0.500 -- Turbulent dissipation rate ε 0.500 -- Turbulent kinetic energy k 0.500 -- Velocity field U 0.500 -- Pressure field P 0.200 -- Residual pressure P 0.010 -- Residual type Pressure Turbulence model type RANS k-ε Minimum number of iterations 300 Maximum number of iterations 500 Use second-order numerical scheme Use potential flow solver to calculate initial condition Boundary layers checked Snap to model edges Mesh refinement type Distance from Surface Finite volume mesh density 20.00 % Numerical solver OpenFOAM Member load distribution Concentrated Save solver data to continue calculation User-defined dimensions of wind tunnel Consider surface roughness 'Slip' boundary condition on bottom boundary Consider turbulence... Kinematic viscosity ν 0.000161 ft2/s Simulation type Steady Flow 1 No.Description Symbol Value Unit Settings Generate same combinations without initial state Reduce number of generated combinations Favorable permanent actions User-defined action combinations Structure modification enabled Consider initial state Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Generate combinations Load combinations (non-linear analysis) Associated standard ASCE 7 | 2016 Assigned to DS 1,2 2 Load combinations | SA1 - Large deformations | Newton-Raphson | 500 | 1 No.Settings Value Wizard Final State Tp LC1 2 Load combinations | SA1 - Large deformations | Newton-Raphson | 500 | 1 No.Definition Type Case Object Wizard 49.44 93.230 1.00 46.14 92.556 1.00 42.85 91.836 1.00 39.55 91.066 1.00 36.26 90.236 1.00 32.96 89.335 1.00 29.66 88.349 1.00 26.37 87.261 1.00 23.07 86.043 1.00 19.78 84.658 1.00 16.48 83.049 1.00 13.18 82.230 1.00 9.89 82.230 1.00 6.59 82.230 1.00 User-defined Not defined 3.30 82.230 1.00 ASCE 7 | 2016 According to Standard - LC 6,8,10,11 0.00 82.230 1.00 1 According to Standard - ASCE 7 | 2016 No.Definition Type Load Zone Δz [ft]ρ [lb/ft3]z [ft]v [mph]I [%] Profile Profile Type Assigned To Period Step Density Level Velocity Turb. Intensity Gust-effect factor G 0.85 -- Ground elevation factor Ke 1.00 -- Wind directionality factor Kd 0.85 -- Topographic factor Kzt 1.00 -- Coefficients Uniform turbulence intensity I 1.00 % Turbulence intensity Basic wind speed V 105.000 mph Wind velocity Air density ρ 0.08 lb/ft3 Structure height h 18.330000 ft Exposure category Category C Parameters Definition type User-defined Definition 1 According to Standard - ASCE 7 | 2016 No.Description Symbol Value Unit Profile 8 Form-Finding Uniform Local xyz Srel 7.00 % 7 5-8 Form-Finding Uniform Local xyz Srel 10.00 % No.No.Type Distribution System Direction Symbol Value Unit Load Members Load Load Coord.Load Parameters ny 3.0 lbf/ft nx 3.0 lbf/ft 4 Form-Finding Uniform n 3.0 lbf/ft ny 4.0 lbf/ft nx 4.0 lbf/ft 3 Form-Finding Uniform n 4.0 lbf/ft ny 4.0 lbf/ft nx 4.0 lbf/ft 2 Form-Finding Uniform n 4.0 lbf/ft ny 5.0 lbf/ft nx 5.0 lbf/ft 1 1 Form-Finding Uniform n 5.0 lbf/ft No.No.Type Distribution System Direction Symbol Value Unit Load Surfaces Load Load Coord.Load Parameters 1 Form-Finding Uniform Local xyz Srel 10.00 % No.No.Type Distribution System Direction Symbol Value Unit Load Members Load Load Coord.Load Parameters 3 Force Uniform 1 ZA p -2.8 psf 2 1 Force Uniform 1 ZP p -2.9 psf 1 Force Uniform 1 ZP p -14.4 psf No.No.Type Distribution System Direction Symbol Value Unit Load Surfaces Load Load Coord.Load Parameters 1 1 Force Uniform 1 ZP p 10.5 psf No.No.Type Distribution System Direction Symbol Value Unit Load Surfaces Load Load Coord.Load Parameters Y0 13.229070 ft 3 Points X0 8.104031 ft 2 3 Points | LC6 - Wind @ 0 Deg. 1 Global XYZ No.Type Symbol Value Unit Sequence Symbol Value Unit Comment System Coordinates Rotation Load Type 'Form-Finding' | Load Distribution 'Uniform' Z2 -0.330000 ft Y2 13.229070 ft X2 11.384871 ft Z1 -0.330000 ft Y1 16.509910 ft X1 8.104031 ft Z0 -0.330000 ft Y0 13.229070 ft 3 Points X0 8.104031 ft 5 3 Points | LC11 - Wind @ 270 Z2 -0.330000 ft Y2 16.509910 ft X2 8.104031 ft Z1 -0.330000 ft Y1 13.229070 ft X1 4.823191 ft Z0 -0.330000 ft Y0 13.229070 ft 3 Points X0 8.104031 ft 4 3 Points | LC10 - Wind @ 180 Z2 -0.330000 ft Y2 13.229070 ft X2 4.823191 ft Z1 -0.330000 ft Y1 9.948231 ft X1 8.104031 ft Z0 -0.330000 ft Y0 13.229070 ft 3 Points X0 8.104031 ft 3 3 Points | LC8 - Wind @ 90 Deg. Z2 -0.330000 ft Y2 9.948231 ft X2 8.104031 ft Z1 -0.330000 ft Y1 13.229070 ft X1 11.384871 ft Z0 -0.330000 ft No.Type Symbol Value Unit Sequence Symbol Value Unit Comment System Coordinates Rotation Σ Total 1683.90 7.899 2742.8 Total 11.50 0.058 29.0 6 Cable PE (Pfeifer)Members 11.50 0.058 29.0 Total 1479.19 2.426 60.6 8 Commercial 95 Shade Fabric Surfaces 1479.19 2.426 60.6 Total 193.21 5.415 2653.1 2 A500, Grade C Members 193.21 5.415 2653.1 No.Material Name Object Type C∑ [ft2]V∑ [ft3]M∑ [lb] Material Tot. Coating Tot. Volume Total Mass 3 Points Number of iterations 5 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -1.1 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis 0.8 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 36.445 in Member No. 6, x: 15.177368 ft Maximum displacement in Z-direction -13.434 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Y-direction -36.221 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 32.412 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.01 kipft At center of gravity of model Resultant of reactions about X 0.00 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -2.931 kip Deviation: 0.00 % Sum of loads in Z -2.931 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces D LC2 - Dead Load Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.81e+09 -- Stiffness matrix determinant 5.22e+8837 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 34 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 1.0 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 0.7 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 36.533 in Member No. 6, x: 15.177368 ft Maximum displacement in Z-direction -10.951 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Y-direction -36.459 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 32.778 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.00 kipft At center of gravity of model Resultant of reactions about X 0.00 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z 0.000 kip Sum of loads in Z 0.000 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces Tp LC1 - Prestress Description Value Unit Notes Sum of support forces in X 1.036 kip Deviation: 0.00 % Sum of loads in X 1.036 kip Sum of loads and sum of support forces W LC6 - Wind @ 0 Deg. Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.89e+09 -- Stiffness matrix determinant 3.93e+6735 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -7.6 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis 5.2 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 44.663 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Z-direction -44.616 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Y-direction -37.069 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 32.787 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.06 kipft At center of gravity of model Resultant of reactions about X 0.38 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -1.436 kip Deviation: 0.00 % Sum of loads in Z -1.436 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces S LC3 - Snow Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.81e+09 -- Stiffness matrix determinant 3.84e+6376 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Description Value Unit Notes Infinity Norm 8.89e+09 -- Stiffness matrix determinant 4.33e+6687 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 7.4 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 5.1 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 41.042 in Member No. 6, x: 15.177368 ft Maximum displacement in Z-direction 17.399 in FE node No. 264: (-0.257372, 21.606557, 15.615789 ft) Maximum displacement in Y-direction -38.740 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 36.276 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -0.76 kipft At center of gravity of model Resultant of reactions about Y 12.65 kipft At center of gravity of model Resultant of reactions about X 3.00 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z 0.744 kip Deviation: 0.00 % Sum of loads in Z 0.744 kip Sum of support forces in Y -1.036 kip Deviation: 0.00 % Sum of loads in Y -1.036 kip Sum of support forces in X 0.157 kip Deviation: 0.00 % Sum of loads in X 0.157 kip Sum of loads and sum of support forces W LC8 - Wind @ 90 Deg. Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.88e+09 -- Stiffness matrix determinant 9.14e+6694 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 6.6 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 4.6 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 38.863 in Member No. 6, x: 15.177368 ft Maximum displacement in Z-direction -37.738 in FE node No. 172: (12.198367, 10.562570, 15.094737 ft) Maximum displacement in Y-direction -38.781 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 34.846 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -1.87 kipft At center of gravity of model Resultant of reactions about Y 9.00 kipft At center of gravity of model Resultant of reactions about X 7.45 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -0.355 kip Deviation: 0.00 % Sum of loads in Z -0.355 kip Sum of support forces in Y 0.001 kip Deviation: 0.01 % Sum of loads in Y 0.001 kip Description Value Unit Notes Sum of support forces in Z -0.372 kip Deviation: 0.00 % Sum of loads in Z -0.372 kip Sum of support forces in Y 0.028 kip Deviation: 0.00 % Sum of loads in Y 0.028 kip Sum of support forces in X -1.039 kip Deviation: 0.00 % Sum of loads in X -1.039 kip Sum of loads and sum of support forces W LC10 - Wind @ 180 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.98e+09 -- Stiffness matrix determinant 2.95e+6888 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 14.1 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis -11.2 mrad Member No. 3, x: 12.330000 ft Maximum vectorial displacement 44.891 in Member No. 6, x: 16.695105 ft Maximum displacement in Z-direction 40.918 in FE node No. 231: (7.183570, 12.045370, 14.984211 ft) Maximum displacement in Y-direction -40.297 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 38.253 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -0.26 kipft At center of gravity of model Resultant of reactions about X -1.34 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z 5.090 kip Deviation: 0.00 % Sum of loads in Z 5.090 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces W LC9 - Uplift Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Description Value Unit Notes Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.89e+09 -- Stiffness matrix determinant 1.01e+6693 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -7.6 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis -4.9 mrad Member No. 2, x: 18.330000 ft Maximum vectorial displacement 40.177 in Member No. 8, x: 14.702599 ft Maximum displacement in Z-direction 18.336 in FE node No. 157: (16.815631, 3.942911, 15.615789 ft) Maximum displacement in Y-direction 37.678 in Member No. 8, x: 14.702599 ft Maximum displacement in X-direction 33.627 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -0.58 kipft At center of gravity of model Resultant of reactions about Y -13.34 kipft At center of gravity of model Resultant of reactions about X -4.05 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z 0.894 kip Deviation: 0.00 % Sum of loads in Z 0.894 kip Sum of support forces in Y 1.046 kip Deviation: 0.00 % Sum of loads in Y 1.046 kip Sum of support forces in X -0.111 kip Deviation: 0.00 % Sum of loads in X -0.111 kip Sum of loads and sum of support forces W LC11 - Wind @ 270 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.88e+09 -- Stiffness matrix determinant 1.08e+6697 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -6.7 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis -4.2 mrad Member No. 2, x: 18.330000 ft Maximum vectorial displacement 39.023 in FE node No. 228: (5.260110, 16.060493, 15.078947 ft) Maximum displacement in Z-direction -38.420 in FE node No. 249: (4.436425, 14.788313, 15.094737 ft) Maximum displacement in Y-direction 37.616 in Member No. 8, x: 14.702599 ft Maximum displacement in X-direction 32.831 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -0.67 kipft At center of gravity of model Resultant of reactions about Y -9.10 kipft At center of gravity of model Resultant of reactions about X -6.87 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Description Value Unit Notes Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -0.08 kipft At center of gravity of model Resultant of reactions about X 0.08 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -2.949 kip Deviation: 0.00 % Sum of loads in Z -2.949 kip Sum of support forces in Y 3.049 kip Deviation: 0.00 % Sum of loads in Y 3.049 kip Sum of support forces in X 3.049 kip Deviation: 0.00 % Sum of loads in X 3.049 kip Sum of loads and sum of support forces Qe LC13 - Seismic Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.93e+09 -- Stiffness matrix determinant 4.35e+6814 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 10.8 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 7.4 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 52.630 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Z-direction -52.590 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Y-direction -37.629 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 33.287 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.11 kipft At center of gravity of model Resultant of reactions about X 0.64 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -2.460 kip Deviation: 0.00 % Sum of loads in Z -2.460 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces Lr LC12 - Live Load Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Description Value Unit Notes Maximum vectorial displacement 36.455 in Member No. 6, x: 15.177368 ft Maximum displacement in Z-direction -14.543 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Y-direction -36.147 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 32.296 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.02 kipft At center of gravity of model Resultant of reactions about X 0.00 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -4.104 kip Deviation: 0.00 % Sum of loads in Z -4.104 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 1 CO1 - 1.40D Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 11.0 mrad Member No. 1, x: 18.330000 ft | CO36 Maximum rotation about X-axis -8.0 mrad Member No. 3, x: 12.330000 ft | CO54 Maximum vectorial displacement 52.917 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) | CO36 Maximum displacement in Z-direction -52.877 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) | CO36 Maximum displacement in Y-direction -39.479 in Member No. 6, x: 15.177368 ft | CO54 Maximum displacement in X-direction 37.045 in Member No. 5, x: 14.165072 ft | CO54 Maximum deformations 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Maximum rotation about Z-axis 0.0 mrad Member No. 2, x: 18.330000 ft | CO8 Maximum rotation about Y-axis 16.0 mrad Member No. 1, x: 18.330000 ft | CO10 Maximum rotation about X-axis -11.1 mrad Member No. 3, x: 12.330000 ft | CO31 Maximum vectorial displacement 63.540 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) | CO10 Maximum displacement in Z-direction -63.523 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) | CO10 Maximum displacement in Y-direction -40.298 in Member No. 6, x: 16.695105 ft | CO16 Maximum displacement in X-direction 38.242 in Member No. 5, x: 14.165072 ft | CO31 Maximum deformations 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.81e+09 -- Stiffness matrix determinant 1.75e+6273 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 104 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 1.8 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis -1.3 mrad Member No. 2, x: 18.330000 ft Maximum vectorial displacement 18.786 in FE node No. 294: (4.747301, 8.138565, 14.557895 ft) Maximum displacement in Z-direction -18.302 in FE node No. 294: (4.747301, 8.138565, 14.557895 ft) Maximum displacement in Y-direction 4.127 in Member No. 8, x: 16.172859 ft Maximum displacement in X-direction 4.127 in Member No. 5, x: 14.165072 ft Maximum deformations Description Value Unit Notes Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.94e+09 -- Stiffness matrix determinant 10.00e+6828 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -11.9 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis 7.5 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 55.710 in FE node No. 211: (8.643770, 11.991210, 15.000000 ft) Maximum displacement in Z-direction -55.693 in FE node No. 211: (8.643770, 11.991210, 15.000000 ft) Maximum displacement in Y-direction -38.033 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 34.515 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -1.11 kipft At center of gravity of model Resultant of reactions about Y 5.47 kipft At center of gravity of model Resultant of reactions about X 5.02 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -6.001 kip Deviation: 0.00 % Sum of loads in Z -6.001 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.611 kip Deviation: 0.00 % Sum of loads in X 0.611 kip Sum of loads and sum of support forces 3 CO2 - 1.20D + 0.50W1 + 1.60S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.81e+09 -- Stiffness matrix determinant 7.81e+6393 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 5 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -1.3 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis 0.9 mrad Member No. 1, x: 18.330000 ft Description Value Unit Notes Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 1.7 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis -1.5 mrad Member No. 3, x: 12.330000 ft Maximum vectorial displacement 37.427 in Member No. 6, x: 15.177368 ft Maximum displacement in Z-direction 3.971 in Member No. 5, x: 12.591175 ft Maximum displacement in Y-direction -37.217 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 33.792 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.00 kipft At center of gravity of model Resultant of reactions about X -0.08 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -3.213 kip Deviation: 0.00 % Sum of loads in Z -3.213 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 3 CO4 - 1.20D + 0.50W3 + 1.60S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.91e+09 -- Stiffness matrix determinant 2.15e+6770 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -9.5 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis -6.0 mrad Member No. 2, x: 18.330000 ft Maximum vectorial displacement 46.884 in FE node No. 171: (11.564171, 11.882892, 15.031579 ft) Maximum displacement in Z-direction -46.870 in FE node No. 191: (10.103971, 11.937051, 15.015789 ft) Maximum displacement in Y-direction -37.193 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 33.348 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -0.45 kipft At center of gravity of model Resultant of reactions about Y 7.62 kipft At center of gravity of model Resultant of reactions about X 2.35 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -5.372 kip Deviation: 0.00 % Sum of loads in Z -5.372 kip Sum of support forces in Y -0.611 kip Deviation: 0.00 % Sum of loads in Y -0.611 kip Sum of support forces in X 0.093 kip Deviation: 0.00 % Sum of loads in X 0.093 kip Sum of loads and sum of support forces 3 CO3 - 1.20D + 0.50W2 + 1.60S Speed of convergence 1.00 -- Description Value Unit Notes Sum of loads and sum of support forces 3 CO6 - 1.20D + 0.50W5 + 1.60S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.95e+09 -- Stiffness matrix determinant 1.10e+6830 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 11.9 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 8.1 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 55.828 in FE node No. 230: (6.542417, 13.383744, 15.015789 ft) Maximum displacement in Z-direction -55.765 in FE node No. 230: (6.542417, 13.383744, 15.015789 ft) Maximum displacement in Y-direction -37.489 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 33.331 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -0.40 kipft At center of gravity of model Resultant of reactions about Y -5.28 kipft At center of gravity of model Resultant of reactions about X -3.48 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -6.011 kip Deviation: 0.00 % Sum of loads in Z -6.011 kip Sum of support forces in Y 0.017 kip Deviation: 0.00 % Sum of loads in Y 0.017 kip Sum of support forces in X -0.613 kip Deviation: 0.00 % Sum of loads in X -0.613 kip Sum of loads and sum of support forces 3 CO5 - 1.20D + 0.50W4 + 1.60S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.82e+09 -- Stiffness matrix determinant 2.43e+6471 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 7 Calculation statistic Description Value Unit Notes Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -15.9 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis 10.3 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 63.525 in FE node No. 211: (8.643770, 11.991210, 15.000000 ft) Maximum displacement in Z-direction -63.511 in FE node No. 211: (8.643770, 11.991210, 15.000000 ft) Maximum displacement in Y-direction -38.618 in Member No. 6, x: 18.212842 ft Maximum displacement in X-direction 34.880 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -1.11 kipft At center of gravity of model Resultant of reactions about Y 5.54 kipft At center of gravity of model Resultant of reactions about X 5.43 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -7.621 kip Deviation: 0.00 % Sum of loads in Z -7.621 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.611 kip Deviation: 0.00 % Sum of loads in X 0.611 kip Sum of loads and sum of support forces 3 CO7 - 1.20D + 0.50W1 + 1.60Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.92e+09 -- Stiffness matrix determinant 1.30e+6764 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 9.3 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 6.5 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 46.713 in FE node No. 250: (5.079897, 13.443921, 15.031579 ft) Maximum displacement in Z-direction -46.533 in FE node No. 250: (5.079897, 13.443921, 15.031579 ft) Maximum displacement in Y-direction -37.167 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 31.669 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -0.35 kipft At center of gravity of model Resultant of reactions about Y -7.78 kipft At center of gravity of model Resultant of reactions about X -1.76 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -5.285 kip Deviation: 0.00 % Sum of loads in Z -5.285 kip Sum of support forces in Y 0.617 kip Deviation: 0.00 % Sum of loads in Y 0.617 kip Sum of support forces in X -0.065 kip Deviation: 0.00 % Sum of loads in X -0.065 kip Description Value Unit Notes Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 3 CO9 - 1.20D + 0.50W3 + 1.60Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.97e+09 -- Stiffness matrix determinant 2.72e+6864 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 2, x: 18.330000 ft Maximum rotation about Y-axis -14.0 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis 9.1 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 57.556 in FE node No. 191: (10.103971, 11.937051, 15.015789 ft) Maximum displacement in Z-direction -57.554 in FE node No. 191: (10.103971, 11.937051, 15.015789 ft) Maximum displacement in Y-direction -38.090 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 33.910 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -0.45 kipft At center of gravity of model Resultant of reactions about Y 7.69 kipft At center of gravity of model Resultant of reactions about X 2.75 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -6.998 kip Deviation: 0.00 % Sum of loads in Z -6.998 kip Sum of support forces in Y -0.611 kip Deviation: 0.00 % Sum of loads in Y -0.611 kip Sum of support forces in X 0.093 kip Deviation: 0.00 % Sum of loads in X 0.093 kip Sum of loads and sum of support forces 3 CO8 - 1.20D + 0.50W2 + 1.60Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.99e+09 -- Stiffness matrix determinant 5.36e+6898 -- Description Value Unit Notes Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 9.00e+09 -- Stiffness matrix determinant 2.17e+6899 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 16.0 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 10.9 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 63.540 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Z-direction -63.523 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Y-direction -38.158 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 33.919 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -0.40 kipft At center of gravity of model Resultant of reactions about Y -5.19 kipft At center of gravity of model Resultant of reactions about X -3.04 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -7.632 kip Deviation: 0.00 % Sum of loads in Z -7.632 kip Sum of support forces in Y 0.017 kip Deviation: 0.00 % Sum of loads in Y 0.017 kip Sum of support forces in X -0.613 kip Deviation: 0.00 % Sum of loads in X -0.613 kip Sum of loads and sum of support forces 3 CO10 - 1.20D + 0.50W4 + 1.60Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.89e+09 -- Stiffness matrix determinant 3.03e+6734 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -7.5 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis 5.1 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 44.466 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Z-direction -44.419 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Y-direction -37.011 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 32.726 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.08 kipft At center of gravity of model Resultant of reactions about X 0.36 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -4.880 kip Deviation: 0.00 % Sum of loads in Z -4.880 kip Description Value Unit Notes Resultant of reactions Sum of support forces in Z -5.803 kip Deviation: 0.00 % Sum of loads in Z -5.803 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 3 CO12 - 1.20D + 1.60S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.98e+09 -- Stiffness matrix determinant 7.82e+6860 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 13.9 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 9.6 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 57.406 in FE node No. 230: (6.542417, 13.383744, 15.015789 ft) Maximum displacement in Z-direction -57.351 in FE node No. 230: (6.542417, 13.383744, 15.015789 ft) Maximum displacement in Y-direction -37.993 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 32.699 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -0.34 kipft At center of gravity of model Resultant of reactions about Y -7.69 kipft At center of gravity of model Resultant of reactions about X -1.31 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -6.912 kip Deviation: 0.00 % Sum of loads in Z -6.912 kip Sum of support forces in Y 0.617 kip Deviation: 0.00 % Sum of loads in Y 0.617 kip Sum of support forces in X -0.065 kip Deviation: 0.00 % Sum of loads in X -0.065 kip Sum of loads and sum of support forces 3 CO11 - 1.20D + 0.50W5 + 1.60Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Description Value Unit Notes Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.99e+09 -- Stiffness matrix determinant 1.51e+6886 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 14.8 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 10.1 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 60.678 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Z-direction -60.659 in FE node No. 211: (8.643770, 11.991210, 15.000000 ft) Maximum displacement in Y-direction -38.224 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 33.825 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.20 kipft At center of gravity of model Resultant of reactions about X 1.03 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -7.427 kip Deviation: 0.00 % Sum of loads in Z -7.427 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 3 CO13 - 1.20D + 1.60Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.93e+09 -- Stiffness matrix determinant 4.87e+6807 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 10.5 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 7.2 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 51.840 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Z-direction -51.800 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Y-direction -37.537 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 33.196 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.12 kipft At center of gravity of model Resultant of reactions about X 0.60 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Description Value Unit Notes Resultant of reactions about Z -0.90 kipft At center of gravity of model Resultant of reactions about Y 14.92 kipft At center of gravity of model Resultant of reactions about X 3.55 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -2.640 kip Deviation: 0.00 % Sum of loads in Z -2.640 kip Sum of support forces in Y -1.221 kip Deviation: 0.00 % Sum of loads in Y -1.221 kip Sum of support forces in X 0.186 kip Deviation: 0.00 % Sum of loads in X 0.186 kip Sum of loads and sum of support forces 4 CO15 - 1.20D + W2 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.89e+09 -- Stiffness matrix determinant 6.50e+6720 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 7.4 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 5.1 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 40.773 in FE node No. 193: (11.377000, 9.284373, 15.078947 ft) Maximum displacement in Z-direction -40.517 in FE node No. 172: (12.198367, 10.562570, 15.094737 ft) Maximum displacement in Y-direction -38.966 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 35.024 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -2.21 kipft At center of gravity of model Resultant of reactions about Y 10.63 kipft At center of gravity of model Resultant of reactions about X 8.79 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -3.936 kip Deviation: 0.00 % Sum of loads in Z -3.936 kip Sum of support forces in Y 0.001 kip Deviation: 0.01 % Sum of loads in Y 0.001 kip Sum of support forces in X 1.222 kip Deviation: 0.00 % Sum of loads in X 1.222 kip Sum of loads and sum of support forces 4 CO14 - 1.20D + W1 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Description Value Unit Notes Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.98e+09 -- Stiffness matrix determinant 3.00e+6886 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 14.0 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis -11.1 mrad Member No. 3, x: 12.330000 ft Maximum vectorial displacement 44.826 in Member No. 6, x: 16.695105 ft Maximum displacement in Z-direction 40.701 in FE node No. 231: (7.183570, 12.045370, 14.984211 ft) Maximum displacement in Y-direction -40.298 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 38.239 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -0.24 kipft At center of gravity of model Resultant of reactions about X -1.34 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z 1.571 kip Deviation: 0.00 % Sum of loads in Z 1.571 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 4 CO16 - 1.20D + W3 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.90e+09 -- Stiffness matrix determinant 1.48e+6708 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 8.1 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 5.7 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 41.420 in Member No. 6, x: 15.177368 ft Maximum displacement in Z-direction 18.546 in FE node No. 264: (-0.257372, 21.606557, 15.615789 ft) Maximum displacement in Y-direction -38.916 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 36.577 in Member No. 5, x: 14.165072 ft Maximum deformations Description Value Unit Notes Maximum displacement in Z-direction 19.582 in FE node No. 157: (16.815631, 3.942911, 15.615789 ft) Maximum displacement in Y-direction 37.860 in Member No. 8, x: 14.702599 ft Maximum displacement in X-direction -33.896 in Member No. 7, x: 13.033478 ft Maximum deformations Resultant of reactions about Z -0.69 kipft At center of gravity of model Resultant of reactions about Y -15.71 kipft At center of gravity of model Resultant of reactions about X -4.78 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -2.463 kip Deviation: 0.00 % Sum of loads in Z -2.463 kip Sum of support forces in Y 1.234 kip Deviation: 0.00 % Sum of loads in Y 1.234 kip Sum of support forces in X -0.130 kip Deviation: 0.00 % Sum of loads in X -0.130 kip Sum of loads and sum of support forces 4 CO18 - 1.20D + W5 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.89e+09 -- Stiffness matrix determinant 1.42e+6723 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -7.4 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis -4.6 mrad Member No. 2, x: 18.330000 ft Maximum vectorial displacement 41.653 in FE node No. 228: (5.260110, 16.060493, 15.078947 ft) Maximum displacement in Z-direction -41.175 in FE node No. 249: (4.436425, 14.788313, 15.094737 ft) Maximum displacement in Y-direction 37.822 in Member No. 8, x: 14.702599 ft Maximum displacement in X-direction 32.862 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -0.79 kipft At center of gravity of model Resultant of reactions about Y -10.72 kipft At center of gravity of model Resultant of reactions about X -8.10 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -3.956 kip Deviation: 0.00 % Sum of loads in Z -3.956 kip Sum of support forces in Y 0.033 kip Deviation: 0.00 % Sum of loads in Y 0.033 kip Sum of support forces in X -1.225 kip Deviation: 0.00 % Sum of loads in X -1.225 kip Sum of loads and sum of support forces 4 CO17 - 1.20D + W4 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Description Value Unit Notes Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.90e+09 -- Stiffness matrix determinant 2.26e+6765 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -8.8 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis 5.7 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 48.380 in FE node No. 192: (10.740486, 10.610712, 15.047368 ft) Maximum displacement in Z-direction -48.321 in FE node No. 192: (10.740486, 10.610712, 15.047368 ft) Maximum displacement in Y-direction -38.478 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 35.046 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -2.21 kipft At center of gravity of model Resultant of reactions about Y 10.71 kipft At center of gravity of model Resultant of reactions about X 9.03 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -4.647 kip Deviation: 0.00 % Sum of loads in Z -4.647 kip Sum of support forces in Y 0.001 kip Deviation: 0.01 % Sum of loads in Y 0.001 kip Sum of support forces in X 1.222 kip Deviation: 0.00 % Sum of loads in X 1.222 kip Sum of loads and sum of support forces 4 CO19 - 1.20D + W1 + 0.50S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.90e+09 -- Stiffness matrix determinant 3.89e+6713 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -8.4 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis -5.4 mrad Member No. 2, x: 18.330000 ft Maximum vectorial displacement 40.595 in Member No. 8, x: 14.702599 ft Description Value Unit Notes Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 12.6 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis -10.1 mrad Member No. 3, x: 12.330000 ft Maximum vectorial displacement 44.072 in Member No. 6, x: 16.695105 ft Maximum displacement in Z-direction 37.640 in FE node No. 231: (7.183570, 12.045370, 14.984211 ft) Maximum displacement in Y-direction -40.041 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 37.862 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -0.20 kipft At center of gravity of model Resultant of reactions about X -1.16 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z 0.882 kip Deviation: 0.00 % Sum of loads in Z 0.882 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 4 CO21 - 1.20D + W3 + 0.50S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.89e+09 -- Stiffness matrix determinant 2.45e+6693 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 7 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 7.3 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 5.0 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 39.895 in Member No. 5, x: 14.165072 ft Maximum displacement in Z-direction -22.750 in FE node No. 94: (19.279729, 7.777503, 15.663158 ft) Maximum displacement in Y-direction -38.398 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 36.280 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -0.91 kipft At center of gravity of model Resultant of reactions about Y 14.99 kipft At center of gravity of model Resultant of reactions about X 3.75 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -3.357 kip Deviation: 0.00 % Sum of loads in Z -3.357 kip Sum of support forces in Y -1.221 kip Deviation: 0.00 % Sum of loads in Y -1.221 kip Sum of support forces in X 0.186 kip Deviation: 0.00 % Sum of loads in X 0.186 kip Sum of loads and sum of support forces 4 CO20 - 1.20D + W2 + 0.50S Speed of convergence 1.00 -- Integrate preliminary form-finding Description Value Unit Notes Sum of loads and sum of support forces 4 CO23 - 1.20D + W5 + 0.50S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.91e+09 -- Stiffness matrix determinant 3.62e+6768 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 8.8 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 6.1 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 48.914 in FE node No. 229: (5.901263, 14.722119, 15.047368 ft) Maximum displacement in Z-direction -48.752 in FE node No. 229: (5.901263, 14.722119, 15.047368 ft) Maximum displacement in Y-direction 37.471 in Member No. 8, x: 16.172859 ft Maximum displacement in X-direction 32.918 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -0.80 kipft At center of gravity of model Resultant of reactions about Y -10.73 kipft At center of gravity of model Resultant of reactions about X -7.96 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -4.667 kip Deviation: 0.00 % Sum of loads in Z -4.667 kip Sum of support forces in Y 0.033 kip Deviation: 0.00 % Sum of loads in Y 0.033 kip Sum of support forces in X -1.225 kip Deviation: 0.00 % Sum of loads in X -1.225 kip Sum of loads and sum of support forces 4 CO22 - 1.20D + W4 + 0.50S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.96e+09 -- Stiffness matrix determinant 1.01e+6863 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 10 Calculation statistic Description Value Unit Notes Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -10.3 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis 6.4 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 52.422 in FE node No. 192: (10.740486, 10.610712, 15.047368 ft) Maximum displacement in Z-direction -52.377 in FE node No. 192: (10.740486, 10.610712, 15.047368 ft) Maximum displacement in Y-direction -38.443 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 35.230 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -2.21 kipft At center of gravity of model Resultant of reactions about Y 10.75 kipft At center of gravity of model Resultant of reactions about X 9.18 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -5.160 kip Deviation: 0.00 % Sum of loads in Z -5.160 kip Sum of support forces in Y 0.001 kip Deviation: 0.01 % Sum of loads in Y 0.001 kip Sum of support forces in X 1.222 kip Deviation: 0.00 % Sum of loads in X 1.222 kip Sum of loads and sum of support forces 4 CO24 - 1.20D + W1 + 0.50Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.89e+09 -- Stiffness matrix determinant 3.98e+6699 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 7 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -7.7 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis -4.9 mrad Member No. 2, x: 18.330000 ft Maximum vectorial displacement 39.295 in Member No. 8, x: 14.702599 ft Maximum displacement in Z-direction -22.172 in FE node No. 327: (-2.728428, 17.790018, 15.663158 ft) Maximum displacement in Y-direction 37.571 in Member No. 8, x: 14.702599 ft Maximum displacement in X-direction -33.666 in Member No. 7, x: 13.033478 ft Maximum deformations Resultant of reactions about Z -0.70 kipft At center of gravity of model Resultant of reactions about Y -15.69 kipft At center of gravity of model Resultant of reactions about X -4.60 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -3.180 kip Deviation: 0.00 % Sum of loads in Z -3.180 kip Sum of support forces in Y 1.234 kip Deviation: 0.00 % Sum of loads in Y 1.234 kip Sum of support forces in X -0.130 kip Deviation: 0.00 % Sum of loads in X -0.130 kip Description Value Unit Notes Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 4 CO26 - 1.20D + W3 + 0.50Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.88e+09 -- Stiffness matrix determinant 1.56e+6694 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 4, x: 12.330000 ft Maximum rotation about Y-axis 6.9 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 4.7 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 39.129 in Member No. 5, x: 14.165072 ft Maximum displacement in Z-direction -28.908 in FE node No. 93: (18.654810, 9.073753, 15.473684 ft) Maximum displacement in Y-direction -37.768 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 35.917 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -0.92 kipft At center of gravity of model Resultant of reactions about Y 15.04 kipft At center of gravity of model Resultant of reactions about X 3.91 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -3.878 kip Deviation: 0.00 % Sum of loads in Z -3.878 kip Sum of support forces in Y -1.221 kip Deviation: 0.00 % Sum of loads in Y -1.221 kip Sum of support forces in X 0.186 kip Deviation: 0.00 % Sum of loads in X 0.186 kip Sum of loads and sum of support forces 4 CO25 - 1.20D + W2 + 0.50Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.92e+09 -- Stiffness matrix determinant 4.29e+6796 -- Description Value Unit Notes Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.93e+09 -- Stiffness matrix determinant 2.98e+6799 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 10.3 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 7.1 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 52.791 in FE node No. 229: (5.901263, 14.722119, 15.047368 ft) Maximum displacement in Z-direction -52.678 in FE node No. 230: (6.542417, 13.383744, 15.015789 ft) Maximum displacement in Y-direction 37.485 in Member No. 8, x: 16.172859 ft Maximum displacement in X-direction 33.099 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -0.80 kipft At center of gravity of model Resultant of reactions about Y -10.72 kipft At center of gravity of model Resultant of reactions about X -7.84 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -5.180 kip Deviation: 0.00 % Sum of loads in Z -5.180 kip Sum of support forces in Y 0.033 kip Deviation: 0.00 % Sum of loads in Y 0.033 kip Sum of support forces in X -1.225 kip Deviation: 0.00 % Sum of loads in X -1.225 kip Sum of loads and sum of support forces 4 CO27 - 1.20D + W4 + 0.50Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.94e+09 -- Stiffness matrix determinant 3.86e+6843 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 11.5 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis -9.3 mrad Member No. 3, x: 12.330000 ft Maximum vectorial displacement 43.489 in Member No. 6, x: 16.695105 ft Maximum displacement in Z-direction 35.206 in FE node No. 231: (7.183570, 12.045370, 14.984211 ft) Maximum displacement in Y-direction -39.840 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 37.567 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -0.18 kipft At center of gravity of model Resultant of reactions about X -1.02 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z 0.381 kip Deviation: 0.00 % Sum of loads in Z 0.381 kip Description Value Unit Notes Resultant of reactions Sum of support forces in Z -3.057 kip Deviation: 0.00 % Sum of loads in Z -3.057 kip Sum of support forces in Y 0.001 kip Deviation: -0.01 % Sum of loads in Y 0.001 kip Sum of support forces in X 1.222 kip Deviation: 0.00 % Sum of loads in X 1.222 kip Sum of loads and sum of support forces 5 CO29 - 0.90D + W1 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.89e+09 -- Stiffness matrix determinant 1.07e+6702 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 7 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 3, x: 12.330000 ft Maximum rotation about Y-axis -7.3 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis -4.6 mrad Member No. 2, x: 18.330000 ft Maximum vectorial displacement 38.322 in Member No. 6, x: 13.659631 ft Maximum displacement in Z-direction -28.491 in FE node No. 328: (-2.075679, 16.421555, 15.473684 ft) Maximum displacement in Y-direction 37.171 in Member No. 8, x: 14.702599 ft Maximum displacement in X-direction -33.393 in Member No. 7, x: 13.033478 ft Maximum deformations Resultant of reactions about Z -0.71 kipft At center of gravity of model Resultant of reactions about Y -15.70 kipft At center of gravity of model Resultant of reactions about X -4.48 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -3.701 kip Deviation: 0.00 % Sum of loads in Z -3.701 kip Sum of support forces in Y 1.234 kip Deviation: 0.00 % Sum of loads in Y 1.234 kip Sum of support forces in X -0.130 kip Deviation: 0.00 % Sum of loads in X -0.130 kip Sum of loads and sum of support forces 4 CO28 - 1.20D + W5 + 0.50Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Description Value Unit Notes Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.90e+09 -- Stiffness matrix determinant 4.27e+6708 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 8.1 mrad FE node No. 4: (-12.578492, 26.458141, 18.000000 ft) Maximum rotation about X-axis 5.7 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 41.450 in Member No. 6, x: 15.177368 ft Maximum displacement in Z-direction 18.630 in FE node No. 264: (-0.257372, 21.606557, 15.615789 ft) Maximum displacement in Y-direction -38.917 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 36.576 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -0.90 kipft At center of gravity of model Resultant of reactions about Y 14.92 kipft At center of gravity of model Resultant of reactions about X 3.55 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -1.761 kip Deviation: 0.00 % Sum of loads in Z -1.761 kip Sum of support forces in Y -1.221 kip Deviation: 0.00 % Sum of loads in Y -1.221 kip Sum of support forces in X 0.186 kip Deviation: 0.00 % Sum of loads in X 0.186 kip Sum of loads and sum of support forces 5 CO30 - 0.90D + W2 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.89e+09 -- Stiffness matrix determinant 9.42e+6719 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 7.4 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 5.1 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 40.585 in FE node No. 193: (11.377000, 9.284373, 15.078947 ft) Maximum displacement in Z-direction -40.321 in FE node No. 172: (12.198367, 10.562570, 15.094737 ft) Maximum displacement in Y-direction -38.983 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 35.027 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -2.21 kipft At center of gravity of model Resultant of reactions about Y 10.62 kipft At center of gravity of model Resultant of reactions about X 8.79 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Description Value Unit Notes Resultant of reactions about Z -0.79 kipft At center of gravity of model Resultant of reactions about Y -10.72 kipft At center of gravity of model Resultant of reactions about X -8.10 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -3.077 kip Deviation: 0.00 % Sum of loads in Z -3.077 kip Sum of support forces in Y 0.033 kip Deviation: 0.00 % Sum of loads in Y 0.033 kip Sum of support forces in X -1.225 kip Deviation: 0.00 % Sum of loads in X -1.225 kip Sum of loads and sum of support forces 5 CO32 - 0.90D + W4 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.98e+09 -- Stiffness matrix determinant 9.48e+6886 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 14.0 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis -11.1 mrad Member No. 3, x: 12.330000 ft Maximum vectorial displacement 44.843 in Member No. 6, x: 16.695105 ft Maximum displacement in Z-direction 40.755 in FE node No. 231: (7.183570, 12.045370, 14.984211 ft) Maximum displacement in Y-direction -40.298 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 38.242 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -0.25 kipft At center of gravity of model Resultant of reactions about X -1.34 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z 2.451 kip Deviation: 0.00 % Sum of loads in Z 2.451 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 5 CO31 - 0.90D + W3 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Description Value Unit Notes Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.90e+09 -- Stiffness matrix determinant 1.14e+6714 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -8.5 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis -5.5 mrad Member No. 2, x: 18.330000 ft Maximum vectorial displacement 40.619 in Member No. 8, x: 14.702599 ft Maximum displacement in Z-direction 19.656 in FE node No. 157: (16.815631, 3.942911, 15.615789 ft) Maximum displacement in Y-direction 37.857 in Member No. 8, x: 14.702599 ft Maximum displacement in X-direction -33.894 in Member No. 7, x: 13.033478 ft Maximum deformations Resultant of reactions about Z -0.69 kipft At center of gravity of model Resultant of reactions about Y -15.71 kipft At center of gravity of model Resultant of reactions about X -4.78 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -1.584 kip Deviation: 0.00 % Sum of loads in Z -1.584 kip Sum of support forces in Y 1.234 kip Deviation: 0.00 % Sum of loads in Y 1.234 kip Sum of support forces in X -0.130 kip Deviation: 0.00 % Sum of loads in X -0.130 kip Sum of loads and sum of support forces 5 CO33 - 0.90D + W5 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.89e+09 -- Stiffness matrix determinant 1.78e+6722 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -7.4 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis -4.6 mrad Member No. 2, x: 18.330000 ft Maximum vectorial displacement 41.478 in FE node No. 228: (5.260110, 16.060493, 15.078947 ft) Maximum displacement in Z-direction -40.987 in FE node No. 249: (4.436425, 14.788313, 15.094737 ft) Maximum displacement in Y-direction 37.834 in Member No. 8, x: 14.702599 ft Maximum displacement in X-direction 32.879 in Member No. 5, x: 14.165072 ft Maximum deformations Description Value Unit Notes Maximum displacement in Z-direction -45.039 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Y-direction -37.060 in FE node No. 182: (3.738822, 25.200441, 14.700000 ft) Maximum displacement in X-direction 32.771 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.08 kipft At center of gravity of model Resultant of reactions about X 0.38 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -4.367 kip Deviation: 0.00 % Sum of loads in Z -4.367 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 3 CO35 - D + S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.81e+09 -- Stiffness matrix determinant 3.84e+6376 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 5 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -1.1 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis 0.8 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 36.445 in Member No. 6, x: 15.177368 ft Maximum displacement in Z-direction -13.434 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Y-direction -36.221 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 32.412 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.01 kipft At center of gravity of model Resultant of reactions about X 0.00 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -2.931 kip Deviation: 0.00 % Sum of loads in Z -2.931 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 1 CO34 - D Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Description Value Unit Notes Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.94e+09 -- Stiffness matrix determinant 5.65e+6817 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 11.0 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 7.5 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 52.917 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Z-direction -52.877 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Maximum displacement in Y-direction -37.624 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 33.276 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.13 kipft At center of gravity of model Resultant of reactions about X 0.65 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -5.392 kip Deviation: 0.00 % Sum of loads in Z -5.392 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 3 CO36 - D + Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.89e+09 -- Stiffness matrix determinant 5.93e+6740 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -7.8 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis 5.3 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 45.086 in FE node No. 210: (8.004936, 13.323567, 15.000000 ft) Description Value Unit Notes Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 5.8 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 4.0 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 40.012 in Member No. 6, x: 15.177368 ft Maximum displacement in Z-direction 14.189 in FE node No. 263: (-0.903164, 22.956967, 15.710526 ft) Maximum displacement in Y-direction -38.384 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 35.704 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -0.54 kipft At center of gravity of model Resultant of reactions about Y 8.97 kipft At center of gravity of model Resultant of reactions about X 2.13 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -2.405 kip Deviation: 0.00 % Sum of loads in Z -2.405 kip Sum of support forces in Y -0.733 kip Deviation: 0.00 % Sum of loads in Y -0.733 kip Sum of support forces in X 0.111 kip Deviation: 0.00 % Sum of loads in X 0.111 kip Sum of loads and sum of support forces 5 CO38 - D + 0.60W2 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.86e+09 -- Stiffness matrix determinant 1.07e+6653 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 5.4 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 3.7 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 38.319 in FE node No. 202: (2.255429, 25.314778, 15.000000 ft) Maximum displacement in Z-direction -34.748 in FE node No. 172: (12.198367, 10.562570, 15.094737 ft) Maximum displacement in Y-direction -38.264 in FE node No. 202: (2.255429, 25.314778, 15.000000 ft) Maximum displacement in X-direction 34.483 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -1.33 kipft At center of gravity of model Resultant of reactions about Y 6.39 kipft At center of gravity of model Resultant of reactions about X 5.28 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -3.182 kip Deviation: 0.00 % Sum of loads in Z -3.182 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.733 kip Deviation: 0.00 % Sum of loads in X 0.733 kip Sum of loads and sum of support forces 5 CO37 - D + 0.60W1 Speed of convergence 1.00 -- Integrate preliminary form-finding Description Value Unit Notes Sum of loads and sum of support forces 5 CO40 - D + 0.60W4 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.92e+09 -- Stiffness matrix determinant 5.34e+6806 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 9.7 mrad FE node No. 4: (-12.578492, 26.458141, 18.000000 ft) Maximum rotation about X-axis -7.9 mrad Member No. 3, x: 12.330000 ft Maximum vectorial displacement 42.478 in Member No. 6, x: 16.695105 ft Maximum displacement in Z-direction 30.787 in FE node No. 231: (7.183570, 12.045370, 14.984211 ft) Maximum displacement in Y-direction -39.477 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 37.038 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -0.14 kipft At center of gravity of model Resultant of reactions about X -0.81 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z 0.152 kip Deviation: 0.00 % Sum of loads in Z 0.152 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 5 CO39 - D + 0.60W3 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.87e+09 -- Stiffness matrix determinant 4.21e+6639 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 7 Calculation statistic Description Value Unit Notes Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -5.9 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis -3.8 mrad Member No. 2, x: 18.330000 ft Maximum vectorial displacement 39.137 in Member No. 8, x: 14.702599 ft Maximum displacement in Z-direction 14.981 in FE node No. 157: (16.815631, 3.942911, 15.615789 ft) Maximum displacement in Y-direction 37.359 in Member No. 8, x: 14.702599 ft Maximum displacement in X-direction -33.028 in Member No. 7, x: 13.033478 ft Maximum deformations Resultant of reactions about Z -0.41 kipft At center of gravity of model Resultant of reactions about Y -9.43 kipft At center of gravity of model Resultant of reactions about X -2.86 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -2.299 kip Deviation: 0.00 % Sum of loads in Z -2.299 kip Sum of support forces in Y 0.740 kip Deviation: 0.00 % Sum of loads in Y 0.740 kip Sum of support forces in X -0.078 kip Deviation: 0.00 % Sum of loads in X -0.078 kip Sum of loads and sum of support forces 5 CO41 - D + 0.60W5 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.86e+09 -- Stiffness matrix determinant 1.98e+6655 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -5.5 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis -3.4 mrad Member No. 2, x: 18.330000 ft Maximum vectorial displacement 38.234 in Member No. 6, x: 16.695105 ft Maximum displacement in Z-direction -35.370 in FE node No. 249: (4.436425, 14.788313, 15.094737 ft) Maximum displacement in Y-direction 37.108 in Member No. 8, x: 14.702599 ft Maximum displacement in X-direction 32.571 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -0.48 kipft At center of gravity of model Resultant of reactions about Y -6.44 kipft At center of gravity of model Resultant of reactions about X -4.87 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -3.194 kip Deviation: 0.00 % Sum of loads in Z -3.194 kip Sum of support forces in Y 0.020 kip Deviation: 0.00 % Sum of loads in Y 0.020 kip Sum of support forces in X -0.735 kip Deviation: 0.00 % Sum of loads in X -0.735 kip Description Value Unit Notes Sum of support forces in Y -0.550 kip Deviation: 0.00 % Sum of loads in Y -0.550 kip Sum of support forces in X 0.084 kip Deviation: 0.00 % Sum of loads in X 0.084 kip Sum of loads and sum of support forces 6 CO43 - D + 0.45W2 + 0.75S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.89e+09 -- Stiffness matrix determinant 3.31e+6740 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -8.0 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis 5.0 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 46.833 in FE node No. 191: (10.103971, 11.937051, 15.015789 ft) Maximum displacement in Z-direction -46.828 in FE node No. 191: (10.103971, 11.937051, 15.015789 ft) Maximum displacement in Y-direction -37.520 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 34.112 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -1.00 kipft At center of gravity of model Resultant of reactions about Y 4.87 kipft At center of gravity of model Resultant of reactions about X 4.27 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -4.192 kip Deviation: 0.00 % Sum of loads in Z -4.192 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.550 kip Deviation: 0.00 % Sum of loads in X 0.550 kip Sum of loads and sum of support forces 6 CO42 - D + 0.45W1 + 0.75S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.87e+09 -- Stiffness matrix determinant 4.09e+6644 -- Description Value Unit Notes Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.86e+09 -- Stiffness matrix determinant 2.84e+6670 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 5.0 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis -4.3 mrad Member No. 3, x: 12.330000 ft Maximum vectorial displacement 39.679 in Member No. 6, x: 15.177368 ft Maximum displacement in Z-direction 16.349 in FE node No. 231: (7.183570, 12.045370, 14.984211 ft) Maximum displacement in Y-direction -38.373 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 35.440 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -0.04 kipft At center of gravity of model Resultant of reactions about X -0.33 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -1.669 kip Deviation: 0.00 % Sum of loads in Z -1.669 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 6 CO44 - D + 0.45W3 + 0.75S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.86e+09 -- Stiffness matrix determinant 1.58e+6643 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 12 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -5.2 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis -3.4 mrad Member No. 2, x: 18.330000 ft Maximum vectorial displacement 37.414 in Member No. 8, x: 14.702599 ft Maximum displacement in Z-direction -33.082 in FE node No. 131: (14.484572, 11.774573, 15.063158 ft) Maximum displacement in Y-direction -36.435 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 33.571 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -0.41 kipft At center of gravity of model Resultant of reactions about Y 6.82 kipft At center of gravity of model Resultant of reactions about X 1.89 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -3.619 kip Deviation: 0.00 % Sum of loads in Z -3.619 kip Description Value Unit Notes Resultant of reactions Sum of support forces in Z -3.540 kip Deviation: 0.00 % Sum of loads in Z -3.540 kip Sum of support forces in Y 0.555 kip Deviation: 0.00 % Sum of loads in Y 0.555 kip Sum of support forces in X -0.059 kip Deviation: 0.00 % Sum of loads in X -0.059 kip Sum of loads and sum of support forces 6 CO46 - D + 0.45W5 + 0.75S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.90e+09 -- Stiffness matrix determinant 2.23e+6742 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 8.0 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 5.5 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 47.102 in FE node No. 230: (6.542417, 13.383744, 15.015789 ft) Maximum displacement in Z-direction -47.029 in FE node No. 230: (6.542417, 13.383744, 15.015789 ft) Maximum displacement in Y-direction -36.814 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 32.739 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -0.36 kipft At center of gravity of model Resultant of reactions about Y -4.81 kipft At center of gravity of model Resultant of reactions about X -3.39 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -4.202 kip Deviation: 0.00 % Sum of loads in Z -4.202 kip Sum of support forces in Y 0.015 kip Deviation: 0.00 % Sum of loads in Y 0.015 kip Sum of support forces in X -0.551 kip Deviation: 0.00 % Sum of loads in X -0.551 kip Sum of loads and sum of support forces 6 CO45 - D + 0.45W4 + 0.75S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Description Value Unit Notes Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.92e+09 -- Stiffness matrix determinant 1.96e+6800 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -10.5 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis 6.6 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 52.649 in FE node No. 211: (8.643770, 11.991210, 15.000000 ft) Maximum displacement in Z-direction -52.632 in FE node No. 211: (8.643770, 11.991210, 15.000000 ft) Maximum displacement in Y-direction -37.814 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 34.297 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -1.00 kipft At center of gravity of model Resultant of reactions about Y 4.91 kipft At center of gravity of model Resultant of reactions about X 4.46 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -4.962 kip Deviation: 0.00 % Sum of loads in Z -4.962 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.550 kip Deviation: 0.00 % Sum of loads in X 0.550 kip Sum of loads and sum of support forces 6 CO47 - D + 0.45W1 + 0.75Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.86e+09 -- Stiffness matrix determinant 1.75e+6639 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 5.0 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 3.6 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 38.730 in Member No. 6, x: 15.177368 ft Maximum displacement in Z-direction -32.614 in FE node No. 289: (1.506747, 14.920703, 15.189474 ft) Maximum displacement in Y-direction -36.537 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction -31.071 in Member No. 7, x: 13.033478 ft Maximum deformations Resultant of reactions about Z -0.32 kipft At center of gravity of model Resultant of reactions about Y -7.06 kipft At center of gravity of model Resultant of reactions about X -1.88 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Description Value Unit Notes Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -0.01 kipft At center of gravity of model Resultant of reactions about X -0.13 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -2.445 kip Deviation: 0.00 % Sum of loads in Z -2.445 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 6 CO49 - D + 0.45W3 + 0.75Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.90e+09 -- Stiffness matrix determinant 6.28e+6735 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -8.1 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis -5.2 mrad Member No. 2, x: 18.330000 ft Maximum vectorial displacement 43.397 in FE node No. 171: (11.564171, 11.882892, 15.031579 ft) Maximum displacement in Z-direction -43.323 in FE node No. 171: (11.564171, 11.882892, 15.031579 ft) Maximum displacement in Y-direction -36.933 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 33.178 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -0.41 kipft At center of gravity of model Resultant of reactions about Y 6.85 kipft At center of gravity of model Resultant of reactions about X 2.06 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -4.394 kip Deviation: 0.00 % Sum of loads in Z -4.394 kip Sum of support forces in Y -0.550 kip Deviation: 0.00 % Sum of loads in Y -0.550 kip Sum of support forces in X 0.084 kip Deviation: 0.00 % Sum of loads in X 0.084 kip Sum of loads and sum of support forces 6 CO48 - D + 0.45W2 + 0.75Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Description Value Unit Notes Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.93e+09 -- Stiffness matrix determinant 2.90e+6801 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 10.5 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 7.2 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 52.828 in FE node No. 230: (6.542417, 13.383744, 15.015789 ft) Maximum displacement in Z-direction -52.760 in FE node No. 230: (6.542417, 13.383744, 15.015789 ft) Maximum displacement in Y-direction -37.274 in Member No. 6, x: 16.695105 ft Maximum displacement in X-direction 33.128 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -0.36 kipft At center of gravity of model Resultant of reactions about Y -4.77 kipft At center of gravity of model Resultant of reactions about X -3.18 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -4.971 kip Deviation: 0.00 % Sum of loads in Z -4.971 kip Sum of support forces in Y 0.015 kip Deviation: 0.00 % Sum of loads in Y 0.015 kip Sum of support forces in X -0.551 kip Deviation: 0.00 % Sum of loads in X -0.551 kip Sum of loads and sum of support forces 6 CO50 - D + 0.45W4 + 0.75Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.83e+09 -- Stiffness matrix determinant 4.95e+6536 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 7 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 2.5 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis -2.1 mrad Member No. 3, x: 12.330000 ft Maximum vectorial displacement 38.013 in Member No. 6, x: 15.177368 ft Maximum displacement in Z-direction 5.998 in FE node No. 412: (-5.296207, 11.140270, 14.526316 ft) Maximum displacement in Y-direction -37.559 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 34.275 in Member No. 5, x: 14.165072 ft Maximum deformations Description Value Unit Notes Maximum displacement in Z-direction -34.383 in FE node No. 172: (12.198367, 10.562570, 15.094737 ft) Maximum displacement in Y-direction -38.295 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 34.494 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -1.33 kipft At center of gravity of model Resultant of reactions about Y 6.38 kipft At center of gravity of model Resultant of reactions about X 5.28 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -2.010 kip Deviation: 0.00 % Sum of loads in Z -2.010 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.733 kip Deviation: 0.00 % Sum of loads in X 0.733 kip Sum of loads and sum of support forces 7 CO52 - 0.60D + 0.60W1 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.90e+09 -- Stiffness matrix determinant 1.20e+6729 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 7.9 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 5.5 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 43.135 in FE node No. 270: (3.617378, 13.504098, 15.047368 ft) Maximum displacement in Z-direction -42.931 in FE node No. 250: (5.079897, 13.443921, 15.031579 ft) Maximum displacement in Y-direction -36.943 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 31.454 in FE node No. 412: (-5.296207, 11.140270, 14.526316 ft) Maximum deformations Resultant of reactions about Z -0.31 kipft At center of gravity of model Resultant of reactions about Y -7.02 kipft At center of gravity of model Resultant of reactions about X -1.65 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -4.316 kip Deviation: 0.00 % Sum of loads in Z -4.316 kip Sum of support forces in Y 0.555 kip Deviation: 0.00 % Sum of loads in Y 0.555 kip Sum of support forces in X -0.059 kip Deviation: 0.00 % Sum of loads in X -0.059 kip Sum of loads and sum of support forces 6 CO51 - D + 0.45W5 + 0.75Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Description Value Unit Notes Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.87e+09 -- Stiffness matrix determinant 1.54e+6640 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 5.8 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 4.0 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 40.062 in Member No. 6, x: 15.177368 ft Maximum displacement in Z-direction 14.337 in FE node No. 263: (-0.903164, 22.956967, 15.710526 ft) Maximum displacement in Y-direction -38.388 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 35.706 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -0.54 kipft At center of gravity of model Resultant of reactions about Y 8.96 kipft At center of gravity of model Resultant of reactions about X 2.12 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -1.232 kip Deviation: 0.00 % Sum of loads in Z -1.232 kip Sum of support forces in Y -0.733 kip Deviation: 0.00 % Sum of loads in Y -0.733 kip Sum of support forces in X 0.111 kip Deviation: 0.00 % Sum of loads in X 0.111 kip Sum of loads and sum of support forces 7 CO53 - 0.60D + 0.60W2 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.86e+09 -- Stiffness matrix determinant 1.73e+6651 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 5.4 mrad Member No. 1, x: 18.330000 ft Maximum rotation about X-axis 3.7 mrad Member No. 1, x: 18.330000 ft Maximum vectorial displacement 38.357 in Member No. 6, x: 15.177368 ft Description Value Unit Notes Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -5.4 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis -3.4 mrad Member No. 2, x: 18.330000 ft Maximum vectorial displacement 38.182 in Member No. 6, x: 16.695105 ft Maximum displacement in Z-direction -35.019 in FE node No. 249: (4.436425, 14.788313, 15.094737 ft) Maximum displacement in Y-direction 37.133 in Member No. 8, x: 14.702599 ft Maximum displacement in X-direction 32.603 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z -0.48 kipft At center of gravity of model Resultant of reactions about Y -6.44 kipft At center of gravity of model Resultant of reactions about X -4.86 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -2.022 kip Deviation: 0.00 % Sum of loads in Z -2.022 kip Sum of support forces in Y 0.020 kip Deviation: 0.00 % Sum of loads in Y 0.020 kip Sum of support forces in X -0.735 kip Deviation: 0.00 % Sum of loads in X -0.735 kip Sum of loads and sum of support forces 7 CO55 - 0.60D + 0.60W4 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.92e+09 -- Stiffness matrix determinant 6.19e+6807 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 9.8 mrad FE node No. 4: (-12.578492, 26.458141, 18.000000 ft) Maximum rotation about X-axis -8.0 mrad Member No. 3, x: 12.330000 ft Maximum vectorial displacement 42.505 in Member No. 6, x: 16.695105 ft Maximum displacement in Z-direction 30.889 in FE node No. 231: (7.183570, 12.045370, 14.984211 ft) Maximum displacement in Y-direction -39.479 in Member No. 6, x: 15.177368 ft Maximum displacement in X-direction 37.045 in Member No. 5, x: 14.165072 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -0.14 kipft At center of gravity of model Resultant of reactions about X -0.81 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z 1.324 kip Deviation: 0.00 % Sum of loads in Z 1.324 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 7 CO54 - 0.60D + 0.60W3 Speed of convergence 1.00 -- Integrate preliminary form-finding Description Value Unit Notes Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.87e+09 -- Stiffness matrix determinant 1.86e+6645 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis -6.0 mrad Member No. 2, x: 18.330000 ft Maximum rotation about X-axis -3.8 mrad FE node No. 2: (28.786554, 0.000000, 18.000000 ft) Maximum vectorial displacement 39.177 in Member No. 8, x: 14.702599 ft Maximum displacement in Z-direction 15.122 in FE node No. 157: (16.815631, 3.942911, 15.615789 ft) Maximum displacement in Y-direction 37.355 in Member No. 8, x: 14.702599 ft Maximum displacement in X-direction 33.096 in Member No. 5, x: 12.591175 ft Maximum deformations Resultant of reactions about Z -0.41 kipft At center of gravity of model Resultant of reactions about Y -9.43 kipft At center of gravity of model Resultant of reactions about X -2.86 kipft At center of gravity of model (8.256732, 12.812667, 7.990012 ft) Resultant of reactions Sum of support forces in Z -1.126 kip Deviation: 0.00 % Sum of loads in Z -1.126 kip Sum of support forces in Y 0.740 kip Deviation: 0.00 % Sum of loads in Y 0.740 kip Sum of support forces in X -0.078 kip Deviation: 0.00 % Sum of loads in X -0.078 kip Sum of loads and sum of support forces 7 CO56 - 0.60D + 0.60W5 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 8.86e+09 -- Stiffness matrix determinant 2.45e+6653 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 4.40e+09 -- Number of iterations 9 Calculation statistic Description Value Unit Notes 6 W LC6 1.038 1.471 0.288 -18.10 11.66 0.00 1 W LC6 -1.607 1.063 -0.684 -19.45 -31.43 0.00 Σ 0.000 0.000 -1.436 Support Forces Σ 0.000 0.000 -1.436 Loads S LC3 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 7 -1.058 -1.452 0.192 17.89 -13.04 0.00 1 Mz -2.366 1.440 -0.921 -26.45 -43.46 0.00 1 -2.366 1.440 -0.921 -26.45 -43.46 0.00 8 My 2.363 -1.614 -0.896 29.64 43.39 0.00 1 -2.366 1.440 -0.921 -26.45 -43.46 0.00 8 Mx 2.363 -1.614 -0.896 29.64 43.39 0.00 1 -2.366 1.440 -0.921 -26.45 -43.46 0.00 7 Pz -1.058 -1.452 0.192 17.89 -13.04 0.00 8 2.363 -1.614 -0.896 29.64 43.39 0.00 6 Py 1.061 1.626 0.189 -20.04 13.08 0.00 1 -2.366 1.440 -0.921 -26.45 -43.46 0.00 8 S LC3 Px 2.363 -1.614 -0.896 29.64 43.39 0.00 Total max/min values with corresponding values 8 S LC3 2.363 -1.614 -0.896 29.64 43.39 0.00 7 S LC3 -1.058 -1.452 0.192 17.89 -13.04 0.00 6 S LC3 1.061 1.626 0.189 -20.04 13.08 0.00 1 S LC3 -2.366 1.440 -0.921 -26.45 -43.46 0.00 Σ 0.000 0.000 -2.931 Support Forces Σ 0.000 0.000 -2.931 Loads D LC2 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -0.355 0.216 -1.020 -3.97 -6.51 0.00 7 Mz -0.162 -0.224 -0.447 2.76 -2.00 0.00 1 -0.355 0.216 -1.020 -3.97 -6.51 0.00 8 My 0.354 -0.243 -1.017 4.46 6.50 0.00 1 -0.355 0.216 -1.020 -3.97 -6.51 0.00 8 Mx 0.354 -0.243 -1.017 4.46 6.50 0.00 1 -0.355 0.216 -1.020 -3.97 -6.51 0.00 6 Pz 0.163 0.250 -0.447 -3.09 2.01 0.00 8 0.354 -0.243 -1.017 4.46 6.50 0.00 6 Py 0.163 0.250 -0.447 -3.09 2.01 0.00 1 -0.355 0.216 -1.020 -3.97 -6.51 0.00 8 D LC2 Px 0.354 -0.243 -1.017 4.46 6.50 0.00 Total max/min values with corresponding values 8 D LC2 0.354 -0.243 -1.017 4.46 6.50 0.00 7 D LC2 -0.162 -0.224 -0.447 2.76 -2.00 0.00 6 D LC2 0.163 0.250 -0.447 -3.09 2.01 0.00 1 D LC2 -0.355 0.216 -1.020 -3.97 -6.51 0.00 Σ 0.000 0.000 0.000 Support Forces Σ 0.000 0.000 0.000 Loads Tp LC1 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -0.297 0.183 -0.080 -3.36 -5.44 0.00 6 Mz 0.160 0.254 0.079 -3.13 1.98 0.00 1 -0.297 0.183 -0.080 -3.36 -5.44 0.00 8 My 0.304 -0.208 -0.078 3.82 5.57 0.00 1 -0.297 0.183 -0.080 -3.36 -5.44 0.00 8 Mx 0.304 -0.208 -0.078 3.82 5.57 0.00 1 -0.297 0.183 -0.080 -3.36 -5.44 0.00 7 Pz -0.167 -0.229 0.079 2.82 -2.06 0.00 7 -0.167 -0.229 0.079 2.82 -2.06 0.00 6 Py 0.160 0.254 0.079 -3.13 1.98 0.00 1 -0.297 0.183 -0.080 -3.36 -5.44 0.00 8 Tp LC1 Px 0.304 -0.208 -0.078 3.82 5.57 0.00 Total max/min values with corresponding values 8 Tp LC1 0.304 -0.208 -0.078 3.82 5.57 0.00 7 Tp LC1 -0.167 -0.229 0.079 2.82 -2.06 0.00 6 Tp LC1 0.160 0.254 0.079 -3.13 1.98 0.00 1 Tp LC1 -0.297 0.183 -0.080 -3.36 -5.44 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 8 W LC10 1.559 -1.207 -0.685 22.19 31.30 0.00 7 W LC10 -1.045 -1.348 0.302 16.62 -11.78 0.00 6 W LC10 0.749 1.309 0.330 -15.96 9.86 0.00 1 W LC10 -2.301 1.275 -0.319 -23.87 -39.44 0.00 Σ 0.000 0.000 5.090 Support Forces Σ 0.000 0.000 5.090 Loads W LC9 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 4.436 -3.039 -0.335 55.75 81.37 0.00 6 Mz 2.915 4.593 2.883 -56.36 35.77 0.00 1 -4.281 2.692 -0.380 -49.39 -78.53 0.00 8 My 4.436 -3.039 -0.335 55.75 81.37 0.00 6 2.915 4.593 2.883 -56.36 35.77 0.00 8 Mx 4.436 -3.039 -0.335 55.75 81.37 0.00 1 -4.281 2.692 -0.380 -49.39 -78.53 0.00 7 Pz -3.070 -4.246 2.923 52.11 -37.67 0.00 7 -3.070 -4.246 2.923 52.11 -37.67 0.00 6 Py 2.915 4.593 2.883 -56.36 35.77 0.00 1 -4.281 2.692 -0.380 -49.39 -78.53 0.00 8 W LC9 Px 4.436 -3.039 -0.335 55.75 81.37 0.00 Total max/min values with corresponding values 8 W LC9 4.436 -3.039 -0.335 55.75 81.37 0.00 7 W LC9 -3.070 -4.246 2.923 52.11 -37.67 0.00 6 W LC9 2.915 4.593 2.883 -56.36 35.77 0.00 1 W LC9 -4.281 2.692 -0.380 -49.39 -78.53 0.00 Σ 0.157 -1.036 0.744 Support Forces Σ 0.157 -1.036 0.744 Loads W LC8 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 2.342 -1.772 -0.214 30.21 42.49 0.00 1 Mz -1.203 0.579 -0.414 -13.08 -21.94 0.00 1 -1.203 0.579 -0.414 -13.08 -21.94 0.00 8 My 2.342 -1.772 -0.214 30.21 42.49 0.00 6 0.661 1.798 0.812 -23.10 7.88 0.00 8 Mx 2.342 -1.772 -0.214 30.21 42.49 0.00 1 -1.203 0.579 -0.414 -13.08 -21.94 0.00 6 Pz 0.661 1.798 0.812 -23.10 7.88 0.00 8 2.342 -1.772 -0.214 30.21 42.49 0.00 6 Py 0.661 1.798 0.812 -23.10 7.88 0.00 7 -1.643 -1.641 0.561 19.24 -20.26 0.00 8 W LC8 Px 2.342 -1.772 -0.214 30.21 42.49 0.00 Total max/min values with corresponding values 8 W LC8 2.342 -1.772 -0.214 30.21 42.49 0.00 7 W LC8 -1.643 -1.641 0.561 19.24 -20.26 0.00 6 W LC8 0.661 1.798 0.812 -23.10 7.88 0.00 1 W LC8 -1.203 0.579 -0.414 -13.08 -21.94 0.00 Σ 1.036 0.001 -0.355 Support Forces Σ 1.036 0.001 -0.355 Loads W LC6 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -1.607 1.063 -0.684 -19.45 -31.43 0.00 8 Mz 2.290 -1.402 -0.285 26.18 39.22 0.00 1 -1.607 1.063 -0.684 -19.45 -31.43 0.00 8 My 2.290 -1.402 -0.285 26.18 39.22 0.00 1 -1.607 1.063 -0.684 -19.45 -31.43 0.00 8 Mx 2.290 -1.402 -0.285 26.18 39.22 0.00 1 -1.607 1.063 -0.684 -19.45 -31.43 0.00 7 Pz -0.685 -1.132 0.327 13.90 -9.43 0.00 8 2.290 -1.402 -0.285 26.18 39.22 0.00 6 Py 1.038 1.471 0.288 -18.10 11.66 0.00 1 -1.607 1.063 -0.684 -19.45 -31.43 0.00 8 W LC6 Px 2.290 -1.402 -0.285 26.18 39.22 0.00 Total max/min values with corresponding values 8 W LC6 2.290 -1.402 -0.285 26.18 39.22 0.00 7 W LC6 -0.685 -1.132 0.327 13.90 -9.43 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 8 Qe LC13 Px 1.182 0.688 -1.005 -3.96 13.01 0.00 Total max/min values with corresponding values 8 Qe LC13 1.182 0.688 -1.005 -3.96 13.01 0.00 7 Qe LC13 0.531 0.520 -0.513 -3.13 3.26 0.00 6 Qe LC13 0.739 0.798 -0.419 -6.56 5.83 0.00 1 Qe LC13 0.597 1.042 -1.012 -10.44 2.28 0.00 Σ 0.000 0.000 -2.460 Support Forces Σ 0.000 0.000 -2.460 Loads Lr LC12 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 3.386 -2.311 -1.378 42.48 62.24 0.00 6 Mz 1.586 2.432 0.160 -29.98 19.55 0.00 1 -3.382 2.066 -1.412 -37.97 -62.18 0.00 8 My 3.386 -2.311 -1.378 42.48 62.24 0.00 1 -3.382 2.066 -1.412 -37.97 -62.18 0.00 8 Mx 3.386 -2.311 -1.378 42.48 62.24 0.00 1 -3.382 2.066 -1.412 -37.97 -62.18 0.00 7 Pz -1.590 -2.187 0.170 26.95 -19.59 0.00 8 3.386 -2.311 -1.378 42.48 62.24 0.00 6 Py 1.586 2.432 0.160 -29.98 19.55 0.00 1 -3.382 2.066 -1.412 -37.97 -62.18 0.00 8 Lr LC12 Px 3.386 -2.311 -1.378 42.48 62.24 0.00 Total max/min values with corresponding values 8 Lr LC12 3.386 -2.311 -1.378 42.48 62.24 0.00 7 Lr LC12 -1.590 -2.187 0.170 26.95 -19.59 0.00 6 Lr LC12 1.586 2.432 0.160 -29.98 19.55 0.00 1 Lr LC12 -3.382 2.066 -1.412 -37.97 -62.18 0.00 Σ -0.111 1.046 0.894 Support Forces Σ -0.111 1.046 0.894 Loads W LC11 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -2.400 1.707 -0.235 -28.99 -43.90 0.00 8 Mz 1.256 -0.648 -0.391 14.38 22.80 0.00 1 -2.400 1.707 -0.235 -28.99 -43.90 0.00 8 My 1.256 -0.648 -0.391 14.38 22.80 0.00 1 -2.400 1.707 -0.235 -28.99 -43.90 0.00 7 Mx -0.683 -1.819 0.891 23.36 -8.28 0.00 8 1.256 -0.648 -0.391 14.38 22.80 0.00 7 Pz -0.683 -1.819 0.891 23.36 -8.28 0.00 7 -0.683 -1.819 0.891 23.36 -8.28 0.00 6 Py 1.716 1.807 0.628 -21.25 21.11 0.00 1 -2.400 1.707 -0.235 -28.99 -43.90 0.00 6 W LC11 Px 1.716 1.807 0.628 -21.25 21.11 0.00 Total max/min values with corresponding values 8 W LC11 1.256 -0.648 -0.391 14.38 22.80 0.00 7 W LC11 -0.683 -1.819 0.891 23.36 -8.28 0.00 6 W LC11 1.716 1.807 0.628 -21.25 21.11 0.00 1 W LC11 -2.400 1.707 -0.235 -28.99 -43.90 0.00 Σ -1.039 0.028 -0.372 Support Forces Σ -1.039 0.028 -0.372 Loads W LC10 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 1.559 -1.207 -0.685 22.19 31.30 0.00 1 Mz -2.301 1.275 -0.319 -23.87 -39.44 0.00 1 -2.301 1.275 -0.319 -23.87 -39.44 0.00 8 My 1.559 -1.207 -0.685 22.19 31.30 0.00 1 -2.301 1.275 -0.319 -23.87 -39.44 0.00 8 Mx 1.559 -1.207 -0.685 22.19 31.30 0.00 8 1.559 -1.207 -0.685 22.19 31.30 0.00 6 Pz 0.749 1.309 0.330 -15.96 9.86 0.00 7 -1.045 -1.348 0.302 16.62 -11.78 0.00 6 Py 0.749 1.309 0.330 -15.96 9.86 0.00 1 -2.301 1.275 -0.319 -23.87 -39.44 0.00 8 W LC10 Px 1.559 -1.207 -0.685 22.19 31.30 0.00 Total max/min values with corresponding values No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment My 4.870 -3.413 -3.367 62.92 91.37 0.00 CO10 0.391 -0.268 -1.397 4.92 7.17 0.00 CO1 Mx 4.870 -3.413 -3.367 62.92 91.37 0.00 CO10 4.870 -3.413 -3.367 62.92 91.37 0.00 CO10 Pz 2.593 -1.977 -1.041 33.59 47.05 0.00 CO30 4.870 -3.413 -3.367 62.92 91.37 0.00 CO10 Py 0.391 -0.268 -1.397 4.92 7.17 0.00 CO1 0.391 -0.268 -1.397 4.92 7.17 0.00 CO1 8 2.3 DS1 Px 4.919 -3.187 -3.007 58.98 88.96 0.00 CO7 7 -3.049 -4.217 -0.653 2.91 -37.43 0.00 Extremes -0.170 -0.236 2.430 51.77 -2.10 0.00 -1.988 -1.889 -0.434 23.29 -23.22 0.00 CO27 Mz -0.937 -2.123 -0.364 26.12 -12.72 0.00 CO24 -3.049 -4.217 2.430 51.77 -37.43 0.00 CO31 My -0.170 -0.236 -0.653 2.91 -2.10 0.00 CO1 -0.170 -0.236 -0.653 2.91 -2.10 0.00 CO1 Mx -3.049 -4.217 2.430 51.77 -37.43 0.00 CO31 -0.170 -0.236 -0.653 2.91 -2.10 0.00 CO1 Pz -3.049 -4.217 2.430 51.77 -37.43 0.00 CO31 -3.049 -4.217 2.430 51.77 -37.43 0.00 CO31 Py -0.170 -0.236 -0.653 2.91 -2.10 0.00 CO1 -3.049 -4.217 2.430 51.77 -37.43 0.00 CO31 7 2.3 DS1 Px -0.170 -0.236 -0.653 2.91 -2.10 0.00 CO1 6 0.173 0.265 -0.653 -56.00 2.13 0.00 Extremes 2.895 4.562 2.390 -3.26 35.54 0.00 1.969 2.098 -0.450 -25.84 22.95 0.00 CO24 Mz 1.889 2.002 0.219 -23.47 23.24 0.00 CO33 0.173 0.265 -0.653 -3.26 2.13 0.00 CO1 My 2.895 4.562 2.390 -56.00 35.54 0.00 CO31 2.895 4.562 2.390 -56.00 35.54 0.00 CO31 Mx 0.173 0.265 -0.653 -3.26 2.13 0.00 CO1 0.173 0.265 -0.653 -3.26 2.13 0.00 CO1 Pz 2.895 4.562 2.390 -56.00 35.54 0.00 CO31 0.173 0.265 -0.653 -3.26 2.13 0.00 CO1 Py 2.895 4.562 2.390 -56.00 35.54 0.00 CO31 0.173 0.265 -0.653 -3.26 2.13 0.00 CO1 6 2.3 DS1 Px 2.895 4.562 2.390 -56.00 35.54 0.00 CO31 1 -4.915 0.239 -3.406 -56.26 -91.22 0.00 Extremes -0.393 3.054 -1.061 -4.39 -7.22 0.00 -2.658 1.906 -1.337 -32.25 -48.64 0.00 CO18 Mz -2.920 1.576 -1.681 -29.51 -50.36 0.00 CO22 -4.886 3.054 -3.406 -56.26 -91.22 0.00 CO7 My -0.393 0.239 -1.401 -4.39 -7.22 0.00 CO1 -4.886 3.054 -3.406 -56.26 -91.22 0.00 CO7 Mx -0.393 0.239 -1.401 -4.39 -7.22 0.00 CO1 -4.886 3.054 -3.406 -56.26 -91.22 0.00 CO7 Pz -2.665 1.911 -1.061 -32.33 -48.76 0.00 CO33 -0.393 0.239 -1.401 -4.39 -7.22 0.00 CO1 Py -4.886 3.054 -3.406 -56.26 -91.22 0.00 CO7 -4.915 2.848 -3.057 -52.75 -88.90 0.00 CO10 1 2.3 DS1 Px -0.393 0.239 -1.401 -4.39 -7.22 0.00 CO1 Σ 3.049 3.049 -2.949 Support Forces Σ 3.049 3.049 -2.949 Loads Qe LC13 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 0.597 1.042 -1.012 -10.44 2.28 0.00 8 Mz 1.182 0.688 -1.005 -3.96 13.01 0.00 1 0.597 1.042 -1.012 -10.44 2.28 0.00 8 My 1.182 0.688 -1.005 -3.96 13.01 0.00 1 0.597 1.042 -1.012 -10.44 2.28 0.00 7 Mx 0.531 0.520 -0.513 -3.13 3.26 0.00 1 0.597 1.042 -1.012 -10.44 2.28 0.00 6 Pz 0.739 0.798 -0.419 -6.56 5.83 0.00 7 0.531 0.520 -0.513 -3.13 3.26 0.00 1 Py 0.597 1.042 -1.012 -10.44 2.28 0.00 7 Px 0.531 0.520 -0.513 -3.13 3.26 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 3.437 -2.346 -2.322 43.16 63.23 0.00 CO36 Pz 1.838 -1.372 -0.758 23.56 33.41 0.00 CO53 3.437 -2.346 -2.322 43.16 63.23 0.00 CO36 Py 0.354 -0.243 -1.017 4.46 6.50 0.00 CO34 0.354 -0.243 -1.017 4.46 6.50 0.00 CO34 8 2.4 DS2 Px 3.437 -2.346 -2.322 43.16 63.23 0.00 CO36 7 -2.188 -3.009 -0.447 2.76 -26.89 0.00 Extremes -0.162 -0.224 1.570 36.99 -2.00 0.00 -0.539 -1.434 0.131 18.35 -6.56 0.00 CO41 Mz -1.272 -1.285 -0.096 15.15 -15.69 0.00 CO38 -2.188 -3.009 1.570 36.99 -26.89 0.00 CO54 My -0.162 -0.224 -0.447 2.76 -2.00 0.00 CO34 -0.162 -0.224 -0.447 2.76 -2.00 0.00 CO34 Mx -2.188 -3.009 1.570 36.99 -26.89 0.00 CO54 -0.162 -0.224 -0.447 2.76 -2.00 0.00 CO34 Pz -2.188 -3.009 1.570 36.99 -26.89 0.00 CO54 -2.188 -3.009 1.570 36.99 -26.89 0.00 CO54 Py -0.162 -0.224 -0.447 2.76 -2.00 0.00 CO34 -2.188 -3.009 1.570 36.99 -26.89 0.00 CO54 7 2.4 DS2 Px -0.162 -0.224 -0.447 2.76 -2.00 0.00 CO34 6 0.163 0.250 -0.447 -40.08 2.01 0.00 Extremes 2.060 3.260 1.541 -3.09 25.32 0.00 1.769 2.159 -0.369 -26.60 21.21 0.00 CO47 Mz 1.329 1.416 -0.049 -16.74 16.36 0.00 CO41 0.163 0.250 -0.447 -3.09 2.01 0.00 CO34 My 2.060 3.260 1.541 -40.08 25.32 0.00 CO54 2.060 3.260 1.541 -40.08 25.32 0.00 CO54 Mx 0.163 0.250 -0.447 -3.09 2.01 0.00 CO34 0.163 0.250 -0.447 -3.09 2.01 0.00 CO34 Pz 2.060 3.260 1.541 -40.08 25.32 0.00 CO54 0.163 0.250 -0.447 -3.09 2.01 0.00 CO34 Py 2.060 3.260 1.541 -40.08 25.32 0.00 CO54 0.163 0.250 -0.447 -3.09 2.01 0.00 CO34 6 2.4 DS2 Px 2.060 3.260 1.541 -40.08 25.32 0.00 CO54 1 -3.433 0.216 -2.356 -38.58 -63.16 0.00 Extremes -0.355 2.097 -0.775 -3.97 -6.51 0.00 -2.256 1.442 -1.629 -25.26 -41.37 0.00 CO51 Mz -2.539 1.517 -2.021 -29.20 -46.62 0.00 CO48 -3.433 2.097 -2.356 -38.58 -63.16 0.00 CO36 My -0.355 0.216 -1.020 -3.97 -6.51 0.00 CO34 -3.433 2.097 -2.356 -38.58 -63.16 0.00 CO36 Mx -0.355 0.216 -1.020 -3.97 -6.51 0.00 CO34 -3.433 2.097 -2.356 -38.58 -63.16 0.00 CO36 Pz -1.881 1.318 -0.775 -22.54 -34.43 0.00 CO56 -0.355 0.216 -1.020 -3.97 -6.51 0.00 CO34 Py -3.433 2.097 -2.356 -38.58 -63.16 0.00 CO36 -3.433 2.097 -2.356 -38.58 -63.16 0.00 CO36 1 2.4 DS2 Px -0.355 0.216 -1.020 -3.97 -6.51 0.00 CO34 1 -2.658 1.906 -1.337 -32.25 -48.64 0.00 CO18 1 Mz -2.920 1.576 -1.681 -29.51 -50.36 0.00 CO22 1 -4.886 3.054 -3.406 -56.26 -91.22 0.00 CO7 8 My 4.870 -3.413 -3.367 62.92 91.37 0.00 CO10 1 -4.886 3.054 -3.406 -56.26 -91.22 0.00 CO7 8 Mx 4.870 -3.413 -3.367 62.92 91.37 0.00 CO10 1 -4.886 3.054 -3.406 -56.26 -91.22 0.00 CO7 7 Pz -3.049 -4.217 2.430 51.77 -37.43 0.00 CO31 7 -3.049 -4.217 2.430 51.77 -37.43 0.00 CO31 6 Py 2.895 4.562 2.390 -56.00 35.54 0.00 CO31 1 -4.915 2.848 -3.057 -52.75 -88.90 0.00 CO10 8 2.3 DS1 Px 4.919 -3.187 -3.007 58.98 88.96 0.00 CO7 Total max/min values with corresponding values 8 0.391 -3.413 -3.367 4.92 7.17 0.00 Extremes 4.919 -0.268 -1.041 62.92 91.37 0.00 2.513 -1.889 -2.260 34.79 49.40 0.00 CO22 Mz 2.883 -1.736 -1.637 32.44 49.66 0.00 CO19 8 My 0.391 -0.268 -1.397 4.92 7.17 0.00 CO1 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 6 3 CO3 1.425 1.684 -0.414 -21.33 17.42 0.00 1 3 CO3 -2.963 1.768 -2.418 -33.98 -54.45 0.00 Σ 0.611 0.000 -6.001 Support Forces Σ 0.611 0.000 -6.001 Loads 3 CO2 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -3.624 2.274 -2.724 -41.81 -67.85 0.00 8 Mz 3.632 -2.318 -2.334 42.91 65.17 0.00 1 -3.624 2.274 -2.724 -41.81 -67.85 0.00 8 My 3.632 -2.318 -2.334 42.91 65.17 0.00 1 -3.624 2.274 -2.724 -41.81 -67.85 0.00 8 Mx 3.632 -2.318 -2.334 42.91 65.17 0.00 1 -3.624 2.274 -2.724 -41.81 -67.85 0.00 7 Pz -1.424 -2.449 -0.441 30.17 -18.15 0.00 7 -1.424 -2.449 -0.441 30.17 -18.15 0.00 6 Py 2.026 2.494 -0.502 -30.74 24.32 0.00 1 -3.624 2.274 -2.724 -41.81 -67.85 0.00 8 3 CO2 Px 3.632 -2.318 -2.334 42.91 65.17 0.00 Total max/min values with corresponding values 8 3 CO2 3.632 -2.318 -2.334 42.91 65.17 0.00 7 3 CO2 -1.424 -2.449 -0.441 30.17 -18.15 0.00 6 3 CO2 2.026 2.494 -0.502 -30.74 24.32 0.00 1 3 CO2 -3.624 2.274 -2.724 -41.81 -67.85 0.00 Σ 0.000 0.000 -4.104 Support Forces Σ 0.000 0.000 -4.104 Loads 1 CO1 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 7 -0.170 -0.236 -0.653 2.91 -2.10 0.00 1 Mz -0.393 0.239 -1.401 -4.39 -7.22 0.00 1 -0.393 0.239 -1.401 -4.39 -7.22 0.00 8 My 0.391 -0.268 -1.397 4.92 7.17 0.00 1 -0.393 0.239 -1.401 -4.39 -7.22 0.00 8 Mx 0.391 -0.268 -1.397 4.92 7.17 0.00 1 -0.393 0.239 -1.401 -4.39 -7.22 0.00 6 Pz 0.173 0.265 -0.653 -3.26 2.13 0.00 8 0.391 -0.268 -1.397 4.92 7.17 0.00 6 Py 0.173 0.265 -0.653 -3.26 2.13 0.00 1 -0.393 0.239 -1.401 -4.39 -7.22 0.00 8 1 CO1 Px 0.391 -0.268 -1.397 4.92 7.17 0.00 Total max/min values with corresponding values 8 1 CO1 0.391 -0.268 -1.397 4.92 7.17 0.00 7 1 CO1 -0.170 -0.236 -0.653 2.91 -2.10 0.00 6 1 CO1 0.173 0.265 -0.653 -3.26 2.13 0.00 1 1 CO1 -0.393 0.239 -1.401 -4.39 -7.22 0.00 8 2.333 -1.654 -1.654 29.18 42.63 0.00 CO48 1 Mz -2.539 1.517 -2.021 -29.20 -46.62 0.00 CO48 1 -3.433 2.097 -2.356 -38.58 -63.16 0.00 CO36 8 My 3.437 -2.346 -2.322 43.16 63.23 0.00 CO36 6 2.060 3.260 1.541 -40.08 25.32 0.00 CO54 8 Mx 3.437 -2.346 -2.322 43.16 63.23 0.00 CO36 1 -3.433 2.097 -2.356 -38.58 -63.16 0.00 CO36 7 Pz -2.188 -3.009 1.570 36.99 -26.89 0.00 CO54 7 -2.188 -3.009 1.570 36.99 -26.89 0.00 CO54 6 Py 2.060 3.260 1.541 -40.08 25.32 0.00 CO54 1 -3.433 2.097 -2.356 -38.58 -63.16 0.00 CO36 8 2.4 DS2 Px 3.437 -2.346 -2.322 43.16 63.23 0.00 CO36 Total max/min values with corresponding values 8 0.354 -2.346 -2.322 4.46 6.50 0.00 Extremes 3.437 -0.243 -0.758 43.16 63.23 0.00 2.333 -1.654 -1.654 29.18 42.63 0.00 CO48 Mz 2.487 -1.640 -1.967 31.47 45.59 0.00 CO51 0.354 -0.243 -1.017 4.46 6.50 0.00 CO34 My 3.437 -2.346 -2.322 43.16 63.23 0.00 CO36 0.354 -0.243 -1.017 4.46 6.50 0.00 CO34 8 Mx 3.437 -2.346 -2.322 43.16 63.23 0.00 CO36 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 8 3 CO6 2.914 -1.920 -2.358 36.78 53.46 0.00 7 3 CO6 -1.407 -1.419 -0.414 18.06 -17.28 0.00 6 3 CO6 1.072 2.261 -0.531 -27.30 13.21 0.00 1 3 CO6 -2.644 1.694 -1.981 -29.76 -48.53 0.00 Σ -0.613 0.017 -6.011 Support Forces Σ -0.613 0.017 -6.011 Loads 3 CO5 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 3.600 -2.545 -2.696 46.87 67.86 0.00 1 Mz -3.642 2.071 -2.373 -38.38 -65.35 0.00 1 -3.642 2.071 -2.373 -38.38 -65.35 0.00 8 My 3.600 -2.545 -2.696 46.87 67.86 0.00 1 -3.642 2.071 -2.373 -38.38 -65.35 0.00 8 Mx 3.600 -2.545 -2.696 46.87 67.86 0.00 8 3.600 -2.545 -2.696 46.87 67.86 0.00 6 Pz 1.472 2.724 -0.452 -33.49 18.52 0.00 8 3.600 -2.545 -2.696 46.87 67.86 0.00 6 Py 1.472 2.724 -0.452 -33.49 18.52 0.00 1 -3.642 2.071 -2.373 -38.38 -65.35 0.00 8 3 CO5 Px 3.600 -2.545 -2.696 46.87 67.86 0.00 Total max/min values with corresponding values 8 3 CO5 3.600 -2.545 -2.696 46.87 67.86 0.00 7 3 CO5 -2.043 -2.233 -0.490 27.54 -24.54 0.00 6 3 CO5 1.472 2.724 -0.452 -33.49 18.52 0.00 1 3 CO5 -3.642 2.071 -2.373 -38.38 -65.35 0.00 Σ 0.000 0.000 -3.213 Support Forces Σ 0.000 0.000 -3.213 Loads 3 CO4 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 7 -0.409 -0.551 -0.389 6.80 -5.04 0.00 1 Mz -0.502 0.318 -1.214 -5.83 -9.21 0.00 1 -0.502 0.318 -1.214 -5.83 -9.21 0.00 8 My 0.539 -0.369 -1.215 6.78 9.88 0.00 6 0.372 0.603 -0.395 -7.44 4.59 0.00 7 Mx -0.409 -0.551 -0.389 6.80 -5.04 0.00 8 0.539 -0.369 -1.215 6.78 9.88 0.00 7 Pz -0.409 -0.551 -0.389 6.80 -5.04 0.00 7 -0.409 -0.551 -0.389 6.80 -5.04 0.00 6 Py 0.372 0.603 -0.395 -7.44 4.59 0.00 1 -0.502 0.318 -1.214 -5.83 -9.21 0.00 8 3 CO4 Px 0.539 -0.369 -1.215 6.78 9.88 0.00 Total max/min values with corresponding values 8 3 CO4 0.539 -0.369 -1.215 6.78 9.88 0.00 7 3 CO4 -0.409 -0.551 -0.389 6.80 -5.04 0.00 6 3 CO4 0.372 0.603 -0.395 -7.44 4.59 0.00 1 3 CO4 -0.502 0.318 -1.214 -5.83 -9.21 0.00 Σ 0.093 -0.611 -5.372 Support Forces Σ 0.093 -0.611 -5.372 Loads 3 CO3 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 2.734 -1.939 -2.009 34.28 49.99 0.00 1 Mz -2.963 1.768 -2.418 -33.98 -54.45 0.00 1 -2.963 1.768 -2.418 -33.98 -54.45 0.00 8 My 2.734 -1.939 -2.009 34.28 49.99 0.00 1 -2.963 1.768 -2.418 -33.98 -54.45 0.00 8 Mx 2.734 -1.939 -2.009 34.28 49.99 0.00 1 -2.963 1.768 -2.418 -33.98 -54.45 0.00 6 Pz 1.425 1.684 -0.414 -21.33 17.42 0.00 7 -1.103 -2.124 -0.531 25.62 -13.62 0.00 1 Py -2.963 1.768 -2.418 -33.98 -54.45 0.00 1 -2.963 1.768 -2.418 -33.98 -54.45 0.00 8 3 CO3 Px 2.734 -1.939 -2.009 34.28 49.99 0.00 Total max/min values with corresponding values 8 3 CO3 2.734 -1.939 -2.009 34.28 49.99 0.00 7 3 CO3 -1.103 -2.124 -0.531 25.62 -13.62 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 8 3 CO9 Px 2.356 -1.609 -1.996 29.58 43.30 0.00 Total max/min values with corresponding values 8 3 CO9 2.356 -1.609 -1.996 29.58 43.30 0.00 7 3 CO9 -1.054 -1.446 -0.430 17.83 -12.99 0.00 6 3 CO9 1.057 1.619 -0.434 -19.97 13.03 0.00 1 3 CO9 -2.359 1.436 -2.020 -26.39 -43.36 0.00 Σ 0.093 -0.611 -6.998 Support Forces Σ 0.093 -0.611 -6.998 Loads 3 CO8 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 4.165 -2.929 -2.726 52.56 76.40 0.00 1 Mz -4.375 2.621 -3.141 -49.75 -80.54 0.00 1 -4.375 2.621 -3.141 -49.75 -80.54 0.00 8 My 4.165 -2.929 -2.726 52.56 76.40 0.00 1 -4.375 2.621 -3.141 -49.75 -80.54 0.00 8 Mx 4.165 -2.929 -2.726 52.56 76.40 0.00 1 -4.375 2.621 -3.141 -49.75 -80.54 0.00 6 Pz 2.168 2.848 -0.506 -35.70 26.58 0.00 7 -1.865 -3.152 -0.626 38.30 -23.02 0.00 6 Py 2.168 2.848 -0.506 -35.70 26.58 0.00 1 -4.375 2.621 -3.141 -49.75 -80.54 0.00 8 3 CO8 Px 4.165 -2.929 -2.726 52.56 76.40 0.00 Total max/min values with corresponding values 8 3 CO8 4.165 -2.929 -2.726 52.56 76.40 0.00 7 3 CO8 -1.865 -3.152 -0.626 38.30 -23.02 0.00 6 3 CO8 2.168 2.848 -0.506 -35.70 26.58 0.00 1 3 CO8 -4.375 2.621 -3.141 -49.75 -80.54 0.00 Σ 0.611 0.000 -7.621 Support Forces Σ 0.611 0.000 -7.621 Loads 3 CO7 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -4.886 3.054 -3.406 -56.26 -91.22 0.00 8 Mz 4.919 -3.187 -3.007 58.98 88.96 0.00 1 -4.886 3.054 -3.406 -56.26 -91.22 0.00 8 My 4.919 -3.187 -3.007 58.98 88.96 0.00 1 -4.886 3.054 -3.406 -56.26 -91.22 0.00 8 Mx 4.919 -3.187 -3.007 58.98 88.96 0.00 1 -4.886 3.054 -3.406 -56.26 -91.22 0.00 7 Pz -2.129 -3.409 -0.567 42.01 -26.85 0.00 7 -2.129 -3.409 -0.567 42.01 -26.85 0.00 6 Py 2.707 3.542 -0.640 -43.67 32.73 0.00 1 -4.886 3.054 -3.406 -56.26 -91.22 0.00 8 3 CO7 Px 4.919 -3.187 -3.007 58.98 88.96 0.00 Total max/min values with corresponding values 8 3 CO7 4.919 -3.187 -3.007 58.98 88.96 0.00 7 3 CO7 -2.129 -3.409 -0.567 42.01 -26.85 0.00 6 3 CO7 2.707 3.542 -0.640 -43.67 32.73 0.00 1 3 CO7 -4.886 3.054 -3.406 -56.26 -91.22 0.00 Σ -0.065 0.617 -5.285 Support Forces Σ -0.065 0.617 -5.285 Loads 3 CO6 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -2.644 1.694 -1.981 -29.76 -48.53 0.00 8 Mz 2.914 -1.920 -2.358 36.78 53.46 0.00 1 -2.644 1.694 -1.981 -29.76 -48.53 0.00 8 My 2.914 -1.920 -2.358 36.78 53.46 0.00 1 -2.644 1.694 -1.981 -29.76 -48.53 0.00 8 Mx 2.914 -1.920 -2.358 36.78 53.46 0.00 8 2.914 -1.920 -2.358 36.78 53.46 0.00 7 Pz -1.407 -1.419 -0.414 18.06 -17.28 0.00 8 2.914 -1.920 -2.358 36.78 53.46 0.00 6 Py 1.072 2.261 -0.531 -27.30 13.21 0.00 1 -2.644 1.694 -1.981 -29.76 -48.53 0.00 8 3 CO6 Px 2.914 -1.920 -2.358 36.78 53.46 0.00 Total max/min values with corresponding values No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 6 Py 1.534 2.352 -0.457 -29.01 18.91 0.00 1 -3.285 2.005 -2.465 -36.90 -60.44 0.00 8 3 CO12 Px 3.288 -2.244 -2.433 41.29 60.49 0.00 Total max/min values with corresponding values 8 3 CO12 3.288 -2.244 -2.433 41.29 60.49 0.00 7 3 CO12 -1.537 -2.113 -0.448 26.06 -18.95 0.00 6 3 CO12 1.534 2.352 -0.457 -29.01 18.91 0.00 1 3 CO12 -3.285 2.005 -2.465 -36.90 -60.44 0.00 Σ -0.065 0.617 -6.912 Support Forces Σ -0.065 0.617 -6.912 Loads 3 CO11 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -4.070 2.588 -2.713 -46.27 -74.85 0.00 8 Mz 4.351 -2.886 -3.074 54.64 80.02 0.00 1 -4.070 2.588 -2.713 -46.27 -74.85 0.00 8 My 4.351 -2.886 -3.074 54.64 80.02 0.00 1 -4.070 2.588 -2.713 -46.27 -74.85 0.00 8 Mx 4.351 -2.886 -3.074 54.64 80.02 0.00 8 4.351 -2.886 -3.074 54.64 80.02 0.00 7 Pz -2.166 -2.485 -0.493 31.21 -26.64 0.00 8 4.351 -2.886 -3.074 54.64 80.02 0.00 6 Py 1.820 3.399 -0.632 -41.33 22.43 0.00 1 -4.070 2.588 -2.713 -46.27 -74.85 0.00 8 3 CO11 Px 4.351 -2.886 -3.074 54.64 80.02 0.00 Total max/min values with corresponding values 8 3 CO11 4.351 -2.886 -3.074 54.64 80.02 0.00 7 3 CO11 -2.166 -2.485 -0.493 31.21 -26.64 0.00 6 3 CO11 1.820 3.399 -0.632 -41.33 22.43 0.00 1 3 CO11 -4.070 2.588 -2.713 -46.27 -74.85 0.00 Σ -0.613 0.017 -7.632 Support Forces Σ -0.613 0.017 -7.632 Loads 3 CO10 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 4.870 -3.413 -3.367 62.92 91.37 0.00 1 Mz -4.915 2.848 -3.057 -52.75 -88.90 0.00 1 -4.915 2.848 -3.057 -52.75 -88.90 0.00 8 My 4.870 -3.413 -3.367 62.92 91.37 0.00 1 -4.915 2.848 -3.057 -52.75 -88.90 0.00 8 Mx 4.870 -3.413 -3.367 62.92 91.37 0.00 8 4.870 -3.413 -3.367 62.92 91.37 0.00 6 Pz 2.164 3.770 -0.588 -46.40 27.06 0.00 8 4.870 -3.413 -3.367 62.92 91.37 0.00 6 Py 2.164 3.770 -0.588 -46.40 27.06 0.00 1 -4.915 2.848 -3.057 -52.75 -88.90 0.00 8 3 CO10 Px 4.870 -3.413 -3.367 62.92 91.37 0.00 Total max/min values with corresponding values 8 3 CO10 4.870 -3.413 -3.367 62.92 91.37 0.00 7 3 CO10 -2.731 -3.188 -0.620 39.33 -33.04 0.00 6 3 CO10 2.164 3.770 -0.588 -46.40 27.06 0.00 1 3 CO10 -4.915 2.848 -3.057 -52.75 -88.90 0.00 Σ 0.000 0.000 -4.880 Support Forces Σ 0.000 0.000 -4.880 Loads 3 CO9 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 7 -1.054 -1.446 -0.430 17.83 -12.99 0.00 1 Mz -2.359 1.436 -2.020 -26.39 -43.36 0.00 1 -2.359 1.436 -2.020 -26.39 -43.36 0.00 8 My 2.356 -1.609 -1.996 29.58 43.30 0.00 1 -2.359 1.436 -2.020 -26.39 -43.36 0.00 8 Mx 2.356 -1.609 -1.996 29.58 43.30 0.00 1 -2.359 1.436 -2.020 -26.39 -43.36 0.00 7 Pz -1.054 -1.446 -0.430 17.83 -12.99 0.00 8 2.356 -1.609 -1.996 29.58 43.30 0.00 6 Py 1.057 1.619 -0.434 -19.97 13.03 0.00 1 Px -2.359 1.436 -2.020 -26.39 -43.36 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 6 Pz 0.722 1.942 0.274 -25.06 8.59 0.00 8 2.585 -1.972 -1.316 33.49 46.92 0.00 6 Py 0.722 1.942 0.274 -25.06 8.59 0.00 7 -1.789 -1.820 -0.023 21.27 -22.08 0.00 8 4 CO15 Px 2.585 -1.972 -1.316 33.49 46.92 0.00 Total max/min values with corresponding values 8 4 CO15 2.585 -1.972 -1.316 33.49 46.92 0.00 7 4 CO15 -1.789 -1.820 -0.023 21.27 -22.08 0.00 6 4 CO15 0.722 1.942 0.274 -25.06 8.59 0.00 1 4 CO15 -1.332 0.628 -1.575 -14.42 -24.32 0.00 Σ 1.222 0.001 -3.936 Support Forces Σ 1.222 0.001 -3.936 Loads 4 CO14 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -1.852 1.232 -1.916 -22.56 -36.31 0.00 8 Mz 2.559 -1.551 -1.417 29.03 43.69 0.00 1 -1.852 1.232 -1.916 -22.56 -36.31 0.00 8 My 2.559 -1.551 -1.417 29.03 43.69 0.00 1 -1.852 1.232 -1.916 -22.56 -36.31 0.00 8 Mx 2.559 -1.551 -1.417 29.03 43.69 0.00 1 -1.852 1.232 -1.916 -22.56 -36.31 0.00 7 Pz -0.720 -1.319 -0.276 16.21 -10.05 0.00 8 2.559 -1.551 -1.417 29.03 43.69 0.00 6 Py 1.235 1.639 -0.327 -20.17 13.90 0.00 1 -1.852 1.232 -1.916 -22.56 -36.31 0.00 8 4 CO14 Px 2.559 -1.551 -1.417 29.03 43.69 0.00 Total max/min values with corresponding values 8 4 CO14 2.559 -1.551 -1.417 29.03 43.69 0.00 7 4 CO14 -0.720 -1.319 -0.276 16.21 -10.05 0.00 6 4 CO14 1.235 1.639 -0.327 -20.17 13.90 0.00 1 4 CO14 -1.852 1.232 -1.916 -22.56 -36.31 0.00 Σ 0.000 0.000 -7.427 Support Forces Σ 0.000 0.000 -7.427 Loads 3 CO13 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -4.621 2.829 -3.168 -52.13 -85.15 0.00 6 Mz 2.249 3.451 -0.576 -42.56 27.74 0.00 1 -4.621 2.829 -3.168 -52.13 -85.15 0.00 8 My 4.634 -3.162 -3.124 58.26 85.39 0.00 1 -4.621 2.829 -3.168 -52.13 -85.15 0.00 8 Mx 4.634 -3.162 -3.124 58.26 85.39 0.00 1 -4.621 2.829 -3.168 -52.13 -85.15 0.00 7 Pz -2.263 -3.118 -0.559 38.45 -27.90 0.00 8 4.634 -3.162 -3.124 58.26 85.39 0.00 6 Py 2.249 3.451 -0.576 -42.56 27.74 0.00 1 -4.621 2.829 -3.168 -52.13 -85.15 0.00 8 3 CO13 Px 4.634 -3.162 -3.124 58.26 85.39 0.00 Total max/min values with corresponding values 8 3 CO13 4.634 -3.162 -3.124 58.26 85.39 0.00 7 3 CO13 -2.263 -3.118 -0.559 38.45 -27.90 0.00 6 3 CO13 2.249 3.451 -0.576 -42.56 27.74 0.00 1 3 CO13 -4.621 2.829 -3.168 -52.13 -85.15 0.00 Σ 0.000 0.000 -5.803 Support Forces Σ 0.000 0.000 -5.803 Loads 3 CO12 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 3.288 -2.244 -2.433 41.29 60.49 0.00 1 Mz -3.285 2.005 -2.465 -36.90 -60.44 0.00 1 -3.285 2.005 -2.465 -36.90 -60.44 0.00 8 My 3.288 -2.244 -2.433 41.29 60.49 0.00 1 -3.285 2.005 -2.465 -36.90 -60.44 0.00 8 Mx 3.288 -2.244 -2.433 41.29 60.49 0.00 1 -3.285 2.005 -2.465 -36.90 -60.44 0.00 7 Pz -1.537 -2.113 -0.448 26.06 -18.95 0.00 8 Py 3.288 -2.244 -2.433 41.29 60.49 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 7 Mx -0.738 -1.971 0.364 25.40 -8.94 0.00 8 1.385 -0.698 -1.546 15.76 25.15 0.00 7 Pz -0.738 -1.971 0.364 25.40 -8.94 0.00 7 -0.738 -1.971 0.364 25.40 -8.94 0.00 6 Py 1.880 1.997 0.056 -23.41 23.14 0.00 1 -2.658 1.906 -1.337 -32.25 -48.64 0.00 6 4 CO18 Px 1.880 1.997 0.056 -23.41 23.14 0.00 Total max/min values with corresponding values 8 4 CO18 1.385 -0.698 -1.546 15.76 25.15 0.00 7 4 CO18 -0.738 -1.971 0.364 25.40 -8.94 0.00 6 4 CO18 1.880 1.997 0.056 -23.41 23.14 0.00 1 4 CO18 -2.658 1.906 -1.337 -32.25 -48.64 0.00 Σ -1.225 0.033 -3.956 Support Forces Σ -1.225 0.033 -3.956 Loads 4 CO17 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 1.795 -1.396 -1.918 25.69 36.16 0.00 1 Mz -2.574 1.411 -1.454 -26.48 -43.98 0.00 1 -2.574 1.411 -1.454 -26.48 -43.98 0.00 8 My 1.795 -1.396 -1.918 25.69 36.16 0.00 1 -2.574 1.411 -1.454 -26.48 -43.98 0.00 8 Mx 1.795 -1.396 -1.918 25.69 36.16 0.00 8 1.795 -1.396 -1.918 25.69 36.16 0.00 6 Pz 0.800 1.518 -0.274 -18.52 10.61 0.00 7 -1.247 -1.500 -0.311 18.50 -14.07 0.00 6 Py 0.800 1.518 -0.274 -18.52 10.61 0.00 1 -2.574 1.411 -1.454 -26.48 -43.98 0.00 8 4 CO17 Px 1.795 -1.396 -1.918 25.69 36.16 0.00 Total max/min values with corresponding values 8 4 CO17 1.795 -1.396 -1.918 25.69 36.16 0.00 7 4 CO17 -1.247 -1.500 -0.311 18.50 -14.07 0.00 6 4 CO17 0.800 1.518 -0.274 -18.52 10.61 0.00 1 4 CO17 -2.574 1.411 -1.454 -26.48 -43.98 0.00 Σ 0.000 0.000 1.571 Support Forces Σ 0.000 0.000 1.571 Loads 4 CO16 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 4.392 -3.009 -1.438 55.23 80.63 0.00 6 Mz 2.888 4.551 2.225 -55.87 35.46 0.00 1 -4.238 2.665 -1.482 -48.93 -77.81 0.00 8 My 4.392 -3.009 -1.438 55.23 80.63 0.00 6 2.888 4.551 2.225 -55.87 35.46 0.00 8 Mx 4.392 -3.009 -1.438 55.23 80.63 0.00 1 -4.238 2.665 -1.482 -48.93 -77.81 0.00 7 Pz -3.042 -4.208 2.265 51.65 -37.35 0.00 7 -3.042 -4.208 2.265 51.65 -37.35 0.00 6 Py 2.888 4.551 2.225 -55.87 35.46 0.00 1 -4.238 2.665 -1.482 -48.93 -77.81 0.00 8 4 CO16 Px 4.392 -3.009 -1.438 55.23 80.63 0.00 Total max/min values with corresponding values 8 4 CO16 4.392 -3.009 -1.438 55.23 80.63 0.00 7 4 CO16 -3.042 -4.208 2.265 51.65 -37.35 0.00 6 4 CO16 2.888 4.551 2.225 -55.87 35.46 0.00 1 4 CO16 -4.238 2.665 -1.482 -48.93 -77.81 0.00 Σ 0.186 -1.221 -2.640 Support Forces Σ 0.186 -1.221 -2.640 Loads 4 CO15 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 2.585 -1.972 -1.316 33.49 46.92 0.00 1 Mz -1.332 0.628 -1.575 -14.42 -24.32 0.00 1 -1.332 0.628 -1.575 -14.42 -24.32 0.00 8 My 2.585 -1.972 -1.316 33.49 46.92 0.00 6 0.722 1.942 0.274 -25.06 8.59 0.00 8 Mx 2.585 -1.972 -1.316 33.49 46.92 0.00 1 Pz -1.332 0.628 -1.575 -14.42 -24.32 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 8 My 3.947 -2.704 -1.443 49.64 72.45 0.00 6 2.615 4.125 1.884 -50.67 32.12 0.00 8 Mx 3.947 -2.704 -1.443 49.64 72.45 0.00 1 -3.801 2.391 -1.480 -43.90 -69.78 0.00 7 Pz -2.760 -3.812 1.921 46.82 -33.91 0.00 7 -2.760 -3.812 1.921 46.82 -33.91 0.00 6 Py 2.615 4.125 1.884 -50.67 32.12 0.00 1 -3.801 2.391 -1.480 -43.90 -69.78 0.00 8 4 CO21 Px 3.947 -2.704 -1.443 49.64 72.45 0.00 Total max/min values with corresponding values 8 4 CO21 3.947 -2.704 -1.443 49.64 72.45 0.00 7 4 CO21 -2.760 -3.812 1.921 46.82 -33.91 0.00 6 4 CO21 2.615 4.125 1.884 -50.67 32.12 0.00 1 4 CO21 -3.801 2.391 -1.480 -43.90 -69.78 0.00 Σ 0.186 -1.221 -3.357 Support Forces Σ 0.186 -1.221 -3.357 Loads 4 CO20 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 2.318 -1.768 -1.346 29.75 42.03 0.00 1 Mz -1.431 0.766 -1.722 -16.96 -26.14 0.00 1 -1.431 0.766 -1.722 -16.96 -26.14 0.00 8 My 2.318 -1.768 -1.346 29.75 42.03 0.00 6 0.672 1.508 -0.012 -19.72 7.97 0.00 8 Mx 2.318 -1.768 -1.346 29.75 42.03 0.00 1 -1.431 0.766 -1.722 -16.96 -26.14 0.00 6 Pz 0.672 1.508 -0.012 -19.72 7.97 0.00 8 2.318 -1.768 -1.346 29.75 42.03 0.00 6 Py 0.672 1.508 -0.012 -19.72 7.97 0.00 1 -1.431 0.766 -1.722 -16.96 -26.14 0.00 8 4 CO20 Px 2.318 -1.768 -1.346 29.75 42.03 0.00 Total max/min values with corresponding values 8 4 CO20 2.318 -1.768 -1.346 29.75 42.03 0.00 7 4 CO20 -1.374 -1.728 -0.277 20.14 -16.97 0.00 6 4 CO20 0.672 1.508 -0.012 -19.72 7.97 0.00 1 4 CO20 -1.431 0.766 -1.722 -16.96 -26.14 0.00 Σ 1.222 0.001 -4.647 Support Forces Σ 1.222 0.001 -4.647 Loads 4 CO19 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -2.568 1.679 -2.267 -30.80 -49.52 0.00 8 Mz 2.883 -1.736 -1.637 32.44 49.66 0.00 1 -2.568 1.679 -2.267 -30.80 -49.52 0.00 8 My 2.883 -1.736 -1.637 32.44 49.66 0.00 1 -2.568 1.679 -2.267 -30.80 -49.52 0.00 8 Mx 2.883 -1.736 -1.637 32.44 49.66 0.00 1 -2.568 1.679 -2.267 -30.80 -49.52 0.00 7 Pz -0.773 -1.781 -0.335 21.90 -10.70 0.00 7 -0.773 -1.781 -0.335 21.90 -10.70 0.00 6 Py 1.680 1.839 -0.407 -22.64 19.39 0.00 1 -2.568 1.679 -2.267 -30.80 -49.52 0.00 8 4 CO19 Px 2.883 -1.736 -1.637 32.44 49.66 0.00 Total max/min values with corresponding values 8 4 CO19 2.883 -1.736 -1.637 32.44 49.66 0.00 7 4 CO19 -0.773 -1.781 -0.335 21.90 -10.70 0.00 6 4 CO19 1.680 1.839 -0.407 -22.64 19.39 0.00 1 4 CO19 -2.568 1.679 -2.267 -30.80 -49.52 0.00 Σ -0.130 1.234 -2.463 Support Forces Σ -0.130 1.234 -2.463 Loads 4 CO18 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -2.658 1.906 -1.337 -32.25 -48.64 0.00 8 Mz 1.385 -0.698 -1.546 15.76 25.15 0.00 1 -2.658 1.906 -1.337 -32.25 -48.64 0.00 8 My 1.385 -0.698 -1.546 15.76 25.15 0.00 1 Mx -2.658 1.906 -1.337 -32.25 -48.64 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 8 Mz 3.244 -1.955 -1.834 36.48 56.33 0.00 1 -3.054 1.980 -2.511 -36.36 -58.48 0.00 8 My 3.244 -1.955 -1.834 36.48 56.33 0.00 1 -3.054 1.980 -2.511 -36.36 -58.48 0.00 8 Mx 3.244 -1.955 -1.834 36.48 56.33 0.00 1 -3.054 1.980 -2.511 -36.36 -58.48 0.00 7 Pz -0.937 -2.123 -0.364 26.12 -12.72 0.00 7 -0.937 -2.123 -0.364 26.12 -12.72 0.00 6 Py 1.969 2.098 -0.450 -25.84 22.95 0.00 1 -3.054 1.980 -2.511 -36.36 -58.48 0.00 8 4 CO24 Px 3.244 -1.955 -1.834 36.48 56.33 0.00 Total max/min values with corresponding values 8 4 CO24 3.244 -1.955 -1.834 36.48 56.33 0.00 7 4 CO24 -0.937 -2.123 -0.364 26.12 -12.72 0.00 6 4 CO24 1.969 2.098 -0.450 -25.84 22.95 0.00 1 4 CO24 -3.054 1.980 -2.511 -36.36 -58.48 0.00 Σ -0.130 1.234 -3.180 Support Forces Σ -0.130 1.234 -3.180 Loads 4 CO23 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -2.424 1.733 -1.365 -29.07 -44.36 0.00 8 Mz 1.437 -0.806 -1.679 17.74 26.12 0.00 1 -2.424 1.733 -1.365 -29.07 -44.36 0.00 8 My 1.437 -0.806 -1.679 17.74 26.12 0.00 1 -2.424 1.733 -1.365 -29.07 -44.36 0.00 7 Mx -0.652 -1.556 0.067 20.30 -7.88 0.00 8 1.437 -0.806 -1.679 17.74 26.12 0.00 7 Pz -0.652 -1.556 0.067 20.30 -7.88 0.00 7 -0.652 -1.556 0.067 20.30 -7.88 0.00 6 Py 1.509 1.863 -0.202 -21.77 18.56 0.00 1 -2.424 1.733 -1.365 -29.07 -44.36 0.00 6 4 CO23 Px 1.509 1.863 -0.202 -21.77 18.56 0.00 Total max/min values with corresponding values 8 4 CO23 1.437 -0.806 -1.679 17.74 26.12 0.00 7 4 CO23 -0.652 -1.556 0.067 20.30 -7.88 0.00 6 4 CO23 1.509 1.863 -0.202 -21.77 18.56 0.00 1 4 CO23 -2.424 1.733 -1.365 -29.07 -44.36 0.00 Σ -1.225 0.033 -4.667 Support Forces Σ -1.225 0.033 -4.667 Loads 4 CO22 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 2.513 -1.889 -2.260 34.79 49.40 0.00 1 Mz -2.920 1.576 -1.681 -29.51 -50.36 0.00 1 -2.920 1.576 -1.681 -29.51 -50.36 0.00 8 My 2.513 -1.889 -2.260 34.79 49.40 0.00 1 -2.920 1.576 -1.681 -29.51 -50.36 0.00 8 Mx 2.513 -1.889 -2.260 34.79 49.40 0.00 8 2.513 -1.889 -2.260 34.79 49.40 0.00 6 Pz 0.878 2.013 -0.336 -24.62 11.57 0.00 8 2.513 -1.889 -2.260 34.79 49.40 0.00 6 Py 0.878 2.013 -0.336 -24.62 11.57 0.00 1 -2.920 1.576 -1.681 -29.51 -50.36 0.00 8 4 CO22 Px 2.513 -1.889 -2.260 34.79 49.40 0.00 Total max/min values with corresponding values 8 4 CO22 2.513 -1.889 -2.260 34.79 49.40 0.00 7 4 CO22 -1.697 -1.666 -0.391 20.54 -19.63 0.00 6 4 CO22 0.878 2.013 -0.336 -24.62 11.57 0.00 1 4 CO22 -2.920 1.576 -1.681 -29.51 -50.36 0.00 Σ 0.000 0.000 0.882 Support Forces Σ 0.000 0.000 0.882 Loads 4 CO21 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 3.947 -2.704 -1.443 49.64 72.45 0.00 6 Mz 2.615 4.125 1.884 -50.67 32.12 0.00 1 My -3.801 2.391 -1.480 -43.90 -69.78 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 8 2.999 -2.222 -2.497 40.93 58.36 0.00 1 Mz -3.279 1.764 -1.879 -32.99 -56.97 0.00 1 -3.279 1.764 -1.879 -32.99 -56.97 0.00 8 My 2.999 -2.222 -2.497 40.93 58.36 0.00 1 -3.279 1.764 -1.879 -32.99 -56.97 0.00 8 Mx 2.999 -2.222 -2.497 40.93 58.36 0.00 8 2.999 -2.222 -2.497 40.93 58.36 0.00 6 Pz 1.043 2.380 -0.370 -29.15 13.60 0.00 8 2.999 -2.222 -2.497 40.93 58.36 0.00 6 Py 1.043 2.380 -0.370 -29.15 13.60 0.00 1 -3.279 1.764 -1.879 -32.99 -56.97 0.00 8 4 CO27 Px 2.999 -2.222 -2.497 40.93 58.36 0.00 Total max/min values with corresponding values 8 4 CO27 2.999 -2.222 -2.497 40.93 58.36 0.00 7 4 CO27 -1.988 -1.889 -0.434 23.29 -23.22 0.00 6 4 CO27 1.043 2.380 -0.370 -29.15 13.60 0.00 1 4 CO27 -3.279 1.764 -1.879 -32.99 -56.97 0.00 Σ 0.000 0.000 0.381 Support Forces Σ 0.000 0.000 0.381 Loads 4 CO26 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 7 -2.545 -3.510 1.665 43.13 -31.27 0.00 1 Mz -3.471 2.184 -1.474 -40.10 -63.73 0.00 1 -3.471 2.184 -1.474 -40.10 -63.73 0.00 8 My 3.610 -2.474 -1.442 45.41 66.28 0.00 6 2.406 3.799 1.631 -46.69 29.56 0.00 8 Mx 3.610 -2.474 -1.442 45.41 66.28 0.00 1 -3.471 2.184 -1.474 -40.10 -63.73 0.00 7 Pz -2.545 -3.510 1.665 43.13 -31.27 0.00 7 -2.545 -3.510 1.665 43.13 -31.27 0.00 6 Py 2.406 3.799 1.631 -46.69 29.56 0.00 1 -3.471 2.184 -1.474 -40.10 -63.73 0.00 8 4 CO26 Px 3.610 -2.474 -1.442 45.41 66.28 0.00 Total max/min values with corresponding values 8 4 CO26 3.610 -2.474 -1.442 45.41 66.28 0.00 7 4 CO26 -2.545 -3.510 1.665 43.13 -31.27 0.00 6 4 CO26 2.406 3.799 1.631 -46.69 29.56 0.00 1 4 CO26 -3.471 2.184 -1.474 -40.10 -63.73 0.00 Σ 0.186 -1.221 -3.878 Support Forces Σ 0.186 -1.221 -3.878 Loads 4 CO25 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 2.202 -1.664 -1.393 27.85 39.89 0.00 1 Mz -1.713 0.974 -1.895 -20.79 -31.33 0.00 1 -1.713 0.974 -1.895 -20.79 -31.33 0.00 8 My 2.202 -1.664 -1.393 27.85 39.89 0.00 1 -1.713 0.974 -1.895 -20.79 -31.33 0.00 8 Mx 2.202 -1.664 -1.393 27.85 39.89 0.00 1 -1.713 0.974 -1.895 -20.79 -31.33 0.00 6 Pz 0.790 1.254 -0.174 -16.60 9.43 0.00 7 -1.093 -1.786 -0.417 20.86 -13.51 0.00 6 Py 0.790 1.254 -0.174 -16.60 9.43 0.00 1 -1.713 0.974 -1.895 -20.79 -31.33 0.00 8 4 CO25 Px 2.202 -1.664 -1.393 27.85 39.89 0.00 Total max/min values with corresponding values 8 4 CO25 2.202 -1.664 -1.393 27.85 39.89 0.00 7 4 CO25 -1.093 -1.786 -0.417 20.86 -13.51 0.00 6 4 CO25 0.790 1.254 -0.174 -16.60 9.43 0.00 1 4 CO25 -1.713 0.974 -1.895 -20.79 -31.33 0.00 Σ 1.222 0.001 -5.160 Support Forces Σ 1.222 0.001 -5.160 Loads 4 CO24 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 Mz -3.054 1.980 -2.511 -36.36 -58.48 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 5 CO30 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 2.593 -1.977 -1.041 33.59 47.05 0.00 1 Mz -1.333 0.626 -1.297 -14.39 -24.33 0.00 1 -1.333 0.626 -1.297 -14.39 -24.33 0.00 8 My 2.593 -1.977 -1.041 33.59 47.05 0.00 6 0.725 1.953 0.437 -25.19 8.62 0.00 8 Mx 2.593 -1.977 -1.041 33.59 47.05 0.00 1 -1.333 0.626 -1.297 -14.39 -24.33 0.00 6 Pz 0.725 1.953 0.437 -25.19 8.62 0.00 8 2.593 -1.977 -1.041 33.59 47.05 0.00 6 Py 0.725 1.953 0.437 -25.19 8.62 0.00 7 -1.800 -1.823 0.139 21.31 -22.21 0.00 8 5 CO30 Px 2.593 -1.977 -1.041 33.59 47.05 0.00 Total max/min values with corresponding values 8 5 CO30 2.593 -1.977 -1.041 33.59 47.05 0.00 7 5 CO30 -1.800 -1.823 0.139 21.31 -22.21 0.00 6 5 CO30 0.725 1.953 0.437 -25.19 8.62 0.00 1 5 CO30 -1.333 0.626 -1.297 -14.39 -24.33 0.00 Σ 1.222 0.001 -3.057 Support Forces Σ 1.222 0.001 -3.057 Loads 5 CO29 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -1.835 1.222 -1.632 -22.36 -36.00 0.00 8 Mz 2.557 -1.551 -1.137 29.01 43.65 0.00 1 -1.835 1.222 -1.632 -22.36 -36.00 0.00 8 My 2.557 -1.551 -1.137 29.01 43.65 0.00 1 -1.835 1.222 -1.632 -22.36 -36.00 0.00 8 Mx 2.557 -1.551 -1.137 29.01 43.65 0.00 1 -1.835 1.222 -1.632 -22.36 -36.00 0.00 7 Pz -0.724 -1.310 -0.118 16.09 -10.09 0.00 8 2.557 -1.551 -1.137 29.01 43.65 0.00 6 Py 1.224 1.639 -0.169 -20.17 13.77 0.00 1 -1.835 1.222 -1.632 -22.36 -36.00 0.00 8 5 CO29 Px 2.557 -1.551 -1.137 29.01 43.65 0.00 Total max/min values with corresponding values 8 5 CO29 2.557 -1.551 -1.137 29.01 43.65 0.00 7 5 CO29 -0.724 -1.310 -0.118 16.09 -10.09 0.00 6 5 CO29 1.224 1.639 -0.169 -20.17 13.77 0.00 1 5 CO29 -1.835 1.222 -1.632 -22.36 -36.00 0.00 Σ -0.130 1.234 -3.701 Support Forces Σ -0.130 1.234 -3.701 Loads 4 CO28 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -2.317 1.635 -1.406 -27.28 -42.38 0.00 8 Mz 1.697 -1.015 -1.840 21.60 30.89 0.00 1 -2.317 1.635 -1.406 -27.28 -42.38 0.00 8 My 1.697 -1.015 -1.840 21.60 30.89 0.00 1 -2.317 1.635 -1.406 -27.28 -42.38 0.00 8 Mx 1.697 -1.015 -1.840 21.60 30.89 0.00 8 1.697 -1.015 -1.840 21.60 30.89 0.00 7 Pz -0.756 -1.293 -0.105 17.07 -9.17 0.00 7 -0.756 -1.293 -0.105 17.07 -9.17 0.00 6 Py 1.246 1.907 -0.350 -22.32 15.33 0.00 1 -2.317 1.635 -1.406 -27.28 -42.38 0.00 8 4 CO28 Px 1.697 -1.015 -1.840 21.60 30.89 0.00 Total max/min values with corresponding values 8 4 CO28 1.697 -1.015 -1.840 21.60 30.89 0.00 7 4 CO28 -0.756 -1.293 -0.105 17.07 -9.17 0.00 6 4 CO28 1.246 1.907 -0.350 -22.32 15.33 0.00 1 4 CO28 -2.317 1.635 -1.406 -27.28 -42.38 0.00 Σ -1.225 0.033 -5.180 Support Forces Σ -1.225 0.033 -5.180 Loads 4 CO27 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ -0.130 1.234 -1.584 Support Forces Σ -0.130 1.234 -1.584 Loads 5 CO33 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -2.665 1.911 -1.061 -32.33 -48.76 0.00 8 Mz 1.387 -0.698 -1.268 15.75 25.19 0.00 1 -2.665 1.911 -1.061 -32.33 -48.76 0.00 8 My 1.387 -0.698 -1.268 15.75 25.19 0.00 1 -2.665 1.911 -1.061 -32.33 -48.76 0.00 7 Mx -0.742 -1.981 0.527 25.52 -8.99 0.00 8 1.387 -0.698 -1.268 15.75 25.19 0.00 7 Pz -0.742 -1.981 0.527 25.52 -8.99 0.00 7 -0.742 -1.981 0.527 25.52 -8.99 0.00 6 Py 1.889 2.002 0.219 -23.47 23.24 0.00 1 -2.665 1.911 -1.061 -32.33 -48.76 0.00 6 5 CO33 Px 1.889 2.002 0.219 -23.47 23.24 0.00 Total max/min values with corresponding values 8 5 CO33 1.387 -0.698 -1.268 15.75 25.19 0.00 7 5 CO33 -0.742 -1.981 0.527 25.52 -8.99 0.00 6 5 CO33 1.889 2.002 0.219 -23.47 23.24 0.00 1 5 CO33 -2.665 1.911 -1.061 -32.33 -48.76 0.00 Σ -1.225 0.033 -3.077 Support Forces Σ -1.225 0.033 -3.077 Loads 5 CO32 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 1.778 -1.384 -1.634 25.46 35.84 0.00 1 Mz -2.571 1.410 -1.174 -26.46 -43.91 0.00 1 -2.571 1.410 -1.174 -26.46 -43.91 0.00 8 My 1.778 -1.384 -1.634 25.46 35.84 0.00 1 -2.571 1.410 -1.174 -26.46 -43.91 0.00 8 Mx 1.778 -1.384 -1.634 25.46 35.84 0.00 8 1.778 -1.384 -1.634 25.46 35.84 0.00 6 Pz 0.803 1.507 -0.116 -18.39 10.64 0.00 7 -1.235 -1.501 -0.152 18.50 -13.93 0.00 6 Py 0.803 1.507 -0.116 -18.39 10.64 0.00 1 -2.571 1.410 -1.174 -26.46 -43.91 0.00 8 5 CO32 Px 1.778 -1.384 -1.634 25.46 35.84 0.00 Total max/min values with corresponding values 8 5 CO32 1.778 -1.384 -1.634 25.46 35.84 0.00 7 5 CO32 -1.235 -1.501 -0.152 18.50 -13.93 0.00 6 5 CO32 0.803 1.507 -0.116 -18.39 10.64 0.00 1 5 CO32 -2.571 1.410 -1.174 -26.46 -43.91 0.00 Σ 0.000 0.000 2.451 Support Forces Σ 0.000 0.000 2.451 Loads 5 CO31 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 4.403 -3.016 -1.162 55.36 80.81 0.00 6 Mz 2.895 4.562 2.390 -56.00 35.54 0.00 1 -4.249 2.672 -1.206 -49.05 -77.99 0.00 8 My 4.403 -3.016 -1.162 55.36 80.81 0.00 6 2.895 4.562 2.390 -56.00 35.54 0.00 8 Mx 4.403 -3.016 -1.162 55.36 80.81 0.00 1 -4.249 2.672 -1.206 -49.05 -77.99 0.00 7 Pz -3.049 -4.217 2.430 51.77 -37.43 0.00 7 -3.049 -4.217 2.430 51.77 -37.43 0.00 6 Py 2.895 4.562 2.390 -56.00 35.54 0.00 1 -4.249 2.672 -1.206 -49.05 -77.99 0.00 8 5 CO31 Px 4.403 -3.016 -1.162 55.36 80.81 0.00 Total max/min values with corresponding values 8 5 CO31 4.403 -3.016 -1.162 55.36 80.81 0.00 7 5 CO31 -3.049 -4.217 2.430 51.77 -37.43 0.00 6 5 CO31 2.895 4.562 2.390 -56.00 35.54 0.00 1 5 CO31 -4.249 2.672 -1.206 -49.05 -77.99 0.00 Σ 0.186 -1.221 -1.761 Support Forces Σ 0.186 -1.221 -1.761 Loads No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 6 5 CO37 0.815 1.170 -0.279 -14.41 9.25 0.00 1 5 CO37 -1.348 0.877 -1.466 -16.06 -26.13 0.00 Σ 0.000 0.000 -5.392 Support Forces Σ 0.000 0.000 -5.392 Loads 3 CO36 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 3.437 -2.346 -2.322 43.16 63.23 0.00 6 Mz 1.612 2.472 -0.362 -30.49 19.88 0.00 1 -3.433 2.097 -2.356 -38.58 -63.16 0.00 8 My 3.437 -2.346 -2.322 43.16 63.23 0.00 1 -3.433 2.097 -2.356 -38.58 -63.16 0.00 8 Mx 3.437 -2.346 -2.322 43.16 63.23 0.00 1 -3.433 2.097 -2.356 -38.58 -63.16 0.00 7 Pz -1.616 -2.223 -0.352 27.41 -19.93 0.00 8 3.437 -2.346 -2.322 43.16 63.23 0.00 6 Py 1.612 2.472 -0.362 -30.49 19.88 0.00 1 -3.433 2.097 -2.356 -38.58 -63.16 0.00 8 3 CO36 Px 3.437 -2.346 -2.322 43.16 63.23 0.00 Total max/min values with corresponding values 8 3 CO36 3.437 -2.346 -2.322 43.16 63.23 0.00 7 3 CO36 -1.616 -2.223 -0.352 27.41 -19.93 0.00 6 3 CO36 1.612 2.472 -0.362 -30.49 19.88 0.00 1 3 CO36 -3.433 2.097 -2.356 -38.58 -63.16 0.00 Σ 0.000 0.000 -4.367 Support Forces Σ 0.000 0.000 -4.367 Loads 3 CO35 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 7 -1.089 -1.494 -0.326 18.43 -13.43 0.00 1 Mz -2.427 1.478 -1.868 -27.16 -44.62 0.00 1 -2.427 1.478 -1.868 -27.16 -44.62 0.00 8 My 2.425 -1.656 -1.843 30.44 44.56 0.00 1 -2.427 1.478 -1.868 -27.16 -44.62 0.00 8 Mx 2.425 -1.656 -1.843 30.44 44.56 0.00 1 -2.427 1.478 -1.868 -27.16 -44.62 0.00 7 Pz -1.089 -1.494 -0.326 18.43 -13.43 0.00 8 2.425 -1.656 -1.843 30.44 44.56 0.00 6 Py 1.092 1.673 -0.330 -20.63 13.46 0.00 1 -2.427 1.478 -1.868 -27.16 -44.62 0.00 8 3 CO35 Px 2.425 -1.656 -1.843 30.44 44.56 0.00 Total max/min values with corresponding values 8 3 CO35 2.425 -1.656 -1.843 30.44 44.56 0.00 7 3 CO35 -1.089 -1.494 -0.326 18.43 -13.43 0.00 6 3 CO35 1.092 1.673 -0.330 -20.63 13.46 0.00 1 3 CO35 -2.427 1.478 -1.868 -27.16 -44.62 0.00 Σ 0.000 0.000 -2.931 Support Forces Σ 0.000 0.000 -2.931 Loads 1 CO34 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -0.355 0.216 -1.020 -3.97 -6.51 0.00 7 Mz -0.162 -0.224 -0.447 2.76 -2.00 0.00 1 -0.355 0.216 -1.020 -3.97 -6.51 0.00 8 My 0.354 -0.243 -1.017 4.46 6.50 0.00 1 -0.355 0.216 -1.020 -3.97 -6.51 0.00 8 Mx 0.354 -0.243 -1.017 4.46 6.50 0.00 1 -0.355 0.216 -1.020 -3.97 -6.51 0.00 6 Pz 0.163 0.250 -0.447 -3.09 2.01 0.00 8 0.354 -0.243 -1.017 4.46 6.50 0.00 6 Py 0.163 0.250 -0.447 -3.09 2.01 0.00 1 -0.355 0.216 -1.020 -3.97 -6.51 0.00 8 1 CO34 Px 0.354 -0.243 -1.017 4.46 6.50 0.00 Total max/min values with corresponding values 8 1 CO34 0.354 -0.243 -1.017 4.46 6.50 0.00 7 1 CO34 -0.162 -0.224 -0.447 2.76 -2.00 0.00 6 1 CO34 0.163 0.250 -0.447 -3.09 2.01 0.00 1 1 CO34 -0.355 0.216 -1.020 -3.97 -6.51 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 8 5 CO40 1.316 -0.999 -1.466 18.37 26.08 0.00 7 5 CO40 -0.820 -1.073 -0.269 13.23 -9.33 0.00 6 5 CO40 0.622 1.054 -0.248 -12.88 8.12 0.00 1 5 CO40 -1.854 1.038 -1.211 -19.40 -32.06 0.00 Σ 0.000 0.000 0.152 Support Forces Σ 0.000 0.000 0.152 Loads 5 CO39 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 7 -2.177 -2.994 1.350 36.81 -26.76 0.00 1 Mz -2.916 1.836 -1.272 -33.70 -53.53 0.00 1 -2.916 1.836 -1.272 -33.70 -53.53 0.00 8 My 3.044 -2.085 -1.248 38.28 55.87 0.00 6 2.049 3.244 1.321 -39.88 25.20 0.00 8 Mx 3.044 -2.085 -1.248 38.28 55.87 0.00 1 -2.916 1.836 -1.272 -33.70 -53.53 0.00 7 Pz -2.177 -2.994 1.350 36.81 -26.76 0.00 7 -2.177 -2.994 1.350 36.81 -26.76 0.00 6 Py 2.049 3.244 1.321 -39.88 25.20 0.00 1 -2.916 1.836 -1.272 -33.70 -53.53 0.00 8 5 CO39 Px 3.044 -2.085 -1.248 38.28 55.87 0.00 Total max/min values with corresponding values 8 5 CO39 3.044 -2.085 -1.248 38.28 55.87 0.00 7 5 CO39 -2.177 -2.994 1.350 36.81 -26.76 0.00 6 5 CO39 2.049 3.244 1.321 -39.88 25.20 0.00 1 5 CO39 -2.916 1.836 -1.272 -33.70 -53.53 0.00 Σ 0.111 -0.733 -2.405 Support Forces Σ 0.111 -0.733 -2.405 Loads 5 CO38 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 1.827 -1.365 -1.125 23.42 33.22 0.00 1 Mz -0.965 0.500 -1.255 -10.91 -17.62 0.00 1 -0.965 0.500 -1.255 -10.91 -17.62 0.00 8 My 1.827 -1.365 -1.125 23.42 33.22 0.00 6 0.520 1.417 0.072 -18.14 6.23 0.00 8 Mx 1.827 -1.365 -1.125 23.42 33.22 0.00 1 -0.965 0.500 -1.255 -10.91 -17.62 0.00 6 Pz 0.520 1.417 0.072 -18.14 6.23 0.00 8 1.827 -1.365 -1.125 23.42 33.22 0.00 6 Py 0.520 1.417 0.072 -18.14 6.23 0.00 7 -1.272 -1.285 -0.096 15.15 -15.69 0.00 8 5 CO38 Px 1.827 -1.365 -1.125 23.42 33.22 0.00 Total max/min values with corresponding values 8 5 CO38 1.827 -1.365 -1.125 23.42 33.22 0.00 7 5 CO38 -1.272 -1.285 -0.096 15.15 -15.69 0.00 6 5 CO38 0.520 1.417 0.072 -18.14 6.23 0.00 1 5 CO38 -0.965 0.500 -1.255 -10.91 -17.62 0.00 Σ 0.733 0.000 -3.182 Support Forces Σ 0.733 0.000 -3.182 Loads 5 CO37 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -1.348 0.877 -1.466 -16.06 -26.13 0.00 8 Mz 1.837 -1.140 -1.184 21.26 31.74 0.00 1 -1.348 0.877 -1.466 -16.06 -26.13 0.00 8 My 1.837 -1.140 -1.184 21.26 31.74 0.00 1 -1.348 0.877 -1.466 -16.06 -26.13 0.00 8 Mx 1.837 -1.140 -1.184 21.26 31.74 0.00 1 -1.348 0.877 -1.466 -16.06 -26.13 0.00 7 Pz -0.570 -0.906 -0.253 11.14 -7.73 0.00 8 1.837 -1.140 -1.184 21.26 31.74 0.00 6 Py 0.815 1.170 -0.279 -14.41 9.25 0.00 1 -1.348 0.877 -1.466 -16.06 -26.13 0.00 8 5 CO37 Px 1.837 -1.140 -1.184 21.26 31.74 0.00 Total max/min values with corresponding values 8 5 CO37 1.837 -1.140 -1.184 21.26 31.74 0.00 7 5 CO37 -0.570 -0.906 -0.253 11.14 -7.73 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 8 6 CO43 Px 1.552 -1.111 -1.289 19.19 28.26 0.00 Total max/min values with corresponding values 8 6 CO43 1.552 -1.111 -1.289 19.19 28.26 0.00 7 6 CO43 -0.591 -1.249 -0.407 14.88 -7.30 0.00 6 6 CO43 0.753 0.833 -0.310 -10.79 9.14 0.00 1 6 CO43 -1.631 0.977 -1.613 -19.26 -29.89 0.00 Σ 0.550 0.000 -4.192 Support Forces Σ 0.550 0.000 -4.192 Loads 6 CO42 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -2.432 1.531 -1.944 -28.11 -45.74 0.00 8 Mz 2.448 -1.541 -1.607 28.56 43.48 0.00 1 -2.432 1.531 -1.944 -28.11 -45.74 0.00 8 My 2.448 -1.541 -1.607 28.56 43.48 0.00 1 -2.432 1.531 -1.944 -28.11 -45.74 0.00 8 Mx 2.448 -1.541 -1.607 28.56 43.48 0.00 1 -2.432 1.531 -1.944 -28.11 -45.74 0.00 7 Pz -0.830 -1.569 -0.299 19.32 -10.77 0.00 7 -0.830 -1.569 -0.299 19.32 -10.77 0.00 6 Py 1.365 1.580 -0.342 -19.46 16.23 0.00 1 -2.432 1.531 -1.944 -28.11 -45.74 0.00 8 6 CO42 Px 2.448 -1.541 -1.607 28.56 43.48 0.00 Total max/min values with corresponding values 8 6 CO42 2.448 -1.541 -1.607 28.56 43.48 0.00 7 6 CO42 -0.830 -1.569 -0.299 19.32 -10.77 0.00 6 6 CO42 1.365 1.580 -0.342 -19.46 16.23 0.00 1 6 CO42 -2.432 1.531 -1.944 -28.11 -45.74 0.00 Σ -0.078 0.740 -2.299 Support Forces Σ -0.078 0.740 -2.299 Loads 5 CO41 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -1.872 1.312 -1.143 -22.43 -34.26 0.00 8 Mz 1.004 -0.554 -1.238 11.93 18.26 0.00 1 -1.872 1.312 -1.143 -22.43 -34.26 0.00 8 My 1.004 -0.554 -1.238 11.93 18.26 0.00 1 -1.872 1.312 -1.143 -22.43 -34.26 0.00 7 Mx -0.539 -1.434 0.131 18.35 -6.56 0.00 8 1.004 -0.554 -1.238 11.93 18.26 0.00 7 Pz -0.539 -1.434 0.131 18.35 -6.56 0.00 7 -0.539 -1.434 0.131 18.35 -6.56 0.00 6 Py 1.329 1.416 -0.049 -16.74 16.36 0.00 1 -1.872 1.312 -1.143 -22.43 -34.26 0.00 6 5 CO41 Px 1.329 1.416 -0.049 -16.74 16.36 0.00 Total max/min values with corresponding values 8 5 CO41 1.004 -0.554 -1.238 11.93 18.26 0.00 7 5 CO41 -0.539 -1.434 0.131 18.35 -6.56 0.00 6 5 CO41 1.329 1.416 -0.049 -16.74 16.36 0.00 1 5 CO41 -1.872 1.312 -1.143 -22.43 -34.26 0.00 Σ -0.735 0.020 -3.194 Support Forces Σ -0.735 0.020 -3.194 Loads 5 CO40 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 1.316 -0.999 -1.466 18.37 26.08 0.00 1 Mz -1.854 1.038 -1.211 -19.40 -32.06 0.00 1 -1.854 1.038 -1.211 -19.40 -32.06 0.00 8 My 1.316 -0.999 -1.466 18.37 26.08 0.00 1 -1.854 1.038 -1.211 -19.40 -32.06 0.00 8 Mx 1.316 -0.999 -1.466 18.37 26.08 0.00 8 1.316 -0.999 -1.466 18.37 26.08 0.00 6 Pz 0.622 1.054 -0.248 -12.88 8.12 0.00 7 -0.820 -1.073 -0.269 13.23 -9.33 0.00 6 Py 0.622 1.054 -0.248 -12.88 8.12 0.00 1 -1.854 1.038 -1.211 -19.40 -32.06 0.00 8 5 CO40 Px 1.316 -0.999 -1.466 18.37 26.08 0.00 Total max/min values with corresponding values No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 6 Py 0.625 1.318 -0.394 -15.71 7.69 0.00 1 -1.540 1.003 -1.275 -17.17 -28.20 0.00 8 6 CO46 Px 1.577 -1.033 -1.568 20.29 28.85 0.00 Total max/min values with corresponding values 8 6 CO46 1.577 -1.033 -1.568 20.29 28.85 0.00 7 6 CO46 -0.720 -0.733 -0.303 9.54 -8.82 0.00 6 6 CO46 0.625 1.318 -0.394 -15.71 7.69 0.00 1 6 CO46 -1.540 1.003 -1.275 -17.17 -28.20 0.00 Σ -0.551 0.015 -4.202 Support Forces Σ -0.551 0.015 -4.202 Loads 6 CO45 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 2.407 -1.721 -1.927 31.65 45.68 0.00 1 Mz -2.471 1.382 -1.638 -25.64 -43.93 0.00 1 -2.471 1.382 -1.638 -25.64 -43.93 0.00 8 My 2.407 -1.721 -1.927 31.65 45.68 0.00 1 -2.471 1.382 -1.638 -25.64 -43.93 0.00 8 Mx 2.407 -1.721 -1.927 31.65 45.68 0.00 8 2.407 -1.721 -1.927 31.65 45.68 0.00 6 Pz 0.886 1.764 -0.301 -21.66 11.26 0.00 8 2.407 -1.721 -1.927 31.65 45.68 0.00 6 Py 0.886 1.764 -0.301 -21.66 11.26 0.00 1 -2.471 1.382 -1.638 -25.64 -43.93 0.00 8 6 CO45 Px 2.407 -1.721 -1.927 31.65 45.68 0.00 Total max/min values with corresponding values 8 6 CO45 2.407 -1.721 -1.927 31.65 45.68 0.00 7 6 CO45 -1.373 -1.410 -0.335 17.38 -16.35 0.00 6 6 CO45 0.886 1.764 -0.301 -21.66 11.26 0.00 1 6 CO45 -2.471 1.382 -1.638 -25.64 -43.93 0.00 Σ 0.000 0.000 -1.669 Support Forces Σ 0.000 0.000 -1.669 Loads 6 CO44 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 7 -1.176 -1.602 0.336 19.73 -14.48 0.00 1 Mz -1.482 0.935 -1.165 -17.16 -27.19 0.00 1 -1.482 0.935 -1.165 -17.16 -27.19 0.00 8 My 1.567 -1.074 -1.159 19.71 28.76 0.00 6 1.090 1.741 0.319 -21.44 13.43 0.00 7 Mx -1.176 -1.602 0.336 19.73 -14.48 0.00 1 -1.482 0.935 -1.165 -17.16 -27.19 0.00 7 Pz -1.176 -1.602 0.336 19.73 -14.48 0.00 7 -1.176 -1.602 0.336 19.73 -14.48 0.00 6 Py 1.090 1.741 0.319 -21.44 13.43 0.00 1 -1.482 0.935 -1.165 -17.16 -27.19 0.00 8 6 CO44 Px 1.567 -1.074 -1.159 19.71 28.76 0.00 Total max/min values with corresponding values 8 6 CO44 1.567 -1.074 -1.159 19.71 28.76 0.00 7 6 CO44 -1.176 -1.602 0.336 19.73 -14.48 0.00 6 6 CO44 1.090 1.741 0.319 -21.44 13.43 0.00 1 6 CO44 -1.482 0.935 -1.165 -17.16 -27.19 0.00 Σ 0.084 -0.550 -3.619 Support Forces Σ 0.084 -0.550 -3.619 Loads 6 CO43 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 1.552 -1.111 -1.289 19.19 28.26 0.00 1 Mz -1.631 0.977 -1.613 -19.26 -29.89 0.00 1 -1.631 0.977 -1.613 -19.26 -29.89 0.00 8 My 1.552 -1.111 -1.289 19.19 28.26 0.00 1 -1.631 0.977 -1.613 -19.26 -29.89 0.00 8 Mx 1.552 -1.111 -1.289 19.19 28.26 0.00 1 -1.631 0.977 -1.613 -19.26 -29.89 0.00 6 Pz 0.753 0.833 -0.310 -10.79 9.14 0.00 7 -0.591 -1.249 -0.407 14.88 -7.30 0.00 1 Py -1.631 0.977 -1.613 -19.26 -29.89 0.00 1 Px -1.631 0.977 -1.613 -19.26 -29.89 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 7 Pz -0.593 -0.801 -0.152 9.88 -7.31 0.00 7 -0.593 -0.801 -0.152 9.88 -7.31 0.00 6 Py 0.542 0.875 -0.161 -10.78 6.68 0.00 1 -0.722 0.457 -1.066 -8.38 -13.25 0.00 8 6 CO49 Px 0.773 -0.530 -1.066 9.72 14.18 0.00 Total max/min values with corresponding values 8 6 CO49 0.773 -0.530 -1.066 9.72 14.18 0.00 7 6 CO49 -0.593 -0.801 -0.152 9.88 -7.31 0.00 6 6 CO49 0.542 0.875 -0.161 -10.78 6.68 0.00 1 6 CO49 -0.722 0.457 -1.066 -8.38 -13.25 0.00 Σ 0.084 -0.550 -4.394 Support Forces Σ 0.084 -0.550 -4.394 Loads 6 CO48 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 2.333 -1.654 -1.654 29.18 42.63 0.00 1 Mz -2.539 1.517 -2.021 -29.20 -46.62 0.00 1 -2.539 1.517 -2.021 -29.20 -46.62 0.00 8 My 2.333 -1.654 -1.654 29.18 42.63 0.00 1 -2.539 1.517 -2.021 -29.20 -46.62 0.00 8 Mx 2.333 -1.654 -1.654 29.18 42.63 0.00 1 -2.539 1.517 -2.021 -29.20 -46.62 0.00 6 Pz 1.205 1.395 -0.308 -17.72 14.72 0.00 7 -0.915 -1.807 -0.411 21.77 -11.30 0.00 1 Py -2.539 1.517 -2.021 -29.20 -46.62 0.00 1 -2.539 1.517 -2.021 -29.20 -46.62 0.00 8 6 CO48 Px 2.333 -1.654 -1.654 29.18 42.63 0.00 Total max/min values with corresponding values 8 6 CO48 2.333 -1.654 -1.654 29.18 42.63 0.00 7 6 CO48 -0.915 -1.807 -0.411 21.77 -11.30 0.00 6 6 CO48 1.205 1.395 -0.308 -17.72 14.72 0.00 1 6 CO48 -2.539 1.517 -2.021 -29.20 -46.62 0.00 Σ 0.550 0.000 -4.962 Support Forces Σ 0.550 0.000 -4.962 Loads 6 CO47 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -3.196 2.003 -2.314 -36.81 -59.82 0.00 8 Mz 3.196 -2.039 -1.962 37.74 57.28 0.00 1 -3.196 2.003 -2.314 -36.81 -59.82 0.00 8 My 3.196 -2.039 -1.962 37.74 57.28 0.00 1 -3.196 2.003 -2.314 -36.81 -59.82 0.00 8 Mx 3.196 -2.039 -1.962 37.74 57.28 0.00 1 -3.196 2.003 -2.314 -36.81 -59.82 0.00 7 Pz -1.219 -2.122 -0.317 26.14 -15.56 0.00 7 -1.219 -2.122 -0.317 26.14 -15.56 0.00 6 Py 1.769 2.159 -0.369 -26.60 21.21 0.00 1 -3.196 2.003 -2.314 -36.81 -59.82 0.00 8 6 CO47 Px 3.196 -2.039 -1.962 37.74 57.28 0.00 Total max/min values with corresponding values 8 6 CO47 3.196 -2.039 -1.962 37.74 57.28 0.00 7 6 CO47 -1.219 -2.122 -0.317 26.14 -15.56 0.00 6 6 CO47 1.769 2.159 -0.369 -26.60 21.21 0.00 1 6 CO47 -3.196 2.003 -2.314 -36.81 -59.82 0.00 Σ -0.059 0.555 -3.540 Support Forces Σ -0.059 0.555 -3.540 Loads 6 CO46 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -1.540 1.003 -1.275 -17.17 -28.20 0.00 8 Mz 1.577 -1.033 -1.568 20.29 28.85 0.00 1 -1.540 1.003 -1.275 -17.17 -28.20 0.00 8 My 1.577 -1.033 -1.568 20.29 28.85 0.00 1 -1.540 1.003 -1.275 -17.17 -28.20 0.00 8 Mx 1.577 -1.033 -1.568 20.29 28.85 0.00 8 1.577 -1.033 -1.568 20.29 28.85 0.00 7 Pz -0.720 -0.733 -0.303 9.54 -8.82 0.00 8 Py 1.577 -1.033 -1.568 20.29 28.85 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 8 Mx 1.833 -1.139 -0.812 21.23 31.67 0.00 1 -1.323 0.861 -1.087 -15.76 -25.65 0.00 7 Pz -0.576 -0.893 -0.043 10.97 -7.80 0.00 8 1.833 -1.139 -0.812 21.23 31.67 0.00 6 Py 0.799 1.171 -0.069 -14.41 9.05 0.00 1 -1.323 0.861 -1.087 -15.76 -25.65 0.00 8 7 CO52 Px 1.833 -1.139 -0.812 21.23 31.67 0.00 Total max/min values with corresponding values 8 7 CO52 1.833 -1.139 -0.812 21.23 31.67 0.00 7 7 CO52 -0.576 -0.893 -0.043 10.97 -7.80 0.00 6 7 CO52 0.799 1.171 -0.069 -14.41 9.05 0.00 1 7 CO52 -1.323 0.861 -1.087 -15.76 -25.65 0.00 Σ -0.059 0.555 -4.316 Support Forces Σ -0.059 0.555 -4.316 Loads 6 CO51 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -2.256 1.442 -1.629 -25.26 -41.37 0.00 8 Mz 2.487 -1.640 -1.967 31.47 45.59 0.00 1 -2.256 1.442 -1.629 -25.26 -41.37 0.00 8 My 2.487 -1.640 -1.967 31.47 45.59 0.00 1 -2.256 1.442 -1.629 -25.26 -41.37 0.00 8 Mx 2.487 -1.640 -1.967 31.47 45.59 0.00 8 2.487 -1.640 -1.967 31.47 45.59 0.00 7 Pz -1.184 -1.167 -0.309 14.90 -14.53 0.00 8 2.487 -1.640 -1.967 31.47 45.59 0.00 6 Py 0.894 1.920 -0.410 -23.14 11.01 0.00 1 -2.256 1.442 -1.629 -25.26 -41.37 0.00 8 6 CO51 Px 2.487 -1.640 -1.967 31.47 45.59 0.00 Total max/min values with corresponding values 8 6 CO51 2.487 -1.640 -1.967 31.47 45.59 0.00 7 6 CO51 -1.184 -1.167 -0.309 14.90 -14.53 0.00 6 6 CO51 0.894 1.920 -0.410 -23.14 11.01 0.00 1 6 CO51 -2.256 1.442 -1.629 -25.26 -41.37 0.00 Σ -0.551 0.015 -4.971 Support Forces Σ -0.551 0.015 -4.971 Loads 6 CO50 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 3.173 -2.244 -2.290 41.30 59.80 0.00 1 Mz -3.209 1.823 -1.998 -33.76 -57.53 0.00 1 -3.209 1.823 -1.998 -33.76 -57.53 0.00 8 My 3.173 -2.244 -2.290 41.30 59.80 0.00 1 -3.209 1.823 -1.998 -33.76 -57.53 0.00 8 Mx 3.173 -2.244 -2.290 41.30 59.80 0.00 8 3.173 -2.244 -2.290 41.30 59.80 0.00 6 Pz 1.266 2.366 -0.325 -29.09 15.95 0.00 8 3.173 -2.244 -2.290 41.30 59.80 0.00 6 Py 1.266 2.366 -0.325 -29.09 15.95 0.00 1 -3.209 1.823 -1.998 -33.76 -57.53 0.00 8 6 CO50 Px 3.173 -2.244 -2.290 41.30 59.80 0.00 Total max/min values with corresponding values 8 6 CO50 3.173 -2.244 -2.290 41.30 59.80 0.00 7 6 CO50 -1.782 -1.930 -0.359 23.79 -21.38 0.00 6 6 CO50 1.266 2.366 -0.325 -29.09 15.95 0.00 1 6 CO50 -3.209 1.823 -1.998 -33.76 -57.53 0.00 Σ 0.000 0.000 -2.445 Support Forces Σ 0.000 0.000 -2.445 Loads 6 CO49 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 7 -0.593 -0.801 -0.152 9.88 -7.31 0.00 1 Mz -0.722 0.457 -1.066 -8.38 -13.25 0.00 1 -0.722 0.457 -1.066 -8.38 -13.25 0.00 8 My 0.773 -0.530 -1.066 9.72 14.18 0.00 6 0.542 0.875 -0.161 -10.78 6.68 0.00 7 Mx -0.593 -0.801 -0.152 9.88 -7.31 0.00 8 Pz 0.773 -0.530 -1.066 9.72 14.18 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 8 My 1.290 -0.981 -1.087 18.04 25.59 0.00 1 -1.848 1.037 -0.839 -19.36 -31.95 0.00 8 Mx 1.290 -0.981 -1.087 18.04 25.59 0.00 8 1.290 -0.981 -1.087 18.04 25.59 0.00 6 Pz 0.627 1.039 -0.038 -12.69 8.17 0.00 7 -0.804 -1.074 -0.058 13.25 -9.13 0.00 6 Py 0.627 1.039 -0.038 -12.69 8.17 0.00 1 -1.848 1.037 -0.839 -19.36 -31.95 0.00 8 7 CO55 Px 1.290 -0.981 -1.087 18.04 25.59 0.00 Total max/min values with corresponding values 8 7 CO55 1.290 -0.981 -1.087 18.04 25.59 0.00 7 7 CO55 -0.804 -1.074 -0.058 13.25 -9.13 0.00 6 7 CO55 0.627 1.039 -0.038 -12.69 8.17 0.00 1 7 CO55 -1.848 1.037 -0.839 -19.36 -31.95 0.00 Σ 0.000 0.000 1.324 Support Forces Σ 0.000 0.000 1.324 Loads 7 CO54 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 7 -2.188 -3.009 1.570 36.99 -26.89 0.00 1 Mz -2.933 1.846 -0.905 -33.88 -53.82 0.00 1 -2.933 1.846 -0.905 -33.88 -53.82 0.00 8 My 3.060 -2.097 -0.881 38.48 56.16 0.00 6 2.060 3.260 1.541 -40.08 25.32 0.00 8 Mx 3.060 -2.097 -0.881 38.48 56.16 0.00 1 -2.933 1.846 -0.905 -33.88 -53.82 0.00 7 Pz -2.188 -3.009 1.570 36.99 -26.89 0.00 7 -2.188 -3.009 1.570 36.99 -26.89 0.00 6 Py 2.060 3.260 1.541 -40.08 25.32 0.00 1 -2.933 1.846 -0.905 -33.88 -53.82 0.00 8 7 CO54 Px 3.060 -2.097 -0.881 38.48 56.16 0.00 Total max/min values with corresponding values 8 7 CO54 3.060 -2.097 -0.881 38.48 56.16 0.00 7 7 CO54 -2.188 -3.009 1.570 36.99 -26.89 0.00 6 7 CO54 2.060 3.260 1.541 -40.08 25.32 0.00 1 7 CO54 -2.933 1.846 -0.905 -33.88 -53.82 0.00 Σ 0.111 -0.733 -1.232 Support Forces Σ 0.111 -0.733 -1.232 Loads 7 CO53 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 1.838 -1.372 -0.758 23.56 33.41 0.00 1 Mz -0.965 0.498 -0.884 -10.86 -17.62 0.00 1 -0.965 0.498 -0.884 -10.86 -17.62 0.00 8 My 1.838 -1.372 -0.758 23.56 33.41 0.00 6 0.525 1.433 0.290 -18.34 6.28 0.00 8 Mx 1.838 -1.372 -0.758 23.56 33.41 0.00 1 -0.965 0.498 -0.884 -10.86 -17.62 0.00 6 Pz 0.525 1.433 0.290 -18.34 6.28 0.00 8 1.838 -1.372 -0.758 23.56 33.41 0.00 6 Py 0.525 1.433 0.290 -18.34 6.28 0.00 7 -1.287 -1.291 0.120 15.22 -15.88 0.00 8 7 CO53 Px 1.838 -1.372 -0.758 23.56 33.41 0.00 Total max/min values with corresponding values 8 7 CO53 1.838 -1.372 -0.758 23.56 33.41 0.00 7 7 CO53 -1.287 -1.291 0.120 15.22 -15.88 0.00 6 7 CO53 0.525 1.433 0.290 -18.34 6.28 0.00 1 7 CO53 -0.965 0.498 -0.884 -10.86 -17.62 0.00 Σ 0.733 0.000 -2.010 Support Forces Σ 0.733 0.000 -2.010 Loads 7 CO52 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -1.323 0.861 -1.087 -15.76 -25.65 0.00 8 Mz 1.833 -1.139 -0.812 21.23 31.67 0.00 1 -1.323 0.861 -1.087 -15.76 -25.65 0.00 8 My 1.833 -1.139 -0.812 21.23 31.67 0.00 1 Mx -1.323 0.861 -1.087 -15.76 -25.65 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ -0.078 0.740 -1.126 Support Forces Σ -0.078 0.740 -1.126 Loads 7 CO56 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 1 -1.881 1.318 -0.775 -22.54 -34.43 0.00 8 Mz 1.007 -0.553 -0.867 11.91 18.30 0.00 1 -1.881 1.318 -0.775 -22.54 -34.43 0.00 8 My 1.007 -0.553 -0.867 11.91 18.30 0.00 1 -1.881 1.318 -0.775 -22.54 -34.43 0.00 7 Mx -0.545 -1.449 0.349 18.53 -6.63 0.00 8 1.007 -0.553 -0.867 11.91 18.30 0.00 7 Pz -0.545 -1.449 0.349 18.53 -6.63 0.00 7 -0.545 -1.449 0.349 18.53 -6.63 0.00 6 Py 1.342 1.424 0.168 -16.83 16.52 0.00 1 -1.881 1.318 -0.775 -22.54 -34.43 0.00 6 7 CO56 Px 1.342 1.424 0.168 -16.83 16.52 0.00 Total max/min values with corresponding values 8 7 CO56 1.007 -0.553 -0.867 11.91 18.30 0.00 7 7 CO56 -0.545 -1.449 0.349 18.53 -6.63 0.00 6 7 CO56 1.342 1.424 0.168 -16.83 16.52 0.00 1 7 CO56 -1.881 1.318 -0.775 -22.54 -34.43 0.00 Σ -0.735 0.020 -2.022 Support Forces Σ -0.735 0.020 -2.022 Loads 7 CO55 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 8 1.290 -0.981 -1.087 18.04 25.59 0.00 1 Mz -1.848 1.037 -0.839 -19.36 -31.95 0.00 1 My -1.848 1.037 -0.839 -19.36 -31.95 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 13 2 1 0.000000 -0.921 -1.440 -2.366 0.00 43.46 -26.45 26 8 2 0.000000 N 1.591 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values S LC3 - Snow 13 2 1 0.000000 -1.020 -0.216 -0.355 0.00 6.51 -3.97 13 1 8 0.000000 Mz -1.017 0.243 0.354 0.00 -6.50 4.46 13 1 8 0.000000 -1.017 0.243 0.354 0.00 -6.50 4.46 13 2 1 0.000000 My -1.020 -0.216 -0.355 0.00 6.51 -3.97 13 2 9.165000 -0.563 -0.217 -0.355 0.00 3.26 -1.99 15 3 6.165000 MT -0.189 -0.251 0.163 0.00 -1.00 -1.54 13 2 7.855714 -0.628 -0.217 -0.355 0.00 3.72 -2.27 13 1 7.855714 Vz -0.625 0.243 0.355 0.00 -3.71 2.55 15 3 4.932000 -0.240 -0.251 0.163 0.00 -1.20 -1.85 13 1 7.855714 Vy -0.625 0.243 0.355 0.00 -3.71 2.55 13 2 1 0.000000 -1.020 -0.216 -0.355 0.00 6.51 -3.97 26 8 2 0.000000 N 0.232 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values D LC2 - Dead Load 13 2 1 0.000000 -0.080 -0.183 -0.297 0.00 5.44 -3.36 13 1 8 0.000000 Mz -0.078 0.208 0.304 0.00 -5.57 3.82 13 1 8 0.000000 -0.078 0.208 0.304 0.00 -5.57 3.82 13 2 1 0.000000 My -0.080 -0.183 -0.297 0.00 5.44 -3.36 13 1 9.165000 -0.078 0.208 0.304 0.00 -2.78 1.91 15 3 6.165000 MT 0.079 -0.253 0.160 0.00 -0.99 -1.56 13 2 15.711429 -0.079 -0.183 -0.297 0.00 0.78 -0.48 13 1 15.711429 Vz -0.078 0.208 0.304 0.00 -0.80 0.55 15 3 6 0.000000 0.079 -0.254 0.160 0.00 -1.98 -3.13 15 4 7 0.000000 Vy 0.079 0.229 -0.167 0.00 2.06 2.82 13 2 1 0.000000 -0.080 -0.183 -0.297 0.00 5.44 -3.36 26 6 4 0.000000 N 0.192 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values Tp LC1 - Prestress No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 13 2 1 0.000000 -0.319 -1.275 -2.301 0.00 39.44 -23.87 13 1 8 0.000000 Mz -0.685 1.207 1.559 0.00 -31.30 22.19 13 1 8 0.000000 -0.685 1.207 1.559 0.00 -31.30 22.19 13 2 1 0.000000 My -0.319 -1.275 -2.301 0.00 39.44 -23.87 13 2 0.763750 -0.317 -1.275 -2.301 0.00 37.68 -22.89 15 4 0.770625 MT 0.303 1.348 -1.045 0.00 10.98 15.58 13 2 0.763750 -0.317 -1.275 -2.301 0.00 37.68 -22.89 13 1 17.566250 Vz -0.680 1.219 1.861 0.00 -1.42 0.93 13 2 17.566250 -0.310 -1.346 -2.000 0.00 1.53 -1.03 15 4 11.559375 Vy 0.303 1.349 -0.863 0.00 0.67 1.04 13 1 8 0.000000 -0.685 1.207 1.559 0.00 -31.30 22.19 26 7 2 27.515120 N 1.315 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values W LC10 - Wind @ 180 15 3 6 0.000000 2.883 -4.593 2.915 0.00 -35.77 -56.36 13 1 8 0.000000 Mz -0.335 3.039 4.436 0.00 -81.37 55.75 13 1 8 0.000000 -0.335 3.039 4.436 0.00 -81.37 55.75 13 2 1 0.000000 My -0.380 -2.692 -4.281 0.00 78.53 -49.39 13 1 9.165000 -0.266 3.041 4.440 0.00 -40.69 27.88 15 3 6.165000 MT 2.936 -4.569 2.899 0.00 -17.85 -28.13 13 2 2 18.330000 -0.299 -2.695 -4.286 0.00 0.00 0.00 13 1 4 18.330000 Vz -0.243 3.042 4.441 0.00 0.00 0.00 15 3 6 0.000000 2.883 -4.593 2.915 0.00 -35.77 -56.36 15 4 7 0.000000 Vy 2.923 4.246 -3.070 0.00 37.67 52.11 13 2 1 0.000000 -0.380 -2.692 -4.281 0.00 78.53 -49.39 26 6 5 30.354736 N 3.817 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values W LC9 - Uplift 15 3 6 0.000000 0.812 -1.798 0.661 0.00 -7.88 -23.10 13 1 8 0.000000 Mz -0.214 1.772 2.342 0.00 -42.49 30.21 13 1 8 0.000000 -0.214 1.772 2.342 0.00 -42.49 30.21 13 2 1 0.000000 My -0.414 -0.579 -1.203 0.00 21.94 -13.08 13 1 0.763750 -0.212 1.772 2.342 0.00 -40.70 28.85 15 4 0.770625 MT 0.562 1.641 -1.642 0.00 19.00 17.97 15 4 11.559375 0.570 1.474 -1.647 0.00 1.27 1.14 13 1 0.763750 Vz -0.212 1.772 2.342 0.00 -40.70 28.85 15 3 11.559375 0.819 -1.954 0.621 0.00 -0.48 -1.51 13 1 0.763750 Vy -0.212 1.772 2.342 0.00 -40.70 28.85 13 2 17.566250 -0.418 -0.850 -1.201 0.00 0.92 -0.65 26 6 5 30.354736 N 1.799 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values W LC8 - Wind @ 90 Deg. 13 2 1 0.000000 -0.684 -1.063 -1.607 0.00 31.43 -19.45 13 1 8 0.000000 Mz -0.285 1.402 2.290 0.00 -39.22 26.18 13 1 8 0.000000 -0.285 1.402 2.290 0.00 -39.22 26.18 13 2 1 0.000000 My -0.684 -1.063 -1.607 0.00 31.43 -19.45 13 1 0.763750 -0.284 1.402 2.290 0.00 -37.48 25.11 15 3 0.770625 MT 0.288 -1.471 1.038 0.00 -10.86 -16.96 13 2 17.566250 -0.679 -1.067 -1.847 0.00 1.41 -0.81 13 1 0.763750 Vz -0.284 1.402 2.290 0.00 -37.48 25.11 15 3 6 0.000000 0.288 -1.471 1.038 0.00 -11.66 -18.10 13 1 17.566250 Vy -0.275 1.470 1.988 0.00 -1.52 1.12 13 2 1 0.000000 -0.684 -1.063 -1.607 0.00 31.43 -19.45 26 5 4 29.904041 N 1.390 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values W LC6 - Wind @ 0 Deg. 13 2 1 0.000000 -0.921 -1.440 -2.366 0.00 43.46 -26.45 13 1 8 0.000000 Mz -0.896 1.614 2.363 0.00 -43.39 29.64 13 1 8 0.000000 -0.896 1.614 2.363 0.00 -43.39 29.64 13 2 1 0.000000 My -0.921 -1.440 -2.366 0.00 43.46 -26.45 13 1 9.165000 -0.877 1.617 2.368 0.00 -21.71 14.83 15 3 6.165000 MT 0.196 -1.625 1.061 0.00 -6.54 -10.02 13 2 2 18.330000 -0.896 -1.444 -2.373 0.00 0.00 0.00 13 1 4 18.330000 Vz -0.870 1.618 2.369 0.00 0.00 0.00 15 3 6 0.000000 0.189 -1.626 1.061 0.00 -13.08 -20.04 13 1 4 18.330000 Vy -0.870 1.618 2.369 0.00 0.00 0.00 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 13 2 1 0.000000 My -2.356 -2.097 -3.433 0.00 63.16 -38.58 CO36 13 1 3.818750 -2.081 2.247 3.206 0.00 -47.62 32.72 CO35 15 3 6.165000 MT 1.722 -3.250 2.053 0.00 -12.65 -20.02 CO34 13 2 12.983750 -1.661 -2.107 -3.450 0.00 18.44 -11.26 CO36 13 1 12.983750 Vz -1.624 2.357 3.453 0.00 -18.46 12.60 CO36 15 3 6 0.000000 1.541 -3.260 2.060 0.00 -25.32 -40.08 CO54 15 4 7 0.000000 Vy 1.570 3.009 -2.188 0.00 26.89 36.99 CO54 13 2 1 0.000000 -2.356 -2.097 -3.433 0.00 63.16 -38.58 CO36 26 6 5 30.354736 N 2.681 0.000 0.000 0.00 0.00 0.00 CO54 Total max/min values with corresponding values 2.4 DS2 - Section 2.4 (ASD), 1. to 7. 13 2 1 0.000000 -3.406 -3.054 -4.886 0.00 91.22 -56.26 CO7 13 1 8 0.000000 Mz -3.367 3.413 4.870 0.00 -91.37 62.92 CO10 13 1 8 0.000000 -3.367 3.413 4.870 0.00 -91.37 62.92 CO10 13 2 1 0.000000 My -3.406 -3.054 -4.886 0.00 91.22 -56.26 CO7 13 1 0.763750 -3.312 3.416 4.875 0.00 -87.65 60.32 CO31 15 3 0.770625 MT -0.596 -3.543 2.708 0.00 -30.64 -40.94 CO21 13 2 17.566250 -2.250 -3.077 -5.062 0.00 3.87 -2.35 CO7 13 1 17.566250 Vz -2.203 3.443 5.082 0.00 -3.88 2.63 CO10 15 3 6 0.000000 2.390 -4.562 2.895 0.00 -35.54 -56.00 CO31 15 4 7 0.000000 Vy 2.430 4.217 -3.049 0.00 37.43 51.77 CO31 13 2 1 0.000000 -3.406 -3.054 -4.886 0.00 91.22 -56.26 CO7 26 6 5 30.354736 N 3.789 0.000 0.000 0.00 0.00 0.00 CO31 Total max/min values with corresponding values 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. 13 2 1 0.000000 -1.012 -1.042 0.597 0.00 -2.28 -10.44 13 1 13.092857 Mz -0.351 -0.013 0.507 0.00 -1.95 0.64 13 1 8 0.000000 -1.005 -0.688 1.182 0.00 -13.01 -3.96 13 2 10.474286 My -0.489 -0.502 0.057 0.00 1.15 -2.35 13 1 8 0.000000 -1.005 -0.688 1.182 0.00 -13.01 -3.96 13 2 1 0.000000 MT -1.012 -1.042 0.597 0.00 -2.28 -10.44 13 2 2 18.330000 -0.097 -0.097 -0.348 0.00 0.00 0.00 13 1 8 0.000000 Vz -1.005 -0.688 1.182 0.00 -13.01 -3.96 13 2 1 0.000000 -1.012 -1.042 0.597 0.00 -2.28 -10.44 13 1 4 18.330000 Vy -0.090 0.257 0.237 0.00 0.00 0.00 13 2 1 0.000000 -1.012 -1.042 0.597 0.00 -2.28 -10.44 26 8 2 0.000000 N 0.312 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values Qe LC13 - Seismic 13 2 1 0.000000 -1.412 -2.066 -3.382 0.00 62.18 -37.97 13 1 8 0.000000 Mz -1.378 2.311 3.386 0.00 -62.24 42.48 13 1 8 0.000000 -1.378 2.311 3.386 0.00 -62.24 42.48 13 2 1 0.000000 My -1.412 -2.066 -3.382 0.00 62.18 -37.97 13 1 9.165000 -1.338 2.319 3.397 0.00 -31.15 21.26 15 3 6.165000 MT 0.175 -2.431 1.586 0.00 -9.77 -14.99 13 2 2 18.330000 -1.361 -2.075 -3.397 0.00 0.00 0.00 13 1 4 18.330000 Vz -1.324 2.321 3.400 0.00 0.00 0.00 15 3 6 0.000000 0.160 -2.432 1.586 0.00 -19.55 -29.98 13 1 4 18.330000 Vy -1.324 2.321 3.400 0.00 0.00 0.00 13 2 1 0.000000 -1.412 -2.066 -3.382 0.00 62.18 -37.97 26 8 2 0.000000 N 2.278 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values Lr LC12 - Live Load 13 2 1 0.000000 -0.235 -1.707 -2.400 0.00 43.90 -28.99 15 4 7 0.000000 Mz 0.891 1.819 -0.683 0.00 8.28 23.36 13 1 8 0.000000 -0.391 0.648 1.256 0.00 -22.80 14.38 13 2 1 0.000000 My -0.235 -1.707 -2.400 0.00 43.90 -28.99 13 2 0.763750 -0.232 -1.707 -2.401 0.00 42.06 -27.68 15 3 0.770625 MT 0.630 -1.806 1.716 0.00 -19.79 -19.85 13 2 5.237143 -0.222 -1.646 -2.409 0.00 31.31 -20.21 15 3 6 0.000000 Vz 0.628 -1.807 1.716 0.00 -21.11 -21.25 15 3 6 0.000000 0.628 -1.807 1.716 0.00 -21.11 -21.25 15 4 11.559375 Vy 0.898 1.974 -0.661 0.00 0.51 1.52 13 1 17.566250 -0.393 0.923 1.242 0.00 -0.95 0.70 26 8 3 29.405199 N 1.891 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values W LC11 - Wind @ 270 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 13 1 17.566250 Vz -1.585 2.563 3.795 0.00 -2.90 1.96 15 3 0.770625 -0.411 -2.724 1.472 0.00 -17.38 -31.39 13 1 17.566250 Vy -1.585 2.563 3.795 0.00 -2.90 1.96 13 1 8 0.000000 -2.696 2.545 3.600 0.00 -67.86 46.87 26 6 4 0.000000 N 2.525 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO5 - 1.20D + 0.50W4 + 1.60S 15 3 6 0.000000 -0.395 -0.603 0.372 0.00 -4.59 -7.44 15 4 7 0.000000 Mz -0.389 0.551 -0.409 0.00 5.04 6.80 13 1 8 0.000000 -1.215 0.369 0.539 0.00 -9.88 6.78 13 2 1 0.000000 My -1.214 -0.318 -0.502 0.00 9.21 -5.83 13 1 9.165000 -0.665 0.370 0.539 0.00 -4.94 3.39 15 4 6.165000 MT -0.079 0.551 -0.409 0.00 2.52 3.40 13 2 7.855714 -0.743 -0.318 -0.503 0.00 5.26 -3.33 13 1 7.855714 Vz -0.744 0.370 0.539 0.00 -5.65 3.87 15 3 2.466000 -0.271 -0.603 0.372 0.00 -3.67 -5.95 15 4 2.466000 Vy -0.265 0.551 -0.409 0.00 4.03 5.44 13 1 8 0.000000 -1.215 0.369 0.539 0.00 -9.88 6.78 26 6 5 30.354736 N 0.474 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO4 - 1.20D + 0.50W3 + 1.60S 13 2 1 0.000000 -2.418 -1.768 -2.963 0.00 54.45 -33.98 13 1 8 0.000000 Mz -2.009 1.939 2.734 0.00 -49.99 34.28 13 1 8 0.000000 -2.009 1.939 2.734 0.00 -49.99 34.28 13 2 1 0.000000 My -2.418 -1.768 -2.963 0.00 54.45 -33.98 13 2 0.763750 -2.369 -1.769 -2.965 0.00 52.18 -32.63 15 3 0.770625 MT -0.374 -1.684 1.426 0.00 -16.32 -20.04 13 2 12.983750 -1.605 -1.896 -2.977 0.00 15.90 -10.23 13 1 2.291250 Vz -1.863 1.931 2.736 0.00 -43.72 29.85 13 2 17.566250 -1.333 -1.935 -2.974 0.00 2.27 -1.48 15 4 0.770625 Vy -0.491 2.124 -1.103 0.00 12.77 23.98 13 2 1 0.000000 -2.418 -1.768 -2.963 0.00 54.45 -33.98 26 7 2 27.515120 N 1.958 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO3 - 1.20D + 0.50W2 + 1.60S 13 2 1 0.000000 -2.724 -2.274 -3.624 0.00 67.85 -41.81 13 1 8 0.000000 Mz -2.334 2.318 3.632 0.00 -65.17 42.91 13 1 8 0.000000 -2.334 2.318 3.632 0.00 -65.17 42.91 13 2 1 0.000000 My -2.724 -2.274 -3.624 0.00 67.85 -41.81 13 2 0.763750 -2.674 -2.275 -3.626 0.00 65.08 -40.07 15 3 0.770625 MT -0.460 -2.494 2.027 0.00 -22.76 -28.81 13 2 17.566250 -1.617 -2.286 -3.782 0.00 2.89 -1.75 13 1 0.763750 Vz -2.283 2.319 3.635 0.00 -62.39 41.14 15 3 2.311875 -0.378 -2.494 2.016 0.00 -19.66 -24.97 15 4 2.311875 Vy -0.318 2.450 -1.434 0.00 14.84 24.51 13 2 1 0.000000 -2.724 -2.274 -3.624 0.00 67.85 -41.81 26 8 2 0.000000 N 2.562 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO2 - 1.20D + 0.50W1 + 1.60S 13 2 1 0.000000 -1.401 -0.239 -0.393 0.00 7.22 -4.39 13 1 8 0.000000 Mz -1.397 0.268 0.391 0.00 -7.17 4.92 13 1 8 0.000000 -1.397 0.268 0.391 0.00 -7.17 4.92 13 2 1 0.000000 My -1.401 -0.239 -0.393 0.00 7.22 -4.39 13 1 9.165000 -0.757 0.268 0.391 0.00 -3.59 2.46 15 3 6.165000 MT -0.291 -0.265 0.173 0.00 -1.06 -1.63 13 2 7.855714 -0.852 -0.240 -0.394 0.00 4.13 -2.51 13 1 7.855714 Vz -0.848 0.268 0.391 0.00 -4.10 2.81 15 3 4.932000 -0.364 -0.265 0.173 0.00 -1.28 -1.96 13 1 7.855714 Vy -0.848 0.268 0.391 0.00 -4.10 2.81 13 2 1 0.000000 -1.401 -0.239 -0.393 0.00 7.22 -4.39 26 8 2 0.000000 N 0.258 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 1 CO1 - 1.40D 15 3 6 0.000000 1.541 -3.260 2.060 0.00 -25.32 -40.08 CO54 13 1 8 0.000000 Mz -2.322 2.346 3.437 0.00 -63.23 43.16 CO36 13 1 8 0.000000 My -2.322 2.346 3.437 0.00 -63.23 43.16 CO36 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 26 6 4 0.000000 N 3.385 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO10 - 1.20D + 0.50W4 + 1.60Lr 13 2 1 0.000000 -2.020 -1.436 -2.359 0.00 43.36 -26.39 13 1 8 0.000000 Mz -1.996 1.609 2.356 0.00 -43.30 29.58 13 1 8 0.000000 -1.996 1.609 2.356 0.00 -43.30 29.58 13 2 1 0.000000 My -2.020 -1.436 -2.359 0.00 43.36 -26.39 13 1 9.165000 -1.428 1.615 2.364 0.00 -21.66 14.80 15 3 6.165000 MT -0.118 -1.620 1.057 0.00 -6.52 -9.98 13 2 10.474286 -1.373 -1.441 -2.367 0.00 18.59 -11.32 13 1 10.474286 Vz -1.348 1.615 2.364 0.00 -18.57 12.68 15 3 4.932000 -0.180 -1.620 1.057 0.00 -7.82 -11.98 13 1 10.474286 Vy -1.348 1.615 2.364 0.00 -18.57 12.68 13 2 1 0.000000 -2.020 -1.436 -2.359 0.00 43.36 -26.39 26 8 2 0.000000 N 1.586 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO9 - 1.20D + 0.50W3 + 1.60Lr 13 2 1 0.000000 -3.141 -2.621 -4.375 0.00 80.54 -49.75 13 1 8 0.000000 Mz -2.726 2.929 4.165 0.00 -76.40 52.56 13 1 8 0.000000 -2.726 2.929 4.165 0.00 -76.40 52.56 13 2 1 0.000000 My -3.141 -2.621 -4.375 0.00 80.54 -49.75 13 1 0.763750 -2.673 2.931 4.168 0.00 -73.22 50.32 15 3 0.770625 MT -0.464 -2.849 2.168 0.00 -24.91 -33.50 13 2 14.511250 -2.191 -2.759 -4.405 0.00 16.81 -10.63 13 1 9.928750 Vz -2.067 2.871 4.175 0.00 -35.00 23.77 15 3 11.559375 0.105 -2.942 2.145 0.00 -1.65 -2.27 15 4 0.770625 Vy -0.584 3.152 -1.865 0.00 21.58 35.87 13 2 1 0.000000 -3.141 -2.621 -4.375 0.00 80.54 -49.75 26 8 2 0.000000 N 2.876 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO8 - 1.20D + 0.50W2 + 1.60Lr 13 2 1 0.000000 -3.406 -3.054 -4.886 0.00 91.22 -56.26 13 1 8 0.000000 Mz -3.007 3.187 4.919 0.00 -88.96 58.98 13 1 8 0.000000 -3.007 3.187 4.919 0.00 -88.96 58.98 13 2 1 0.000000 My -3.406 -3.054 -4.886 0.00 91.22 -56.26 13 1 0.763750 -2.953 3.189 4.923 0.00 -85.20 56.54 15 3 0.770625 MT -0.596 -3.543 2.708 0.00 -30.64 -40.94 13 2 17.566250 -2.250 -3.077 -5.062 0.00 3.87 -2.35 13 1 0.763750 Vz -2.953 3.189 4.923 0.00 -85.20 56.54 15 3 3.853125 -0.422 -3.543 2.683 0.00 -22.35 -30.02 15 4 2.311875 Vy -0.438 3.410 -2.140 0.00 21.91 34.13 13 2 1 0.000000 -3.406 -3.054 -4.886 0.00 91.22 -56.26 26 8 2 0.000000 N 3.427 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO7 - 1.20D + 0.50W1 + 1.60Lr 13 2 1 0.000000 -1.981 -1.694 -2.644 0.00 48.53 -29.76 13 1 8 0.000000 Mz -2.358 1.920 2.914 0.00 -53.46 36.78 13 1 8 0.000000 -2.358 1.920 2.914 0.00 -53.46 36.78 13 2 1 0.000000 My -1.981 -1.694 -2.644 0.00 48.53 -29.76 13 1 3.818750 -2.115 1.951 2.915 0.00 -42.32 29.39 15 3 0.770625 MT -0.491 -2.262 1.073 0.00 -12.38 -25.55 13 2 5.346250 -1.646 -1.662 -2.656 0.00 34.36 -20.79 13 1 8.401250 Vz -1.827 1.995 2.922 0.00 -28.94 20.31 15 3 0.770625 -0.491 -2.262 1.073 0.00 -12.38 -25.55 13 1 17.566250 Vy -1.273 2.089 2.917 0.00 -2.23 1.60 13 1 8 0.000000 -2.358 1.920 2.914 0.00 -53.46 36.78 26 5 4 29.904041 N 2.018 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO6 - 1.20D + 0.50W5 + 1.60S 13 2 1 0.000000 -2.373 -2.071 -3.642 0.00 65.35 -38.38 13 1 8 0.000000 Mz -2.696 2.545 3.600 0.00 -67.86 46.87 13 1 8 0.000000 -2.696 2.545 3.600 0.00 -67.86 46.87 13 2 1 0.000000 My -2.373 -2.071 -3.642 0.00 65.35 -38.38 13 1 3.818750 -2.444 2.549 3.639 0.00 -54.03 37.14 15 4 0.770625 MT -0.448 2.233 -2.043 0.00 22.97 25.82 13 2 0.763750 Vz -2.323 -2.072 -3.644 0.00 62.57 -36.80 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 13 2 1 0.000000 -1.916 -1.232 -1.852 0.00 36.31 -22.56 13 1 8 0.000000 Mz -1.417 1.551 2.559 0.00 -43.69 29.03 13 1 8 0.000000 -1.417 1.551 2.559 0.00 -43.69 29.03 13 2 1 0.000000 My -1.916 -1.232 -1.852 0.00 36.31 -22.56 13 1 0.763750 -1.369 1.552 2.560 0.00 -41.74 27.84 15 3 0.770625 MT -0.287 -1.639 1.236 0.00 -12.95 -18.91 13 2 17.566250 -0.857 -1.237 -2.136 0.00 1.63 -0.94 13 1 0.763750 Vz -1.369 1.552 2.560 0.00 -41.74 27.84 15 3 0.770625 -0.287 -1.639 1.236 0.00 -12.95 -18.91 13 1 17.566250 Vy -0.352 1.631 2.202 0.00 -1.68 1.25 13 2 1 0.000000 -1.916 -1.232 -1.852 0.00 36.31 -22.56 26 5 4 29.904041 N 1.543 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO14 - 1.20D + W1 13 2 1 0.000000 -3.168 -2.829 -4.621 0.00 85.15 -52.13 13 1 8 0.000000 Mz -3.124 3.162 4.634 0.00 -85.39 58.26 13 1 8 0.000000 -3.124 3.162 4.634 0.00 -85.39 58.26 13 2 1 0.000000 My -3.168 -2.829 -4.621 0.00 85.15 -52.13 13 1 9.165000 -2.500 3.181 4.663 0.00 -42.76 29.17 15 3 6.165000 MT -0.236 -3.452 2.251 0.00 -13.87 -21.28 13 2 13.092857 -2.298 -2.848 -4.653 0.00 24.37 -14.92 13 1 13.092857 Vz -2.247 3.183 4.666 0.00 -24.43 16.67 15 3 4.932000 -0.302 -3.452 2.251 0.00 -16.65 -25.53 13 1 13.092857 Vy -2.247 3.183 4.666 0.00 -24.43 16.67 13 2 1 0.000000 -3.168 -2.829 -4.621 0.00 85.15 -52.13 26 8 2 0.000000 N 3.128 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO13 - 1.20D + 1.60Lr 13 2 1 0.000000 -2.465 -2.005 -3.285 0.00 60.44 -36.90 13 1 8 0.000000 Mz -2.433 2.244 3.288 0.00 -60.49 41.29 13 1 8 0.000000 -2.433 2.244 3.288 0.00 -60.49 41.29 13 2 1 0.000000 My -2.465 -2.005 -3.285 0.00 60.44 -36.90 13 1 9.165000 -1.846 2.254 3.302 0.00 -30.27 20.66 15 3 6.165000 MT -0.133 -2.353 1.534 0.00 -9.45 -14.50 13 2 13.092857 -1.638 -2.015 -3.301 0.00 17.28 -10.55 13 1 13.092857 Vz -1.603 2.255 3.303 0.00 -17.30 11.81 15 3 4.932000 -0.197 -2.353 1.534 0.00 -11.35 -17.40 13 1 13.092857 Vy -1.603 2.255 3.303 0.00 -17.30 11.81 13 2 1 0.000000 -2.465 -2.005 -3.285 0.00 60.44 -36.90 26 8 2 0.000000 N 2.213 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO12 - 1.20D + 1.60S 13 2 1 0.000000 -2.713 -2.588 -4.070 0.00 74.85 -46.27 13 1 8 0.000000 Mz -3.074 2.886 4.351 0.00 -80.02 54.64 13 1 8 0.000000 -3.074 2.886 4.351 0.00 -80.02 54.64 13 2 1 0.000000 My -2.713 -2.588 -4.070 0.00 74.85 -46.27 13 1 3.818750 -2.812 2.922 4.360 0.00 -63.38 43.54 15 3 0.770625 MT -0.589 -3.400 1.820 0.00 -21.03 -38.71 13 2 8.401250 -2.159 -2.537 -4.092 0.00 40.55 -24.74 13 1 8.401250 Vz -2.508 2.970 4.373 0.00 -43.37 30.01 15 3 0.770625 -0.589 -3.400 1.820 0.00 -21.03 -38.71 13 1 17.566250 Vy -1.939 3.066 4.370 0.00 -3.34 2.34 13 1 8 0.000000 -3.074 2.886 4.351 0.00 -80.02 54.64 26 5 4 29.904041 N 2.932 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO11 - 1.20D + 0.50W5 + 1.60Lr 13 2 1 0.000000 -3.057 -2.848 -4.915 0.00 88.90 -52.75 13 1 8 0.000000 Mz -3.367 3.413 4.870 0.00 -91.37 62.92 13 1 8 0.000000 -3.367 3.413 4.870 0.00 -91.37 62.92 13 2 1 0.000000 My -3.057 -2.848 -4.915 0.00 88.90 -52.75 13 1 0.763750 -3.312 3.416 4.875 0.00 -87.65 60.32 15 4 0.770625 MT -0.576 3.189 -2.732 0.00 30.94 36.87 13 2 0.763750 -3.003 -2.850 -4.919 0.00 85.14 -50.57 13 1 17.566250 Vz -2.203 3.443 5.082 0.00 -3.88 2.63 15 3 0.770625 -0.544 -3.770 2.164 0.00 -25.39 -43.49 13 1 16.038750 Vy -2.291 3.443 5.070 0.00 -11.62 7.89 13 1 8 0.000000 N -3.367 3.413 4.870 0.00 -91.37 62.92 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 13 2 1 0.000000 My -2.267 -1.679 -2.568 0.00 49.52 -30.80 13 1 0.763750 -1.589 1.737 2.884 0.00 -47.46 31.11 15 3 0.770625 MT -0.367 -1.839 1.681 0.00 -18.10 -21.22 13 2 17.566250 -1.192 -1.687 -2.857 0.00 2.18 -1.29 13 1 0.763750 Vz -1.589 1.737 2.884 0.00 -47.46 31.11 15 3 0.770625 -0.367 -1.839 1.681 0.00 -18.10 -21.22 13 1 17.566250 Vy -0.566 1.818 2.529 0.00 -1.93 1.39 13 2 1 0.000000 -2.267 -1.679 -2.568 0.00 49.52 -30.80 26 8 2 0.000000 N 1.967 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO19 - 1.20D + W1 + 0.50S 13 2 1 0.000000 -1.337 -1.906 -2.658 0.00 48.64 -32.25 15 4 7 0.000000 Mz 0.364 1.971 -0.738 0.00 8.94 25.40 13 1 8 0.000000 -1.546 0.698 1.385 0.00 -25.15 15.76 13 2 1 0.000000 My -1.337 -1.906 -2.658 0.00 48.64 -32.25 13 2 0.763750 -1.289 -1.907 -2.659 0.00 46.61 -30.79 15 3 0.770625 MT 0.097 -1.997 1.880 0.00 -21.69 -21.87 13 2 5.346250 -1.001 -1.837 -2.672 0.00 34.40 -22.26 15 3 2.311875 Vz 0.178 -1.949 1.881 0.00 -18.79 -18.83 15 3 6 0.000000 0.056 -1.997 1.880 0.00 -23.14 -23.41 15 4 11.559375 Vy 0.953 2.154 -0.713 0.00 0.55 1.66 13 1 8 0.000000 -1.546 0.698 1.385 0.00 -25.15 15.76 26 8 3 29.405199 N 2.070 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO18 - 1.20D + W5 13 2 1 0.000000 -1.454 -1.411 -2.574 0.00 43.98 -26.48 13 1 8 0.000000 Mz -1.918 1.396 1.795 0.00 -36.16 25.69 13 1 8 0.000000 -1.918 1.396 1.795 0.00 -36.16 25.69 13 2 1 0.000000 My -1.454 -1.411 -2.574 0.00 43.98 -26.48 13 2 0.763750 -1.406 -1.412 -2.575 0.00 42.02 -25.40 15 4 0.770625 MT -0.271 1.500 -1.247 0.00 13.11 17.34 13 2 0.763750 -1.406 -1.412 -2.575 0.00 42.02 -25.40 13 1 17.566250 Vz -0.858 1.410 2.152 0.00 -1.64 1.08 15 3 0.770625 -0.234 -1.518 0.800 0.00 -9.99 -17.35 15 4 11.559375 Vy 0.272 1.501 -1.032 0.00 0.80 1.16 13 1 8 0.000000 -1.918 1.396 1.795 0.00 -36.16 25.69 26 6 4 0.000000 N 1.470 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO17 - 1.20D + W4 15 3 6 0.000000 2.225 -4.551 2.888 0.00 -35.46 -55.87 13 1 8 0.000000 Mz -1.438 3.009 4.392 0.00 -80.63 55.23 13 1 8 0.000000 -1.438 3.009 4.392 0.00 -80.63 55.23 13 2 1 0.000000 My -1.482 -2.665 -4.238 0.00 77.81 -48.93 13 1 9.165000 -0.822 3.015 4.401 0.00 -40.32 27.62 15 3 6.165000 MT 2.587 -4.530 2.875 0.00 -17.70 -27.89 13 2 9.165000 -0.873 -2.671 -4.247 0.00 38.91 -24.47 13 1 9.165000 Vz -0.822 3.015 4.401 0.00 -40.32 27.62 15 3 6 0.000000 2.225 -4.551 2.888 0.00 -35.46 -55.87 15 4 7 0.000000 Vy 2.265 4.208 -3.042 0.00 37.35 51.65 13 2 1 0.000000 -1.482 -2.665 -4.238 0.00 77.81 -48.93 26 6 5 30.354736 N 3.780 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO16 - 1.20D + W3 15 3 6 0.000000 0.274 -1.942 0.722 0.00 -8.59 -25.06 13 1 8 0.000000 Mz -1.316 1.972 2.585 0.00 -46.92 33.49 13 1 8 0.000000 -1.316 1.972 2.585 0.00 -46.92 33.49 13 2 1 0.000000 My -1.575 -0.628 -1.332 0.00 24.32 -14.42 13 1 0.763750 -1.268 1.972 2.586 0.00 -44.94 31.98 15 4 0.770625 MT 0.017 1.820 -1.789 0.00 20.71 19.87 15 4 11.559375 0.568 1.623 -1.795 0.00 1.38 1.25 13 1 0.763750 Vz -1.268 1.972 2.586 0.00 -44.94 31.98 15 3 11.559375 0.863 -2.127 0.675 0.00 -0.52 -1.64 13 1 0.763750 Vy -1.268 1.972 2.586 0.00 -44.94 31.98 13 2 1 0.000000 -1.575 -0.628 -1.332 0.00 24.32 -14.42 26 6 5 30.354736 N 1.959 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO15 - 1.20D + W2 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 13 1 0.763750 Vz -1.785 1.956 3.246 0.00 -53.85 34.99 15 3 0.770625 -0.409 -2.099 1.969 0.00 -21.43 -24.22 15 4 2.311875 Vy -0.244 2.123 -0.957 0.00 10.53 21.21 13 2 1 0.000000 -2.511 -1.980 -3.054 0.00 58.48 -36.36 26 8 2 0.000000 N 2.293 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO24 - 1.20D + W1 + 0.50Lr 13 2 1 0.000000 -1.365 -1.733 -2.424 0.00 44.36 -29.07 15 4 7 0.000000 Mz 0.067 1.556 -0.652 0.00 7.88 20.30 13 1 8 0.000000 -1.679 0.806 1.437 0.00 -26.12 17.74 13 2 1 0.000000 My -1.365 -1.733 -2.424 0.00 44.36 -29.07 13 2 0.763750 -1.317 -1.733 -2.425 0.00 42.50 -27.74 15 3 0.770625 MT -0.162 -1.863 1.509 0.00 -17.40 -20.34 13 2 5.346250 -1.032 -1.663 -2.438 0.00 31.37 -20.00 15 3 2.311875 Vz -0.082 -1.816 1.510 0.00 -15.08 -17.49 15 3 0.770625 -0.162 -1.863 1.509 0.00 -17.40 -20.34 15 4 11.559375 Vy 0.652 1.741 -0.627 0.00 0.48 1.34 13 1 8 0.000000 -1.679 0.806 1.437 0.00 -26.12 17.74 26 8 20.583639 N 1.681 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO23 - 1.20D + W5 + 0.50S 13 2 1 0.000000 -1.681 -1.576 -2.920 0.00 50.36 -29.51 13 1 8 0.000000 Mz -2.260 1.889 2.513 0.00 -49.40 34.79 13 1 8 0.000000 -2.260 1.889 2.513 0.00 -49.40 34.79 13 2 1 0.000000 My -1.681 -1.576 -2.920 0.00 50.36 -29.51 13 1 3.818750 -2.019 1.888 2.576 0.00 -39.67 27.57 15 4 0.770625 MT -0.350 1.666 -1.697 0.00 18.32 19.26 13 2 0.763750 -1.632 -1.576 -2.921 0.00 48.13 -28.31 13 1 17.566250 Vz -1.184 1.907 2.876 0.00 -2.20 1.46 15 3 0.770625 -0.296 -2.013 0.878 0.00 -10.89 -23.07 13 1 17.566250 Vy -1.184 1.907 2.876 0.00 -2.20 1.46 13 1 8 0.000000 -2.260 1.889 2.513 0.00 -49.40 34.79 26 6 4 0.000000 N 1.944 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO22 - 1.20D + W4 + 0.50S 15 3 6 0.000000 1.884 -4.125 2.615 0.00 -32.12 -50.67 13 1 8 0.000000 Mz -1.443 2.704 3.947 0.00 -72.45 49.64 13 1 8 0.000000 -1.443 2.704 3.947 0.00 -72.45 49.64 13 2 1 0.000000 My -1.480 -2.391 -3.801 0.00 69.78 -43.90 13 1 9.165000 -0.840 2.709 3.955 0.00 -36.23 24.82 15 3 6.165000 MT 2.237 -4.108 2.604 0.00 -16.03 -25.29 13 2 9.165000 -0.883 -2.396 -3.809 0.00 34.90 -21.95 13 1 9.165000 Vz -0.840 2.709 3.955 0.00 -36.23 24.82 15 3 6 0.000000 1.884 -4.125 2.615 0.00 -32.12 -50.67 15 4 7 0.000000 Vy 1.921 3.812 -2.760 0.00 33.91 46.82 13 2 1 0.000000 -1.480 -2.391 -3.801 0.00 69.78 -43.90 26 6 5 30.354736 N 3.415 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO21 - 1.20D + W3 + 0.50S 15 3 6 0.000000 -0.012 -1.508 0.672 0.00 -7.97 -19.72 13 1 8 0.000000 Mz -1.346 1.768 2.318 0.00 -42.03 29.75 13 1 8 0.000000 -1.346 1.768 2.318 0.00 -42.03 29.75 13 2 1 0.000000 My -1.722 -0.766 -1.431 0.00 26.14 -16.96 13 1 0.763750 -1.299 1.768 2.319 0.00 -40.26 28.40 15 4 0.770625 MT -0.237 1.728 -1.374 0.00 15.91 18.81 13 2 12.983750 -0.936 -1.006 -1.434 0.00 7.64 -5.57 13 1 0.763750 Vz -1.299 1.768 2.319 0.00 -40.26 28.40 15 3 11.559375 0.572 -1.695 0.625 0.00 -0.48 -1.31 13 1 0.763750 Vy -1.299 1.768 2.319 0.00 -40.26 28.40 13 2 1 0.000000 -1.722 -0.766 -1.431 0.00 26.14 -16.96 26 6 21.248315 N 1.569 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO20 - 1.20D + W2 + 0.50S 13 2 1 0.000000 -2.267 -1.679 -2.568 0.00 49.52 -30.80 13 1 8 0.000000 Mz -1.637 1.736 2.883 0.00 -49.66 32.44 13 1 8 0.000000 My -1.637 1.736 2.883 0.00 -49.66 32.44 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 26 5 4 29.904041 N 1.543 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO29 - 0.90D + W1 13 2 1 0.000000 -1.406 -1.635 -2.317 0.00 42.38 -27.28 13 1 8 0.000000 Mz -1.840 1.015 1.697 0.00 -30.89 21.60 13 1 8 0.000000 -1.840 1.015 1.697 0.00 -30.89 21.60 13 2 1 0.000000 My -1.406 -1.635 -2.317 0.00 42.38 -27.28 13 2 0.763750 -1.358 -1.636 -2.317 0.00 40.61 -26.03 15 3 0.770625 MT -0.310 -1.907 1.246 0.00 -14.37 -20.85 13 2 5.346250 -1.073 -1.566 -2.330 0.00 29.97 -18.74 13 1 2.291250 Vz -1.700 1.039 1.701 0.00 -27.00 19.23 15 3 0.770625 -0.310 -1.907 1.246 0.00 -14.37 -20.85 15 4 11.559375 Vy 0.479 1.479 -0.732 0.00 0.56 1.14 13 1 8 0.000000 -1.840 1.015 1.697 0.00 -30.89 21.60 26 8 19.113379 N 1.530 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO28 - 1.20D + W5 + 0.50Lr 13 2 1 0.000000 -1.879 -1.764 -3.279 0.00 56.97 -32.99 13 1 8 0.000000 Mz -2.497 2.222 2.999 0.00 -58.36 40.93 13 1 8 0.000000 -2.497 2.222 2.999 0.00 -58.36 40.93 13 2 1 0.000000 My -1.879 -1.764 -3.279 0.00 56.97 -32.99 13 1 3.818750 -2.251 2.222 3.064 0.00 -46.77 32.44 15 4 0.770625 MT -0.393 1.889 -1.989 0.00 21.69 21.84 13 2 0.763750 -1.830 -1.765 -3.280 0.00 54.47 -31.65 13 1 17.566250 Vz -1.407 2.243 3.366 0.00 -2.57 1.71 15 3 0.770625 -0.329 -2.380 1.043 0.00 -12.79 -27.31 13 1 17.566250 Vy -1.407 2.243 3.366 0.00 -2.57 1.71 13 1 8 0.000000 -2.497 2.222 2.999 0.00 -58.36 40.93 26 6 4 0.000000 N 2.268 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO27 - 1.20D + W4 + 0.50Lr 15 3 6 0.000000 1.631 -3.799 2.406 0.00 -29.56 -46.69 13 1 8 0.000000 Mz -1.442 2.474 3.610 0.00 -66.28 45.41 13 1 8 0.000000 -1.442 2.474 3.610 0.00 -66.28 45.41 13 2 1 0.000000 My -1.474 -2.184 -3.471 0.00 63.73 -40.10 13 1 9.165000 -0.848 2.479 3.618 0.00 -33.15 22.71 15 3 6.165000 MT 1.977 -3.786 2.397 0.00 -14.76 -23.31 13 2 9.165000 -0.885 -2.189 -3.479 0.00 31.87 -20.05 13 1 9.165000 Vz -0.848 2.479 3.618 0.00 -33.15 22.71 15 3 6 0.000000 1.631 -3.799 2.406 0.00 -29.56 -46.69 15 4 7 0.000000 Vy 1.665 3.510 -2.545 0.00 31.27 43.13 13 2 1 0.000000 -1.474 -2.184 -3.471 0.00 63.73 -40.10 26 6 5 30.354736 N 3.138 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO26 - 1.20D + W3 + 0.50Lr 13 2 1 0.000000 -1.895 -0.974 -1.713 0.00 31.33 -20.79 13 1 8 0.000000 Mz -1.393 1.664 2.202 0.00 -39.89 27.85 13 1 8 0.000000 -1.393 1.664 2.202 0.00 -39.89 27.85 13 2 1 0.000000 My -1.895 -0.974 -1.713 0.00 31.33 -20.79 13 1 0.763750 -1.346 1.664 2.203 0.00 -38.21 26.58 15 4 0.770625 MT -0.377 1.786 -1.093 0.00 12.67 19.48 13 2 12.983750 -1.105 -1.215 -1.718 0.00 9.16 -6.69 13 1 0.763750 Vz -1.346 1.664 2.203 0.00 -38.21 26.58 15 3 11.559375 0.409 -1.442 0.743 0.00 -0.57 -1.11 15 4 0.770625 Vy -0.377 1.786 -1.093 0.00 12.67 19.48 13 2 1 0.000000 -1.895 -0.974 -1.713 0.00 31.33 -20.79 26 6 1.517737 N 1.464 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO25 - 1.20D + W2 + 0.50Lr 13 2 1 0.000000 -2.511 -1.980 -3.054 0.00 58.48 -36.36 13 1 8 0.000000 Mz -1.834 1.955 3.244 0.00 -56.33 36.48 13 1 8 0.000000 -1.834 1.955 3.244 0.00 -56.33 36.48 13 2 1 0.000000 My -2.511 -1.980 -3.054 0.00 58.48 -36.36 13 2 3.818750 -2.266 -1.979 -3.098 0.00 46.72 -28.79 15 3 0.770625 MT -0.409 -2.099 1.969 0.00 -21.43 -24.22 13 2 17.566250 Vz -1.423 -1.991 -3.347 0.00 2.56 -1.52 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 13 2 1 0.000000 -1.061 -1.911 -2.665 0.00 48.76 -32.33 15 4 7 0.000000 Mz 0.527 1.981 -0.742 0.00 8.99 25.52 13 1 8 0.000000 -1.268 0.698 1.387 0.00 -25.19 15.75 13 2 1 0.000000 My -1.061 -1.911 -2.665 0.00 48.76 -32.33 13 2 0.763750 -1.025 -1.911 -2.666 0.00 46.72 -30.87 15 3 0.770625 MT 0.250 -2.001 1.889 0.00 -21.79 -21.93 13 2 5.346250 -0.805 -1.841 -2.678 0.00 34.49 -22.31 15 3 2.311875 Vz 0.312 -1.954 1.890 0.00 -18.88 -18.87 15 3 6 0.000000 0.219 -2.002 1.889 0.00 -23.24 -23.47 15 4 11.559375 Vy 0.971 2.164 -0.717 0.00 0.55 1.67 13 1 8 0.000000 -1.268 0.698 1.387 0.00 -25.19 15.75 26 8 3 29.405199 N 2.080 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO33 - 0.90D + W5 13 2 1 0.000000 -1.174 -1.410 -2.571 0.00 43.91 -26.46 13 1 8 0.000000 Mz -1.634 1.384 1.778 0.00 -35.84 25.46 13 1 8 0.000000 -1.634 1.384 1.778 0.00 -35.84 25.46 13 2 1 0.000000 My -1.174 -1.410 -2.571 0.00 43.91 -26.46 13 2 0.763750 -1.138 -1.411 -2.572 0.00 41.95 -25.38 15 4 0.770625 MT -0.122 1.501 -1.235 0.00 12.98 17.34 13 2 0.763750 -1.138 -1.411 -2.572 0.00 41.95 -25.38 13 1 17.566250 Vz -0.837 1.398 2.135 0.00 -1.63 1.07 15 3 0.770625 -0.086 -1.507 0.803 0.00 -10.02 -17.23 15 4 11.559375 Vy 0.285 1.501 -1.021 0.00 0.79 1.16 13 1 8 0.000000 -1.634 1.384 1.778 0.00 -35.84 25.46 26 6 4 0.000000 N 1.459 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO32 - 0.90D + W4 15 3 6 0.000000 2.390 -4.562 2.895 0.00 -35.54 -56.00 13 1 8 0.000000 Mz -1.162 3.016 4.403 0.00 -80.81 55.36 13 1 8 0.000000 -1.162 3.016 4.403 0.00 -80.81 55.36 13 2 1 0.000000 My -1.206 -2.672 -4.249 0.00 77.99 -49.05 13 1 9.165000 -0.683 3.022 4.411 0.00 -40.41 27.69 15 3 6.165000 MT 2.675 -4.540 2.881 0.00 -17.74 -27.95 13 2 9.165000 -0.735 -2.677 -4.256 0.00 39.00 -24.53 13 1 9.165000 Vz -0.683 3.022 4.411 0.00 -40.41 27.69 15 3 6 0.000000 2.390 -4.562 2.895 0.00 -35.54 -56.00 15 4 7 0.000000 Vy 2.430 4.217 -3.049 0.00 37.43 51.77 13 2 1 0.000000 -1.206 -2.672 -4.249 0.00 77.99 -49.05 26 6 5 30.354736 N 3.789 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO31 - 0.90D + W3 15 3 6 0.000000 0.437 -1.953 0.725 0.00 -8.62 -25.19 13 1 8 0.000000 Mz -1.041 1.977 2.593 0.00 -47.05 33.59 13 1 8 0.000000 -1.041 1.977 2.593 0.00 -47.05 33.59 13 2 1 0.000000 My -1.297 -0.626 -1.333 0.00 24.33 -14.39 13 1 0.763750 -1.004 1.978 2.594 0.00 -45.07 32.08 15 4 0.770625 MT 0.170 1.823 -1.800 0.00 20.82 19.91 15 4 11.559375 0.586 1.627 -1.805 0.00 1.39 1.25 13 1 0.763750 Vz -1.004 1.978 2.594 0.00 -45.07 32.08 15 3 11.559375 0.881 -2.137 0.678 0.00 -0.52 -1.65 13 1 0.763750 Vy -1.004 1.978 2.594 0.00 -45.07 32.08 13 2 1 0.000000 -1.297 -0.626 -1.333 0.00 24.33 -14.39 26 6 5 30.354736 N 1.970 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO30 - 0.90D + W2 13 2 1 0.000000 -1.632 -1.222 -1.835 0.00 36.00 -22.36 13 1 8 0.000000 Mz -1.137 1.551 2.557 0.00 -43.65 29.01 13 1 8 0.000000 -1.137 1.551 2.557 0.00 -43.65 29.01 13 2 1 0.000000 My -1.632 -1.222 -1.835 0.00 36.00 -22.36 13 1 0.763750 -1.101 1.551 2.558 0.00 -41.69 27.83 15 3 0.770625 MT -0.139 -1.639 1.224 0.00 -12.82 -18.91 13 2 17.566250 -0.836 -1.227 -2.119 0.00 1.62 -0.94 13 1 0.763750 Vz -1.101 1.551 2.558 0.00 -41.69 27.83 15 3 0.770625 -0.139 -1.639 1.224 0.00 -12.82 -18.91 13 1 17.566250 Vy -0.336 1.631 2.200 0.00 -1.68 1.25 13 2 1 0.000000 N -1.632 -1.222 -1.835 0.00 36.00 -22.36 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 13 2 1 0.000000 My -1.255 -0.500 -0.965 0.00 17.62 -10.91 13 1 0.763750 -1.086 1.365 1.828 0.00 -31.82 22.38 15 4 0.770625 MT -0.063 1.285 -1.272 0.00 14.71 14.16 15 4 11.559375 0.393 1.168 -1.275 0.00 0.98 0.90 13 1 0.763750 Vz -1.086 1.365 1.828 0.00 -31.82 22.38 15 3 11.559375 0.560 -1.528 0.492 0.00 -0.38 -1.18 13 1 0.763750 Vy -1.086 1.365 1.828 0.00 -31.82 22.38 13 2 1 0.000000 -1.255 -0.500 -0.965 0.00 17.62 -10.91 26 6 5 30.354736 N 1.393 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO38 - D + 0.60W2 13 2 1 0.000000 -1.466 -0.877 -1.348 0.00 26.13 -16.06 13 1 8 0.000000 Mz -1.184 1.140 1.837 0.00 -31.74 21.26 13 1 8 0.000000 -1.184 1.140 1.837 0.00 -31.74 21.26 13 2 1 0.000000 My -1.466 -0.877 -1.348 0.00 26.13 -16.06 13 1 0.763750 -1.145 1.141 1.838 0.00 -30.34 20.39 15 3 0.770625 MT -0.247 -1.170 0.815 0.00 -8.62 -13.50 13 2 17.566250 -0.587 -0.880 -1.518 0.00 1.16 -0.67 13 1 0.763750 Vz -1.145 1.141 1.838 0.00 -30.34 20.39 15 3 0.770625 -0.247 -1.170 0.815 0.00 -8.62 -13.50 13 1 17.566250 Vy -0.301 1.189 1.623 0.00 -1.24 0.91 13 2 1 0.000000 -1.466 -0.877 -1.348 0.00 26.13 -16.06 26 5 4 29.904041 N 1.121 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO37 - D + 0.60W1 13 2 1 0.000000 -2.356 -2.097 -3.433 0.00 63.16 -38.58 13 1 8 0.000000 Mz -2.322 2.346 3.437 0.00 -63.23 43.16 13 1 8 0.000000 -2.322 2.346 3.437 0.00 -63.23 43.16 13 2 1 0.000000 My -2.356 -2.097 -3.433 0.00 63.16 -38.58 13 1 9.165000 -1.824 2.356 3.452 0.00 -31.65 21.60 15 3 6.165000 MT -0.088 -2.473 1.612 0.00 -9.94 -15.24 13 2 13.092857 -1.655 -2.107 -3.450 0.00 18.07 -11.03 13 1 13.092857 Vz -1.618 2.357 3.453 0.00 -18.08 12.34 15 3 2.466000 -0.251 -2.473 1.612 0.00 -15.90 -24.39 13 1 13.092857 Vy -1.618 2.357 3.453 0.00 -18.08 12.34 13 2 1 0.000000 -2.356 -2.097 -3.433 0.00 63.16 -38.58 26 8 2 0.000000 N 2.313 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO36 - D + Lr 13 2 1 0.000000 -1.868 -1.478 -2.427 0.00 44.62 -27.16 13 1 8 0.000000 Mz -1.843 1.656 2.425 0.00 -44.56 30.44 13 1 8 0.000000 -1.843 1.656 2.425 0.00 -44.56 30.44 13 2 1 0.000000 My -1.868 -1.478 -2.427 0.00 44.62 -27.16 13 1 9.165000 -1.366 1.662 2.433 0.00 -22.30 15.23 15 3 6.165000 MT -0.065 -1.673 1.092 0.00 -6.73 -10.31 13 2 13.092857 -1.191 -1.483 -2.436 0.00 12.76 -7.76 13 1 13.092857 Vz -1.165 1.662 2.433 0.00 -12.74 8.70 15 3 2.466000 -0.223 -1.673 1.092 0.00 -10.77 -16.50 13 1 13.092857 Vy -1.165 1.662 2.433 0.00 -12.74 8.70 13 2 1 0.000000 -1.868 -1.478 -2.427 0.00 44.62 -27.16 26 8 2 0.000000 N 1.632 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO35 - D + S 13 2 1 0.000000 -1.020 -0.216 -0.355 0.00 6.51 -3.97 13 1 8 0.000000 Mz -1.017 0.243 0.354 0.00 -6.50 4.46 13 1 8 0.000000 -1.017 0.243 0.354 0.00 -6.50 4.46 13 2 1 0.000000 My -1.020 -0.216 -0.355 0.00 6.51 -3.97 13 2 9.165000 -0.563 -0.217 -0.355 0.00 3.26 -1.99 15 3 6.165000 MT -0.189 -0.251 0.163 0.00 -1.00 -1.54 13 2 7.855714 -0.628 -0.217 -0.355 0.00 3.72 -2.27 13 1 7.855714 Vz -0.625 0.243 0.355 0.00 -3.71 2.55 15 3 4.932000 -0.240 -0.251 0.163 0.00 -1.20 -1.85 13 1 7.855714 Vy -0.625 0.243 0.355 0.00 -3.71 2.55 13 2 1 0.000000 -1.020 -0.216 -0.355 0.00 6.51 -3.97 26 8 2 0.000000 N 0.232 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 1 CO34 - D No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 13 1 0.763750 Vz -1.250 1.112 1.553 0.00 -27.08 18.34 13 2 17.566250 -0.731 -1.123 -1.633 0.00 1.25 -0.86 15 4 0.770625 Vy -0.374 1.249 -0.591 0.00 6.85 13.92 13 2 1 0.000000 -1.613 -0.977 -1.631 0.00 29.89 -19.26 26 7 2 27.515120 N 1.175 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO43 - D + 0.45W2 + 0.75S 13 2 1 0.000000 -1.944 -1.531 -2.432 0.00 45.74 -28.11 13 1 8 0.000000 Mz -1.607 1.541 2.448 0.00 -43.48 28.56 13 1 8 0.000000 -1.607 1.541 2.448 0.00 -43.48 28.56 13 2 1 0.000000 My -1.944 -1.531 -2.432 0.00 45.74 -28.11 13 2 0.763750 -1.903 -1.532 -2.433 0.00 43.88 -26.94 15 3 0.770625 MT -0.309 -1.580 1.365 0.00 -15.18 -18.24 13 2 17.566250 -1.044 -1.537 -2.566 0.00 1.96 -1.17 13 1 0.763750 Vz -1.567 1.542 2.449 0.00 -41.61 27.38 15 3 0.770625 -0.309 -1.580 1.365 0.00 -15.18 -18.24 13 1 17.566250 Vy -0.711 1.580 2.291 0.00 -1.75 1.21 13 2 1 0.000000 -1.944 -1.531 -2.432 0.00 45.74 -28.11 26 8 2 0.000000 N 1.745 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO42 - D + 0.45W1 + 0.75S 13 2 1 0.000000 -1.143 -1.312 -1.872 0.00 34.26 -22.43 15 4 7 0.000000 Mz 0.131 1.434 -0.539 0.00 6.56 18.35 13 1 8 0.000000 -1.238 0.554 1.004 0.00 -18.26 11.93 13 2 1 0.000000 My -1.143 -1.312 -1.872 0.00 34.26 -22.43 13 2 0.763750 -1.104 -1.312 -1.872 0.00 32.83 -21.43 15 3 0.770625 MT -0.016 -1.416 1.329 0.00 -15.33 -15.65 13 2 5.346250 -0.868 -1.270 -1.880 0.00 24.24 -15.54 15 3 2.311875 Vz 0.051 -1.388 1.329 0.00 -13.29 -13.49 15 3 0.770625 -0.016 -1.416 1.329 0.00 -15.33 -15.65 15 4 11.559375 Vy 0.619 1.545 -0.524 0.00 0.40 1.19 13 1 8 0.000000 -1.238 0.554 1.004 0.00 -18.26 11.93 26 8 3 29.405199 N 1.465 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO41 - D + 0.60W5 13 2 1 0.000000 -1.211 -1.038 -1.854 0.00 32.06 -19.40 13 1 8 0.000000 Mz -1.466 0.999 1.316 0.00 -26.08 18.37 13 1 8 0.000000 -1.466 0.999 1.316 0.00 -26.08 18.37 13 2 1 0.000000 My -1.211 -1.038 -1.854 0.00 32.06 -19.40 13 2 0.763750 -1.172 -1.038 -1.854 0.00 30.65 -18.60 15 4 0.770625 MT -0.236 1.073 -0.820 0.00 8.70 12.40 13 2 0.763750 -1.172 -1.038 -1.854 0.00 30.65 -18.60 13 1 17.566250 Vz -0.587 1.007 1.530 0.00 -1.17 0.77 13 2 17.566250 -0.330 -1.089 -1.641 0.00 1.25 -0.83 15 4 11.559375 Vy 0.215 1.073 -0.691 0.00 0.53 0.83 13 1 8 0.000000 -1.466 0.999 1.316 0.00 -26.08 18.37 26 7 2 27.515120 N 1.060 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO40 - D + 0.60W4 15 3 6 0.000000 1.321 -3.244 2.049 0.00 -25.20 -39.88 13 1 8 0.000000 Mz -1.248 2.085 3.044 0.00 -55.87 38.28 13 1 8 0.000000 -1.248 2.085 3.044 0.00 -55.87 38.28 13 2 1 0.000000 My -1.272 -1.836 -2.916 0.00 53.53 -33.70 13 1 9.165000 -0.758 2.089 3.049 0.00 -27.94 19.14 15 3 6.165000 MT 1.605 -3.234 2.043 0.00 -12.58 -19.92 13 2 9.165000 -0.786 -1.839 -2.922 0.00 26.77 -16.85 13 1 9.165000 Vz -0.758 2.089 3.049 0.00 -27.94 19.14 15 3 6 0.000000 1.321 -3.244 2.049 0.00 -25.20 -39.88 15 4 7 0.000000 Vy 1.350 2.994 -2.177 0.00 26.76 36.81 13 2 1 0.000000 -1.272 -1.836 -2.916 0.00 53.53 -33.70 26 6 5 30.354736 N 2.667 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO39 - D + 0.60W3 15 3 6 0.000000 0.072 -1.417 0.520 0.00 -6.23 -18.14 13 1 8 0.000000 Mz -1.125 1.365 1.827 0.00 -33.22 23.42 13 1 8 0.000000 My -1.125 1.365 1.827 0.00 -33.22 23.42 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 26 7 2 27.515120 N 1.688 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO48 - D + 0.45W2 + 0.75Lr 13 2 1 0.000000 -2.314 -2.003 -3.196 0.00 59.82 -36.81 13 1 8 0.000000 Mz -1.962 2.039 3.196 0.00 -57.28 37.74 13 1 8 0.000000 -1.962 2.039 3.196 0.00 -57.28 37.74 13 2 1 0.000000 My -2.314 -2.003 -3.196 0.00 59.82 -36.81 13 2 0.763750 -2.272 -2.004 -3.198 0.00 57.38 -35.28 15 3 0.770625 MT -0.334 -2.159 1.769 0.00 -19.85 -24.94 13 2 17.566250 -1.395 -2.013 -3.336 0.00 2.55 -1.54 13 1 0.763750 Vz -1.921 2.041 3.198 0.00 -54.84 36.18 15 3 0.770625 -0.334 -2.159 1.769 0.00 -19.85 -24.94 15 4 2.311875 Vy -0.215 2.122 -1.228 0.00 12.73 21.23 13 2 1 0.000000 -2.314 -2.003 -3.196 0.00 59.82 -36.81 26 8 2 0.000000 N 2.260 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO47 - D + 0.45W1 + 0.75Lr 13 2 1 0.000000 -1.275 -1.003 -1.540 0.00 28.20 -17.17 13 1 8 0.000000 Mz -1.568 1.033 1.577 0.00 -28.85 20.29 13 1 8 0.000000 -1.568 1.033 1.577 0.00 -28.85 20.29 13 2 1 0.000000 My -1.275 -1.003 -1.540 0.00 28.20 -17.17 13 1 0.763750 -1.529 1.033 1.578 0.00 -27.64 19.50 15 3 0.770625 MT -0.361 -1.318 0.625 0.00 -7.21 -14.70 13 2 5.346250 -1.004 -0.972 -1.547 0.00 19.96 -11.90 13 1 2.291250 Vz -1.451 1.044 1.580 0.00 -25.23 17.91 15 3 0.770625 -0.361 -1.318 0.625 0.00 -7.21 -14.70 13 1 17.566250 Vy -0.685 1.180 1.573 0.00 -1.20 0.90 13 1 8 0.000000 -1.568 1.033 1.577 0.00 -28.85 20.29 26 5 4 29.904041 N 1.181 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO46 - D + 0.45W5 + 0.75S 13 2 1 0.000000 -1.638 -1.382 -2.471 0.00 43.93 -25.64 13 1 8 0.000000 Mz -1.927 1.721 2.407 0.00 -45.68 31.65 13 1 8 0.000000 -1.927 1.721 2.407 0.00 -45.68 31.65 13 2 1 0.000000 My -1.638 -1.382 -2.471 0.00 43.93 -25.64 13 1 3.818750 -1.726 1.721 2.438 0.00 -36.42 25.07 15 4 0.770625 MT -0.301 1.410 -1.374 0.00 15.29 16.30 13 2 0.763750 -1.598 -1.382 -2.473 0.00 42.04 -24.58 13 1 17.566250 Vz -1.027 1.731 2.574 0.00 -1.97 1.32 15 3 0.770625 -0.268 -1.764 0.886 0.00 -10.58 -20.30 13 1 17.566250 Vy -1.027 1.731 2.574 0.00 -1.97 1.32 13 1 8 0.000000 -1.927 1.721 2.407 0.00 -45.68 31.65 26 6 4 0.000000 N 1.713 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO45 - D + 0.45W4 + 0.75S 15 3 6 0.000000 0.319 -1.741 1.090 0.00 -13.43 -21.44 15 4 7 0.000000 Mz 0.336 1.602 -1.176 0.00 14.48 19.73 13 1 8 0.000000 -1.159 1.074 1.567 0.00 -28.76 19.71 13 2 1 0.000000 My -1.165 -0.935 -1.482 0.00 27.19 -17.16 13 1 9.165000 -0.693 1.076 1.570 0.00 -14.38 9.86 15 4 6.165000 MT 0.601 1.600 -1.175 0.00 7.24 9.86 13 2 9.165000 -0.701 -0.936 -1.484 0.00 13.60 -8.58 13 1 9.165000 Vz -0.693 1.076 1.570 0.00 -14.38 9.86 15 3 6 0.000000 0.319 -1.741 1.090 0.00 -13.43 -21.44 15 4 7 0.000000 Vy 0.336 1.602 -1.176 0.00 14.48 19.73 13 2 1 0.000000 -1.165 -0.935 -1.482 0.00 27.19 -17.16 26 6 5 30.354736 N 1.408 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO44 - D + 0.45W3 + 0.75S 13 2 1 0.000000 -1.613 -0.977 -1.631 0.00 29.89 -19.26 13 1 8 0.000000 Mz -1.289 1.111 1.552 0.00 -28.26 19.19 13 1 8 0.000000 -1.289 1.111 1.552 0.00 -28.26 19.19 13 2 1 0.000000 My -1.613 -0.977 -1.631 0.00 29.89 -19.26 13 1 0.763750 -1.250 1.112 1.553 0.00 -27.08 18.34 15 4 0.770625 MT -0.374 1.249 -0.591 0.00 6.85 13.92 13 2 12.983750 Vz -0.955 -1.087 -1.635 0.00 8.73 -5.90 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 13 2 1 0.000000 -1.087 -0.861 -1.323 0.00 25.65 -15.76 13 1 8 0.000000 Mz -0.812 1.139 1.833 0.00 -31.67 21.23 13 1 8 0.000000 -0.812 1.139 1.833 0.00 -31.67 21.23 13 2 1 0.000000 My -1.087 -0.861 -1.323 0.00 25.65 -15.76 13 1 0.763750 -0.788 1.139 1.834 0.00 -30.27 20.36 15 3 0.770625 MT -0.049 -1.171 0.799 0.00 -8.44 -13.51 13 2 17.566250 -0.558 -0.864 -1.492 0.00 1.14 -0.66 13 1 0.763750 Vz -0.788 1.139 1.834 0.00 -30.27 20.36 15 3 0.770625 -0.049 -1.171 0.799 0.00 -8.44 -13.51 13 1 17.566250 Vy -0.279 1.187 1.619 0.00 -1.24 0.91 13 2 1 0.000000 -1.087 -0.861 -1.323 0.00 25.65 -15.76 26 5 4 29.904041 N 1.120 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 7 CO52 - 0.60D + 0.60W1 13 2 1 0.000000 -1.629 -1.442 -2.256 0.00 41.37 -25.26 13 1 8 0.000000 Mz -1.967 1.640 2.487 0.00 -45.59 31.47 13 1 8 0.000000 -1.967 1.640 2.487 0.00 -45.59 31.47 13 2 1 0.000000 My -1.629 -1.442 -2.256 0.00 41.37 -25.26 13 1 0.763750 -1.927 1.641 2.488 0.00 -43.69 30.22 15 3 0.770625 MT -0.377 -1.920 0.894 0.00 -10.32 -21.66 13 2 5.346250 -1.351 -1.413 -2.265 0.00 29.29 -17.64 13 1 8.401250 Vz -1.528 1.706 2.492 0.00 -24.68 17.39 15 3 0.770625 -0.377 -1.920 0.894 0.00 -10.32 -21.66 13 1 17.566250 Vy -1.067 1.791 2.487 0.00 -1.90 1.37 13 1 8 0.000000 -1.967 1.640 2.487 0.00 -45.59 31.47 26 5 4 29.904041 N 1.734 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO51 - D + 0.45W5 + 0.75Lr 13 2 1 0.000000 -1.998 -1.823 -3.209 0.00 57.53 -33.76 13 1 8 0.000000 Mz -2.290 2.244 3.173 0.00 -59.80 41.30 13 1 8 0.000000 -2.290 2.244 3.173 0.00 -59.80 41.30 13 2 1 0.000000 My -1.998 -1.823 -3.209 0.00 57.53 -33.76 13 1 3.818750 -2.081 2.247 3.206 0.00 -47.62 32.72 15 4 0.770625 MT -0.325 1.930 -1.782 0.00 20.01 22.31 13 2 0.763750 -1.957 -1.824 -3.211 0.00 55.08 -32.37 13 1 17.566250 Vz -1.368 2.259 3.346 0.00 -2.56 1.73 15 3 0.770625 -0.291 -2.367 1.267 0.00 -14.97 -27.27 13 1 17.566250 Vy -1.368 2.259 3.346 0.00 -2.56 1.73 13 1 8 0.000000 -2.290 2.244 3.173 0.00 -59.80 41.30 26 6 4 0.000000 N 2.224 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO50 - D + 0.45W4 + 0.75Lr 15 3 6 0.000000 -0.161 -0.875 0.542 0.00 -6.68 -10.78 15 4 7 0.000000 Mz -0.152 0.801 -0.593 0.00 7.31 9.88 13 1 8 0.000000 -1.066 0.530 0.773 0.00 -14.18 9.72 13 2 1 0.000000 My -1.066 -0.457 -0.722 0.00 13.25 -8.38 13 1 9.165000 -0.607 0.531 0.774 0.00 -7.09 4.86 15 4 6.165000 MT 0.107 0.801 -0.593 0.00 3.65 4.94 13 2 9.165000 -0.607 -0.457 -0.723 0.00 6.63 -4.19 13 1 9.165000 Vz -0.607 0.531 0.774 0.00 -7.09 4.86 15 3 2.466000 -0.057 -0.875 0.542 0.00 -5.35 -8.62 15 4 2.466000 Vy -0.048 0.801 -0.593 0.00 5.85 7.90 13 1 8 0.000000 -1.066 0.530 0.773 0.00 -14.18 9.72 26 6 5 30.354736 N 0.695 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO49 - D + 0.45W3 + 0.75Lr 13 2 1 0.000000 -2.021 -1.517 -2.539 0.00 46.62 -29.20 13 1 8 0.000000 Mz -1.654 1.654 2.333 0.00 -42.63 29.18 13 1 8 0.000000 -1.654 1.654 2.333 0.00 -42.63 29.18 13 2 1 0.000000 My -2.021 -1.517 -2.539 0.00 46.62 -29.20 13 2 0.763750 -1.981 -1.518 -2.541 0.00 44.68 -28.04 15 4 0.770625 MT -0.378 1.808 -0.915 0.00 10.60 20.37 13 2 12.983750 -1.347 -1.630 -2.549 0.00 13.61 -8.80 13 1 0.763750 Vz -1.614 1.655 2.334 0.00 -40.85 27.92 13 2 17.566250 -1.122 -1.666 -2.547 0.00 1.94 -1.27 15 4 0.770625 Vy -0.378 1.808 -0.915 0.00 10.60 20.37 13 2 1 0.000000 N -2.021 -1.517 -2.539 0.00 46.62 -29.20 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 13 2 1 0.000000 -0.775 -1.318 -1.881 0.00 34.43 -22.54 15 4 7 0.000000 Mz 0.349 1.449 -0.545 0.00 6.63 18.53 13 1 8 0.000000 -0.867 0.553 1.007 0.00 -18.30 11.91 13 2 1 0.000000 My -0.775 -1.318 -1.881 0.00 34.43 -22.54 13 2 0.763750 -0.751 -1.318 -1.882 0.00 32.99 -21.53 15 3 0.770625 MT 0.188 -1.424 1.342 0.00 -15.48 -15.74 13 2 5.346250 -0.607 -1.276 -1.889 0.00 24.35 -15.61 15 3 2.311875 Vz 0.229 -1.395 1.342 0.00 -13.41 -13.56 15 3 6 0.000000 0.168 -1.424 1.342 0.00 -16.52 -16.83 15 4 11.559375 Vy 0.643 1.559 -0.530 0.00 0.41 1.20 13 1 8 0.000000 -0.867 0.553 1.007 0.00 -18.30 11.91 26 8 3 29.405199 N 1.480 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 7 CO56 - 0.60D + 0.60W5 13 2 1 0.000000 -0.839 -1.037 -1.848 0.00 31.95 -19.36 13 1 8 0.000000 Mz -1.087 0.981 1.290 0.00 -25.59 18.04 13 1 8 0.000000 -1.087 0.981 1.290 0.00 -25.59 18.04 13 2 1 0.000000 My -0.839 -1.037 -1.848 0.00 31.95 -19.36 13 2 0.763750 -0.815 -1.037 -1.849 0.00 30.54 -18.57 15 4 0.770625 MT -0.038 1.074 -0.804 0.00 8.51 12.42 13 2 0.763750 -0.815 -1.037 -1.849 0.00 30.54 -18.57 13 1 17.566250 Vz -0.559 0.989 1.504 0.00 -1.15 0.76 13 2 17.566250 -0.308 -1.087 -1.635 0.00 1.25 -0.83 15 4 11.559375 Vy 0.233 1.075 -0.675 0.00 0.52 0.83 13 1 8 0.000000 -1.087 0.981 1.290 0.00 -25.59 18.04 26 7 2 27.515120 N 1.060 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 7 CO55 - 0.60D + 0.60W4 15 3 6 0.000000 1.541 -3.260 2.060 0.00 -25.32 -40.08 13 1 8 0.000000 Mz -0.881 2.097 3.060 0.00 -56.16 38.48 13 1 8 0.000000 -0.881 2.097 3.060 0.00 -56.16 38.48 13 2 1 0.000000 My -0.905 -1.846 -2.933 0.00 53.82 -33.88 13 1 9.165000 -0.574 2.100 3.065 0.00 -28.09 19.24 15 3 6.165000 MT 1.722 -3.250 2.053 0.00 -12.65 -20.02 13 2 9.165000 -0.602 -1.849 -2.937 0.00 26.91 -16.94 13 1 9.165000 Vz -0.574 2.100 3.065 0.00 -28.09 19.24 15 3 6 0.000000 1.541 -3.260 2.060 0.00 -25.32 -40.08 15 4 7 0.000000 Vy 1.570 3.009 -2.188 0.00 26.89 36.99 13 2 1 0.000000 -0.905 -1.846 -2.933 0.00 53.82 -33.88 26 6 5 30.354736 N 2.681 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 7 CO54 - 0.60D + 0.60W3 15 3 6 0.000000 0.290 -1.433 0.525 0.00 -6.28 -18.34 13 1 8 0.000000 Mz -0.758 1.372 1.838 0.00 -33.41 23.56 13 1 8 0.000000 -0.758 1.372 1.838 0.00 -33.41 23.56 13 2 1 0.000000 My -0.884 -0.498 -0.965 0.00 17.62 -10.86 13 1 0.763750 -0.734 1.373 1.839 0.00 -32.01 22.51 15 4 0.770625 MT 0.141 1.291 -1.287 0.00 14.89 14.22 15 4 11.559375 0.416 1.173 -1.290 0.00 0.99 0.90 13 1 0.763750 Vz -0.734 1.373 1.839 0.00 -32.01 22.51 15 3 11.559375 0.584 -1.544 0.496 0.00 -0.38 -1.19 13 1 0.763750 Vy -0.734 1.373 1.839 0.00 -32.01 22.51 13 2 1 0.000000 -0.884 -0.498 -0.965 0.00 17.62 -10.86 26 6 5 30.354736 N 1.409 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 7 CO53 - 0.60D + 0.60W2 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment Drag forces W LC6 - Wind @ 0 Deg. Description Value Unit Notes Finite volume mesh density 20.00 % Turbulence model RANS k-ε Numerical solver type OpenFOAM Simulation type Steady Flow Wind Simulation Analysis Settings No. 1 - Number of nodes 96005 Number of elements 191903 Computational model information Drag force magnitude 1.469 kip Drag force in Z 0.908 kip Drag force in Y 1.149 kip Drag force in X -0.105 kip Drag forces W LC11 - Wind @ 270 Free stream velocity 83.960 mph Maximum number of iterations 500 Finite volume mesh density 20.00 % Turbulence model RANS k-ε Numerical solver type OpenFOAM Simulation type Steady Flow Wind Simulation Analysis Settings No. 1 - Number of nodes 41162 Number of elements 82250 Computational model information Drag force magnitude 1.229 kip Drag force in Z -0.377 kip Drag force in Y 0.014 kip Drag force in X -1.170 kip Drag forces W LC10 - Wind @ 180 Free stream velocity 83.960 mph Maximum number of iterations 500 Finite volume mesh density 20.00 % Turbulence model RANS k-ε Numerical solver type OpenFOAM Simulation type Steady Flow Wind Simulation Analysis Settings No. 1 - Number of nodes 95930 Number of elements 191753 Computational model information Drag force magnitude 1.373 kip Drag force in Z 0.750 kip Drag force in Y -1.138 kip Drag force in X 0.161 kip Drag forces W LC8 - Wind @ 90 Deg. Free stream velocity 83.960 mph Maximum number of iterations 500 Finite volume mesh density 20.00 % Turbulence model RANS k-ε Numerical solver type OpenFOAM Simulation type Steady Flow Wind Simulation Analysis Settings No. 1 - Number of nodes 41248 Number of elements 82423 Computational model information Drag force magnitude 1.230 kip Drag force in Z -0.353 kip Drag force in Y 0.018 kip Drag force in X 1.178 kip Description Value Unit Notes Free stream velocity 83.960 mph Maximum number of iterations 500 Description Value Unit Notes Surfaces 1 Members 1-4 1-4 Object Type All Selected To Calculate Removed Not Valid / Deact.Comment Design Objects to Design 2 2.4 Section 2.4 (ASD), 1. to 7.Ser.Serviceability limit state All 1 2.3 Section 2.3 (LRFD), 1. to 5.Str.Strength limit state (LRFD)All No.Design Situation Type Design Active Design Situation Type for Enumeration Method DS ASCE 7 | 2016 To AISC 360 | 2016 Combinations to Design 8 Commercial 95 Shade Fabric Fabric 6 Cable PE (Pfeifer)More Metals 4 A36 (Plates, Strips and Sheets)Steel 2 A500, Grade C Steel No.Name Design Type Options Comment Material To Material 20 Round HSS 18x0.375 2 Standardized - Steel -- 19 Round HSS 16x0.375 2 Standardized - Steel -- 18 Round HSS 14x0.375 2 Standardized - Steel -- 8.625x0.375 17 Round HSS 2 Standardized - Steel -- 16 Round HSS 28x1.000 2 Standardized - Steel -- 10.75x0.375 15 Round HSS 2 Standardized - Steel -- 14 Round HSS 28x1.000 2 Standardized - Steel -- 12.75x0.375 13 Round HSS 2 Standardized - Steel -- 12 Round HSS 5x0.188 2 Standardized - Steel -- 11 Sqr HSS 6x6x0.250 2 Standardized - Steel -- 10 Round HSS 5x0.250 2 Standardized - Steel -- 9 CHS 3.500/0.165/H 2 Parametric - Thin-Walled -- 8 1 x 19 Cable 3/8 6 Standardized - Steel -- 7 Sqr HSS 8x8x0.250 2 Standardized - Steel -- 6.625x0.280 6 Round HSS 2 Standardized - Steel -- 5 7 x 19 Cable 1/4 6 Standardized - Steel -- 4 Round HSS 4.5x0.188 2 Standardized - Steel -- 3 Round HSS 3x0.188 2 Standardized - Steel -- No.Name Material Design Type for Design Classification Options Section To Section Use Other Section Section Legend Stiffness modification User-Defined Material Legend Design wall thickness reduction Shear stiffness deactivated Thin-walled model USA notation for section properties Warping stiffness deactivated 8.625x0.322 44 Round HSS 2 Standardized - Steel -- 43 Cable PE 10 6 Standardized - Steel -- 42 Round HSS 18x0.500 2 Standardized - Steel -- 41 Round HSS 18x0.375 2 Standardized - Steel -- 40 Round HSS 5x0.188 2 Standardized - Steel -- 12.75x0.375 39 Round HSS 2 Standardized - Steel -- 38 Round HSS 18x0.500 2 Standardized - Steel -- 37 Sqr HSS 10x10x0.250 2 Standardized - Steel -- 36 Rect HSS 8x4x0.250 2 Standardized - Steel -- 35 Round HSS 14x0.375 4 Standardized - Steel -- 34 Rect HSS 10x6x0.250 2 Standardized - Steel -- 33 CHS 3.500/0.165/H 2 Parametric - Thin-Walled -- 32 CHS 3.500/0.365/H 2 Parametric - Thin-Walled -- 31 CHS 4.724/0.236/H 2 Parametric - Thin-Walled -- 29 Rect HSS 8x6x0.250 2 Standardized - Steel -- 28 Sqr HSS 8x8x0.250 2 Standardized - Steel -- 27 Sqr HSS 6x6x0.250 2 Standardized - Steel -- 26 7 x 19 Cable 3/8 6 Standardized - Steel -- 10.75x0.375 25 Round HSS 2 Standardized - Steel -- 24 Round HSS 5x0.188 2 Standardized - Steel -- 23 Rect HSS 8x6x0.250 2 Standardized - Steel -- 22 Sqr HSS 8x8x0.250 2 Standardized - Steel -- 21 Sqr HSS 10x10x0.250 2 Standardized - Steel -- No.Name Material Design Type for Design Classification Options Section To Section Use Other Section Section 1 Default All No.Name Members Config.Assigned to Single-Angle Compression Members Check of the width-to-thickness ratio of elements not defined in Tab. B4.1b Local Buckling Bending about minor axis (Mr,z / Mc,z)ηMr,z 0.001 -- Bending about major axis (Mr,y / Mc,y)ηMr,y 0.001 -- Shear stress due to pure torsion (τt / τc)ητr 0.050 -- Shear (Vr,z / Vc,z)ηVr,z 0.001 -- Shear (Vr,y / Vc,y)ηVr,y 0.001 -- Compression (Pr,c / Pc,c)ηPr,c 0.001 -- Tension (Pr,t / Pc,t)ηPr,t 0.001 -- Limit Values for Special Cases Perform stability design General 1 Default No.Description Symbol Value Unit Config. On profile edge (stabilizing effect) At center point At shear point On profile edge (destabilizing effect) Vertical position Position of Positive Transverse Load Application Settings for Stability Design Use alternative Eq. G5-2 Web crippling Use alternative Eq. F2.1.3-2 Use alternative Eq. F2.1.1-6 Use inelastic reserve capacity Members in flexure Use factor acc. to A1.2(c) Members falling outside the applicability limits AISI S100 AISC 360 Design of cold-formed HSS acc. to standard Cold-Formed Steel Members Use effective slenderness ratio acc. to E5 No.Description Symbol Value Unit Config. 1 Default All No.Name Members Config.Assigned to Cantilever | Relative limit Lc /180 -- Beam | Relative limit L /360 -- Definition type Relative Deformation in y-axis Cantilever | Relative limit Lc /180 -- Beam | Relative limit L /360 -- Definition type Relative Deformation in z-axis or in resulting axis Serviceability Limits (Deflections) 1 Default No.Description Symbol Value Unit Config. 1 No.Name Members Config.Assigned to Depth of column dc 0.000 in Distance from face of column to plastic hinge Sh 0.000000 ft Beam Include overstrength seismic load Seismic member type Beam Seismic force-resisting system OMF | Ordinary moment frames General 1 No.Description Symbol Value Unit Config. 4.932000 DS2 CO54 0.339 LL9120.00 Chapter L | Deflections in y-direction 4.932000 DS2 CO54 0.246 LL9110.00 Chapter L | Deflections in z-direction 0.000000 DS2 CO34 0.000 LL9100.00 Chapter L | Negligible deflections 0.000000 DS1 CO31 0.453 HH7120.00 Chapter H | Flexure with tensile force acc. to H1.2 0.000000 DS1 CO10 0.363 HH7110.00 Chapter H | Flexure with compression force acc. to H1.1 0.000000 DS1 CO31 0.034 GG6300.00 Chapter G | Nominal shear strength in y-axis and/or z-axis acc. to G5 0.000000 DS1 CO1 0.000 FF5500.00 Chapter F | Local buckling acc. to F8 0.000000 DS1 CO31 0.451 FF3500.00 Chapter F | Yielding | Bending about y-axis and/or z-axis acc. to F8 0.000000 DS1 CO1 0.001 EE2000.00 Chapter E | Compression acc. to E3 4 12.330000 DS1 CO31 0.006 DD1100.00 Chapter D | Tension acc. to D2 Beam | 15 - Round HSS 10.75x0.375 | L : 12.330000 ft 4.932000 DS2 CO54 0.367 LL9120.00 Chapter L | Deflections in y-direction 4.932000 DS2 CO54 0.232 LL9110.00 Chapter L | Deflections in z-direction 0.000000 DS2 CO34 0.000 LL9100.00 Chapter L | Negligible deflections 0.000000 DS1 CO31 0.470 HH7120.00 Chapter H | Flexure with tensile force acc. to H1.2 0.000000 DS1 CO7 0.386 HH7110.00 Chapter H | Flexure with compression force acc. to H1.1 0.000000 DS1 CO31 0.035 GG6300.00 Chapter G | Nominal shear strength in y-axis and/or z-axis acc. to G5 0.000000 DS1 CO1 0.000 FF5500.00 Chapter F | Local buckling acc. to F8 0.000000 DS1 CO31 0.468 FF3500.00 Chapter F | Yielding | Bending about y-axis and/or z-axis acc. to F8 0.000000 DS1 CO1 0.001 EE2000.00 Chapter E | Compression acc. to E3 3 12.330000 DS1 CO31 0.006 DD1100.00 Chapter D | Tension acc. to D2 Beam | 15 - Round HSS 10.75x0.375 | L : 12.330000 ft 7.855714 DS2 CO36 0.310 LL9120.00 Chapter L | Deflections in y-direction 7.855714 DS2 CO36 0.507 LL9110.00 Chapter L | Deflections in z-direction 0.000000 DS2 CO34 0.000 LL9100.00 Chapter L | Negligible deflections 0.000000 DS1 CO7 0.535 HH7110.00 Chapter H | Flexure with compression force acc. to H1.1 17.566250 DS1 CO7 0.032 GG6300.00 Chapter G | Nominal shear strength in y-axis and/or z-axis acc. to G5 0.000000 DS1 CO1 0.000 FF5500.00 Chapter F | Local buckling acc. to F8 0.000000 DS1 CO7 0.532 FF3500.00 Chapter F | Yielding | Bending about y-axis and/or z-axis acc. to F8 2 0.000000 DS1 CO7 0.006 EE2000.00 Chapter E | Compression acc. to E3 Beam | 13 - Round HSS 12.75x0.375 | L : 18.330000 ft 7.855714 DS2 CO36 0.346 LL9120.00 Chapter L | Deflections in y-direction 7.855714 DS2 CO36 0.508 LL9110.00 Chapter L | Deflections in z-direction 0.000000 DS2 CO34 0.000 LL9100.00 Chapter L | Negligible deflections 0.000000 DS1 CO10 0.554 HH7110.00 Chapter H | Flexure with compression force acc. to H1.1 17.566250 DS1 CO10 0.033 GG6300.00 Chapter G | Nominal shear strength in y-axis and/or z-axis acc. to G5 0.000000 DS1 CO1 0.000 FF5500.00 Chapter F | Local buckling acc. to F8 0.000000 DS1 CO10 0.551 FF3500.00 Chapter F | Yielding | Bending about y-axis and/or z-axis acc. to F8 1 0.000000 DS1 CO10 0.006 EE2000.00 Chapter E | Compression acc. to E3 Beam | 13 - Round HSS 12.75x0.375 | L : 18.330000 ft No.x [ft]Point No.Situation No.Ratio η [--]Type Description Member Location Stress Design Loading Design Check 0 .4530.425 0.368 0.3 12 0.339 0.3310.30 9 0.241 0.5350.513 0.169Round H SS 10.75x0.375 0.469 0.05 3 0.425 0.034 0.463 0.490 0 .5070.5020.4 940.475 0.41 8 0 .351 0.258Round H SS 12.75x0.37 5 7 x 19 Cab le 3/8 0.184 7 x 1 9 Cable 3 /8 0.0 540.032 x z 0.5540.531 0.486 y 0.440 0.463 0.49 0 0.5080.5 020.4950.475 X 0.418 Y 0.470 0.351 0.4 41 0.382 0 .259 7 x 19 Cable 3/8Round HSS 12.75x0.37 5 0.327 0 .185 0.367 0.3580.335 0.054 Z 0.033 0.261 7 x 19 Cab le 3/8 0.183Round H S S 1 0.75x0.375 0.0570.03 5 XY Z η η η Steel Design Member 1-4 x: 0.000000 DS2 CO34 0.000 LL9100.00 Chapter L | Negligible deflections Steel Design Member 1-4 x: 0.000000 DS1 CO1 0.000 FF5500.00 Chapter F | Local buckling acc. to F8 Steel Design Member 2 x: 0.000000 DS1 CO7 0.006 EE2000.00 Chapter E | Compression acc. to E3 Steel Design Member 4 x: 12.330000 DS1 CO31 0.006 DD1100.00 Chapter D | Tension acc. to D2 axis and/or z-axis acc. to G5 Steel Design Member 3 x: 0.000000 DS1 CO31 0.035 GG6300.00 Chapter G | Nominal shear strength in y- Steel Design Member 3 x: 4.932000 DS2 CO54 0.367 LL9120.00 Chapter L | Deflections in y-direction acc. to H1.2 Steel Design Member 3 x: 0.000000 DS1 CO31 0.470 HH7120.00 Chapter H | Flexure with tensile force Steel Design Member 1 x: 7.855714 DS2 CO36 0.508 LL9110.00 Chapter L | Deflections in z-direction axis and/or z-axis acc. to F8 Steel Design Member 1 x: 0.000000 DS1 CO10 0.551 FF3500.00 Chapter F | Yielding | Bending about y- force acc. to H1.1 Steel Design Member 1 x: 0.000000 DS1 CO10 0.554 HH7110.00 Chapter H | Flexure with compression Addon Type No.Location [ft]Situation No.Ratio η [--]Type Description Objects Design Loading Design Check Computation of Cast in Place Concrete Footing 12000 1200 4000 400 3000 200 1750 175 1807.3.2.1 Nonconstrained Case Where: b = 3 9.20 h = 18.4 P = 4022.79729 S1 =1073 Then: Minimum Vertical Reinforcing Steel: A = 2.92 As min = 5.09 in2 and: # bar = 8 d =9.26 ft Qty = 12 Axial Loading Check: 7.1 ft2 65.4 ft3 9487.6 lbs 1178.0 lbs Total vertical Load = 10665.6 lbs 291.7 psf AFR=Allowable Frictional Resistance Section 1810.3.3.1.4 (max 500 psf) 19947.8 lbs -9282.2 lbs -1313.2 psf Pier Weight + Friction 14717.7 lbs 0.0 lbs -14717.7 lbs Per Geotechnical report, top two feet must be ignored. 3.0 11.50 ft. Deep From Geotechnical report DRILLED PIER FOOTING DESIGN Table 1806.2 ft. Diameter and a minumum of Use a footing with OK is less than allowable Volume of Footing = Weight = OK is less than allowable Axial Load = AFR= Friction Resistance= Actual Load= Actual Pressure = USING SAFETY FACTOR OF 2.0 Uplift Actual Lift Force = distance in feet from ground surface to point of application of "P" applied lateral force in pounds - load from node 1 of RFEM analysis allowable lateral soil-bearing pressure as set forth in Table 1806.2 based on a depth of one third the depth of embedment Area of footing = depth of embedment in earth in feet but not over 12 ft for purpose of computing lateral pressure (change until it matches formula obtained value) Class of Materials 2000 1500 150 diameter of round post or footing or diagonal dimension of square post or footing, feet The following formula may be used in determining the depth of embedment required to resist lateral loads where no constraint is provided at the ground surface such as rigid floor or rigid ground surface pavement. 1. Massive crystalline bedrock Allowable Foundation Pressure (psf)2 Lateral Bearing lbs/ft2/ft Type of soil to use: 100 4. Sand, silty sand, clayey sand, silty gravel and clayey gravel (SW, SP, SM, SC, GM and GC) 5. Clay, sandy clay, silty clay, and clayey silt (CL, ML, MH, and CH) 3. Sandy gravel and/or gravel (GW and GP) 2. Sedimentary and foliated rock www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP041047 STD4 10.75 & 12.75 Rev 2 Page: Specifier: E-Mail: Date: 1 felipepena@playlsi.com 8/20/2025 Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 55 1 1/2 Item number: not available Specification text:Æ 1 1/2 in Hex Head ASTM F 1554 GR. 55 with 25 in nominal embedment depth per Technical data , cast in place installation per MPII, Effective embedment depth: hef = 25.000 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data Issued I Valid: - | - Proof: Design Method ACI 318-19 / CIP Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b) Stand-off installation: eb = 0.000 in. (no stand-off); t = 1.500 in. Anchor plateR : lx x ly x t = 19.000 in. x 19.000 in. x 1.500 in.; (Recommended plate thickness: not calculated) Profile: Round HSS (AISC), HSS12-3/4X.375; (L x W x T) = 12.750 in. x 12.750 in. x 0.375 in. Base material: cracked concrete, Custom, fc' = 4,500 psi; h = 420.000 in. Reinforcement: tension: present, shear: present; anchor reinforcement: tension edge reinforcement: > No. 4 bar with stirrups R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [kip, ft.kip] Loads from Node 1 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP041047 STD4 10.75 & 12.75 Rev 2 Page: Specifier: E-Mail: Date: 2 felipepena@playlsi.com 8/20/2025 1.1 Design results Case Description Forces [kip] / Moments [ft.kip]Seismic Max. Util. Anchor [%] 1 Combination 1 N = -3.406; Vx = -4.886; Vy = 3.054; Mx = -56.26000; My = -91.22000; Mz = 0.00000; no 78 2 Load case/Resulting anchor forces Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 7.971 1.440 -1.222 0.763 2 50.974 1.440 -1.222 0.763 3 0.000 1.440 -1.222 0.763 4 27.147 1.440 -1.222 0.763 Max. concrete compressive strain: 0.76 [‰] Max. concrete compressive stress: 3,327 [psi] Resulting tension force in (x/y)=(5.296/-2.401): 86.093 [kip] Resulting compression force in (x/y)=(-7.136/5.234): 89.499 [kip] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [kip]Capacity f Nn [kip]Utilization bN = Nua/f Nn Status Steel Strength*50.974 79.312 65 OK Pullout Strength*50.974 65.948 78 OK Concrete Breakout Failure**1 N/A N/A N/A N/A Concrete Side-Face Blowout, direction **N/A N/A N/A N/A * highest loaded anchor **anchor group (anchors in tension) 1 Tension Anchor Reinforcement has been selected! www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP041047 STD4 10.75 & 12.75 Rev 2 Page: Specifier: E-Mail: Date: 3 felipepena@playlsi.com 8/20/2025 3.1 Steel Strength Nsa = Ase,N futa ACI 318-19 Eq. (17.6.1.2) f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 1.41 75,000 Calculations Nsa [kip] 105.750 Results Nsa [kip]f steel f Nsa [kip]Nua [kip] 105.750 0.750 79.312 50.974 3.2 Pullout Strength NpN = y c,p Np ACI 318-19 Eq. (17.6.3.1) Np = 8 Abrg f' c ACI 318-19 Eq. (17.6.3.2.2a) f NpN ³ Nua ACI 318-19 Table 17.5.2 Variables y c,p Abrg [in.2]l a f' c [psi] 1.000 2.62 1.000 4,500 Calculations Np [kip] 94.212 Results Npn [kip]f concrete f Npn [kip]Nua [kip] 94.212 0.700 65.948 50.974 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP041047 STD4 10.75 & 12.75 Rev 2 Page: Specifier: E-Mail: Date: 4 felipepena@playlsi.com 8/20/2025 4 Shear load Load Vua [kip]Capacity f Vn [kip]Utilization bV = Vua/f Vn Status Steel Strength*1.440 41.242 4 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**5.762 117.221 5 OK Concrete edge failure in direction y+**5.762 23.217 25 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa = 0.6 Ase,V futa ACI 318-19 Eq. (17.7.1.2b) f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi] 1.41 75,000 Calculations Vsa [kip] 63.450 Results Vsa [kip]f steel f Vsa [kip]Vua [kip] 63.450 0.650 41.242 1.440 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP041047 STD4 10.75 & 12.75 Rev 2 Page: Specifier: E-Mail: Date: 5 felipepena@playlsi.com 8/20/2025 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 2 7.667 0.000 0.000 11.500 y c,N cac [in.]kc l a f' c [psi] 1.000 -24 1.000 4,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [kip] 1,296.00 529.00 1.000 1.000 1.000 1.000 34.176 Results Vcpg [kip]f concrete f Vcpg [kip]Vua [kip] 167.458 0.700 117.221 5.762 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP041047 STD4 10.75 & 12.75 Rev 2 Page: Specifier: E-Mail: Date: 6 felipepena@playlsi.com 8/20/2025 4.3 Concrete edge failure in direction y+ Vcbg = (AVc AVc0)y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1b) f Vcbg ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)* AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ec,V = (1 1 + e' v 1.5ca1 )£ 1.0 ACI 318-19 Eq. (17.7.2.3.1) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = 9 l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1b) Variables ca1 [in.]ca2 [in.]ecV [in.]y c,V ha [in.] 11.500 11.500 0.000 1.400 420.000 le [in.]l a da [in.]f' c [psi]y parallel,V 12.000 1.000 1.500 4,500 1.000 Calculations AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [kip] 621.00 595.13 1.000 0.900 1.000 23.545 Results Vcbg [kip]f concrete f Vcbg [kip]Vua [kip] 30.956 0.750 23.217 5.762 *Anchor row defined by: Anchor 3, 4; Case 3 controls 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.773 0.248 5/3 75 OK bNV = bz N + bz V <= 1 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP041047 STD4 10.75 & 12.75 Rev 2 Page: Specifier: E-Mail: Date: 7 felipepena@playlsi.com 8/20/2025 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format. • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • For additional information about ACI 318 strength design provisions, please go to https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/ • The design of Anchor Reinforcement is beyond the scope of PROFIS Engineering. Refer to ACI 318-19, Section 17.5.2.1 (a) for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Engineering calculations. Fastening meets the design criteria! www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP041047 STD4 10.75 & 12.75 Rev 2 Page: Specifier: E-Mail: Date: 8 felipepena@playlsi.com 8/20/2025 7 Installation data Anchor type and diameter: Hex Head ASTM F 1554 GR. 55 1 1/2 Profile: Round HSS (AISC), HSS12-3/4X.375; (L x W x T) = 12.750 in. x 12.750 in. x 0.375 in. Item number: not available Hole diameter in the fixture: df = 1.562 in. Maximum installation torque: - Plate thickness (input): 1.500 in. Hole diameter in the base material: - in. Recommended plate thickness: not calculated Hole depth in the base material: 25.000 in. Minimum thickness of the base material: 26.500 in. Æ 1 1/2 in Hex Head ASTM F 1554 GR. 55 with 25 in nominal embedment depth per Technical data , cast in place installation per MPII Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -6.500 -6.500 11.500 24.500 11.500 24.500 2 6.500 -6.500 24.500 11.500 11.500 24.500 3 -6.500 6.500 11.500 24.500 24.500 11.500 4 6.500 6.500 24.500 11.500 24.500 11.500 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP041047 STD4 10.75 & 12.75 Rev 2 Page: Specifier: E-Mail: Date: 9 felipepena@playlsi.com 8/20/2025 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. HESPERIAN ST BRISTOL ST TO L L I V E R S T ALLEY 100 CH 101 CONC 102 CONC103 CONC 104 CONC 105 LP 106 IS 107 CH 108 HDR 110 CH 111 CONC 112 CONC 113 CONC 114 CONC 115 CH 116 LP 117 CONC 118 CONC 119 CONC 120 TC 121 LP 122 TC 123 TC 124 TRASH 125 TC 126 TC 127 CONC 128 CONC 129 LP 130 IS 131 LP 132 CONC 133 LP 134 LG 135 LG 136 LG 137 LG 138 FL 139 LP 140 FL 141 LP 142 IS 143 LP 145 DF 146 TABLE 147 TABLE 148 HDR 149 CH 150 CH/HDR 151 CH/HDR 153 CH 154 CH 156 CH 157 CH158 CH 159 CH 160 CH 161 CH 162 CH 163 CH 164 CH 169 TABLE 170 CH 171 MS 172 CONC 173 CONC 174 CONC 175 CONC176 CONC 177 BENCH 178 TRASH 179 TRASH 180 LP 181 BENCH 182 HDR 183 TRASH 184 CONC 185 CONC 186 CONC 187 CONC 188 BENCH 189 BENCH 190 LP 191 CONC 192 CONC 193 CONC 194 HOOP 195 HOOP 196 CONC 197 CONC 198 CONC 199 CONC 200 CONC 201 CH 202 CH 203 CONC 204 CONC 205 CONC 206 CONC 207 CONC 208 CONC 209 CONC 210 CONC 211 CONC 212 CONC 213 CONC 214 CONC 215 CONC 216 CONC 217 CONC 218 CONC 219 CONC 220 CONC 221 CONC 222 CONC 223 CONC 224 SWLK 226 CONC 227 CONC228 CONC 230 CONC 231 CONC 232 CONC 233 CONC 234 SWLK 235 SWLK 236 SWLK 237 CONC 238 CONC 239 SWLK 242 SWLK 245 LP246 DF 247 LP C1 C2 C3 C5 L1 C6 L2 C7 C8 C9 L3 L4 L5 C11C12C14 C1 5 C16 C17 C18 C19C20 C22 C2 4 L10 L1 1 C25 L12 C27 C2 8 C31 C32 C34 C35 248 HDR 249 HDR 250 HDR L1 4 251 HDR 252 CONC 253 HDR 255 HDR 256 HDR C37 257 HDR 258 HDR 259 HDR 260 CH 261 CH 262 CONC 263 CH 264 CH 266 CONC 267 CONC 268 CONC 269 BENCH 271 HDR C39 L16 L17 272 FENCE 273 FENCE 274 HDR 275 FENCE L1 8 279 FENCE 281 FENCE 282 CONC 283 FENCE 284 FENCE 285 FENCE 286 FENCE C46 C47C48 L19 C49 287 BENCH 288 BENCH 289 BENCH 290 LP 291 CH C50 L2 0 L21 292 CH 293 CONC 294 BR 295 BR 296 BR 297 BR 298 BR 299 BR300 BR 301 BR 302 BR 303 HDR 304 HDR C54 C55C56 L22 C57 C5 8 C59 C60 C61 C62 L2 3 C63 L24 C64L25 L75 L26 C66 L27 L2 8 C67 L3 4 C6 8 305 CONC 306 CONC C69 370 LP 371 MS 372 TRASH 373 MS 374 MS 375 FE 376 FE 377 FE 378 FE 379 COLUMN 380 COLUMN 381 COLUMN 382 COLUMN 383 LP 384 TREE 385 TREE 386 TREE 387 TREE388 TREE 389 TREE 390 TREE 391 TREE 392 TREE 393 TREE 394 TREE 395 TREE 396 TREE397 TREE 398 TREE 399 TREE 400 TREE 401 TREE 402 TREE 403 TREE 404 TREE 405 TREE 406 TREE 407 TREE 408 TREE 409 TREE 410 TREE 411 TREE 412 TREE 413 TREE 414 TREE 415 TC 416 TREE 417 TREE 418 TREE 419 TREE 420 TREE 421 TREE 422 TREE 423 TREE 424 TREE 425 TREE 426 TREE 427 TREE 428 TREE 429 TREE 430 TREE 431 TREE 432 TREE 433 TREE 434 TREE 435 TREE 436 TREE 437 TREE 438 TREE 439 TREE 440 TREE 441 TREE 442 TREE 443 TREE444 TREE 445 TREE 446 TREE 447 TREE 448 TREE 449 TREE 450 TREE 451 TREE 452 TREE 454 TREE 455 TREE 456 TREE 457 TREE 458 TREE 459 LP (BY OTHERS) C138 C139 C140 C141461 RAMP 465 RAMP 468 RAMP 470 RAMP 471 TC 473 TC 474 TC C145 475 CONC 476 CONC 477 CONC 478 CONC 479 CONC 480 CONC 483 CONC 484 CONC 485 CONC L89 L9 1 487 CONC L92 L93 488 CONC 489 CONC C14 7 L94 L9 5 490 CONC 491 CONC 492 CONC 493 CONC C148 C149 494 BENCH 495 BENCH L96 L9 7 C15 0 C151 L98 C153 L99 C1 5 5 C10 L100 L15 L29 C137 496 FENCE 225 CONC 229 CONCC33 C26 152 CH C23 C29 472 TC 155 CH 144 TABLE 498 COLUMN 499 COLUMN 500 COLUMN 501 COLUMN 502 EQ 503 EQ 504 EQ 505 EQ 506 EQ 507 EQ 508 CONC 509 CONC 510 SWLK 511 SWLK 512 EQ 513 EQ 514 EQ C157 515 BOL 244 SWLK C158 C159 516 FL 482 CONC C16 0 517 CONC 518 CONC C161 497 COLUMN 519 CONC 520 CONC 521 CONC 522 CONC 523 CONC 524 CONC L36 L37 L3 8 L39 L40 L41 L4 2 L43 L44 L45 L46 525 FENCE 526 FENCE 527 FENCE 528 FENCE 486 CONC L4 7 C162 L49 529 CONC 530 CONC 531 CONCC163 33'± 10 5 ' ± SPORTS COURT STRIPING (BY OTHERS) HORIZONTAL CONTROL PLAN DA-01 SH T - D A 0 1 - X X X X X X - R 0 0 . D W G (SCALE : 1" = 20') 4 NOTES: 1.FOR POINT, LINE, AND CURVE TABLES, SEE SHEET DA-02. 2.CURB POINTS REPRESENTS FACE OF CURB. 3.REFER TO UTILITY PLANS FOR HORIZONTAL CONTROL OF PROPOSED UTILITY IMPROVEMENTS. LEGEND: PROPOSED ARCHITECTURAL DECORATIVE FENCE PROPOSED LANDSCAPE AREA PROPOSED ENHANCED PAVEMENT PROPOSED BIORETENTION BASIN PROPOSED AC ROADWAY PAVEMENT PROPOSED PEDESTRIAN CONCRETE PAVING PROPOSED TURF FUTURE SKATEPARK WITH INTERIM 2" MULCH COVER (BY OTHERS) - PERIMETER HEADER BY CONTRACTOR PROPOSED ALLEY CONCRETE PAVING PROPOSED VEHICULAR ACCESS CONCRETE PAVING COLD MILL AND OVERLAY FILE NO.: CITY OF SANTA ANA PUBLIC WORKS AGENCY REVISIONS REFERENCES NUMBER DATE INITIALS DESCRIPTION APPROVED INSTALLED CONSTRUCTION COMPLETED: SHEET OF 53 PR O J E C T N O . 2 4 - 6 6 0 0 : B R I S T O L - T O L L I V E R S T R E E T U R B A N G R E E N I N G P R O J E C T BENCHMARK NO.: SA-330-99 ELEV.: 80.635 NAVD88 .DA. TWO WORKING DAYS BEFORE YOU DIG Underground Service Alert NOTICE TO CONTRACTOR of Southern California PURSUANT TO ASSEMBLY BILL 4216 NO EXCAVATION PERMIT IS VALID UNLESS THE CONTRACTOR CONTACTS AND OBTAINS A DIG ALERT TICKET NUMBER. CALL 811 AT LEAST TWO WORKING DAYS PRIOR TO COMMENCING EXCAVATION. Know what's below. before you dig.Call R DATE DESIGNED: JS DRAWN: ML/NP/RA/JA CHECKED: JS REVIEWED FOR CONSTRUCTABILITY: SEAN THOMAS, PRINCIPAL CIVIL ENGINEER PRINCIPAL CIVIL ENGINEER RCE NO.: 62968 SENIOR CIVIL ENGINEER: ELEVATIONS SHOWN HEREON ARE BASED UPON THE COUNTY OF ORANGE SURVEY BENCHMARK SA-330-99 WITH A PUBLISHED ELEVATION OF 80.635 FEET (NAVD88). THE BEARINGS AND COORDINATES SHOWN HEREON ARE BASED UPON THE CALIFORNIA COORDINATE SYSTEM OF 1983 (CCS83), ZONE 6 NAD83. BEARINGS ARE BASED LOCALLY UPON FIELD-OBSERVED BASELINE BETWEEN CONTINUOUSLY OPERATING REFERENCE STATIONS (CORS) TRAK AND LGWD. SAID BEARING WAS MEASURED TO BE N56°03'03” E. 12/13/2024 12/13/2024 RCE NO.: 85736 PS-07129 BRISTOL-TOLLIVER STREET URBAN GREENING PREPARED UNDER THE SUPERVISION OF: JUSTIN SMITH, PE RECOMMENDED FOR CONSTRUCTION: JASON GABRIEL, PRINCIPAL CIVIL ENGINEER PRINCIPAL CIVIL ENGINEER RCE NO.: 80470 100% DESIGN SUBMITTAL PROPOSED SPORTS COURT CONCRETE SLAB 3 07/24/25 J.S.SKATE PARK REVISION 2 06/20/25 J.S.SPORTS COURT REVISION 4 08/19/25 J.S.DESIGN REVISIONS 4 4 4 4 4 4 Part No: CP042041 SCALE 1/75 WEIGHT: N/A Installation of 1,900 sq-ft shade structure at the Bristol-Tolliver Street Urban Greening Project (City Project No. 24-6600) Skyways by Landscape Structures Inc. 8131 Forney Rd. Dallas TX, 75227 playlsi.com Date: Drawn by: Designed by: Approved by: Drawing: Sheet No.: 12/6/24 TM DG A For Approval 12/6/24 TM 400-2025-173 SO-01018878 CP042041 DG Joined Sails SO-01018878 Bristol Tolliver Park 712 S Bristol St. Santa Ana, CA, 92703 Project No. Sheet title Sheet Size: Reference Scale: 1"1/2"1/2"1/2" #Revision Date By Stamp: Project Info.: 'D' 34"x22" 1 Revisions General Notes 5. CONCRETE: 6. STEEL CABLES: i.28 DAY STRENGTH: f'c=4,500 PSI (MIN.) ii.AGGREGATE: HR iii.SLUMP: 3-5 iv.TYPE II/V PORTLAND CEMENT SHALL CONFORM TO ASTM C-150 v.AGGREGATE SHALL CONFORM TO ASTM C-33 vi.NO AIR REQUIRED a.STRUCTURAL WIRE ROPE CABLES SHALL CONFORM TO THE LATEST REVISION OF ASTM A 603, "STANDARD SPECIFICATION FOR ZINC-COATED STEEL STRUCTURAL WIRE ROPE." b.STRUCTURAL STRAND CABLES SHALL CONFORM TO THE LATEST REVISIONS OF A 586, "STANDARD SPECIFICATION FOR ZING-COATED PARALLEL AND HELICAL STEEL WIRE STRUCTURAL STRANDS. c.SEVEN WIRE PRE-STRESSING STRANDS SHALL CONFORM TO THE LATEST REVISION OF ASTM A 416, "STANDARD SPECIFICATION FOR UNCOATED SEVEN WIRE STRESS RELIEVED STRAND FOR PRE-STRESSED CONCRETE" AND SHALL BE GRADE 270. d.WIRE ROPE CABLE SHALL BE 7X19 STRAND CORE GALVANIZED WIRE ROPE WITH A BREAKING STRENGTH VALUE OF: i. 3/8" DIAMETER= 14,000 LBS e.CABLES SHALL BE FED THROUGH THE FABRIC SLEEVES AROUND THE PERIMETER OF THE CANOPY AND TENSIONED UNTIL THE FABRIC PANELS (DESIGNED PURPOSELY UNDERSIZED) REACH A TAUGHT APPEARANCE. ANY LONG-TERM CABLE SAG SHALL BE MINIMIZED DURING THE MAINTENANCE RE-TIGHTENING VISITS AS REQUIRED. a.CONCRETE WORK SHALL BE EXECUTED IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN CONCRETE INSTITUTE BUILDING CODE. b.CONCRETE SPECIFICATIONS SHALL BE AS FOLLOWS: c.ALL CONCRETE STEEL REINFORCEMENT SHALL CONFORM TO ASTM A-615 GRADE 60. d.REINFORCING STEEL SHALL BE DETAILED, FABRICATED, AND PLACED IN ACCORDANCE WITH THE LATEST ACI DETAILING MANUAL AND RSI MANUAL OF STANDARD PRACTICE. e.REINFORCING CONCRETE COVER SHALL BE 3" MIN. f.ALL CAST-IN-PLACE CONCRETE SHALL BE COMPACTED USING HIGH FREQUENCY VIBRATING EQUIPMENT. g.TOP OF PIERS ARE DESIGNED NON-CONSTRAINED. h.ALL ANCHOR BOLTS SET IN CONCRETE SHALL COMPLY WITH ASTM F-1554 GRADE 55 i.ALL NON-SHRINK GROUT SHALL HAVE A MINIMUM 28 DAYS COMPRESSIVE STRENGTH OF 5000 PSI AND SHALL COMPLY WITH THE REQUIREMENTS OF ASTM C-109, ASTM C939, ASTM C1090 WHEN APPLICABLE. j.PRIOR TO INSTALLATION OF FOUNDATION, INSTALLER SHALL VERIFY SOILS APPEAR TO BE CAPABLE BEARING SOILS AND ARE NOT MUDDY, LIQUIDY, OR ANY OTHER FORM OF NON-LOAD BEARING SOIL. 3. BOLTS AND WELDS: SHALL CONFORM TO THE FOLLOWING REQUIREMENTS U.N.O a.PIPES SHALL CONFORM TO ASTM A 53, GRADE B, TYPE E OR S. b.STRUCTURAL TUBING SHALL CONFORM TO ASTM A 500, GRADE B/C. c.PLATES AND BARS SHALL CONFORM TO ASTM A 36 OR A 572 GRADE 50. d.TUBING SHALL BE INTERNALLY COATED WITH ZINC AND ORGANIC COATINGS TO PREVENT CORROSION AS MANUFACTURED BY ALLIED TUBE & CONDUIT. e.PINS SHALL CONFORM TO ASTM A 36, OR ASTM A 588, GRADE 50. ALL PINS SHALL BE GALVANIZED. f.ALL STRUCTURAL STEEL SHALL BE SHOT BLASTED PRIOR TO PAINT g.ALL WORK SHALL BE FREE OF OIL, GREASE, AND MACHINING CHIPS. 2. MATERIALS: MEMBERS SHALL CONFORM TO THE FOLLOWING REQUIREMENTS U.N.O. i.AMERICAN INSTITUTE OF STEEL CONSTRUCTION - "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES." ii.AMERICAN INSTITUTE OF STEEL CONSTRUCTION - "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS." iii.AMERICAN INSTITUTE OF STEEL CONSTRUCTION - "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A 325 OR A 490 BOLTS." iv.AMERICAN WELDING SOCIETY - "STRUCTURAL WELDING CODE" AWS D1.1 v.AMERICAN SOCIETY FOR TESTING AND MATERIALS - AS REFERENCED HEREIN. vi.AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) - AS REFERENCED. 1. GENERAL NOTES: a. ALL WORK SHALL COMPLY WITH THE LATEST EDITION OF THE FOLLOWING: b. DO NOT SCALE OFF OF DRAWINGS 7. FABRIC NOTES: a.FABRIC SHALL BE MANUFACTURED BY GALE PACIFIC OR ANY OTHER MANUFACTURER WHO CAN MEET THE SPECIFICATIONS LISTED BELOW. b.FABRIC SHALL BE POLYETHYLENE MATERIAL c.THE FABRIC SHALL ACHIEVE AN ULTIMATE TENSILE CAPACITY WHEN TESTED PER ASTM D-5034 IN THE: d.WARP DIRECTION OF 100 LBS PER INCH AT 66% MAX ELONGATION. e.FILL DIRECTION OF 50 LBS PER INCH AT 33% MAX ELONGATION. f.ACROSS THE SEAM OF STITCHING OF 80 LBS PER INCH AT 80% MAX ELONGATION g.THE FABRIC SHALL RETAIN 80% OF ITS TENSILE AND TEARING STRENGTH AFTER ULTRAVIOLET EXPOSURE PER ASTM G53 USING A 313 NM LIGHT SOURCE FOR 500 HOURS WHILE MOISTENED FOR 1 HOUR EVERY 12 HOURS. h.FABRIC SHALL REQUIRE ANNUAL INSPECTION AND MAINTENANCE. FABRIC SAMPLES OF THE SAME MATERIAL WHICH ARE MAINTAINED AT THE PROJECT SITE SHALL BE TESTED TO BE IN COMPLIANCE WITH ASTM D5034 AND D2261. THE ANNUAL TESTING ON THE APPROVED PLANS SHALL BE COMPARED TO THE FABRIC SPECIFICATIONS INDICATED ABOVE. THE FABRIC SHALL BE REPLACED WHEN THE TEST RESULTS RETURN LESS THAN 50% OF THE ULTIMATE VALUES NOTED ABOVE. i.IT IS REQUIRED THAT THE FABRIC TOP SHALL BE REMOVED PRIOR TO A NATURAL EVENT WHERE THE SNOW AND WIND LOADS EXCEED S WHAT IS SPECIFIED UNDER "DESIGN INFORMATION". j.A VISUAL INSPECTION LOOKING FOR TEAR AND ABNORMAL WEAR IN FABRIC MATERIAL AND THREAD IS REQUIRED PRIOR TO RE-INSTALLATION. SHADE STRUCTURE MANUFACTURER SHALL BE NOTIFIED IF SIGNIFICANT DAMAGE IS PRESENT BEFORE RE-INSTALLATION. k.FABRIC MEMBRANES SHALL CONFORM TO FIRE PROPAGATION PERFORMANCE CRITERIA OF NFPA 701, OR HAVE A FLAME SPREAD INDEX NOT GREATER THAN 25 WHEN TESTED IN ACCORDANCE WITH ASTM E 84. GENERAL NOTES: DESIGN INFORMATION CODE AND LOADS: BUILDING CODE: CBC 2022 OCCUPANCY CLASSIFICATION - A-3 CONSTRUCTION TYPE - VB RISK CATEGORY - II SINGLE STORY STRUCTURE LOADS: DEAD LOAD= SELF WEIGHT LIVE LOAD = 5 PSF DESIGN WIND LOAD Vult=105 MPH, 0.85 SEC. GUST EXPOSURE: C KZT: 1 GROUND SNOW LOADS: 5 PSF THIS STRUCTURE WAS NOT DESIGNED FOR A FLOOD HAZARD AREA. SOILS WERE EVALUATED USING VALUES OBTAINED FROM GEOTECHNICAL REPORT PROJECT NO:24-6600 BY TERRACON, DATED NOVEMBER 14, 2024. PRIOR TO PLACEMENT OF ANY FOUNDATION ELEMENTS, CONTRACTOR SHALL EXAMINE THE SOIL AND VERIFY THE BEARING STRATA (BOTTOM OF FOOTING) DOES NOT CONTAIN MUD, ORGANIC SILT, ORGANIC CLAYS, PEAT, UNPREPARED FILL, OR ANY FORM OF NON-LOAD BEARING CAPABLE SOILS. IF ANY OF THESE CONDITIONS ARE ENCOUNTERED, CONTRACTOR SHALL NOTIFY SKYWAYS IMMEDIATELY FOR ADDITIONAL RECOMMENDATIONS. CONTRACTOR SHALL REVIEW GEOTECHNICAL REPORT FOR ADDITIONAL REQUIREMENTS INVOLVING SOIL PREPARATION, CASING, ETC. PRIOR TO BEGINNING DRILLING OPERATIONS. REFERENCE GEOTECHNICAL REPORT FOR ANY ADDITIONAL REQUIREMENTS. ALLOWABLE BEARING 1750 PSF LATERAL BEARING: 175 PSF/FT - PER 1806.3.4, IN DETERMINING OUR S1 VALUES IN THE CALCS, WE HAVE DOUBLED THIS VALUE. WE REACHED OUT TO THE GEOTECHNICAL ENGINEER PRIOR TO DOING THIS FOR THEIR APPROVAL AND WERE GIVEN PERMISSION TO DO THIS. CABLE STRESS: 800 LBS MIN 4. EXECUTION: a.STEEL FABRICATOR SHALL PROVIDE EFFECTIVE, FULL TIME QUALITY CONTROL OVER ALL FABRICATION ACTIVITIES. b.VISUAL INSPECTION SHALL BE PERFORMED TO ENSURE ALL WELDS CONFORM TO AWS STANDARDS. c.GRIND SMOOTH ALL SHARP EDGES AND CORNERS a.ALL WELDS SHALL BE CONTINUOUS WHERE LENGTH IS NOT GIVEN. b.ALL WELDS SHALL DEVELOP THE FULL STRENGTH OF THE WEAKER MEMBER. ALL WELDS SHALL BE MADE USING E70XX .035 OR .045 WIRE. c.ALL WELDED JOINTS SHALL CONFORM TO AWS PRE-QUALIFIED WELDED JOINTS AS DESIGNATED BY THE STANDARD WELD SYMBOLS AND TERMS AS SHOWN ON THE DRAWINGS. d.WELDS SHALL BE MADE ONLY BY OPERATORS WHO HAVE BEEN PREVIOUSLY QUALIFIED BY TESTS, AS PRESCRIBED IN THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY, D1.1, "STRUCTURAL WELDING CODE", TO PERFORM THE TYPE OF WORK REQUIRED. e.SHOP CONNECTIONS SHALL BE WELDED U.N.O. FIELD CONNECTIONS SHALL BE BOLTED AS INDICATED ON THE DRAWINGS. WELDING OF FIELD CONNECTIONS SHALL NOT BE ACCEPTED WITHOUT WRITTEN CONSENT FROM THE EOR. f.ALL FILLET WELDS SHALL BE A MINIMUM OF 3/16" UNLESS OTHERWISE NOTED. g.TOLERANCES ON HOLES FOR CONNECTIONG PLATES AND BOLTED ELEMENTS IN FIELD SHALL BE +1/16" LARGER THAN THE NOMINAL DIAMETER OF THE BOLT, FOR BASE PLATES IT SHALL BE 1/8" LARGER. BOLT HOLES IN METAL PARTS MAY BE BURNED USING A FLAME CUTTING MACHINE. h.SPECIAL ATTENTION SHALL BE GIVEN TO WELDS IN AREAS IN DIRECT CONTACT WITH SHADE FABRIC TO ENSURE THAT THESE WELDS ARE GROUND SMOOTH AND DO NOT HAVE SHARP EDGES OR BURRS. i.ALL THREADED ROD SHALL CONFORM TO ASTM A36, OR ASTM A 572, GRADE 50. AMMTEC CONSULTANTS FOR Oct 22, 2025 80.0 78.5 79.0 79.5 80.5 81.0 81.5 80.0 78.5 79. 0 79.5 78.5 79.079.5 80.0 IR V IR V IR V IR V B IR V B IR V B IR V B TB J BRISTOL STREET RESIDENTIAL NEIGHBORHOOD MA R T I N L U T H E R K I N G J R . EL E M E N T A R Y S C H O O L 80.0 78.5 79.0 79.5 80.5 81.0 81.5 80.0 78.5 79. 0 79.5 78.5 79.079.5 80.0 IR V IR V IR V IR V B IR V B IR V B IR V B TB J T3 T4 A-04 A-04 A-02 6' - 0 " A-05 S-02 S-04S-01 S-04S-04 S-06 P-03 A-06 A-07 A-08 A-09 S-01 S-02 A-04 P-03 P-03 8' - 0 " P-03 S-01 P-01 P-03 S-03 P-03 F-01 F-01 S-09 S-09 S-04 S-04 S-04 S-04 S-04 6'-0"S-04 S-04 S-01 S-01 S-05 S-05 P-02 P-01 P-01 P-01 120'-0" 56'-0" 72'-0" R 4 0 0 ' - 0 " R 1 4 0 ' - 0 " R 1 3 8 ' 0 " F-01 S-02 A-05 A-09 A-09 A-04 A-04 A-04 A-04 A-08 C B C B C B C B C B C B C B D S-08 S-07 CODE DESCRIPTION DETAIL SITE AMENITIES FULL SIZE BASKETBALL COURT B/L-7 SKATE PARK - SEE SEPARATE PLAN BASKETBALL BACKBOARD, HOOP AND CURVED POST A/L-7 DROUGHT TOLERANT LANDSCAPE - SEE PLANTING PLANS EXISTING CMU WALL DROUGHT TOLERANT TURF W/ SUBSURFACE WATERING SYSTEM BIORETENTION BASIN WITH UNDERDRAINS- SEE CIVIL PLANS WORKOUT EQUIPMENT W/ SHADE STRUCTURE - SEE SPECS PLAYGROUND AREA W/ SHADE STRUCTRES- SEE SPECS FENCE ARCHITECTURAL DECORATIVE FENCE E/L-4 A-01 A-02 A-03 A-04 A-05 A-06 A-07 A-08 A-09 F-01 REFERENCE NOTES SCHEDULE PAVING CONCRETE PAVING - SEE CIVIL PLANS INTERLOCKING CONCRETE PAVERS - SEE CIVIL PLANS 6" WIDE CONCRETE 0" CURB - SEE CIVIL PLANS SPORT COURT SURFACE COLOR PER SPECIFICATIONS SITE FURNISHINGS PARK BENCH B/L-4 TRASH / RECYCLING A/L-4 WATER STATION W/DOG BOWL - SEE CIVIL PLANS PATH / AREA LIGHT POLE - SEE ELECTRICAL PLANS TREE WELLS IN PAVEMENT - SEE PLANTING PLANS PICNIC BENCH C/L-4 MONUMENT SIGN - SEE CIVIL PLANS BOULDERS D/L-4 INTERPRETIVE SIGN - SEE CIVIL PLANS P-01 P-02 P-03 P-04 S-01 S-02 S-03 S-04 S-05 S-06 S-07 S-08 S-09 BOULDER LEGEND 3' (HIGH) x 3' (WIDTH) x 2' (LENGTH) 2.5' (HIGH) x 2' (WIDTH) x 2.5' (LENGTH) 2' (HIGH) x 2' (WIDTH) x 2' (LENGTH) DECORATIVE FENCE LEGEND POINT OF HORIZONTAL CURVE TANGENCY VARYING HEIGHT DECORATIVE FENCE - SEE E/L-4 DECORATIVE FENCE SEGMENT POINT OF VERTICAL TANGENCY - SEE F/L-4 T1 X NOTE; REFER TO CIVIL PLANS FOR DECORATIVE FENCE LAYOUT. INFORMATION INCLUDED IN LANDSCAPE PLANS IS FOR REFERENCE PURPOSES ONLY FINISH SURFACE LEGEND INTEGRAL COLOR TINTED PCC PATHWAY WITH SURFACE RETARTER FINISH - SEE CIVIL PLANS FOR INSTALLATION AND SPECIFICATIONS FOR FINISH INTERLOCKING CONCRETE PAVERS - SEE CIVIL PLANS FOR INSTALLATION AND SPECIFICATIONS FOR FINISH RESILIENT RUBBER SURFACE - SEE CIVIL PLANS FOR INSTALLATION AND SPECIFICATIONS FOR FINISH SKATE PARK SURFACE - SEE CIVIL AND SKATE PARK PLANS SPORTS COURT SURFACE - SEE CIVIL PLANS FOR INSTALLATION AND SPECIFICATIONS FOR COLOR PATTERN AND FINISH FILE NO.: CITY OF SANTA ANAPUBLIC WORKS AGENCY REVISIONS REFERENCES NUMBER DATE INITIALS DESCRIPTION APPROVED INSTALLED CONSTRUCTION COMPLETED: SHEET OF 53 PR O J E C T N O . 2 4 - 6 6 0 0 : B R I S T O L - T O L L I V E R S T R E E T U R B A N G R E E N I N G P R O J E C T BENCHMARK NO.: SA-330-99 ELEV.: 80.635 NAVD88 TWO WORKING DAYSBEFORE YOU DIG Underground Service Alert NOTICE TO CONTRACTOR of Southern California PURSUANT TO ASSEMBLY BILL 4216 NO EXCAVATION PERMITIS VALID UNLESS THE CONTRACTOR CONTACTS AND OBTAINS A DIG ALERT TICKET NUMBER. CALL 811 AT LEAST TWOWORKING DAYS PRIOR TO COMMENCING EXCAVATION. Know what's below.before you dig.Call R DATE DESIGNED: MA DRAWN: PL CHECKED: MA REVIEWED FOR CONSTRUCTABILITY:SEAN THOMAS, PRINCIPAL CIVIL ENGINEER PRINCIPAL CIVIL ENGINEER RCE NO.: 62968 LANDSCAPE ARCHITECT: ELEVATIONS SHOWN HEREON ARE BASED UPON THE COUNTY OF ORANGE SURVEY BENCHMARK SA-330-99 WITH A PUBLISHED ELEVATION OF 80.635 FEET (NAVD88). THE BEARINGS AND COORDINATES SHOWN HEREON ARE BASED UPON THE CALIFORNIA COORDINATE SYSTEM OF 1983 (CCS83), ZONE 6 NAD83. BEARINGS ARE BASED LOCALLY UPON FIELD-OBSERVED BASELINE BETWEEN CONTINUOUSLY OPERATING REFERENCE STATIONS (CORS) TRAK AND LGWD. SAID BEARING WAS MEASURED TO BE N56°03'03” E. 9/18/24 12/02/24 LIC NO.: 4129 BRISTOL-TOLLIVER STREET URBAN GREENING PREPARED UNDER THE SUPERVISION OF:MAURICIO ARGENTE, RLA RECOMMENDED FOR CONSTRUCTION:JASON GABRIEL, PRINCIPAL CIVIL ENGINEER PRINCIPAL CIVIL ENGINEER RCE NO.: 80470 100% DESIGN SUBMITTAL MA T C H L I N E S E E S H E E T L - 2 SCALE: 1" = 10'-0" 0' 5' 10'20'10' L-3 EXISTING STREET TREES - PROTECT IN PLACE EXISTING STREET LIGHT - PROTECT IN PLACE DECORATIVE FENCE IS 3'-0" OFFSET FROM PATH - TYPICAL 18 A/L-6 B/L-6 C/L-6 LANDSCAPE CONSTRUCTION PLAN SHEET 2 PLAN VIEW SCALE 1/60 WEIGHT: N/A PLAN VIEW SCALE 1/60 PLAN EAST VIEW SCALE 1/60 ISOMETRIC VIEW SCALE 1/100 FOUNDATION DETAIL n12 3/4" COLUMN SCALE 1 / 30 FOUNDATION DETAIL n16" COLUMN SCALE 1 / 30 Skyways by Landscape Structures Inc. 8131 Forney Rd. Dallas TX, 75227 playlsi.com Date: Drawn by: Designed by: Approved by: Drawing: Sheet No.: 12/6/24 TM DG A For Approval 12/6/24 TM 400-2025-173 SO-01018878 CP042041 DG Joined Sails SO-01018878 Bristol Tolliver Park 712 S Bristol St. Santa Ana, CA, 92703 Project No. Sheet title Sheet Size: Reference Scale: 1"1/2"1/2"1/2" #Revision Date By Stamp: Project Info.: 'D' 34"x22" 2 Revisions Plans & Sections N Plan 1 2 B A 3 3" COVER C 4 13'-0" 9" HOLD 4" SURFACING 1 1/2" BASEPLATE 1 1/2" LEVELING BED TOF SG FFE 14'-0" FFE SG TOF 9" HOLD 4" SURFACING 1 1/2" BASEPLATE 1 1/2" LEVELING BED n1'- 3/4" Anchor Assembly 1 1/2" x 36" ANCH-1500-36-001 1'-9" SQBPL-1500-A57-STD5-001 n3'-0" REBAR RINGn2'-6" BPL-1500-A57-STD7-001 n2'- 1/16" B.C. (8 ANCHORS) Anchor Assembly 1 1/2" x 36" ANCH-1500-36-001 33'-6 5/8" 32'-3 1/8" 38'-10 7/16" 38'-3 1/8" 1 432 D C B D A 38'-9 3/16" 64'-10 11/16" 28'-4 1/2" 4'-11 5/8" 5'-11 1/2" 25'-11 13/16"7'-2 7/16"31'-8 1/2" COLUMN n12 3/4" X 0.375" WALL COLUMN n12 3/4" X 0.375" WALL COLUMN n16" X 0.375" WALL COLUMN n16" X 0.375" WALL COLUMN n16" X 0.375" WALL 33'-9 7/16" 4" SURFACING 4" SURFACING FFE SG FFE SG 11'-0" 12'-9 5/8" 15'-0" 19'-0" 20'-9 5/8" 13'-0" 20'-0" 21'-9 5/8" 19'-0" 20'-9 5/8" 11'-0" 12'-9 5/8" 19'-0" 20'-9 5/8"20'-0" 12'-0" 21'-9 5/8" 19'-0" 20'-9 5/8" 13'-0" 14'-9 5/8" n3'-6" n3'-0" (12) #8 VERT BARS EQ DISTRIBUTED AROUND PERIMETER OF PIER. MAINTAIN 3" CONC COVER. PROVIDE STD 90 DEGREE HOOK AT TOP OF ALTERNATING BARS. 30" MINIMUM ANCHOR EMBED #4 STIRUPS TOP 4 @ 3" O.C. FOLLOWED BY 4 @ 6" O.C. FOLLOWED BY OTHER STIRRUPS AT 12" O.C. MAX ALL STIRRUPS 12" MIN OVERLAP (16) #8 VERT BARS EQ DISTRIBUTED AROUND PERIMETER OF PIER. MAINTAIN 3" CONC COVER. PROVIDE STD 90 DEGREE HOOK AT TOP OF ALTERNATING BARS. 30" MINIMUM ANCHOR EMBED #4 STIRUPS TOP 4 @ 3" O.C. FOLLOWED BY 4 @ 6" O.C. FOLLOWED BY OTHER STIRRUPS AT 12" O.C. MAX ALL STIRRUPS 12" MIN OVERLAP N Plan N Plan 3" COVER n2'-6" REBAR RING 1'-3 1/4" SQ n3'-0" n1'-4" n3'-6" GROUT OR CONCRETE CAP TO BE INSTALLED AFTER COLUMN INSTALLATION IN ORDER TO PREVENT RUST ACCUMULATION. REFERENCE GENERAL NOTES FOR GROUT LEVELING BED REQUIREMENTS. GROUT LEVELING BED IS REQUIRED AND SHALL FULLY FILL VOID BETWEEN BOTTOM OF BASEPLATE & TOP OF PIER. GROUT OR CONCRETE CAP TO BE INSTALLED AFTER COLUMN INSTALLATION IN ORDER TO PREVENT RUST ACCUMULATION. REFERENCE GENERAL NOTES FOR GROUT LEVELING BED REQUIREMENTS. GROUT LEVELING BED IS REQUIRED AND SHALL FULLY FILL VOID BETWEEN BOTTOM OF BASEPLATE & TOP OF PIER. (1/4) 3/8 (1/4) 3/8 AMMTEC CONSULTANTS FOR Oct 22, 2025 FILE NO.: CITY OF SANTA ANAPUBLIC WORKS AGENCY REVISIONS REFERENCES NUMBER DATE INITIALS DESCRIPTION APPROVED INSTALLED CONSTRUCTION COMPLETED: SHEET OF 53 PR O J E C T N O . 2 4 - 6 6 0 0 : B R I S T O L - T O L L I V E R S T R E E T U R B A N G R E E N I N G P R O J E C T BENCHMARK NO.: SA-330-99 ELEV.: 80.635 NAVD88 TWO WORKING DAYSBEFORE YOU DIG Underground Service Alert NOTICE TO CONTRACTOR of Southern California PURSUANT TO ASSEMBLY BILL 4216 NO EXCAVATION PERMIT IS VALID UNLESS THE CONTRACTOR CONTACTS AND OBTAINSA DIG ALERT TICKET NUMBER. CALL 811 AT LEAST TWO WORKING DAYS PRIOR TO COMMENCING EXCAVATION. Know what's below. before you dig.Call R DATE DESIGNED: MA DRAWN: PL CHECKED: MA REVIEWED FOR CONSTRUCTABILITY:SEAN THOMAS, PRINCIPAL CIVIL ENGINEER PRINCIPAL CIVIL ENGINEER RCE NO.: 62968 LANDSCAPE ARCHITECT: ELEVATIONS SHOWN HEREON ARE BASED UPON THE COUNTY OF ORANGE SURVEY BENCHMARK SA-330-99 WITH A PUBLISHED ELEVATION OF 80.635 FEET (NAVD88). THE BEARINGS AND COORDINATES SHOWN HEREON ARE BASED UPON THE CALIFORNIA COORDINATE SYSTEM OF 1983 (CCS83), ZONE 6 NAD83. BEARINGS ARE BASED LOCALLY UPON FIELD-OBSERVED BASELINE BETWEEN CONTINUOUSLY OPERATING REFERENCE STATIONS (CORS) TRAK AND LGWD. SAID BEARING WAS MEASURED TO BE N56°03'03” E. 9/18/24 12/02/24 LIC NO.: 4129 BRISTOL-TOLLIVER STREET URBAN GREENING PREPARED UNDER THE SUPERVISION OF:MAURICIO ARGENTE, RLA RECOMMENDED FOR CONSTRUCTION:JASON GABRIEL, PRINCIPAL CIVIL ENGINEER PRINCIPAL CIVIL ENGINEER RCE NO.: 80470 100% DESIGN SUBMITTAL L-5 PLAY EQUIPMENT AREA PLAN N.T.S. ® A P-SL-BRI-203 20 LANDSCAPE CONSTRUCTION DETAIL SHEET 2 Structural Calculations CP042041 Rev 2 Shade Structure Table Of Contents: Description Pages Title Page 1 Design Narrative 2 Wind Load Criteria 3 Snow Load 4 Seismic Analysis 5 Structural Analysis 6-125 Footing Design 126-127 Baseplate and Anchor Design 128-144 8131 Forney Rd Dallas, TX 75227 August 2025 ............................................................................................................................ Page 1 Oct 22, 2025 Structural Calculations DESIGN NARRATIVE Project Description This project consist of the installation of joined sail shade structure with a fabric top. The fabric is connected via sleeve connections to the column. The shade membrane is attached by a cable along the perimeter, with pretension of a minimum 100 lbs. The wind tunnel analysis procedure was used for this structure with a Vult=105 mph. The snow solution is analyzed for the complete structure, frame with fabric shade, with a ground snow load of 5 PSF. The shade structure will be analyzed using the following loads and procedures according to the codes listed below. CODES AND REFERENCES¨ -ASCE 7-16 Minimum Design Loads for Buildings and Other Structures -2022 CBC COMPUTER PROGRAMS USED RFEM 5 RISA Foundation 9 MATERIALS SPECIFICATIONS AND STRENGTHS Structural Steel - (Unless Noted Otherwise in Drawings) Structural Steel Tubes HSS ASTM - A500, Grade B/C Plates ASTM - A36, or ASTM - A572, Grade 50 Base Plates ASTM - A36 Anchor Bolts in Concrete or Masonry ASTM - F1554, Grade 36 Welding Electrodes ASTM - E70xx (U.N.O.) Load Values: Wind Load: 105 MPH Ground Snow Load: 5 PSF Dead Loads: (self weight calculated by the software) Wind Loads on Open Structures: Per ASCE 7-16, Chapter 27, Part 1 - Pitched (Free) Roofs Geometry: Mean Roof Height, h = 20-ft Building Length, L = 65-ft Building Width, B = 40-ft August 2025 ............................................................................................................................ Page 2 Structural Calculations ≔L 65 ≔B 40 ≔h 20 =―L B 1.625 =―h L 0.308 Code Section: ASCE 7-16 Chapters 26 and 27 (MWFRS, Directional Procedure) Wind Criteria: Calculate wind pressures at 105 MPH Basic Wind Speed (3-sec gust), V = 105 mph Building Occupancy Risk Category = I Wind Importance Factor, Iw = 1.0 Exposure Category = C Velocity Pressure Coefficient, Kh (MWFRS) = 0.85 Topographic Factor, Kzt = 1.0 Directionality Factor, Kd = 0.85 August 2025 ............................................................................................................................ Page 3 II Structural Calculations Sloped Roof Snow Loads: Per ASCE 7-16, Section 7.4 Snow Criteria: Exposure Factor, Ce = 0.9 (Table 7.2 - Fully Exposed) Thermal Factor, Ct = 1.2 (Table 7.3 - Open Air Structure) Snow Importance Factor, Is = 0.80 (Table 1.5-2) Snow Ground Load, Pg = 5 (Figure 7.1) Flat Roof Snow Load: pf = 0.7*Ce*Ct*Is*Pg (Equation 7.3-1) ≔Ce 0.9 (Table 7.2-Fully Exposed) ≔Ct 1.2 (Table 7.3 - Open Air Structure) ≔Is .80 (Table 1.5-2) ≔Pg 5 (Figure 7.1) ≔Pf =⋅⋅⋅⋅.7 Ce Ct Is Pg 3.024 Sloped Roof Snow Load: ps = Cs*Pf (Equation 7.4-1) ≔Cs 0.95 (Figure 7-2c) ≔Ps =⋅Cs Pf 2.873 August 2025 ............................................................................................................................ Page 4 Structural Calculations Seismic Design Per ASCE 7-16, Section 12 and assuming a Seismic Design Category D Soil Site Class D Risk Category I Utilizing Steel Ordinary Cantilever Column Systems Response Modification Factor R=1.25 Overstrength Factor = 1.25 Deflection Amplification Factor Cd=1.25 ≔R 1.25 ≔Cd 1.25 ≔Ss 1.293 ≔S1 .461 ≔Sms 1.551 ≔SDS 1.034 ≔Ie 1.25 ≔Cs =――SDS ⎛ ⎜⎝ ―R Ie ⎞ ⎟⎠ 1.034 Note: Seismic load was added to our software by applying Cs as a load factor allowing the software to use the exact dead load. August 2025 ............................................................................................................................ Page 5 13.33 Y Z X 15.33 1 1.33 X Y Z A Model - Location 3 B Model - Parameters 3 C Model - Base Data 3 D Load Cases & Combination Settings 3 1 Basic Objects 4 1.1 Materials 4 1.2 Sections 4 1.3 Thicknesses 7 1.4 Lines 7 1.5 Members 7 1.5.1 Members - Deflection Check - Segments 8 1.6 Surfaces 8 2 Special Objects 8 2.1 Structure Modifications 9 2.1.1 Structure Modifications - Deactivate Objects 9 3 Types for Nodes 9 3.1 Nodal Supports 9 4 Imperfections 9 4.1 Imperfection Cases 9 4.1.1 Imperfection Cases 9 4.2 Local Imperfections 9 4.2.1 IC1 9 4.2.1.1 Member Imperfections 10 4.2.1.1.1 Member Imperfections - Parameters 10 5 Load Cases & Combinations 10 5.1 Load Cases 10 5.1.1 Load Cases - Wind Simulation 11 5.1.2 Load Cases - Wind Tunnel 12 5.2 Actions 13 5.3 Design Situations 14 5.4 Action Combinations 14 5.5 Load Combinations 17 5.5.1 Load Combinations - Included Load Cases 23 5.6 Static Analysis Settings 27 5.7 Wind Simulation Analysis Settings 27 5.8 Combination Wizards 28 5.8.1 Combination Wizards - Initial State Items 28 6 Load Wizards 28 6.1 Wind Profiles 28 6.1.1 Wind Profile - Parameters 28 7 Loads 29 7.1 LC1 - Prestress 29 7.1.1 Member Loads 29 7.1.2 Surface Loads 29 7.2 LC2 - Dead Load 29 7.2.1 Member Loads 29 7.3 LC3 - Snow 29 7.3.1 Surface Loads 30 7.4 LC9 - Uplift 30 7.4.1 Surface Loads 30 8 Guide Objects 30 8.1 Coordinate Systems 30 9 Parts List 31 9.1 Parts List - All by Material 31 10 Static Analysis Results 31 10.1 Summary 31 10.2 Nodes - Support Forces 74 10.3 Members - Internal Forces by Section 99 11 Results of Wind Simulation Analysis 113 11.1 Summary 113 12 Steel Design 114 12.1 Objects to Design 114 12.2 Design Situations 114 12.3 Materials 114 12.4 Sections 115 12.5 Strength Configurations 116 12.5.1 Strength Configurations - Settings 116 12.6 Serviceability Configurations 116 12.6.1 Serviceability Configurations - Settings 116 12.7 Seismic Configurations 117 12.7.1 Seismic Configurations - Settings 117 12.8 Results 117 12.8.1 Design Ratios on Members by Member 117 12.8.2 Steel Design: Max. of all design checks, 119 Serviceability Limit State, Strength Limit State, In Axonometric Direction 13 Design Overview 120 13.1 Design Overview 120 Altitude : ft Longitude : deg Latitude : deg State : City : Zip / Postal code : Address : Location Country :United States Project ID Unique project identifier Unique model identifier Model ID {8627d2ba-4c3a-4842-a3e8-e2e7416d56e4} Tolerance for directions :0.00130 ft Tolerance for surfaces/planes :0.00130 ft Tolerance for lines :0.00130 ft Tolerances Tolerance for nodes :0.00130 ft Local axes xyz :z upward Global axes XYZ :Z upward Settings & Options Acceleration of gravity / mass conversion constant g :32.17 ft/s2 2016 Standard group for steel design (cold-formed):AISI S100 2022 Standard group for steel design :AISC 360 2022 Load Wizard :ASCE 7 2016 Standards I Load case classification & combination wizard :ASCE 7 Add-ons Steel Design Type of model :3D Model description : Main Model name :CP042041 RFEM Rev 2.rf6 Statistics Load Cases :10 Combination names according to action category Combination wizard is active Settings & Options Combination wizard and classification according to standard is active Relationship Between Load Cases :0 Relationship Between Load Cases :0 Combination Wizards :1 Result Combinations :0 Load Combinations :56 Action Combinations :36 Design Situations :2 Actions :6 (Surfaces) 8 Commercial 95 Shade Fabric Fabric Orthotropic | Linear Elastic 6 Cable PE (Pfeifer) | Isotropic | Linear Elastic More Metals Isotropic | Linear Elastic 4 A36 (Plates, Strips and Sheets) | Isotropic | Linear Elastic Steel Isotropic | Linear Elastic 2 A500, Grade C | Isotropic | Linear Elastic Steel Isotropic | Linear Elastic No.Material Name Type Model Options Material Material Analysis Steel 2 Standardized - Cold formed 45.600 28.600 28.600 6.000 6.000 11 Sqr HSS 6x6x0.250 | 2 - A500, Grade C 3.490 1.664 1.664 Steel 2 Standardized - Cold formed 19.900 9.940 9.940 5.000 5.000 10 Round HSS 5x0.250 | 2 - A500, Grade C 1.729 0.866 0.866 Thin-Walled 2 Parametric - Hot rolled 4.809 2.407 2.407 3.500 3.500 9 CHS 3.500/0.165/H | 2 - A500, Grade C 0.088 Steel 6 Standardized - Hot rolled 0.375 0.375 8 1 x 19 Cable 3/8 | 6 - Cable PE (Pfeifer) 7.100 2.895 2.895 Steel 2 Standardized - Cold formed 111.000 70.700 70.700 8.000 8.000 7 Sqr HSS 8x8x0.250 | 2 - A500, Grade C 5.200 2.455 2.455 Steel 2 Standardized - Cold formed 52.700 26.400 26.400 6.630 6.630 6 Round HSS 6.625x0.280 | 2 - A500, Grade C 0.032 Steel 6 Standardized - Hot rolled 0.250 0.250 5 7 x 19 Cable 1/4 | 6 - Cable PE (Pfeifer) 2.360 1.115 1.115 Steel 2 Standardized - Cold formed 11.100 5.540 5.540 4.500 4.500 4 Round HSS 4.5x0.188 | 2 - A500, Grade C 1.540 0.740 0.740 Steel 2 Standardized - Cold formed 3.100 1.550 1.550 3.000 3.000 3 Round HSS 3x0.188 | 2 - A500, Grade C No.No.Type Type A [in2]Ay [in2]Az [in2]b [in]h [in] Section Material Section Manufacturing It [in4]Iy [in4]Iz [in4]Overall Dimensions Legend Stiffness modification User-Defined Material Round HSS 3x0.188 Round HSS 4.5x0.188 7 x 19 Cable 1/4 Round HSS 6.625x0.280 Sqr HSS 8x8x0.250 1 x 19 Cable 3/8 CHS 3.500/0.165/ H Round HSS 5x0.250 Sqr HSS 6x6x0.250 Round HSS 5x0.188 11.400 5.227 5.227 Steel 2 Standardized - Cold formed 309.000 154.000 154.000 10.800 10.800 25 Round HSS 10.75x0.375 | 2 - A500, Grade C 2.640 1.241 1.241 Steel 2 Standardized - Cold formed 15.400 7.690 7.690 5.000 5.000 24 Round HSS 5x0.188 | 2 - A500, Grade C 6.170 2.001 3.058 Steel 2 Standardized - Cold formed 70.300 56.600 36.400 6.000 8.000 23 Rect HSS 8x6x0.250 | 2 - A500, Grade C 7.100 2.895 2.895 Steel 2 Standardized - Cold formed 111.000 70.700 70.700 8.000 8.000 22 Sqr HSS 8x8x0.250 | 2 - A500, Grade C 8.960 3.599 3.599 Steel 2 Standardized - Cold formed 220.000 141.000 141.000 10.000 10.000 21 Sqr HSS 10x10x0.250 | 2 - A500, Grade C 19.400 9.048 9.048 Steel 2 Standardized - Cold formed 1510.000 754.000 754.000 18.000 18.000 20 Round HSS 18x0.375 | 2 - A500, Grade C 17.200 8.048 8.048 Steel 2 Standardized - Cold formed 1050.000 526.000 526.000 16.000 16.000 19 Round HSS 16x0.375 | 2 - A500, Grade C 15.000 7.032 7.032 Steel 2 Standardized - Cold formed 698.000 349.000 349.000 14.000 14.000 18 Round HSS 14x0.375 | 2 - A500, Grade C 9.070 4.287 4.287 Steel 2 Standardized - Cold formed 156.000 77.800 77.800 8.630 8.630 17 Round HSS 8.625x0.375 | 2 - A500, Grade C 79.100 37.285 37.285 Steel 2 Standardized - Cold formed 14500.000 7250.000 7250.000 28.000 28.000 16 Round HSS 28x1.000 | 2 - A500, Grade C 11.400 5.227 5.227 Steel 2 Standardized - Cold formed 309.000 154.000 154.000 10.800 10.800 15 Round HSS 10.75x0.375 | 2 - A500, Grade C 79.100 37.285 37.285 Steel 2 Standardized - Cold formed 14500.000 7250.000 7250.000 28.000 28.000 14 Round HSS 28x1.000 | 2 - A500, Grade C 13.600 6.287 6.287 Steel 2 Standardized - Cold formed 523.000 262.000 262.000 12.800 12.800 13 Round HSS 12.75x0.375 | 2 - A500, Grade C 2.640 1.241 1.241 Steel 2 Standardized - Cold formed 15.400 7.690 7.690 5.000 5.000 12 Round HSS 5x0.188 | 2 - A500, Grade C 5.240 2.162 2.162 No.No.Type Type A [in2]Ay [in2]Az [in2]b [in]h [in] Section Material Section Manufacturing It [in4]Iy [in4]Iz [in4]Overall DimensionsRound HSS 12.75x0.375 Round HSS 28x1.000 Round HSS 10.75x0.375 Round HSS 28x1.000 Round HSS 8.625x0.375 Round HSS 14x0.375 Round HSS 16x0.375 Round HSS 18x0.375 Sqr HSS 10x10x0.250 Sqr HSS 8x8x0.250 Rect HSS 8x6x0.250 Round HSS 5x0.188 Round HSS 10.75x0.375 7 x 19 Cable 3/8 Sqr HSS 6x6x0.250 Sqr HSS 8x8x0.250 Rect HSS 8x6x0.250 CHS 4.724/0.236/ H 41 Round HSS 18x0.375 | 2 - A500, Grade C 2.640 1.241 1.241 Steel 2 Standardized - Cold formed 15.400 7.690 7.690 5.000 5.000 40 Round HSS 5x0.188 | 2 - A500, Grade C 13.600 6.287 6.287 Steel 2 Standardized - Cold formed 523.000 262.000 262.000 12.800 12.800 39 Round HSS 12.75x0.375 | 2 - A500, Grade C 25.600 12.022 12.022 Steel 2 Standardized - Cold formed 1970.000 985.000 985.000 18.000 18.000 38 Round HSS 18x0.500 | 2 - A500, Grade C 8.960 3.599 3.599 Steel 2 Standardized - Cold formed 220.000 141.000 141.000 10.000 10.000 37 Sqr HSS 10x10x0.250 | 2 - A500, Grade C 5.240 1.125 3.191 Steel 2 Standardized - Cold formed 35.300 42.500 14.400 4.000 8.000 36 Rect HSS 8x4x0.250 | 2 - A500, Grade C 15.000 7.032 7.032 Steel 4 Standardized - Cold formed 698.000 349.000 349.000 14.000 14.000 35 Round HSS 14x0.375 | 4 - A36 (Plates, Strips and Sheets) 7.100 1.843 3.936 Steel 2 Standardized - Cold formed 96.700 96.900 44.100 6.000 10.000 34 Rect HSS 10x6x0.250 | 2 - A500, Grade C 1.729 0.866 0.866 Thin-Walled 2 Parametric - Hot rolled 4.809 2.407 2.407 3.500 3.500 33 CHS 3.500/0.165/H | 2 - A500, Grade C 3.595 1.828 1.828 Thin-Walled 2 Parametric - Hot rolled 8.968 4.467 4.467 3.500 3.500 32 CHS 3.500/0.365/H | 2 - A500, Grade C 3.331 1.670 1.670 Thin-Walled 2 Parametric - Hot rolled 16.788 8.399 8.399 4.724 4.724 31 CHS 4.724/0.236/H | 2 - A500, Grade C 6.170 2.001 3.058 Steel 2 Standardized - Cold formed 70.300 56.600 36.400 6.000 8.000 29 Rect HSS 8x6x0.250 | 2 - A500, Grade C 7.100 2.895 2.895 Steel 2 Standardized - Cold formed 111.000 70.700 70.700 8.000 8.000 28 Sqr HSS 8x8x0.250 | 2 - A500, Grade C 5.240 2.162 2.162 Steel 2 Standardized - Cold formed 45.600 28.600 28.600 6.000 6.000 27 Sqr HSS 6x6x0.250 | 2 - A500, Grade C 0.071 Steel 6 Standardized - Hot rolled 0.375 0.375 26 7 x 19 Cable 3/8 | 6 - Cable PE (Pfeifer) No.No.Type Type A [in2]Ay [in2]Az [in2]b [in]h [in] Section Material Section Manufacturing It [in4]Iy [in4]Iz [in4]Overall DimensionsCHS 3.500/0.365/ H CHS 3.500/0.165/ H Rect HSS 10x6x0.250 Round HSS 14x0.375 Rect HSS 8x4x0.250 Sqr HSS 10x10x0.250 Round HSS 18x0.500 Round HSS 12.75x0.375 Round HSS 5x0.188 Round HSS 18x0.375 Round HSS 18x0.500 Cable PE 10 Round HSS 8.625x0.322 7.850 3.704 3.704 Steel 2 Standardized - Cold formed 136.000 68.100 68.100 8.630 8.630 44 Round HSS 8.625x0.322 | 2 - A500, Grade C 0.129 Steel 6 Standardized - Hot rolled 0.469 0.469 43 Cable PE 10 | 6 - Cable PE (Pfeifer) 25.600 12.022 12.022 Steel 2 Standardized - Cold formed 1970.000 985.000 985.000 18.000 18.000 42 Round HSS 18x0.500 | 2 - A500, Grade C 19.400 9.048 9.048 Steel 2 Standardized - Cold formed 1510.000 754.000 754.000 18.000 18.000 No.No.Type Type A [in2]Ay [in2]Az [in2]b [in]h [in] Section Material Section Manufacturing It [in4]Iy [in4]Iz [in4]Overall Dimensions Uniform 8 d 0.039 in 3 Uniform | d : 0.039 in | 8 - Commercial 95 Shade Fabric Uniform 1,2 8 d 0.039 in 2 Uniform | d : 0.039 in | 8 - Commercial 95 Shade Fabric No.Type Surface No.Material Symbol Value Unit Nodes Direction Thick.Assigned to Thickness 14 Polyline 15,3 19.330000 || Z 13 Polyline 14,4 11.330000 || Z 12 Polyline 13,8 20.330000 On Z 11 Polyline 12,9 13.330000 || Z 10 Polyline 10,5 19.330000 || Z 9 Polyline 9,7 38.311936 - 8 Polyline 8,9 34.276620 - 7 Polyline 7,8 34.153981 - 5 Polyline 5,1 34.234091 - 4 Polyline 4,5 39.685129 || XZ 3 Polyline 3,4 39.786712 || YZ 2 Polyline 1,3 32.747344 - 1 Polyline 1,2 0.500000 || XY No.Line Type Nodes No.L [ft]Position Options Comment Line Line Length Uniform ---- 5 11 Beam Angle 0.00 39 ----13.330000 || Z Uniform ---- 4 12 Beam Angle 0.00 19 ----20.330000 On Z Uniform ---- 3 14 Beam Angle 0.00 19 ----19.330000 || Z Uniform ---- 2 10 Beam Angle 0.00 19 ----19.330000 || Z Uniform ---- 1 1 Rigid Angle 0.00 ----0.500000 || XY No.No.Section Distribution Type β [deg]i/k/j i/j i/j L [ft]Position Member Line Member Type Rotation Section Hinge Eccentricity Length Legend Member Polyline Legend Design properties Beam Uniform 13 3 Cable Angle 0.00 26 39.786712 || YZ Uniform 12 2 Cable Angle 0.00 26 32.747344 - Uniform 11 4 Cable Angle 0.00 26 39.685129 || XZ Uniform 10 5 Cable Angle 0.00 26 34.234091 - Uniform 9 9 Cable Angle 0.00 26 38.311936 - Uniform 8 8 Cable Angle 0.00 26 34.276620 - Uniform 7 7 Cable Angle 0.00 26 34.153981 - Uniform ---- 6 13 Beam Angle 0.00 39 ----11.330000 || Z No.No.Section Distribution Type β [deg]i/k/j i/j i/j L [ft]Position Member Line Member Type Rotation Section Hinge Eccentricity Length 13 Cable | 26 - 7 x 19 Cable 3/8 | L : 39.786712 ft 12 Cable | 26 - 7 x 19 Cable 3/8 | L : 32.747344 ft 11 Cable | 26 - 7 x 19 Cable 3/8 | L : 39.685129 ft 10 Cable | 26 - 7 x 19 Cable 3/8 | L : 34.234091 ft 9 Cable | 26 - 7 x 19 Cable 3/8 | L : 38.311936 ft 8 Cable | 26 - 7 x 19 Cable 3/8 | L : 34.276620 ft 7 Cable | 26 - 7 x 19 Cable 3/8 | L : 34.153981 ft 11.330000 0.000 Beam 11.330000 0.000 Beam 6 Beam | 39 - Round HSS 12.75x0.375 | L : 11.330000 ft 13.330000 0.000 Beam 13.330000 0.000 Beam 5 Beam | 39 - Round HSS 12.75x0.375 | L : 13.330000 ft 20.330000 0.000 Beam 20.330000 0.000 Beam 4 Beam | 19 - Round HSS 16x0.375 | L : 20.330000 ft 19.330000 0.000 Beam 19.330000 0.000 Beam 3 Beam | 19 - Round HSS 16x0.375 | L : 19.330000 ft 19.330000 0.000 Beam 19.330000 0.000 Beam 2 Beam | 19 - Round HSS 16x0.375 | L : 19.330000 ft 1 Rigid | L : 0.500000 ft No.Active Length [ft]Precamber [in]Type Active Length [ft]Precamber [in]Type Member Segments in y-Axis Segments in z-Axis 2 2-5 Membrane Quadrangle 2 8 - 1 7,9,8 Membrane Quadrangle 2 8 - No.Lines Type Type Thickness Material Position Options Surface Boundary Stiffness Geometry Rigid Cable Legend Grid for Results Integrated Objects Consider in Static, Stability and Modal Analysis Member Types Nodal Supports Surfaces Members Sections Materials Partial Safety Factor γM Assigned to 1 Structure Modification 1 No.Description Value Comment Mod. Deactivate surfaces enabled Deactivate support on members enabled Deactivate support on lines enabled nodes Object selection for deactivate support on OS1 Deactivate support on nodes enabled Deactivate solids enabled Deactivate support on surfaces enabled Deactivate members enabled 1 Structure Modification 1 No.Description Value Comment Mod. 10,12-15 1 - Global XYZ 2 | Fixed No.Nodes No.Coordinate System Cu,X Cu,Y Cu,Z Cφ,X Cφ,Y Cφ,Z Support Translation Spring [kip/ft]Rotation Spring [kipft/rad] Assign to all COs without assigned Imperfection Case Assigned to Load Combinations Assigned to Load Cases Imperfection Case Type LoI Local Imperfections Is Active 1 LoI No.Name Symbol Value Unit Case Parameters XYZ 1 Initial Sway Absolute YL 1 - Global No.No.Imperfection Type Definition Type Direction C. System Options Comment Members Categories Distance B relative B 100.00 % Distance B absolute B 328.083990 ft Distance A relative A 0.00 % Distance A absolute A 0.000000 ft Initial sway δ0 25.000 in 1 Initial Sway | Absolute | 1 - Global XYZ | YL | δ0 : 25.000 in No.No.Name Symbol Value Unit Options Members Parameters Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Action category W Wind load Wind simulation analysis settings WA1 Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Wind Simulation 8 W Wind @ 90 Deg. Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Action category W Wind load Wind simulation analysis settings WA1 Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Wind Simulation 6 W Wind @ 0 Deg. Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Action category S Snow load Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 3 S Snow Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Self-weight - Factor in direction Z -1.000 -- Self-weight - Factor in direction Y 0.000 -- Self-weight - Factor in direction X 0.000 -- Action category D Dead load Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 2 D Dead Load Self-weight mode for geotechnical analysis Normal Action category Tp Self-straining force, permanent Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 1 Tp Prestress No.Settings Value Unit To Solve LC Legend Imperfection over total length of Member Legend Imperfection over total length of Member Consider x and y independently Self-weight mode for geotechnical analysis Normal Self-weight - Factor in direction Z -1.000 -- Self-weight - Factor in direction Y 1.034 -- Self-weight - Factor in direction X 1.034 -- Action category Qe Effects of horizontal earthquake forces Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 13 Qe Seismic Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Action category Lr Roof live load Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 12 Lr Live Load Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Action category W Wind load Wind simulation analysis settings WA1 Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Wind Simulation 11 W Wind @ 270 Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Action category W Wind load Wind simulation analysis settings WA1 Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Wind Simulation 10 W Wind @ 180 Self-weight mode for geotechnical analysis Normal Definition type Final State Initial state case Tp LC1 Action category W Wind load Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 9 W Uplift No.Settings Value Unit To Solve LC Use experimental data for static analysis Input data from experiment Wind direction around Z-axis (clockwise)α 180.00 deg Wind profile 1 - According to Standard - ASCE 7 | 2022 10 W Wind @ 180 Use experimental data for static analysis Input data from experiment Wind direction around Z-axis (clockwise)α 90.00 deg Wind profile 1 - According to Standard - ASCE 7 | 2022 8 W Wind @ 90 Deg. Use experimental data for static analysis Input data from experiment Wind direction around Z-axis (clockwise)α 0.00 deg Wind profile 1 - According to Standard - ASCE 7 | 2022 6 W Wind @ 0 Deg. No.Settings Symbol Value Unit LC Use experimental data for static analysis Input data from experiment Wind direction around Z-axis (clockwise)α 270.00 deg Wind profile 1 - According to Standard - ASCE 7 | 2022 11 W Wind @ 270 No.Settings Symbol Value Unit LC Coefficient of width of construction bounding box 1.000 -- Wind tunnel width minus length 48.438167 ft Wind tunnel width minus coefficient 1.202 -- Wind tunnel depth Σd 274.367585 ft Wind tunnel depth coefficient Σd 4.151 -- Wind tunnel depth plus length 131.574422 ft Wind tunnel depth plus coefficient 1.991 -- Depth of construction bounding box 66.092258 ft Coefficient of depth of construction bounding box 1.000 -- Wind tunnel depth minus length 76.700905 ft Wind tunnel depth minus coefficient 1.161 -- 10 W Wind @ 180 Wind tunnel height Σh 64.365816 ft Wind tunnel height coefficient Σh 3.164 -- Wind tunnel height plus length 44.020359 ft Wind tunnel height plus coefficient 2.164 -- Height of construction bounding box 20.345457 ft Coefficient of height of construction bounding box 1.000 -- Wind tunnel width Σw 154.131805 ft Wind tunnel width coefficient Σw 2.332 -- Wind tunnel width plus length 44.019774 ft Wind tunnel width plus coefficient 0.666 -- Width of construction bounding box 66.092258 ft Coefficient of width of construction bounding box 1.000 -- Wind tunnel width minus length 44.019774 ft Wind tunnel width minus coefficient 0.666 -- Wind tunnel depth Σd 308.263610 ft Wind tunnel depth coefficient Σd 7.648 -- Wind tunnel depth plus length 164.804437 ft Wind tunnel depth plus coefficient 4.089 -- Depth of construction bounding box 40.307459 ft Coefficient of depth of construction bounding box 1.000 -- Wind tunnel depth minus length 103.151715 ft Wind tunnel depth minus coefficient 2.559 -- 8 W Wind @ 90 Deg. Wind tunnel height Σh 68.698294 ft Wind tunnel height coefficient Σh 3.377 -- Wind tunnel height plus length 48.352838 ft Wind tunnel height plus coefficient 2.377 -- Height of construction bounding box 20.345457 ft Coefficient of height of construction bounding box 1.000 -- Wind tunnel width Σw 137.010494 ft Wind tunnel width coefficient Σw 3.399 -- Wind tunnel width plus length 48.351518 ft Wind tunnel width plus coefficient 1.200 -- Width of construction bounding box 40.307459 ft Coefficient of width of construction bounding box 1.000 -- Wind tunnel width minus length 48.351518 ft Wind tunnel width minus coefficient 1.200 -- Wind tunnel depth Σd 274.020989 ft Wind tunnel depth coefficient Σd 4.146 -- Wind tunnel depth plus length 131.366464 ft Wind tunnel depth plus coefficient 1.988 -- Depth of construction bounding box 66.092258 ft Coefficient of depth of construction bounding box 1.000 -- Wind tunnel depth minus length 76.562267 ft Wind tunnel depth minus coefficient 1.158 -- 6 W Wind @ 0 Deg. No.Description Symbol Value Unit LC Wind tunnel height Σh 64.374271 ft Wind tunnel height coefficient Σh 3.164 -- Wind tunnel height plus length 44.028814 ft Wind tunnel height plus coefficient 2.164 -- Height of construction bounding box 20.345457 ft Coefficient of height of construction bounding box 1.000 -- Wind tunnel width Σw 154.148715 ft Wind tunnel width coefficient Σw 2.332 -- Wind tunnel width plus length 44.028229 ft Wind tunnel width plus coefficient 0.666 -- Width of construction bounding box 66.092258 ft Coefficient of width of construction bounding box 1.000 -- Wind tunnel width minus length 44.028229 ft Wind tunnel width minus coefficient 0.666 -- Wind tunnel depth Σd 308.297430 ft Wind tunnel depth coefficient Σd 7.649 -- Wind tunnel depth plus length 164.824729 ft Wind tunnel depth plus coefficient 4.089 -- Depth of construction bounding box 40.307459 ft Coefficient of depth of construction bounding box 1.000 -- Wind tunnel depth minus length 103.165242 ft Wind tunnel depth minus coefficient 2.559 -- 11 W Wind @ 270 Wind tunnel height Σh 68.784943 ft Wind tunnel height coefficient Σh 3.381 -- Wind tunnel height plus length 48.439487 ft Wind tunnel height plus coefficient 2.381 -- Height of construction bounding box 20.345457 ft Coefficient of height of construction bounding box 1.000 -- Wind tunnel width Σw 137.183792 ft Wind tunnel width coefficient Σw 3.403 -- Wind tunnel width plus length 48.438167 ft Wind tunnel width plus coefficient 1.202 -- Width of construction bounding box 40.307459 ft No.Description Symbol Value Unit LC Associated Standard ASCE 7 | 2016 Action Type Simultaneously Action Category Qe Effects of horizontal earthquake forces 6 Qe Effects of horizontal earthquake forces Associated Standard ASCE 7 | 2016 Action Type Simultaneously Action Category Lr Roof live load 5 Lr Roof live load Associated Standard ASCE 7 | 2016 Action Type Simultaneously Action Category Tp Self-straining force, permanent 4 Tp Self-straining force, permanent Associated Standard ASCE 7 | 2016 Action Type Alternatively Action Category S Snow load 3 S Snow load Associated Standard ASCE 7 | 2016 Action Type Alternatively Action Category W Wind load 2 W Wind load Associated Standard ASCE 7 | 2016 Action Type Simultaneously Action Category D Dead load 1 D Dead load No.Settings Value Active Action Consider inclusive/exclusive load cases Combination wizard 2 Associated standard ASCE 7 | 2016 Design situation type 2.4 Section 2.4 (ASD), 1. to 7. 2 2.4 Section 2.4 (ASD), 1. to 7. Consider inclusive/exclusive load cases Combination wizard 2 Associated standard ASCE 7 | 2016 Design situation type 2.3 Section 2.3 (LRFD), 1. to 5. 1 2.3 Section 2.3 (LRFD), 1. to 5. No.Settings Value Active DS Generated by Design Situation No. 1 Generated load combinations 12 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 9 3 1.20D + 1.60S Generated by Design Situation No. 1 Generated load combinations 7-11 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 8 3 1.20D + 0.50W + 1.60Lr Generated by Design Situation No. 1 Generated load combinations 2-6 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 7 3 1.20D + 0.50W + 1.60S Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 6 3 1.20D + 0.50W Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 5 3 1.20D Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 4 2 1.20D + 0.50Lr Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 3 2 1.20D + 0.50S Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 2 2 1.20D Generated by Design Situation No. 1 Generated load combinations 1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 1 1 1.40D No.Settings Value Active AC Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 21 3 D Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 20 2 D Generated by Design Situation No. 2 Generated load combinations 34 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 19 1 D Generated by Design Situation No. 1 Generated load combinations 29-33 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 18 5 0.90D + W Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 17 5 0.90D Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 16 4 1.20D + 0.50Lr Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 15 4 1.20D + 0.50S Generated by Design Situation No. 1 Generated load combinations 24-28 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 14 4 1.20D + W + 0.50Lr Generated by Design Situation No. 1 Generated load combinations 19-23 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 13 4 1.20D + W + 0.50S Generated by Design Situation No. 1 Generated load combinations 14-18 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 12 4 1.20D + W Generated by Design Situation No. 1 Generated load combinations Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 11 4 1.20D Generated by Design Situation No. 1 Generated load combinations 13 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Associated standard ASCE 7 | 2016 10 3 1.20D + 1.60Lr No.Settings Value Active AC Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 33 6 D + 0.75S Generated by Design Situation No. 2 Generated load combinations 47-51 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 32 6 D + 0.45W + 0.75Lr Generated by Design Situation No. 2 Generated load combinations 42-46 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 31 6 D + 0.45W + 0.75S Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 30 6 D + 0.45W Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 29 6 D Generated by Design Situation No. 2 Generated load combinations 37-41 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 28 5 D + 0.60W Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 27 5 D Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 26 4 D + 0.75Lr Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 25 4 D + 0.75S Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 24 4 D Generated by Design Situation No. 2 Generated load combinations 36 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 23 3 D + Lr Generated by Design Situation No. 2 Generated load combinations 35 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 22 3 D + S No.Settings Value Active AC Generated by Design Situation No. 2 Generated load combinations 52-56 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 36 7 0.60D + 0.60W Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 35 7 0.60D Generated by Design Situation No. 2 Generated load combinations Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Associated standard ASCE 7 | 2016 34 6 D + 0.75Lr No.Settings Value Active AC Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 6 3 1.20D + 0.50W5 + 1.60S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 5 3 1.20D + 0.50W4 + 1.60S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 4 3 1.20D + 0.50W3 + 1.60S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 3 3 1.20D + 0.50W2 + 1.60S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 2 3 1.20D + 0.50W1 + 1.60S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 1 1 1.40D No.Settings Value Unit To Solve CO Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 15 4 1.20D + W2 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 14 4 1.20D + W1 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 13 3 1.20D + 1.60Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 12 3 1.20D + 1.60S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 11 3 1.20D + 0.50W5 + 1.60Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 10 3 1.20D + 0.50W4 + 1.60Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 9 3 1.20D + 0.50W3 + 1.60Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 8 3 1.20D + 0.50W2 + 1.60Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 7 3 1.20D + 0.50W1 + 1.60Lr No.Settings Value Unit To Solve CO Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 24 4 1.20D + W1 + 0.50Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 23 4 1.20D + W5 + 0.50S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 22 4 1.20D + W4 + 0.50S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 21 4 1.20D + W3 + 0.50S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 20 4 1.20D + W2 + 0.50S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 19 4 1.20D + W1 + 0.50S Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 18 4 1.20D + W5 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 17 4 1.20D + W4 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 16 4 1.20D + W3 No.Settings Value Unit To Solve CO Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 33 5 0.90D + W5 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 32 5 0.90D + W4 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 31 5 0.90D + W3 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 30 5 0.90D + W2 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 29 5 0.90D + W1 Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 28 4 1.20D + W5 + 0.50Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 27 4 1.20D + W4 + 0.50Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 26 4 1.20D + W3 + 0.50Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 25 4 1.20D + W2 + 0.50Lr No.Settings Value Unit To Solve CO Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 42 6 D + 0.45W1 + 0.75S Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 41 5 D + 0.60W5 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 40 5 D + 0.60W4 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 39 5 D + 0.60W3 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 38 5 D + 0.60W2 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 37 5 D + 0.60W1 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 36 3 D + Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 35 3 D + S Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 34 1 D No.Settings Value Unit To Solve CO Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 51 6 D + 0.45W5 + 0.75Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 50 6 D + 0.45W4 + 0.75Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 49 6 D + 0.45W3 + 0.75Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 48 6 D + 0.45W2 + 0.75Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 47 6 D + 0.45W1 + 0.75Lr Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 46 6 D + 0.45W5 + 0.75S Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 45 6 D + 0.45W4 + 0.75S Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 44 6 D + 0.45W3 + 0.75S Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 43 6 D + 0.45W2 + 0.75S No.Settings Value Unit To Solve CO Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 56 7 0.60D + 0.60W5 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 55 7 0.60D + 0.60W4 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 54 7 0.60D + 0.60W3 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 53 7 0.60D + 0.60W2 Definition type Final State Initial state case Tp LC1 Design Situation 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Associated standard ASCE 7 | 2016 Analysis type Static Analysis 52 7 0.60D + 0.60W1 No.Settings Value Unit To Solve CO 0.50 W LC11 W A2 1.20 D LC2 D A1 6 3 1.20D + 0.50W5 + 1.60S 1.60 S LC3 S A3 0.50 W LC10 W A2 1.20 D LC2 D A1 5 3 1.20D + 0.50W4 + 1.60S 1.60 S LC3 S A3 0.50 W LC9 W A2 1.20 D LC2 D A1 4 3 1.20D + 0.50W3 + 1.60S 1.60 S LC3 S A3 0.50 W LC8 W A2 1.20 D LC2 D A1 3 3 1.20D + 0.50W2 + 1.60S 1.60 S LC3 S A3 0.50 W LC6 W A2 1.20 D LC2 D A1 2 3 1.20D + 0.50W1 + 1.60S 1.40 D LC2 D A1 1 1 1.40D No.Factor Load Case Action CO 22 4 1.20D + W4 + 0.50S 0.50 S LC3 S A3 1.00 W LC9 W A2 1.20 D LC2 D A1 21 4 1.20D + W3 + 0.50S 0.50 S LC3 S A3 1.00 W LC8 W A2 1.20 D LC2 D A1 20 4 1.20D + W2 + 0.50S 0.50 S LC3 S A3 1.00 W LC6 W A2 1.20 D LC2 D A1 19 4 1.20D + W1 + 0.50S 1.00 W LC11 W A2 1.20 D LC2 D A1 18 4 1.20D + W5 1.00 W LC10 W A2 1.20 D LC2 D A1 17 4 1.20D + W4 1.00 W LC9 W A2 1.20 D LC2 D A1 16 4 1.20D + W3 1.00 W LC8 W A2 1.20 D LC2 D A1 15 4 1.20D + W2 1.00 W LC6 W A2 1.20 D LC2 D A1 14 4 1.20D + W1 1.60 Lr LC12 Lr A5 1.20 D LC2 D A1 13 3 1.20D + 1.60Lr 1.60 S LC3 S A3 1.20 D LC2 D A1 12 3 1.20D + 1.60S 1.60 Lr LC12 Lr A5 0.50 W LC11 W A2 1.20 D LC2 D A1 11 3 1.20D + 0.50W5 + 1.60Lr 1.60 Lr LC12 Lr A5 0.50 W LC10 W A2 1.20 D LC2 D A1 10 3 1.20D + 0.50W4 + 1.60Lr 1.60 Lr LC12 Lr A5 0.50 W LC9 W A2 1.20 D LC2 D A1 9 3 1.20D + 0.50W3 + 1.60Lr 1.60 Lr LC12 Lr A5 0.50 W LC8 W A2 1.20 D LC2 D A1 8 3 1.20D + 0.50W2 + 1.60Lr 1.60 Lr LC12 Lr A5 0.50 W LC6 W A2 1.20 D LC2 D A1 7 3 1.20D + 0.50W1 + 1.60Lr 1.60 S LC3 S A3 No.Factor Load Case Action CO 1.00 D LC2 D A1 38 5 D + 0.60W2 0.60 W LC6 W A2 1.00 D LC2 D A1 37 5 D + 0.60W1 1.00 Lr LC12 Lr A5 1.00 D LC2 D A1 36 3 D + Lr 1.00 S LC3 S A3 1.00 D LC2 D A1 35 3 D + S 1.00 D LC2 D A1 34 1 D 1.00 W LC11 W A2 0.90 D LC2 D A1 33 5 0.90D + W5 1.00 W LC10 W A2 0.90 D LC2 D A1 32 5 0.90D + W4 1.00 W LC9 W A2 0.90 D LC2 D A1 31 5 0.90D + W3 1.00 W LC8 W A2 0.90 D LC2 D A1 30 5 0.90D + W2 1.00 W LC6 W A2 0.90 D LC2 D A1 29 5 0.90D + W1 0.50 Lr LC12 Lr A5 1.00 W LC11 W A2 1.20 D LC2 D A1 28 4 1.20D + W5 + 0.50Lr 0.50 Lr LC12 Lr A5 1.00 W LC10 W A2 1.20 D LC2 D A1 27 4 1.20D + W4 + 0.50Lr 0.50 Lr LC12 Lr A5 1.00 W LC9 W A2 1.20 D LC2 D A1 26 4 1.20D + W3 + 0.50Lr 0.50 Lr LC12 Lr A5 1.00 W LC8 W A2 1.20 D LC2 D A1 25 4 1.20D + W2 + 0.50Lr 0.50 Lr LC12 Lr A5 1.00 W LC6 W A2 1.20 D LC2 D A1 24 4 1.20D + W1 + 0.50Lr 0.50 S LC3 S A3 1.00 W LC11 W A2 1.20 D LC2 D A1 23 4 1.20D + W5 + 0.50S 0.50 S LC3 S A3 1.00 W LC10 W A2 1.20 D LC2 D A1 No.Factor Load Case Action CO 0.60 W LC8 W A2 0.60 D LC2 D A1 53 7 0.60D + 0.60W2 0.60 W LC6 W A2 0.60 D LC2 D A1 52 7 0.60D + 0.60W1 0.75 Lr LC12 Lr A5 0.45 W LC11 W A2 1.00 D LC2 D A1 51 6 D + 0.45W5 + 0.75Lr 0.75 Lr LC12 Lr A5 0.45 W LC10 W A2 1.00 D LC2 D A1 50 6 D + 0.45W4 + 0.75Lr 0.75 Lr LC12 Lr A5 0.45 W LC9 W A2 1.00 D LC2 D A1 49 6 D + 0.45W3 + 0.75Lr 0.75 Lr LC12 Lr A5 0.45 W LC8 W A2 1.00 D LC2 D A1 48 6 D + 0.45W2 + 0.75Lr 0.75 Lr LC12 Lr A5 0.45 W LC6 W A2 1.00 D LC2 D A1 47 6 D + 0.45W1 + 0.75Lr 0.75 S LC3 S A3 0.45 W LC11 W A2 1.00 D LC2 D A1 46 6 D + 0.45W5 + 0.75S 0.75 S LC3 S A3 0.45 W LC10 W A2 1.00 D LC2 D A1 45 6 D + 0.45W4 + 0.75S 0.75 S LC3 S A3 0.45 W LC9 W A2 1.00 D LC2 D A1 44 6 D + 0.45W3 + 0.75S 0.75 S LC3 S A3 0.45 W LC8 W A2 1.00 D LC2 D A1 43 6 D + 0.45W2 + 0.75S 0.75 S LC3 S A3 0.45 W LC6 W A2 1.00 D LC2 D A1 42 6 D + 0.45W1 + 0.75S 0.60 W LC11 W A2 1.00 D LC2 D A1 41 5 D + 0.60W5 0.60 W LC10 W A2 1.00 D LC2 D A1 40 5 D + 0.60W4 0.60 W LC9 W A2 1.00 D LC2 D A1 39 5 D + 0.60W3 0.60 W LC8 W A2 No.Factor Load Case Action CO 0.60 W LC11 W A2 0.60 D LC2 D A1 56 7 0.60D + 0.60W5 0.60 W LC10 W A2 0.60 D LC2 D A1 55 7 0.60D + 0.60W4 0.60 W LC9 W A2 0.60 D LC2 D A1 54 7 0.60D + 0.60W3 No.Factor Load Case Action CO Stability check based on deformation rate Equilibrium for undeformed structure Speed of convergence 1.00 -- Number of iterations for loading prestress 15 Activate mass conversion to load Plate bending theory Mindlin Method for equation system Direct pressure' (Bourdon effect) Displacements due to member load of type 'Pipe internal Try to calculate unstable structure Consider favorable effect due to tension in members Divide results by load factor Loading multiplier factor k 1.00 -- Modify loading by multiplier factor Integrate preliminary form-finding Ignore all nonlinearities Modify standard precision and tolerance settings Number of load increments 1 Maximum number of iterations 500 Iterative method for nonlinear analysis Newton-Raphson Analysis type Large deformations 1 Large deformations | Newton-Raphson | 500 | 1 No.Description Symbol Value Unit Settings Specific turbulent dissipation rate ω 0.500 -- Turbulent dissipation rate ε 0.500 -- Turbulent kinetic energy k 0.500 -- Velocity field U 0.500 -- Pressure field P 0.200 -- Residual pressure P 0.010 -- Residual type Pressure Turbulence model type RANS k-ε Minimum number of iterations 300 Maximum number of iterations 500 Use second-order numerical scheme Use potential flow solver to calculate initial condition Boundary layers checked Snap to model edges Mesh refinement type Distance from Surface Finite volume mesh density 20.00 % Numerical solver OpenFOAM Member load distribution Concentrated Save solver data to continue calculation User-defined dimensions of wind tunnel Consider surface roughness 'Slip' boundary condition on bottom boundary Consider turbulence... Kinematic viscosity ν 0.000161 ft2/s Simulation type Steady Flow 1 No.Description Symbol Value Unit Settings Turbulence model for 'Transient Flow' simulation type Spalart-Allmaras DDES Use second-order numerical scheme Momentum thickness Reynolds number Reθ 0.500 -- Turbulence intermittency γint 0.500 -- Modified turbulence kinetic viscosity ṽ 0.500 -- No.Description Symbol Value Unit Settings Generate same combinations without initial state Reduce number of generated combinations Favorable permanent actions User-defined action combinations Structure modification enabled Consider initial state Static analysis settings SA1 - Large deformations | Newton-Raphson | 500 | 1 Generate combinations Load combinations (non-linear analysis) Associated standard ASCE 7 | 2016 Assigned to DS 1,2 2 Load combinations | SA1 - Large deformations | Newton-Raphson | 500 | 1 No.Settings Value Wizard Final State Tp LC1 2 Load combinations | SA1 - Large deformations | Newton-Raphson | 500 | 1 No.Definition Type Case Object Wizard 68.78 109.291 1.00 64.20 108.524 1.00 59.61 107.707 1.00 55.03 106.831 1.00 50.44 105.886 1.00 45.86 104.862 1.00 41.27 103.740 1.00 36.69 102.501 1.00 32.10 101.114 1.00 27.51 99.536 1.00 22.93 97.701 1.00 18.34 95.502 1.00 13.76 93.561 1.00 9.17 93.561 1.00 User-defined Not defined 4.59 93.561 1.00 ASCE 7 | 2022 According to Standard - LC 6,8,10,11 0.00 93.561 1.00 1 According to Standard - ASCE 7 | 2022 No.Definition Type Load Zone Δz [ft]ρ [lb/ft3]z [ft]v [mph]I [%] Profile Profile Type Assigned To Period Step Density Level Velocity Turb. Intensity Structure height h 20.330000 ft Exposure category Category C Parameters Definition type User-defined Definition 1 According to Standard - ASCE 7 | 2022 No.Description Symbol Value Unit Profile Gust-effect factor G 0.85 -- Ground elevation factor Ke 1.00 -- Topographic factor Kzt 1.00 -- Coefficients Uniform turbulence intensity I 1.00 % Turbulence intensity Basic wind speed V 110.000 mph Wind velocity Air density ρ 0.08 lb/ft3 No.Description Symbol Value Unit Profile 8 Form-Finding Uniform Local xyz Srel 7.00 % 7 7-13 Form-Finding Uniform Local xyz Srel 10.00 % No.No.Type Distribution System Direction Symbol Value Unit Load Members Load Load Coord.Load Parameters ny 3.0 lbf/ft nx 3.0 lbf/ft 4 Form-Finding Uniform n 3.0 lbf/ft ny 4.0 lbf/ft nx 4.0 lbf/ft 3 Form-Finding Uniform n 4.0 lbf/ft ny 4.0 lbf/ft nx 4.0 lbf/ft 2 Form-Finding Uniform n 4.0 lbf/ft ny 5.0 lbf/ft nx 5.0 lbf/ft 1 1,2 Form-Finding Uniform n 5.0 lbf/ft No.No.Type Distribution System Direction Symbol Value Unit Load Surfaces Load Load Coord.Load Parameters 1 Form-Finding Uniform Local xyz Srel 10.00 % No.No.Type Distribution System Direction Symbol Value Unit Load Members Load Load Coord.Load Parameters Load Type 'Form-Finding' | Load Distribution 'Uniform' 3 Force Uniform 1 ZA p -2.8 psf 2 1,2 Force Uniform 1 ZP p -2.9 psf 1 Force Uniform 1 ZP p -14.4 psf No.No.Type Distribution System Direction Symbol Value Unit Load Surfaces Load Load Coord.Load Parameters 1 1,2 Force Uniform 1 ZP p 10.5 psf No.No.Type Distribution System Direction Symbol Value Unit Load Surfaces Load Load Coord.Load Parameters Z2 -0.330000 ft Y2 -13.531073 ft X2 2.609595 ft Z1 -0.330000 ft Y1 -10.250233 ft X1 -0.671245 ft Z0 -0.330000 ft Y0 -13.531073 ft 3 Points X0 -0.671245 ft 5 3 Points | LC11 - Wind @ 270 Z2 -0.330000 ft Y2 -10.250233 ft X2 -0.671245 ft Z1 -0.330000 ft Y1 -13.531073 ft X1 -3.952084 ft Z0 -0.330000 ft Y0 -13.531073 ft 3 Points X0 -0.671245 ft 4 3 Points | LC10 - Wind @ 180 Z2 -0.330000 ft Y2 -13.531073 ft X2 -3.952084 ft Z1 -0.330000 ft Y1 -16.811913 ft X1 -0.671245 ft Z0 -0.330000 ft Y0 -13.531073 ft 3 Points X0 -0.671245 ft 3 3 Points | LC8 - Wind @ 90 Deg. Z2 -0.330000 ft Y2 -16.811913 ft X2 -0.671245 ft Z1 -0.330000 ft Y1 -13.531073 ft X1 2.609595 ft Z0 -0.330000 ft Y0 -13.531073 ft 3 Points X0 -0.671245 ft 2 3 Points | LC6 - Wind @ 0 Deg. 1 Global XYZ No.Type Symbol Value Unit Sequence Symbol Value Unit Comment System Coordinates Rotation3 Points Σ Total 3972.07 15.432 4804.8 Total 24.86 0.126 62.7 6 Cable PE (Pfeifer)Members 24.86 0.126 62.7 Total 3616.49 5.931 148.3 8 Commercial 95 Shade Fabric Surfaces 3616.49 5.931 148.3 Total 330.72 9.375 4593.8 2 A500, Grade C Members 330.72 9.375 4593.8 No.Material Name Object Type C∑ [ft2]V∑ [ft3]M∑ [lb] Material Tot. Coating Tot. Volume Total Mass D LC2 - Dead Load Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.98e+14 -- Stiffness matrix determinant 1.15e+18344 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 8.94e+13 -- Number of iterations 31 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 0.7 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -1.0 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 47.645 in Member No. 13, x: 20.689090 ft Maximum displacement in Z-direction 9.636 in Member No. 9, x: 19.155968 ft Maximum displacement in Y-direction 47.581 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -47.644 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.00 kipft At center of gravity of model Resultant of reactions about X 0.00 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z 0.000 kip Sum of loads in Z 0.000 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces Tp LC1 - Prestress Description Value Unit Notes Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 6.0 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -7.8 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 53.037 in Member No. 11, x: 18.189018 ft Maximum displacement in Z-direction -52.679 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) Maximum displacement in Y-direction 50.054 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -49.898 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 8.77 kipft At center of gravity of model Resultant of reactions about X 11.47 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -3.371 kip Deviation: 0.00 % Sum of loads in Z -3.371 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces S LC3 - Snow Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 3.84e+12904 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 5 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 0.9 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -1.2 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 47.772 in FE node No. 632: (31.708218, -14.310555, 14.840000 ft) Maximum displacement in Z-direction -10.045 in FE node No. 593: (11.311715, -14.667324, 15.276667 ft) Maximum displacement in Y-direction 47.455 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -47.632 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.04 kipft At center of gravity of model Resultant of reactions about X -0.20 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -5.094 kip Deviation: 0.00 % Sum of loads in Z -5.094 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces Description Value Unit Notes Sum of loads in Y -2.409 kip Sum of support forces in X -0.534 kip Deviation: 0.00 % Sum of loads in X -0.534 kip Sum of loads and sum of support forces W LC8 - Wind @ 90 Deg. Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 6.10e+13794 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis -0.1 mrad Member No. 4, x: 19.313500 ft Maximum rotation about Y-axis 10.4 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -12.9 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 54.182 in Member No. 11, x: 21.496112 ft Maximum displacement in Z-direction -39.279 in FE node No. 162: (-14.195496, -13.507419, 15.762452 ft) Maximum displacement in Y-direction 51.452 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -50.293 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z -8.30 kipft At center of gravity of model Resultant of reactions about Y -48.52 kipft At center of gravity of model Resultant of reactions about X -23.77 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -0.226 kip Deviation: 0.00 % Sum of loads in Z -0.226 kip Sum of support forces in Y 0.415 kip Deviation: 0.00 % Sum of loads in Y 0.415 kip Sum of support forces in X 2.927 kip Deviation: 0.00 % Sum of loads in X 2.927 kip Sum of loads and sum of support forces W LC6 - Wind @ 0 Deg. Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 3.67e+13739 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Description Value Unit Notes Infinity Norm 1.27e+14 -- Stiffness matrix determinant 4.58e+14118 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 13 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 11.4 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -16.5 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 70.391 in FE node No. 646: (15.407042, -17.143167, 15.161667 ft) Maximum displacement in Z-direction 70.163 in FE node No. 646: (15.407042, -17.143167, 15.161667 ft) Maximum displacement in Y-direction 52.297 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -52.691 in Member No. 13, x: 19.097622 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -30.28 kipft At center of gravity of model Resultant of reactions about X -41.55 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z 12.032 kip Deviation: 0.00 % Sum of loads in Z 12.032 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces W LC9 - Uplift Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 2.66e+13661 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.1 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 7.7 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis 7.0 mrad Member No. 4, x: 20.330000 ft Maximum vectorial displacement 52.203 in Member No. 13, x: 17.506153 ft Maximum displacement in Z-direction 34.108 in FE node No. 150: (-15.734906, -9.004946, 15.954681 ft) Maximum displacement in Y-direction 48.183 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -49.759 in Member No. 13, x: 17.506153 ft Maximum deformations Resultant of reactions about Z 7.65 kipft At center of gravity of model Resultant of reactions about Y -0.11 kipft At center of gravity of model Resultant of reactions about X 14.87 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z 3.284 kip Deviation: 0.00 % Sum of loads in Z 3.284 kip Sum of support forces in Y -2.409 kip Deviation: 0.00 % Description Value Unit Notes Sum of support forces in Z -1.757 kip Deviation: 0.00 % Sum of loads in Z -1.757 kip Sum of support forces in Y 2.336 kip Deviation: 0.00 % Sum of loads in Y 2.336 kip Sum of support forces in X 0.552 kip Deviation: 0.00 % Sum of loads in X 0.552 kip Sum of loads and sum of support forces W LC11 - Wind @ 270 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 1.61e+13650 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.1 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 8.4 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis 9.0 mrad Member No. 4, x: 20.330000 ft Maximum vectorial displacement 50.879 in Member No. 9, x: 20.629504 ft Maximum displacement in Z-direction 37.815 in FE node No. 211: (-9.701261, -16.500830, 16.310011 ft) Maximum displacement in Y-direction 48.819 in Member No. 11, x: 16.535471 ft Maximum displacement in X-direction -48.662 in Member No. 13, x: 17.506153 ft Maximum deformations Resultant of reactions about Z 1.19 kipft At center of gravity of model Resultant of reactions about Y 22.60 kipft At center of gravity of model Resultant of reactions about X 14.95 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z 3.087 kip Deviation: 0.00 % Sum of loads in Z 3.087 kip Sum of support forces in Y -0.368 kip Deviation: 0.00 % Sum of loads in Y -0.368 kip Sum of support forces in X -2.901 kip Deviation: 0.00 % Sum of loads in X -2.901 kip Sum of loads and sum of support forces W LC10 - Wind @ 180 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Description Value Unit Notes Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 3.32e+13910 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 8.6 mrad FE node No. 5: (-7.162202, -33.018136, 19.000000 ft) Maximum rotation about X-axis -11.1 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 63.874 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) Maximum displacement in Z-direction -63.695 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) Maximum displacement in Y-direction 50.940 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -50.780 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 15.07 kipft At center of gravity of model Resultant of reactions about X 19.60 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -5.783 kip Deviation: 0.00 % Sum of loads in Z -5.783 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces Lr LC12 - Live Load Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 5.33e+13667 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 4, x: 19.548077 ft Maximum rotation about Y-axis 6.7 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -8.5 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 50.419 in Member No. 13, x: 22.280559 ft Maximum displacement in Z-direction -30.639 in FE node No. 178: (-12.748286, -13.507419, 16.044057 ft) Maximum displacement in Y-direction 48.516 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -48.402 in Member No. 13, x: 22.280559 ft Maximum deformations Resultant of reactions about Z -2.18 kipft At center of gravity of model Resultant of reactions about Y 0.76 kipft At center of gravity of model Resultant of reactions about X -1.74 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Description Value Unit Notes Maximum displacement in X-direction -51.640 in Member No. 13, x: 19.097622 ft | CO54 Maximum deformations 2.4 DS2 - Section 2.4 (ASD), 1. to 7. Maximum rotation about Z-axis -0.1 mrad Member No. 4, x: 19.313500 ft | CO29 Maximum rotation about Y-axis 12.3 mrad Member No. 2, x: 19.330000 ft | CO10 Maximum rotation about X-axis -16.4 mrad Member No. 2, x: 19.330000 ft | CO31 Maximum vectorial displacement 75.717 in FE node No. 621: (15.544718, -15.699988, 15.206667 ft) | CO11 Maximum displacement in Z-direction -75.435 in FE node No. 596: (15.682394, -14.256809, 15.251667 ft) | CO11 Maximum displacement in Y-direction 52.298 in Member No. 11, x: 21.496112 ft | CO16 Maximum displacement in X-direction -52.692 in Member No. 13, x: 19.097622 ft | CO16 Maximum deformations 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.28e+14 -- Stiffness matrix determinant 7.24e+12703 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.79e+13 -- Number of iterations 87 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 4, x: 20.330000 ft Maximum rotation about Y-axis 1.5 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -1.8 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 26.465 in FE node No. 178: (-12.748286, -13.507419, 16.044057 ft) Maximum displacement in Z-direction -25.454 in FE node No. 178: (-12.748286, -13.507419, 16.044057 ft) Maximum displacement in Y-direction 6.523 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction 6.576 in FE node No. 178: (-12.748286, -13.507419, 16.044057 ft) Maximum deformations Resultant of reactions about Z -0.07 kipft At center of gravity of model Resultant of reactions about Y -0.30 kipft At center of gravity of model Resultant of reactions about X 0.23 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -5.142 kip Deviation: 0.00 % Sum of loads in Z -5.142 kip Sum of support forces in Y 5.317 kip Deviation: 0.00 % Sum of loads in Y 5.317 kip Sum of support forces in X 5.317 kip Deviation: 0.00 % Sum of loads in X 5.317 kip Sum of loads and sum of support forces Qe LC13 - Seismic Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Description Value Unit Notes Maximum displacement in Z-direction -57.162 in FE node No. 597: (17.139287, -14.119971, 15.243333 ft) Maximum displacement in Y-direction 51.168 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -49.278 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z -4.09 kipft At center of gravity of model Resultant of reactions about Y -10.11 kipft At center of gravity of model Resultant of reactions about X 5.87 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -11.583 kip Deviation: 0.00 % Sum of loads in Z -11.583 kip Sum of support forces in Y 0.207 kip Deviation: 0.00 % Sum of loads in Y 0.207 kip Sum of support forces in X 1.463 kip Deviation: 0.00 % Sum of loads in X 1.463 kip Sum of loads and sum of support forces 3 CO2 - 1.20D + 0.50W1 + 1.60S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 1.36e+12953 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 6 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 1.0 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -1.4 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 47.860 in Member No. 13, x: 20.689090 ft Maximum displacement in Z-direction -11.857 in FE node No. 594: (12.768608, -14.530486, 15.268333 ft) Maximum displacement in Y-direction 47.477 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -47.633 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.06 kipft At center of gravity of model Resultant of reactions about X -0.29 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -7.132 kip Deviation: 0.00 % Sum of loads in Z -7.132 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 1 CO1 - 1.40D Maximum rotation about Z-axis -0.1 mrad Member No. 4, x: 19.313500 ft | CO52 Maximum rotation about Y-axis 9.0 mrad Member No. 5, x: 13.330000 ft | CO47 Maximum rotation about X-axis -11.6 mrad Member No. 2, x: 19.330000 ft | CO54 Maximum vectorial displacement 64.264 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) | CO36 Maximum displacement in Z-direction -64.085 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) | CO36 Maximum displacement in Y-direction 51.284 in Member No. 11, x: 21.496112 ft | CO54 Description Value Unit Notes Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 4.24e+13800 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 4, x: 19.548077 ft Maximum rotation about Y-axis 8.0 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -9.0 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 59.790 in FE node No. 619: (12.605900, -15.952613, 15.273333 ft) Maximum displacement in Z-direction -59.710 in FE node No. 619: (12.605900, -15.952613, 15.273333 ft) Maximum displacement in Y-direction 50.028 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -51.182 in Member No. 13, x: 22.280559 ft Maximum deformations Resultant of reactions about Z 3.78 kipft At center of gravity of model Resultant of reactions about Y 14.17 kipft At center of gravity of model Resultant of reactions about X 25.37 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -9.833 kip Deviation: 0.00 % Sum of loads in Z -9.833 kip Sum of support forces in Y -1.204 kip Deviation: 0.00 % Sum of loads in Y -1.204 kip Sum of support forces in X -0.267 kip Deviation: 0.00 % Sum of loads in X -0.267 kip Sum of loads and sum of support forces 3 CO3 - 1.20D + 0.50W2 + 1.60S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 6.34e+13892 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.1 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 9.9 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -11.6 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 57.530 in FE node No. 597: (17.139287, -14.119971, 15.243333 ft) Description Value Unit Notes Maximum rotation about Z-axis 0.0 mrad Member No. 4, x: 19.313500 ft Maximum rotation about Y-axis 8.7 mrad FE node No. 5: (-7.162202, -33.018136, 19.000000 ft) Maximum rotation about X-axis -9.3 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 61.754 in FE node No. 645: (13.925117, -17.258953, 15.220000 ft) Maximum displacement in Z-direction -61.520 in FE node No. 644: (12.443192, -17.374739, 15.278333 ft) Maximum displacement in Y-direction 50.044 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -51.237 in Member No. 13, x: 22.280559 ft Maximum deformations Resultant of reactions about Z 0.64 kipft At center of gravity of model Resultant of reactions about Y 25.88 kipft At center of gravity of model Resultant of reactions about X 25.65 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -9.910 kip Deviation: 0.00 % Sum of loads in Z -9.910 kip Sum of support forces in Y -0.184 kip Deviation: 0.00 % Sum of loads in Y -0.184 kip Sum of support forces in X -1.450 kip Deviation: 0.00 % Sum of loads in X -1.450 kip Sum of loads and sum of support forces 3 CO5 - 1.20D + 0.50W4 + 1.60S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 1.01e+13153 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 7 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 1.5 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -2.2 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 48.966 in Member No. 13, x: 19.097622 ft Maximum displacement in Z-direction 15.804 in Member No. 9, x: 19.155968 ft Maximum displacement in Y-direction 48.302 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -48.539 in Member No. 13, x: 19.097622 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -1.79 kipft At center of gravity of model Resultant of reactions about X -2.71 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -5.398 kip Deviation: 0.00 % Sum of loads in Z -5.398 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 3 CO4 - 1.20D + 0.50W3 + 1.60S Speed of convergence 1.00 -- Integrate preliminary form-finding Description Value Unit Notes Sum of loads and sum of support forces 3 CO7 - 1.20D + 0.50W1 + 1.60Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 7.10e+13942 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 8.3 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -12.1 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 63.403 in FE node No. 596: (15.682394, -14.256809, 15.251667 ft) Maximum displacement in Z-direction -63.240 in FE node No. 596: (15.682394, -14.256809, 15.251667 ft) Maximum displacement in Y-direction 51.142 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -49.946 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z -1.09 kipft At center of gravity of model Resultant of reactions about Y 14.70 kipft At center of gravity of model Resultant of reactions about X 17.06 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -12.355 kip Deviation: 0.00 % Sum of loads in Z -12.355 kip Sum of support forces in Y 1.168 kip Deviation: 0.00 % Sum of loads in Y 1.168 kip Sum of support forces in X 0.276 kip Deviation: 0.00 % Sum of loads in X 0.276 kip Sum of loads and sum of support forces 3 CO6 - 1.20D + 0.50W5 + 1.60S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 2.20e+13829 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Description Value Unit Notes Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 12 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 4, x: 19.548077 ft Maximum rotation about Y-axis 11.6 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -13.6 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 73.249 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) Maximum displacement in Z-direction -73.118 in FE node No. 619: (12.605900, -15.952613, 15.273333 ft) Maximum displacement in Y-direction 51.295 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -52.078 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z 3.77 kipft At center of gravity of model Resultant of reactions about Y 24.21 kipft At center of gravity of model Resultant of reactions about X 38.31 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -13.668 kip Deviation: 0.00 % Sum of loads in Z -13.668 kip Sum of support forces in Y -1.204 kip Deviation: 0.00 % Sum of loads in Y -1.204 kip Sum of support forces in X -0.267 kip Deviation: 0.00 % Sum of loads in X -0.267 kip Sum of loads and sum of support forces 3 CO8 - 1.20D + 0.50W2 + 1.60Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 7.53e+14069 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 13 Calculation statistic Maximum rotation about Z-axis 0.1 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 11.9 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -15.6 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 71.948 in FE node No. 596: (15.682394, -14.256809, 15.251667 ft) Maximum displacement in Z-direction -71.795 in FE node No. 596: (15.682394, -14.256809, 15.251667 ft) Maximum displacement in Y-direction 52.015 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -50.668 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z -4.09 kipft At center of gravity of model Resultant of reactions about Y 0.04 kipft At center of gravity of model Resultant of reactions about X 18.81 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -15.412 kip Deviation: 0.00 % Sum of loads in Z -15.412 kip Sum of support forces in Y 0.207 kip Deviation: 0.00 % Sum of loads in Y 0.207 kip Sum of support forces in X 1.463 kip Deviation: 0.00 % Sum of loads in X 1.463 kip Description Value Unit Notes Sum of support forces in Y -0.184 kip Deviation: 0.00 % Sum of loads in Y -0.184 kip Sum of support forces in X -1.450 kip Deviation: 0.00 % Sum of loads in X -1.450 kip Sum of loads and sum of support forces 3 CO10 - 1.20D + 0.50W4 + 1.60Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 2.39e+13737 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 5.9 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -7.8 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 52.993 in Member No. 11, x: 18.189018 ft Maximum displacement in Z-direction -52.394 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) Maximum displacement in Y-direction 49.992 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -49.834 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 8.38 kipft At center of gravity of model Resultant of reactions about X 10.65 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -9.314 kip Deviation: 0.00 % Sum of loads in Z -9.314 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 3 CO9 - 1.20D + 0.50W3 + 1.60Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 2.13e+14003 -- Description Value Unit Notes Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 5.48e+14096 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 13 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 11.7 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -16.3 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 75.717 in FE node No. 621: (15.544718, -15.699988, 15.206667 ft) Maximum displacement in Z-direction -75.435 in FE node No. 596: (15.682394, -14.256809, 15.251667 ft) Maximum displacement in Y-direction 52.145 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -51.128 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z -1.10 kipft At center of gravity of model Resultant of reactions about Y 24.73 kipft At center of gravity of model Resultant of reactions about X 29.97 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -16.185 kip Deviation: 0.00 % Sum of loads in Z -16.185 kip Sum of support forces in Y 1.168 kip Deviation: 0.00 % Sum of loads in Y 1.168 kip Sum of support forces in X 0.276 kip Deviation: 0.00 % Sum of loads in X 0.276 kip Sum of loads and sum of support forces 3 CO11 - 1.20D + 0.50W5 + 1.60Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 6.44e+14003 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 12 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 4, x: 19.313500 ft Maximum rotation about Y-axis 12.3 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -13.2 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 74.443 in FE node No. 645: (13.925117, -17.258953, 15.220000 ft) Maximum displacement in Z-direction -74.208 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) Maximum displacement in Y-direction 51.227 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -52.170 in Member No. 13, x: 22.280559 ft Maximum deformations Resultant of reactions about Z 0.68 kipft At center of gravity of model Resultant of reactions about Y 36.16 kipft At center of gravity of model Resultant of reactions about X 38.47 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -13.734 kip Deviation: 0.00 % Sum of loads in Z -13.734 kip Description Value Unit Notes Resultant of reactions Sum of support forces in Z -15.320 kip Deviation: 0.00 % Sum of loads in Z -15.320 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 3 CO13 - 1.20D + 1.60Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 4.40e+13895 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 8.3 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -10.8 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 62.757 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) Maximum displacement in Z-direction -62.577 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) Maximum displacement in Y-direction 50.817 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -50.656 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 14.05 kipft At center of gravity of model Resultant of reactions about X 18.00 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -11.487 kip Deviation: 0.00 % Sum of loads in Z -11.487 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 3 CO12 - 1.20D + 1.60S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Description Value Unit Notes Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 6.39e+13789 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis -0.1 mrad Member No. 4, x: 19.313500 ft Maximum rotation about Y-axis 10.5 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -12.9 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 54.083 in Member No. 11, x: 21.496112 ft Maximum displacement in Z-direction -39.470 in FE node No. 162: (-14.195496, -13.507419, 15.762452 ft) Maximum displacement in Y-direction 51.484 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -50.252 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z -8.30 kipft At center of gravity of model Resultant of reactions about Y -48.48 kipft At center of gravity of model Resultant of reactions about X -24.00 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -6.341 kip Deviation: 0.00 % Sum of loads in Z -6.341 kip Sum of support forces in Y 0.415 kip Deviation: 0.00 % Sum of loads in Y 0.415 kip Sum of support forces in X 2.927 kip Deviation: 0.00 % Sum of loads in X 2.927 kip Sum of loads and sum of support forces 4 CO14 - 1.20D + W1 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 2.50e+14066 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 12 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 11.8 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -15.2 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 75.214 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) Maximum displacement in Z-direction -75.036 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) Maximum displacement in Y-direction 51.840 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -51.689 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 24.06 kipft At center of gravity of model Resultant of reactions about X 30.87 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Description Value Unit Notes Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -30.25 kipft At center of gravity of model Resultant of reactions about X -41.71 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z 5.913 kip Deviation: 0.00 % Sum of loads in Z 5.913 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 4 CO16 - 1.20D + W3 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 7.67e+13652 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.1 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 7.6 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis 6.9 mrad Member No. 4, x: 20.330000 ft Maximum vectorial displacement 52.103 in Member No. 13, x: 17.506153 ft Maximum displacement in Z-direction 33.877 in FE node No. 150: (-15.734906, -9.004946, 15.954681 ft) Maximum displacement in Y-direction 48.090 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -49.819 in Member No. 13, x: 17.506153 ft Maximum deformations Resultant of reactions about Z 7.65 kipft At center of gravity of model Resultant of reactions about Y -0.11 kipft At center of gravity of model Resultant of reactions about X 14.68 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -2.831 kip Deviation: 0.00 % Sum of loads in Z -2.831 kip Sum of support forces in Y -2.409 kip Deviation: 0.00 % Sum of loads in Y -2.409 kip Sum of support forces in X -0.534 kip Deviation: 0.00 % Sum of loads in X -0.534 kip Sum of loads and sum of support forces 4 CO15 - 1.20D + W2 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Description Value Unit Notes Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 8.38e+13652 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.1 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 8.3 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis 8.9 mrad Member No. 4, x: 20.330000 ft Maximum vectorial displacement 50.805 in Member No. 9, x: 20.629504 ft Maximum displacement in Z-direction 37.646 in FE node No. 211: (-9.701261, -16.500830, 16.310011 ft) Maximum displacement in Y-direction 48.704 in Member No. 11, x: 16.535471 ft Maximum displacement in X-direction -48.630 in Member No. 13, x: 17.506153 ft Maximum deformations Resultant of reactions about Z 1.18 kipft At center of gravity of model Resultant of reactions about Y 22.59 kipft At center of gravity of model Resultant of reactions about X 14.77 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -3.028 kip Deviation: 0.00 % Sum of loads in Z -3.028 kip Sum of support forces in Y -0.368 kip Deviation: 0.00 % Sum of loads in Y -0.368 kip Sum of support forces in X -2.901 kip Deviation: 0.00 % Sum of loads in X -2.901 kip Sum of loads and sum of support forces 4 CO17 - 1.20D + W4 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 1.36e+14114 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 13 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 11.3 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -16.3 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 70.098 in FE node No. 646: (15.407042, -17.143167, 15.161667 ft) Maximum displacement in Z-direction 69.869 in FE node No. 646: (15.407042, -17.143167, 15.161667 ft) Maximum displacement in Y-direction 52.298 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -52.692 in Member No. 13, x: 19.097622 ft Maximum deformations Description Value Unit Notes Maximum displacement in Z-direction -41.437 in FE node No. 163: (-14.226229, -12.006595, 15.920396 ft) Maximum displacement in Y-direction 51.589 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -49.078 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z -8.29 kipft At center of gravity of model Resultant of reactions about Y -44.06 kipft At center of gravity of model Resultant of reactions about X -18.30 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -8.022 kip Deviation: 0.00 % Sum of loads in Z -8.022 kip Sum of support forces in Y 0.415 kip Deviation: 0.00 % Sum of loads in Y 0.415 kip Sum of support forces in X 2.927 kip Deviation: 0.00 % Sum of loads in X 2.927 kip Sum of loads and sum of support forces 4 CO19 - 1.20D + W1 + 0.50S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 6.11e+13675 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 4, x: 19.548077 ft Maximum rotation about Y-axis 6.8 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -8.6 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 50.531 in Member No. 13, x: 22.280559 ft Maximum displacement in Z-direction -30.932 in FE node No. 178: (-12.748286, -13.507419, 16.044057 ft) Maximum displacement in Y-direction 48.500 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -48.289 in Member No. 13, x: 22.280559 ft Maximum deformations Resultant of reactions about Z -2.17 kipft At center of gravity of model Resultant of reactions about Y 0.83 kipft At center of gravity of model Resultant of reactions about X -1.99 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -7.872 kip Deviation: 0.00 % Sum of loads in Z -7.872 kip Sum of support forces in Y 2.336 kip Deviation: 0.00 % Sum of loads in Y 2.336 kip Sum of support forces in X 0.552 kip Deviation: 0.00 % Sum of loads in X 0.552 kip Sum of loads and sum of support forces 4 CO18 - 1.20D + W5 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Description Value Unit Notes Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 7.06e+13629 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 6.5 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -6.3 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 50.769 in FE node No. 582: (31.708218, -11.192625, 15.480000 ft) Maximum displacement in Z-direction 31.093 in FE node No. 137: (-17.182116, -9.004946, 15.673076 ft) Maximum displacement in Y-direction 47.309 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -50.208 in Member No. 13, x: 17.506153 ft Maximum deformations Resultant of reactions about Z 7.68 kipft At center of gravity of model Resultant of reactions about Y 4.28 kipft At center of gravity of model Resultant of reactions about X 20.50 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -4.519 kip Deviation: 0.00 % Sum of loads in Z -4.519 kip Sum of support forces in Y -2.409 kip Deviation: 0.00 % Sum of loads in Y -2.409 kip Sum of support forces in X -0.534 kip Deviation: 0.00 % Sum of loads in X -0.534 kip Sum of loads and sum of support forces 4 CO20 - 1.20D + W2 + 0.50S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 8.64e+13760 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis -0.1 mrad Member No. 4, x: 19.313500 ft Maximum rotation about Y-axis 11.3 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -12.8 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 53.573 in Member No. 9, x: 19.155968 ft Description Value Unit Notes Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 7.4 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -8.9 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 51.143 in Member No. 11, x: 16.535471 ft Maximum displacement in Z-direction -37.325 in FE node No. 718: (10.435596, -21.725328, 15.426667 ft) Maximum displacement in Y-direction 48.212 in Member No. 11, x: 16.535471 ft Maximum displacement in X-direction -48.764 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z 1.15 kipft At center of gravity of model Resultant of reactions about Y 26.88 kipft At center of gravity of model Resultant of reactions about X 20.62 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -4.705 kip Deviation: 0.00 % Sum of loads in Z -4.705 kip Sum of support forces in Y -0.368 kip Deviation: 0.00 % Sum of loads in Y -0.368 kip Sum of support forces in X -2.901 kip Deviation: 0.00 % Sum of loads in X -2.901 kip Sum of loads and sum of support forces 4 CO22 - 1.20D + W4 + 0.50S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 2.74e+14061 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 13 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 10.1 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -14.8 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 65.964 in FE node No. 646: (15.407042, -17.143167, 15.161667 ft) Maximum displacement in Z-direction 65.718 in FE node No. 646: (15.407042, -17.143167, 15.161667 ft) Maximum displacement in Y-direction 51.987 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -52.371 in Member No. 13, x: 19.097622 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -26.16 kipft At center of gravity of model Resultant of reactions about X -36.07 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z 4.276 kip Deviation: 0.00 % Sum of loads in Z 4.276 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 4 CO21 - 1.20D + W3 + 0.50S Speed of convergence 1.00 -- Integrate preliminary form-finding Description Value Unit Notes Sum of loads and sum of support forces 4 CO24 - 1.20D + W1 + 0.50Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 1.20e+13774 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 7.9 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -9.6 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 52.164 in Member No. 13, x: 22.280559 ft Maximum displacement in Z-direction -43.999 in FE node No. 574: (20.153201, -12.371538, 15.346667 ft) Maximum displacement in Y-direction 49.250 in Member No. 11, x: 16.535471 ft Maximum displacement in X-direction -48.152 in Member No. 13, x: 22.280559 ft Maximum deformations Resultant of reactions about Z -2.14 kipft At center of gravity of model Resultant of reactions about Y 5.43 kipft At center of gravity of model Resultant of reactions about X 3.64 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -9.552 kip Deviation: 0.00 % Sum of loads in Z -9.552 kip Sum of support forces in Y 2.336 kip Deviation: 0.00 % Sum of loads in Y 2.336 kip Sum of support forces in X 0.552 kip Deviation: 0.00 % Sum of loads in X 0.552 kip Sum of loads and sum of support forces 4 CO23 - 1.20D + W5 + 0.50S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 1.49e+13731 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 9 Calculation statistic Description Value Unit Notes Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 5.7 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -6.8 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 50.605 in Member No. 13, x: 19.097622 ft Maximum displacement in Z-direction -39.535 in FE node No. 640: (6.515492, -17.837884, 15.511667 ft) Maximum displacement in Y-direction 47.987 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -50.594 in Member No. 13, x: 19.097622 ft Maximum deformations Resultant of reactions about Z 7.68 kipft At center of gravity of model Resultant of reactions about Y 7.36 kipft At center of gravity of model Resultant of reactions about X 24.66 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -5.735 kip Deviation: 0.00 % Sum of loads in Z -5.735 kip Sum of support forces in Y -2.409 kip Deviation: 0.00 % Sum of loads in Y -2.409 kip Sum of support forces in X -0.534 kip Deviation: 0.00 % Sum of loads in X -0.534 kip Sum of loads and sum of support forces 4 CO25 - 1.20D + W2 + 0.50Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 5.44e+13795 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 4, x: 19.313500 ft Maximum rotation about Y-axis 12.0 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -12.9 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 53.870 in Member No. 9, x: 19.155968 ft Maximum displacement in Z-direction -42.728 in FE node No. 163: (-14.226229, -12.006595, 15.920396 ft) Maximum displacement in Y-direction 51.615 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -48.659 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z -8.27 kipft At center of gravity of model Resultant of reactions about Y -40.94 kipft At center of gravity of model Resultant of reactions about X -14.28 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -9.234 kip Deviation: 0.00 % Sum of loads in Z -9.234 kip Sum of support forces in Y 0.415 kip Deviation: 0.00 % Sum of loads in Y 0.415 kip Sum of support forces in X 2.927 kip Deviation: 0.00 % Sum of loads in X 2.927 kip Description Value Unit Notes Sum of support forces in Y -0.368 kip Deviation: 0.00 % Sum of loads in Y -0.368 kip Sum of support forces in X -2.901 kip Deviation: 0.00 % Sum of loads in X -2.901 kip Sum of loads and sum of support forces 4 CO27 - 1.20D + W4 + 0.50Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 8.62e+14017 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 12 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 9.3 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -13.6 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 62.679 in FE node No. 646: (15.407042, -17.143167, 15.161667 ft) Maximum displacement in Z-direction 62.418 in FE node No. 646: (15.407042, -17.143167, 15.161667 ft) Maximum displacement in Y-direction 51.739 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -52.114 in Member No. 13, x: 19.097622 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -23.18 kipft At center of gravity of model Resultant of reactions about X -31.98 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z 3.086 kip Deviation: 0.00 % Sum of loads in Z 3.086 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 4 CO26 - 1.20D + W3 + 0.50Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 1.03e+13677 -- Description Value Unit Notes Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 7.62e+13849 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 8.6 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -10.7 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 53.408 in Member No. 13, x: 22.280559 ft Maximum displacement in Z-direction -52.114 in FE node No. 598: (18.596180, -13.983133, 15.235000 ft) Maximum displacement in Y-direction 49.995 in Member No. 11, x: 16.535471 ft Maximum displacement in X-direction -48.513 in Member No. 13, x: 22.280559 ft Maximum deformations Resultant of reactions about Z -2.15 kipft At center of gravity of model Resultant of reactions about Y 8.72 kipft At center of gravity of model Resultant of reactions about X 7.78 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -10.765 kip Deviation: 0.00 % Sum of loads in Z -10.765 kip Sum of support forces in Y 2.336 kip Deviation: 0.00 % Sum of loads in Y 2.336 kip Sum of support forces in X 0.552 kip Deviation: 0.00 % Sum of loads in X 0.552 kip Sum of loads and sum of support forces 4 CO28 - 1.20D + W5 + 0.50Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 5.97e+13788 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 6.7 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -9.6 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 52.512 in FE node No. 921: (13.892609, -33.018136, 14.666667 ft) Maximum displacement in Z-direction -47.299 in FE node No. 693: (10.610820, -20.313727, 15.396667 ft) Maximum displacement in Y-direction 48.414 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -49.753 in Member No. 13, x: 22.280559 ft Maximum deformations Resultant of reactions about Z 1.14 kipft At center of gravity of model Resultant of reactions about Y 30.03 kipft At center of gravity of model Resultant of reactions about X 24.85 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -5.915 kip Deviation: 0.00 % Sum of loads in Z -5.915 kip Description Value Unit Notes Resultant of reactions Sum of support forces in Z -1.302 kip Deviation: 0.00 % Sum of loads in Z -1.302 kip Sum of support forces in Y -2.409 kip Deviation: 0.00 % Sum of loads in Y -2.409 kip Sum of support forces in X -0.534 kip Deviation: 0.00 % Sum of loads in X -0.534 kip Sum of loads and sum of support forces 5 CO30 - 0.90D + W2 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 1.06e+13791 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis -0.1 mrad Member No. 4, x: 19.313500 ft Maximum rotation about Y-axis 10.5 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -12.9 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 54.108 in Member No. 11, x: 21.496112 ft Maximum displacement in Z-direction -39.422 in FE node No. 162: (-14.195496, -13.507419, 15.762452 ft) Maximum displacement in Y-direction 51.476 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -50.263 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z -8.30 kipft At center of gravity of model Resultant of reactions about Y -48.49 kipft At center of gravity of model Resultant of reactions about X -23.94 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -4.812 kip Deviation: 0.00 % Sum of loads in Z -4.812 kip Sum of support forces in Y 0.415 kip Deviation: 0.00 % Sum of loads in Y 0.415 kip Sum of support forces in X 2.927 kip Deviation: 0.00 % Sum of loads in X 2.927 kip Sum of loads and sum of support forces 5 CO29 - 0.90D + W1 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Description Value Unit Notes Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 1.86e+14115 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 13 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 11.3 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -16.4 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 70.171 in FE node No. 646: (15.407042, -17.143167, 15.161667 ft) Maximum displacement in Z-direction 69.943 in FE node No. 646: (15.407042, -17.143167, 15.161667 ft) Maximum displacement in Y-direction 52.298 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -52.692 in Member No. 13, x: 19.097622 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -30.25 kipft At center of gravity of model Resultant of reactions about X -41.67 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z 7.443 kip Deviation: 0.00 % Sum of loads in Z 7.443 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 5 CO31 - 0.90D + W3 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 9.01e+13654 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.1 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 7.7 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis 6.9 mrad Member No. 4, x: 20.330000 ft Maximum vectorial displacement 52.128 in Member No. 13, x: 17.506153 ft Maximum displacement in Z-direction 33.935 in FE node No. 150: (-15.734906, -9.004946, 15.954681 ft) Maximum displacement in Y-direction 48.115 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -49.803 in Member No. 13, x: 17.506153 ft Maximum deformations Resultant of reactions about Z 7.65 kipft At center of gravity of model Resultant of reactions about Y -0.11 kipft At center of gravity of model Resultant of reactions about X 14.73 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Description Value Unit Notes Resultant of reactions about Z -2.17 kipft At center of gravity of model Resultant of reactions about Y 0.81 kipft At center of gravity of model Resultant of reactions about X -1.93 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -6.343 kip Deviation: 0.00 % Sum of loads in Z -6.343 kip Sum of support forces in Y 2.336 kip Deviation: 0.00 % Sum of loads in Y 2.336 kip Sum of support forces in X 0.552 kip Deviation: 0.00 % Sum of loads in X 0.552 kip Sum of loads and sum of support forces 5 CO33 - 0.90D + W5 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 1.21e+13652 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.1 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 8.3 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis 8.9 mrad Member No. 4, x: 20.330000 ft Maximum vectorial displacement 50.823 in Member No. 9, x: 20.629504 ft Maximum displacement in Z-direction 37.688 in FE node No. 211: (-9.701261, -16.500830, 16.310011 ft) Maximum displacement in Y-direction 48.733 in Member No. 11, x: 16.535471 ft Maximum displacement in X-direction -48.639 in Member No. 13, x: 17.506153 ft Maximum deformations Resultant of reactions about Z 1.18 kipft At center of gravity of model Resultant of reactions about Y 22.59 kipft At center of gravity of model Resultant of reactions about X 14.81 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -1.499 kip Deviation: 0.00 % Sum of loads in Z -1.499 kip Sum of support forces in Y -0.368 kip Deviation: 0.00 % Sum of loads in Y -0.368 kip Sum of support forces in X -2.901 kip Deviation: 0.00 % Sum of loads in X -2.901 kip Sum of loads and sum of support forces 5 CO32 - 0.90D + W4 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Description Value Unit Notes Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 3.84e+12904 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 5 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 0.9 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -1.2 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 47.772 in FE node No. 632: (31.708218, -14.310555, 14.840000 ft) Maximum displacement in Z-direction -10.045 in FE node No. 593: (11.311715, -14.667324, 15.276667 ft) Maximum displacement in Y-direction 47.455 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -47.632 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 0.04 kipft At center of gravity of model Resultant of reactions about X -0.20 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -5.094 kip Deviation: 0.00 % Sum of loads in Z -5.094 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 1 CO34 - D Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 5.69e+13673 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 4, x: 19.548077 ft Maximum rotation about Y-axis 6.8 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -8.6 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 50.503 in Member No. 13, x: 22.280559 ft Maximum displacement in Z-direction -30.860 in FE node No. 178: (-12.748286, -13.507419, 16.044057 ft) Maximum displacement in Y-direction 48.504 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -48.317 in Member No. 13, x: 22.280559 ft Maximum deformations Description Value Unit Notes Maximum displacement in Z-direction -64.085 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) Maximum displacement in Y-direction 50.946 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -50.786 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 15.12 kipft At center of gravity of model Resultant of reactions about X 19.42 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -10.880 kip Deviation: 0.00 % Sum of loads in Z -10.880 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 3 CO36 - D + Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 8.51e+13750 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 6.1 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -8.0 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 53.437 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) Maximum displacement in Z-direction -53.248 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) Maximum displacement in Y-direction 50.066 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -49.908 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y 8.82 kipft At center of gravity of model Resultant of reactions about X 11.28 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -8.467 kip Deviation: 0.00 % Sum of loads in Z -8.467 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 3 CO35 - D + S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Description Value Unit Notes Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 3.25e+13632 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis -0.1 mrad Member No. 4, x: 19.313500 ft Maximum rotation about Y-axis 7.5 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -9.2 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 52.346 in Member No. 11, x: 21.496112 ft Maximum displacement in Z-direction -32.912 in FE node No. 163: (-14.226229, -12.006595, 15.920396 ft) Maximum displacement in Y-direction 50.679 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -49.318 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z -4.97 kipft At center of gravity of model Resultant of reactions about Y -29.10 kipft At center of gravity of model Resultant of reactions about X -14.52 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -5.231 kip Deviation: 0.00 % Sum of loads in Z -5.231 kip Sum of support forces in Y 0.249 kip Deviation: 0.00 % Sum of loads in Y 0.249 kip Sum of support forces in X 1.756 kip Deviation: 0.00 % Sum of loads in X 1.756 kip Sum of loads and sum of support forces 5 CO37 - D + 0.60W1 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 2.42e+13917 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 8.7 mrad FE node No. 5: (-7.162202, -33.018136, 19.000000 ft) Maximum rotation about X-axis -11.3 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 64.264 in FE node No. 620: (14.075309, -15.826300, 15.240000 ft) Description Value Unit Notes Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 7.8 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -11.6 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 56.742 in FE node No. 646: (15.407042, -17.143167, 15.161667 ft) Maximum displacement in Z-direction 56.449 in FE node No. 646: (15.407042, -17.143167, 15.161667 ft) Maximum displacement in Y-direction 51.284 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -51.639 in Member No. 13, x: 19.097622 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -18.35 kipft At center of gravity of model Resultant of reactions about X -25.29 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z 2.173 kip Deviation: 0.00 % Sum of loads in Z 2.173 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 5 CO39 - D + 0.60W3 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 8.51e+13502 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.1 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 5.5 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis 5.0 mrad Member No. 4, x: 20.330000 ft Maximum vectorial displacement 50.742 in Member No. 13, x: 17.506153 ft Maximum displacement in Z-direction 28.291 in FE node No. 150: (-15.734906, -9.004946, 15.954681 ft) Maximum displacement in Y-direction 47.709 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -49.303 in Member No. 13, x: 17.506153 ft Maximum deformations Resultant of reactions about Z 4.58 kipft At center of gravity of model Resultant of reactions about Y -0.08 kipft At center of gravity of model Resultant of reactions about X 8.68 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -3.125 kip Deviation: 0.00 % Sum of loads in Z -3.125 kip Sum of support forces in Y -1.445 kip Deviation: 0.00 % Sum of loads in Y -1.445 kip Sum of support forces in X -0.320 kip Deviation: 0.00 % Sum of loads in X -0.320 kip Sum of loads and sum of support forces 5 CO38 - D + 0.60W2 Speed of convergence 1.00 -- Integrate preliminary form-finding Description Value Unit Notes Sum of loads and sum of support forces 5 CO41 - D + 0.60W5 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 1.54e+13517 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.1 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 6.1 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis 6.4 mrad Member No. 4, x: 20.330000 ft Maximum vectorial displacement 49.359 in Member No. 9, x: 20.629504 ft Maximum displacement in Z-direction 31.430 in FE node No. 211: (-9.701261, -16.500830, 16.310011 ft) Maximum displacement in Y-direction 48.198 in Member No. 11, x: 16.535471 ft Maximum displacement in X-direction -48.417 in Member No. 13, x: 19.097622 ft Maximum deformations Resultant of reactions about Z 0.73 kipft At center of gravity of model Resultant of reactions about Y 13.62 kipft At center of gravity of model Resultant of reactions about X 8.86 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -3.243 kip Deviation: 0.00 % Sum of loads in Z -3.243 kip Sum of support forces in Y -0.221 kip Deviation: 0.00 % Sum of loads in Y -0.221 kip Sum of support forces in X -1.741 kip Deviation: 0.00 % Sum of loads in X -1.741 kip Sum of loads and sum of support forces 5 CO40 - D + 0.60W4 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 2.91e+13935 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Description Value Unit Notes Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 7.9 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -8.5 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 51.093 in Member No. 9, x: 19.155968 ft Maximum displacement in Z-direction -37.654 in FE node No. 574: (20.153201, -12.371538, 15.346667 ft) Maximum displacement in Y-direction 50.249 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -48.186 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z -3.70 kipft At center of gravity of model Resultant of reactions about Y -15.21 kipft At center of gravity of model Resultant of reactions about X -2.49 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -7.721 kip Deviation: 0.00 % Sum of loads in Z -7.721 kip Sum of support forces in Y 0.187 kip Deviation: 0.00 % Sum of loads in Y 0.187 kip Sum of support forces in X 1.317 kip Deviation: 0.00 % Sum of loads in X 1.317 kip Sum of loads and sum of support forces 6 CO42 - D + 0.45W1 + 0.75S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 5.73e+13532 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 4, x: 19.548077 ft Maximum rotation about Y-axis 5.0 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -6.2 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 49.589 in Member No. 13, x: 22.280559 ft Maximum displacement in Z-direction -25.864 in FE node No. 195: (-11.301076, -13.507419, 16.325661 ft) Maximum displacement in Y-direction 48.371 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -48.031 in Member No. 13, x: 22.280559 ft Maximum deformations Resultant of reactions about Z -1.31 kipft At center of gravity of model Resultant of reactions about Y 0.55 kipft At center of gravity of model Resultant of reactions about X -1.28 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -6.150 kip Deviation: 0.00 % Sum of loads in Z -6.150 kip Sum of support forces in Y 1.401 kip Deviation: 0.00 % Sum of loads in Y 1.401 kip Sum of support forces in X 0.331 kip Deviation: 0.00 % Sum of loads in X 0.331 kip Description Value Unit Notes Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 6 CO44 - D + 0.45W3 + 0.75S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 7.80e+13560 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 4, x: 19.548077 ft Maximum rotation about Y-axis 4.4 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -5.3 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 51.117 in Member No. 13, x: 20.689090 ft Maximum displacement in Z-direction -43.117 in FE node No. 617: (9.667082, -16.205237, 15.340000 ft) Maximum displacement in Y-direction 48.555 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -50.146 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z 3.43 kipft At center of gravity of model Resultant of reactions about Y 6.53 kipft At center of gravity of model Resultant of reactions about X 15.10 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -6.147 kip Deviation: 0.00 % Sum of loads in Z -6.147 kip Sum of support forces in Y -1.084 kip Deviation: 0.00 % Sum of loads in Y -1.084 kip Sum of support forces in X -0.240 kip Deviation: 0.00 % Sum of loads in X -0.240 kip Sum of loads and sum of support forces 6 CO43 - D + 0.45W2 + 0.75S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 2.59e+13676 -- Description Value Unit Notes Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 2.21e+13655 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 2, x: 18.256111 ft Maximum rotation about Y-axis 5.0 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -6.7 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 52.063 in Member No. 11, x: 18.189018 ft Maximum displacement in Z-direction -46.579 in FE node No. 669: (12.280485, -18.796866, 15.283333 ft) Maximum displacement in Y-direction 48.749 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -49.981 in Member No. 13, x: 22.280559 ft Maximum deformations Resultant of reactions about Z 0.54 kipft At center of gravity of model Resultant of reactions about Y 16.83 kipft At center of gravity of model Resultant of reactions about X 15.35 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -6.229 kip Deviation: 0.00 % Sum of loads in Z -6.229 kip Sum of support forces in Y -0.166 kip Deviation: 0.00 % Sum of loads in Y -0.166 kip Sum of support forces in X -1.305 kip Deviation: 0.00 % Sum of loads in X -1.305 kip Sum of loads and sum of support forces 6 CO45 - D + 0.45W4 + 0.75S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 9.49e+13626 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 9 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 4.0 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -6.2 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 52.369 in Member No. 13, x: 19.097622 ft Maximum displacement in Z-direction 37.031 in FE node No. 672: (16.763808, -18.481086, 15.033333 ft) Maximum displacement in Y-direction 49.839 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -50.106 in Member No. 13, x: 19.097622 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -7.52 kipft At center of gravity of model Resultant of reactions about X -10.45 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -2.126 kip Deviation: 0.00 % Sum of loads in Z -2.126 kip Description Value Unit Notes Resultant of reactions Sum of support forces in Z -9.534 kip Deviation: 0.00 % Sum of loads in Z -9.534 kip Sum of support forces in Y 0.187 kip Deviation: 0.00 % Sum of loads in Y 0.187 kip Sum of support forces in X 1.317 kip Deviation: 0.00 % Sum of loads in X 1.317 kip Sum of loads and sum of support forces 6 CO47 - D + 0.45W1 + 0.75Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 3.90e+13744 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 6.1 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -8.3 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 52.426 in Member No. 13, x: 20.689090 ft Maximum displacement in Z-direction -48.981 in FE node No. 597: (17.139287, -14.119971, 15.243333 ft) Maximum displacement in Y-direction 49.945 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -48.765 in Member No. 13, x: 22.280559 ft Maximum deformations Resultant of reactions about Z -0.97 kipft At center of gravity of model Resultant of reactions about Y 7.18 kipft At center of gravity of model Resultant of reactions about X 7.57 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -8.413 kip Deviation: 0.00 % Sum of loads in Z -8.413 kip Sum of support forces in Y 1.051 kip Deviation: 0.00 % Sum of loads in Y 1.051 kip Sum of support forces in X 0.248 kip Deviation: 0.00 % Sum of loads in X 0.248 kip Sum of loads and sum of support forces 6 CO46 - D + 0.45W5 + 0.75S Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Description Value Unit Notes Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 1.15e+13729 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 4, x: 19.548077 ft Maximum rotation about Y-axis 6.9 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -7.7 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 55.203 in FE node No. 644: (12.443192, -17.374739, 15.278333 ft) Maximum displacement in Z-direction -55.066 in FE node No. 619: (12.605900, -15.952613, 15.273333 ft) Maximum displacement in Y-direction 49.646 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -50.825 in Member No. 13, x: 22.280559 ft Maximum deformations Resultant of reactions about Z 3.40 kipft At center of gravity of model Resultant of reactions about Y 11.44 kipft At center of gravity of model Resultant of reactions about X 21.22 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -7.959 kip Deviation: 0.00 % Sum of loads in Z -7.959 kip Sum of support forces in Y -1.084 kip Deviation: 0.00 % Sum of loads in Y -1.084 kip Sum of support forces in X -0.240 kip Deviation: 0.00 % Sum of loads in X -0.240 kip Sum of loads and sum of support forces 6 CO48 - D + 0.45W2 + 0.75Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 3.86e+13825 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 9.0 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -10.3 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 53.087 in Member No. 11, x: 18.189018 ft Maximum displacement in Z-direction -52.235 in FE node No. 597: (17.139287, -14.119971, 15.243333 ft) Maximum displacement in Y-direction 50.860 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -48.939 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z -3.68 kipft At center of gravity of model Resultant of reactions about Y -10.39 kipft At center of gravity of model Resultant of reactions about X 3.66 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Description Value Unit Notes Resultant of reactions about Z 0.57 kipft At center of gravity of model Resultant of reactions about Y 21.89 kipft At center of gravity of model Resultant of reactions about X 21.49 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -8.032 kip Deviation: 0.00 % Sum of loads in Z -8.032 kip Sum of support forces in Y -0.166 kip Deviation: 0.00 % Sum of loads in Y -0.166 kip Sum of support forces in X -1.305 kip Deviation: 0.00 % Sum of loads in X -1.305 kip Sum of loads and sum of support forces 6 CO50 - D + 0.45W4 + 0.75Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 2.74e+13311 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 7 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Maximum rotation about Y-axis 2.1 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -3.1 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 49.815 in Member No. 13, x: 19.097622 ft Maximum displacement in Z-direction 20.961 in FE node No. 697: (16.638648, -19.934791, 14.963333 ft) Maximum displacement in Y-direction 48.718 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -48.955 in Member No. 13, x: 19.097622 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -2.88 kipft At center of gravity of model Resultant of reactions about X -4.14 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -3.953 kip Deviation: 0.00 % Sum of loads in Z -3.953 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 6 CO49 - D + 0.45W3 + 0.75Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Description Value Unit Notes Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 8.15e+13879 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 7.2 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -10.7 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 59.009 in FE node No. 597: (17.139287, -14.119971, 15.243333 ft) Maximum displacement in Z-direction -58.811 in FE node No. 596: (15.682394, -14.256809, 15.251667 ft) Maximum displacement in Y-direction 50.777 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -49.616 in Member No. 13, x: 22.280559 ft Maximum deformations Resultant of reactions about Z -0.98 kipft At center of gravity of model Resultant of reactions about Y 11.95 kipft At center of gravity of model Resultant of reactions about X 13.74 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -10.228 kip Deviation: 0.00 % Sum of loads in Z -10.228 kip Sum of support forces in Y 1.051 kip Deviation: 0.00 % Sum of loads in Y 1.051 kip Sum of support forces in X 0.248 kip Deviation: 0.00 % Sum of loads in X 0.248 kip Sum of loads and sum of support forces 6 CO51 - D + 0.45W5 + 0.75Lr Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 4.88e+13767 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 4, x: 19.313500 ft Maximum rotation about Y-axis 7.5 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -8.2 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 57.284 in FE node No. 644: (12.443192, -17.374739, 15.278333 ft) Maximum displacement in Z-direction -57.071 in FE node No. 644: (12.443192, -17.374739, 15.278333 ft) Maximum displacement in Y-direction 49.694 in Member No. 11, x: 18.189018 ft Maximum displacement in X-direction -50.865 in Member No. 13, x: 22.280559 ft Maximum deformations Description Value Unit Notes Maximum displacement in Z-direction 28.404 in FE node No. 150: (-15.734906, -9.004946, 15.954681 ft) Maximum displacement in Y-direction 47.757 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -49.278 in Member No. 13, x: 17.506153 ft Maximum deformations Resultant of reactions about Z 4.58 kipft At center of gravity of model Resultant of reactions about Y -0.08 kipft At center of gravity of model Resultant of reactions about X 8.75 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -1.087 kip Deviation: 0.00 % Sum of loads in Z -1.087 kip Sum of support forces in Y -1.445 kip Deviation: 0.00 % Sum of loads in Y -1.445 kip Sum of support forces in X -0.320 kip Deviation: 0.00 % Sum of loads in X -0.320 kip Sum of loads and sum of support forces 7 CO53 - 0.60D + 0.60W2 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 4.49e+13634 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis -0.1 mrad Member No. 4, x: 19.313500 ft Maximum rotation about Y-axis 7.5 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -9.2 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 52.383 in Member No. 11, x: 21.496112 ft Maximum displacement in Z-direction -32.822 in FE node No. 163: (-14.226229, -12.006595, 15.920396 ft) Maximum displacement in Y-direction 50.664 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -49.342 in Member No. 13, x: 20.689090 ft Maximum deformations Resultant of reactions about Z -4.97 kipft At center of gravity of model Resultant of reactions about Y -29.11 kipft At center of gravity of model Resultant of reactions about X -14.44 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -3.193 kip Deviation: 0.00 % Sum of loads in Z -3.193 kip Sum of support forces in Y 0.249 kip Deviation: 0.00 % Sum of loads in Y 0.249 kip Sum of support forces in X 1.756 kip Deviation: 0.00 % Sum of loads in X 1.756 kip Sum of loads and sum of support forces 7 CO52 - 0.60D + 0.60W1 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Description Value Unit Notes Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 7.56e+13937 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 11 Calculation statistic Maximum rotation about Z-axis 0.0 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 7.8 mrad Member No. 2, x: 19.330000 ft Maximum rotation about X-axis -11.6 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 56.878 in FE node No. 646: (15.407042, -17.143167, 15.161667 ft) Maximum displacement in Z-direction 56.587 in FE node No. 646: (15.407042, -17.143167, 15.161667 ft) Maximum displacement in Y-direction 51.284 in Member No. 11, x: 21.496112 ft Maximum displacement in X-direction -51.640 in Member No. 13, x: 19.097622 ft Maximum deformations Resultant of reactions about Z 0.00 kipft At center of gravity of model Resultant of reactions about Y -18.36 kipft At center of gravity of model Resultant of reactions about X -25.23 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z 4.212 kip Deviation: 0.00 % Sum of loads in Z 4.212 kip Sum of support forces in Y 0.000 kip Sum of loads in Y 0.000 kip Sum of support forces in X 0.000 kip Sum of loads in X 0.000 kip Sum of loads and sum of support forces 7 CO54 - 0.60D + 0.60W3 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 7.77e+13506 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 10 Calculation statistic Maximum rotation about Z-axis 0.1 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 5.5 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis 5.0 mrad Member No. 4, x: 20.330000 ft Maximum vectorial displacement 50.780 in Member No. 13, x: 17.506153 ft Description Value Unit Notes Maximum rotation about Z-axis 0.0 mrad Member No. 4, x: 19.548077 ft Maximum rotation about Y-axis 4.9 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis -6.2 mrad Member No. 2, x: 19.330000 ft Maximum vectorial displacement 49.545 in Member No. 13, x: 22.280559 ft Maximum displacement in Z-direction -25.724 in FE node No. 195: (-11.301076, -13.507419, 16.325661 ft) Maximum displacement in Y-direction 48.382 in Member No. 11, x: 19.842565 ft Maximum displacement in X-direction -48.072 in Member No. 13, x: 22.280559 ft Maximum deformations Resultant of reactions about Z -1.31 kipft At center of gravity of model Resultant of reactions about Y 0.53 kipft At center of gravity of model Resultant of reactions about X -1.19 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -4.112 kip Deviation: 0.00 % Sum of loads in Z -4.112 kip Sum of support forces in Y 1.401 kip Deviation: 0.00 % Sum of loads in Y 1.401 kip Sum of support forces in X 0.331 kip Deviation: 0.00 % Sum of loads in X 0.331 kip Sum of loads and sum of support forces 7 CO56 - 0.60D + 0.60W5 Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 4.24e+13515 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 8 Calculation statistic Maximum rotation about Z-axis 0.1 mrad Member No. 1, x: 0.000000 ft Maximum rotation about Y-axis 6.2 mrad Member No. 5, x: 13.330000 ft Maximum rotation about X-axis 6.4 mrad Member No. 4, x: 20.330000 ft Maximum vectorial displacement 49.389 in Member No. 9, x: 20.629504 ft Maximum displacement in Z-direction 31.511 in FE node No. 211: (-9.701261, -16.500830, 16.310011 ft) Maximum displacement in Y-direction 48.235 in Member No. 11, x: 16.535471 ft Maximum displacement in X-direction -48.430 in Member No. 13, x: 17.506153 ft Maximum deformations Resultant of reactions about Z 0.73 kipft At center of gravity of model Resultant of reactions about Y 13.62 kipft At center of gravity of model Resultant of reactions about X 8.92 kipft At center of gravity of model (5.206824, -11.262029, 8.906877 ft) Resultant of reactions Sum of support forces in Z -1.205 kip Deviation: 0.00 % Sum of loads in Z -1.205 kip Sum of support forces in Y -0.221 kip Deviation: 0.00 % Sum of loads in Y -0.221 kip Sum of support forces in X -1.741 kip Deviation: 0.00 % Sum of loads in X -1.741 kip Sum of loads and sum of support forces 7 CO55 - 0.60D + 0.60W4 Speed of convergence 1.00 -- Integrate preliminary form-finding Description Value Unit Notes Speed of convergence 1.00 -- Integrate preliminary form-finding Number of iterations for loading prestress 15 Plate bending theory Mindlin Method for Equation System Direct Try to calculate unstable structure Consider favorable effects due to tension forces of members Divide results by load factor Multiplier factor 1.00 -- Modify loading by multiplier factor Number of load increments 1 Maximum number of iterations 500 Iterative method Newton-Raphson Analysis type Large deformations Static Analysis Settings No. 1 - Large deformations | Newton-Raphson | 500 | 1 Infinity Norm 1.27e+14 -- Stiffness matrix determinant 3.68e+13528 -- Minimum value of element of stiffness matrix on diagonal 100.00 -- Maximum value of element of stiffness matrix on diagonal 5.71e+13 -- Number of iterations 8 Calculation statistic Description Value Unit Notes 10 0.309 0.909 -1.345 -15.31 6.59 0.00 13 Mz -0.154 -0.621 -1.328 10.63 -5.08 0.00 15 -0.343 -0.458 -1.363 8.86 -6.64 0.00 12 My 0.548 -0.194 -0.596 2.58 7.31 0.00 10 0.309 0.909 -1.345 -15.31 6.59 0.00 13 Mx -0.154 -0.621 -1.328 10.63 -5.08 0.00 15 -0.343 -0.458 -1.363 8.86 -6.64 0.00 14 Pz -0.360 0.363 -0.462 -4.12 -4.08 0.00 13 -0.154 -0.621 -1.328 10.63 -5.08 0.00 10 Py 0.309 0.909 -1.345 -15.31 6.59 0.00 14 -0.360 0.363 -0.462 -4.12 -4.08 0.00 12 D LC2 Px 0.548 -0.194 -0.596 2.58 7.31 0.00 Total max/min values with corresponding values 15 D LC2 -0.343 -0.458 -1.363 8.86 -6.64 0.00 14 D LC2 -0.360 0.363 -0.462 -4.12 -4.08 0.00 13 D LC2 -0.154 -0.621 -1.328 10.63 -5.08 0.00 12 D LC2 0.548 -0.194 -0.596 2.58 7.31 0.00 10 D LC2 0.309 0.909 -1.345 -15.31 6.59 0.00 Σ 0.000 0.000 0.000 Support Forces Σ 0.000 0.000 0.000 Loads Tp LC1 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 -0.069 -0.546 0.004 9.04 -3.36 0.00 10 Mz 0.233 0.722 -0.077 -12.16 5.00 0.00 15 -0.269 -0.349 -0.102 6.74 -5.19 0.00 12 My 0.434 -0.156 0.067 2.09 5.78 0.00 10 0.233 0.722 -0.077 -12.16 5.00 0.00 13 Mx -0.069 -0.546 0.004 9.04 -3.36 0.00 15 -0.269 -0.349 -0.102 6.74 -5.19 0.00 14 Pz -0.329 0.329 0.108 -3.73 -3.73 0.00 13 -0.069 -0.546 0.004 9.04 -3.36 0.00 10 Py 0.233 0.722 -0.077 -12.16 5.00 0.00 14 -0.329 0.329 0.108 -3.73 -3.73 0.00 12 Tp LC1 Px 0.434 -0.156 0.067 2.09 5.78 0.00 Total max/min values with corresponding values 15 Tp LC1 -0.269 -0.349 -0.102 6.74 -5.19 0.00 14 Tp LC1 -0.329 0.329 0.108 -3.73 -3.73 0.00 13 Tp LC1 -0.069 -0.546 0.004 9.04 -3.36 0.00 12 Tp LC1 0.434 -0.156 0.067 2.09 5.78 0.00 10 Tp LC1 0.233 0.722 -0.077 -12.16 5.00 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 12 4.603 -1.672 1.566 20.43 61.32 0.00 13 Mz -0.914 -4.842 0.704 81.54 -41.31 0.59 15 -2.822 -3.526 -0.243 63.81 -55.05 0.00 12 My 4.603 -1.672 1.566 20.43 61.32 0.00 10 0.540 4.903 0.011 -83.21 14.62 0.00 13 Mx -0.914 -4.842 0.704 81.54 -41.31 0.59 15 -2.822 -3.526 -0.243 63.81 -55.05 0.00 12 Pz 4.603 -1.672 1.566 20.43 61.32 0.00 13 -0.914 -4.842 0.704 81.54 -41.31 0.59 10 Py 0.540 4.903 0.011 -83.21 14.62 0.00 15 -2.822 -3.526 -0.243 63.81 -55.05 0.00 12 W LC8 Px 4.603 -1.672 1.566 20.43 61.32 0.00 Total max/min values with corresponding values 15 W LC8 -2.822 -3.526 -0.243 63.81 -55.05 0.00 14 W LC8 -1.941 2.728 1.245 -31.73 -21.99 0.00 13 W LC8 -0.914 -4.842 0.704 81.54 -41.31 0.59 12 W LC8 4.603 -1.672 1.566 20.43 61.32 0.00 10 W LC8 0.540 4.903 0.011 -83.21 14.62 0.00 Σ 2.927 0.415 -0.226 Support Forces Σ 2.927 0.415 -0.226 Loads W LC6 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 -1.275 -7.284 -0.057 116.23 -47.33 -0.65 15 Mz -1.254 -2.323 -0.669 43.95 -29.37 0.00 13 -1.275 -7.284 -0.057 116.23 -47.33 -0.65 12 My 6.380 -2.251 -0.127 29.98 82.93 0.00 10 2.853 9.555 -0.965 -160.41 57.21 0.00 13 Mx -1.275 -7.284 -0.057 116.23 -47.33 -0.65 10 2.853 9.555 -0.965 -160.41 57.21 0.00 14 Pz -3.777 2.718 1.592 -30.75 -43.38 0.00 13 -1.275 -7.284 -0.057 116.23 -47.33 -0.65 10 Py 2.853 9.555 -0.965 -160.41 57.21 0.00 14 -3.777 2.718 1.592 -30.75 -43.38 0.00 12 W LC6 Px 6.380 -2.251 -0.127 29.98 82.93 0.00 Total max/min values with corresponding values 15 W LC6 -1.254 -2.323 -0.669 43.95 -29.37 0.00 14 W LC6 -3.777 2.718 1.592 -30.75 -43.38 0.00 13 W LC6 -1.275 -7.284 -0.057 116.23 -47.33 -0.65 12 W LC6 6.380 -2.251 -0.127 29.98 82.93 0.00 10 W LC6 2.853 9.555 -0.965 -160.41 57.21 0.00 Σ 0.000 0.000 -3.371 Support Forces Σ 0.000 0.000 -3.371 Loads S LC3 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 3.121 5.372 -1.753 -93.69 63.18 0.00 13 Mz 0.290 -3.802 -0.510 60.68 -11.60 0.06 15 -2.939 -3.793 -1.694 73.46 -56.92 0.00 10 My 3.121 5.372 -1.753 -93.69 63.18 0.00 10 3.121 5.372 -1.753 -93.69 63.18 0.00 15 Mx -2.939 -3.793 -1.694 73.46 -56.92 0.00 10 3.121 5.372 -1.753 -93.69 63.18 0.00 14 Pz -3.033 3.071 0.443 -34.79 -34.36 0.00 13 0.290 -3.802 -0.510 60.68 -11.60 0.06 10 Py 3.121 5.372 -1.753 -93.69 63.18 0.00 14 -3.033 3.071 0.443 -34.79 -34.36 0.00 10 S LC3 Px 3.121 5.372 -1.753 -93.69 63.18 0.00 Total max/min values with corresponding values 15 S LC3 -2.939 -3.793 -1.694 73.46 -56.92 0.00 14 S LC3 -3.033 3.071 0.443 -34.79 -34.36 0.00 13 S LC3 0.290 -3.802 -0.510 60.68 -11.60 0.06 12 S LC3 2.561 -0.849 0.144 11.32 34.14 0.00 10 S LC3 3.121 5.372 -1.753 -93.69 63.18 0.00 Σ 0.000 0.000 -5.094 Support Forces Σ 0.000 0.000 -5.094 Loads D LC2 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 13 -1.317 -3.743 -0.522 66.11 -36.55 -0.20 12 Mz 3.997 -1.203 0.022 17.83 53.17 0.00 13 -1.317 -3.743 -0.522 66.11 -36.55 -0.20 12 My 3.997 -1.203 0.022 17.83 53.17 0.00 10 2.232 6.627 -0.708 -107.53 46.69 0.00 13 Mx -1.317 -3.743 -0.522 66.11 -36.55 -0.20 15 -1.375 -2.067 -0.903 43.42 -27.62 0.00 14 Pz -2.985 2.722 0.355 -29.53 -33.71 0.00 13 -1.317 -3.743 -0.522 66.11 -36.55 -0.20 10 Py 2.232 6.627 -0.708 -107.53 46.69 0.00 14 -2.985 2.722 0.355 -29.53 -33.71 0.00 12 W LC11 Px 3.997 -1.203 0.022 17.83 53.17 0.00 Total max/min values with corresponding values 15 W LC11 -1.375 -2.067 -0.903 43.42 -27.62 0.00 14 W LC11 -2.985 2.722 0.355 -29.53 -33.71 0.00 13 W LC11 -1.317 -3.743 -0.522 66.11 -36.55 -0.20 12 W LC11 3.997 -1.203 0.022 17.83 53.17 0.00 10 W LC11 2.232 6.627 -0.708 -107.53 46.69 0.00 Σ -2.901 -0.368 3.087 Support Forces Σ -2.901 -0.368 3.087 Loads W LC10 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 15 -3.001 -3.263 -0.311 62.85 -52.89 0.00 13 Mz -2.127 -5.107 0.616 97.32 -57.20 0.59 13 -2.127 -5.107 0.616 97.32 -57.20 0.59 12 My 4.813 -1.986 1.252 26.46 65.98 0.00 10 -0.188 6.935 1.024 -109.97 6.75 0.00 13 Mx -2.127 -5.107 0.616 97.32 -57.20 0.59 15 -3.001 -3.263 -0.311 62.85 -52.89 0.00 12 Pz 4.813 -1.986 1.252 26.46 65.98 0.00 13 -2.127 -5.107 0.616 97.32 -57.20 0.59 10 Py -0.188 6.935 1.024 -109.97 6.75 0.00 15 -3.001 -3.263 -0.311 62.85 -52.89 0.00 12 W LC10 Px 4.813 -1.986 1.252 26.46 65.98 0.00 Total max/min values with corresponding values 15 W LC10 -3.001 -3.263 -0.311 62.85 -52.89 0.00 14 W LC10 -2.398 3.053 0.505 -34.50 -25.63 0.00 13 W LC10 -2.127 -5.107 0.616 97.32 -57.20 0.59 12 W LC10 4.813 -1.986 1.252 26.46 65.98 0.00 10 W LC10 -0.188 6.935 1.024 -109.97 6.75 0.00 Σ 0.000 0.000 12.032 Support Forces Σ 0.000 0.000 12.032 Loads W LC9 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 5.713 11.489 0.789 -198.83 118.28 0.00 13 Mz 2.489 -9.787 4.713 146.46 -3.93 0.21 15 -6.166 -7.534 -0.544 145.72 -119.25 0.00 10 My 5.713 11.489 0.789 -198.83 118.28 0.00 10 5.713 11.489 0.789 -198.83 118.28 0.00 13 Mx 2.489 -9.787 4.713 146.46 -3.93 0.21 15 -6.166 -7.534 -0.544 145.72 -119.25 0.00 14 Pz -8.133 8.127 5.162 -91.69 -91.75 0.00 13 2.489 -9.787 4.713 146.46 -3.93 0.21 10 Py 5.713 11.489 0.789 -198.83 118.28 0.00 14 -8.133 8.127 5.162 -91.69 -91.75 0.00 12 W LC9 Px 6.096 -2.295 1.911 30.52 81.08 0.00 Total max/min values with corresponding values 15 W LC9 -6.166 -7.534 -0.544 145.72 -119.25 0.00 14 W LC9 -8.133 8.127 5.162 -91.69 -91.75 0.00 13 W LC9 2.489 -9.787 4.713 146.46 -3.93 0.21 12 W LC9 6.096 -2.295 1.911 30.52 81.08 0.00 10 W LC9 5.713 11.489 0.789 -198.83 118.28 0.00 Σ -0.534 -2.409 3.284 Support Forces Σ -0.534 -2.409 3.284 Loads W LC8 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Py 0.612 -0.215 -0.859 2.87 8.16 0.00 CO1 0.612 -0.215 -0.859 2.87 8.16 0.00 CO1 12 2.3 DS1 Px 7.310 -2.537 -1.014 33.81 95.37 0.00 CO24 10 -0.133 1.024 -5.667 -198.12 7.68 0.00 Extremes 6.454 11.552 -0.115 -17.27 131.03 0.00 1.945 9.941 -2.761 -164.01 40.53 0.00 CO24 Mz 2.044 7.272 -1.788 -121.10 48.67 0.00 CO27 0.362 1.024 -1.860 -17.27 7.68 0.00 CO1 My 6.454 8.504 -5.266 -153.42 131.03 0.00 CO10 6.037 11.552 -5.608 -198.12 123.26 0.00 CO11 Mx 0.362 1.024 -1.860 -17.27 7.68 0.00 CO1 6.186 10.355 -5.667 -181.64 125.44 0.00 CO13 Pz -0.133 6.904 -0.115 -109.63 7.75 0.00 CO32 0.362 1.024 -1.860 -17.27 7.68 0.00 CO1 Py 6.037 11.552 -5.608 -198.12 123.26 0.00 CO11 -0.133 6.904 -0.115 -109.63 7.75 0.00 CO32 10 2.3 DS1 Px 6.454 8.504 -5.266 -153.42 131.03 0.00 CO10 Σ 5.317 5.317 -5.142 Support Forces Σ 5.317 5.317 -5.142 Loads Qe LC13 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 1.530 2.073 -1.359 -25.76 18.14 0.00 13 Mz 1.165 0.970 -1.344 -6.81 8.27 0.07 14 0.333 0.915 -0.472 -7.06 0.46 0.00 10 My 1.530 2.073 -1.359 -25.76 18.14 0.00 10 1.530 2.073 -1.359 -25.76 18.14 0.00 12 Mx 1.333 0.497 -0.592 -2.05 13.19 0.00 15 0.956 0.861 -1.374 -4.52 6.36 0.00 14 Pz 0.333 0.915 -0.472 -7.06 0.46 0.00 12 1.333 0.497 -0.592 -2.05 13.19 0.00 10 Py 1.530 2.073 -1.359 -25.76 18.14 0.00 14 0.333 0.915 -0.472 -7.06 0.46 0.00 10 Qe LC13 Px 1.530 2.073 -1.359 -25.76 18.14 0.00 Total max/min values with corresponding values 15 Qe LC13 0.956 0.861 -1.374 -4.52 6.36 0.00 14 Qe LC13 0.333 0.915 -0.472 -7.06 0.46 0.00 13 Qe LC13 1.165 0.970 -1.344 -6.81 8.27 0.07 12 Qe LC13 1.333 0.497 -0.592 -2.05 13.19 0.00 10 Qe LC13 1.530 2.073 -1.359 -25.76 18.14 0.00 Σ 0.000 0.000 -5.783 Support Forces Σ 0.000 0.000 -5.783 Loads Lr LC12 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 15 -4.265 -5.439 -2.626 105.45 -82.69 0.00 13 Mz 0.649 -5.526 -0.955 87.47 -13.35 0.11 15 -4.265 -5.439 -2.626 105.45 -82.69 0.00 10 My 4.504 7.603 -2.782 -132.98 91.16 0.00 10 4.504 7.603 -2.782 -132.98 91.16 0.00 15 Mx -4.265 -5.439 -2.626 105.45 -82.69 0.00 10 4.504 7.603 -2.782 -132.98 91.16 0.00 14 Pz -4.488 4.538 0.457 -51.40 -50.83 0.00 13 0.649 -5.526 -0.955 87.47 -13.35 0.11 10 Py 4.504 7.603 -2.782 -132.98 91.16 0.00 14 -4.488 4.538 0.457 -51.40 -50.83 0.00 10 Lr LC12 Px 4.504 7.603 -2.782 -132.98 91.16 0.00 Total max/min values with corresponding values 15 Lr LC12 -4.265 -5.439 -2.626 105.45 -82.69 0.00 14 Lr LC12 -4.488 4.538 0.457 -51.40 -50.83 0.00 13 Lr LC12 0.649 -5.526 -0.955 87.47 -13.35 0.11 12 Lr LC12 3.600 -1.177 0.122 15.69 47.98 0.00 10 Lr LC12 4.504 7.603 -2.782 -132.98 91.16 0.00 Σ 0.552 2.336 -1.757 Support Forces Σ 0.552 2.336 -1.757 Loads W LC11 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 13 -1.352 -7.266 -1.276 116.38 -48.58 -0.64 CO29 13 Mz -2.136 -5.071 -0.568 96.70 -57.09 0.58 CO32 15 -6.124 -7.484 -1.642 144.82 -118.49 0.00 CO31 10 My 6.454 8.504 -5.266 -153.42 131.03 0.00 CO10 10 6.037 11.552 -5.608 -198.12 123.26 0.00 CO11 15 Mx -5.971 -7.566 -5.559 148.78 -116.56 0.00 CO11 10 6.186 10.355 -5.667 -181.64 125.44 0.00 CO13 14 Pz -8.082 8.076 4.607 -91.13 -91.19 0.00 CO31 13 2.480 -9.723 3.516 145.54 -3.77 0.21 CO31 10 Py 6.037 11.552 -5.608 -198.12 123.26 0.00 CO11 14 -8.082 8.076 4.607 -91.13 -91.19 0.00 CO31 12 2.3 DS1 Px 7.310 -2.537 -1.014 33.81 95.37 0.00 CO24 Total max/min values with corresponding values 15 -6.124 -7.566 -5.559 10.22 -118.49 0.00 Extremes -0.394 -0.528 -1.339 148.78 -7.63 0.00 -5.892 -7.353 -4.906 142.68 -111.84 0.00 CO10 Mz -5.219 -6.929 -5.138 134.11 -103.95 0.00 CO7 -6.124 -7.484 -1.642 144.82 -118.49 0.00 CO31 My -0.394 -0.528 -1.876 10.22 -7.63 0.00 CO1 -0.394 -0.528 -1.876 10.22 -7.63 0.00 CO1 Mx -5.971 -7.566 -5.559 148.78 -116.56 0.00 CO11 -5.971 -7.566 -5.559 148.78 -116.56 0.00 CO11 Pz -2.789 -3.482 -1.339 62.99 -54.43 0.00 CO30 -5.971 -7.566 -5.559 148.78 -116.56 0.00 CO11 Py -0.394 -0.528 -1.876 10.22 -7.63 0.00 CO1 -6.124 -7.484 -1.642 144.82 -118.49 0.00 CO31 15 2.3 DS1 Px -0.394 -0.528 -1.876 10.22 -7.63 0.00 CO1 14 -8.082 0.407 -0.681 -91.13 -91.19 0.00 Extremes -0.402 8.076 4.607 -4.61 -4.56 0.00 -3.719 4.113 -0.500 -45.30 -42.03 0.00 CO28 Mz -3.556 3.362 -0.447 -38.01 -38.76 0.00 CO27 -8.082 8.076 4.607 -91.13 -91.19 0.00 CO31 My -0.402 0.407 -0.681 -4.61 -4.56 0.00 CO1 -8.082 8.076 4.607 -91.13 -91.19 0.00 CO31 Mx -0.402 0.407 -0.681 -4.61 -4.56 0.00 CO1 -0.402 0.407 -0.681 -4.61 -4.56 0.00 CO1 Pz -8.082 8.076 4.607 -91.13 -91.19 0.00 CO31 -0.402 0.407 -0.681 -4.61 -4.56 0.00 CO1 Py -8.082 8.076 4.607 -91.13 -91.19 0.00 CO31 -8.082 8.076 4.607 -91.13 -91.19 0.00 CO31 14 2.3 DS1 Px -0.402 0.407 -0.681 -4.61 -4.56 0.00 CO1 13 -2.258 -9.723 -3.887 11.81 -65.07 -0.64 Extremes 2.480 -0.687 3.516 145.54 -2.10 0.58 -1.352 -7.266 -1.276 116.38 -48.58 -0.64 CO29 Mz -2.136 -5.071 -0.568 96.70 -57.09 0.58 CO32 -2.258 -6.722 -2.926 115.58 -65.07 -0.30 CO24 My 1.521 -7.274 -2.593 109.86 -2.10 -0.03 CO8 -0.177 -0.687 -1.855 11.81 -5.75 0.00 CO1 Mx 2.480 -9.723 3.516 145.54 -3.77 0.21 CO31 0.014 -7.693 -3.887 130.22 -39.13 0.49 CO7 Pz 2.480 -9.723 3.516 145.54 -3.77 0.21 CO31 2.480 -9.723 3.516 145.54 -3.77 0.21 CO31 Py -0.177 -0.687 -1.855 11.81 -5.75 0.00 CO1 -2.258 -6.722 -2.926 115.58 -65.07 -0.30 CO24 13 2.3 DS1 Px 2.480 -9.723 3.516 145.54 -3.77 0.21 CO31 12 0.612 -2.537 -1.014 2.87 8.16 0.00 Extremes 7.310 -0.215 1.289 33.81 95.37 0.00 4.547 -1.649 0.943 20.13 60.58 0.00 CO30 Mz 5.139 -1.553 -0.835 22.50 68.42 0.00 CO28 0.612 -0.215 -0.859 2.87 8.16 0.00 CO1 My 7.310 -2.537 -1.014 33.81 95.37 0.00 CO24 0.612 -0.215 -0.859 2.87 8.16 0.00 CO1 Mx 7.310 -2.537 -1.014 33.81 95.37 0.00 CO24 7.310 -2.537 -1.014 33.81 95.37 0.00 CO24 Pz 6.045 -2.274 1.289 30.25 80.43 0.00 CO31 12 Py 7.310 -2.537 -1.014 33.81 95.37 0.00 CO24 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Mz -2.774 -3.898 -3.090 75.12 -56.06 0.00 CO47 -4.326 -5.514 -3.890 106.98 -83.93 0.00 CO36 My -0.343 -0.458 -1.363 8.86 -6.64 0.00 CO34 -0.343 -0.458 -1.363 8.86 -6.64 0.00 CO34 Mx -4.326 -5.514 -3.890 106.98 -83.93 0.00 CO36 -4.326 -5.514 -3.890 106.98 -83.93 0.00 CO36 Pz -1.953 -2.404 -0.986 43.89 -38.05 0.00 CO53 -4.326 -5.514 -3.890 106.98 -83.93 0.00 CO36 Py -0.343 -0.458 -1.363 8.86 -6.64 0.00 CO34 -4.326 -5.514 -3.890 106.98 -83.93 0.00 CO36 15 2.4 DS2 Px -0.343 -0.458 -1.363 8.86 -6.64 0.00 CO34 14 -5.756 0.363 -0.462 -65.06 -65.04 0.00 Extremes -0.360 5.758 3.011 -4.12 -4.08 0.00 -3.951 4.256 -0.260 -47.63 -44.71 0.00 CO51 Mz -3.974 3.724 -0.251 -42.15 -44.34 0.00 CO50 -5.756 5.758 3.011 -65.06 -65.04 0.00 CO54 My -0.360 0.363 -0.462 -4.12 -4.08 0.00 CO34 -5.756 5.758 3.011 -65.06 -65.04 0.00 CO54 Mx -0.360 0.363 -0.462 -4.12 -4.08 0.00 CO34 -0.360 0.363 -0.462 -4.12 -4.08 0.00 CO34 Pz -5.756 5.758 3.011 -65.06 -65.04 0.00 CO54 -0.360 0.363 -0.462 -4.12 -4.08 0.00 CO34 Py -5.756 5.758 3.011 -65.06 -65.04 0.00 CO54 -5.756 5.758 3.011 -65.06 -65.04 0.00 CO54 14 2.4 DS2 Px -0.360 0.363 -0.462 -4.12 -4.08 0.00 CO34 13 -1.513 -7.076 -2.709 10.63 -42.88 -0.44 Extremes 1.707 -0.621 2.155 106.43 -3.42 0.39 -1.071 -5.255 -0.890 84.72 -36.38 -0.44 CO52 Mz -1.511 -3.687 -0.487 69.78 -41.14 0.39 CO55 -1.412 -4.244 -2.368 75.43 -42.88 0.05 CO42 My 0.318 -2.042 -0.833 31.44 -3.42 0.01 CO49 -0.154 -0.621 -1.328 10.63 -5.08 0.00 CO34 Mx 1.707 -7.076 2.155 106.43 -3.77 0.12 CO54 -0.940 -4.980 -2.709 88.00 -40.91 0.29 CO47 Pz 1.707 -7.076 2.155 106.43 -3.77 0.12 CO54 1.707 -7.076 2.155 106.43 -3.77 0.12 CO54 Py -0.154 -0.621 -1.328 10.63 -5.08 0.00 CO34 -1.513 -3.670 -1.012 69.46 -41.04 0.38 CO40 13 2.4 DS2 Px 1.707 -7.076 2.155 106.43 -3.77 0.12 CO54 12 0.548 -1.853 -0.665 2.58 7.31 0.00 Extremes 5.426 -0.194 0.845 24.70 71.38 0.00 3.291 -1.170 0.614 14.49 43.86 0.00 CO53 Mz 4.298 -1.349 -0.609 18.80 57.25 0.00 CO51 0.548 -0.194 -0.596 2.58 7.31 0.00 CO34 My 5.426 -1.853 -0.665 24.70 71.38 0.00 CO47 0.548 -0.194 -0.596 2.58 7.31 0.00 CO34 Mx 5.426 -1.853 -0.665 24.70 71.38 0.00 CO47 5.426 -1.853 -0.665 24.70 71.38 0.00 CO47 Pz 4.345 -1.621 0.845 21.58 57.85 0.00 CO54 5.426 -1.853 -0.665 24.70 71.38 0.00 CO47 Py 0.548 -0.194 -0.596 2.58 7.31 0.00 CO34 0.548 -0.194 -0.596 2.58 7.31 0.00 CO34 12 2.4 DS2 Px 5.426 -1.853 -0.665 24.70 71.38 0.00 CO47 10 0.003 0.909 -4.057 -140.64 6.59 0.00 Extremes 4.563 8.139 -0.179 -15.31 92.43 0.00 1.898 6.826 -1.416 -114.28 38.77 0.00 CO52 Mz 3.930 5.420 -3.013 -96.75 80.11 0.00 CO50 0.309 0.909 -1.345 -15.31 6.59 0.00 CO34 My 4.563 7.721 -4.057 -135.09 92.43 0.00 CO36 3.936 8.139 -0.480 -140.64 81.62 0.00 CO54 Mx 0.309 0.909 -1.345 -15.31 6.59 0.00 CO34 4.563 7.721 -4.057 -135.09 92.43 0.00 CO36 Pz 0.003 5.056 -0.179 -80.52 7.05 0.00 CO55 0.309 0.909 -1.345 -15.31 6.59 0.00 CO34 Py 3.936 8.139 -0.480 -140.64 81.62 0.00 CO54 0.003 5.056 -0.179 -80.52 7.05 0.00 CO55 10 2.4 DS2 Px 4.563 7.721 -4.057 -135.09 92.43 0.00 CO36 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 15 3 CO3 -3.656 -4.884 -3.362 92.50 -71.12 0.00 14 3 CO3 -3.906 3.654 -0.171 -41.82 -44.26 0.00 13 3 CO3 0.873 -4.851 -1.853 72.16 -2.88 -0.08 12 3 CO3 2.093 -0.860 -0.494 10.55 27.94 0.00 10 3 CO3 4.329 5.738 -3.954 -104.76 85.91 0.00 Σ 1.463 0.207 -11.583 Support Forces Σ 1.463 0.207 -11.583 Loads 3 CO2 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 2.904 8.718 -3.580 -145.19 60.20 0.00 13 Mz -0.806 -5.607 -3.205 98.48 -42.38 0.36 15 -3.301 -4.579 -3.725 88.31 -66.57 0.00 12 My 5.996 -2.038 -0.846 27.15 78.89 0.00 10 2.904 8.718 -3.580 -145.19 60.20 0.00 13 Mx -0.806 -5.607 -3.205 98.48 -42.38 0.36 15 -3.301 -4.579 -3.725 88.31 -66.57 0.00 14 Pz -3.330 3.713 -0.227 -42.06 -38.05 0.00 13 -0.806 -5.607 -3.205 98.48 -42.38 0.36 10 Py 2.904 8.718 -3.580 -145.19 60.20 0.00 14 -3.330 3.713 -0.227 -42.06 -38.05 0.00 12 3 CO2 Px 5.996 -2.038 -0.846 27.15 78.89 0.00 Total max/min values with corresponding values 15 3 CO2 -3.301 -4.579 -3.725 88.31 -66.57 0.00 14 3 CO2 -3.330 3.713 -0.227 -42.06 -38.05 0.00 13 3 CO2 -0.806 -5.607 -3.205 98.48 -42.38 0.36 12 3 CO2 5.996 -2.038 -0.846 27.15 78.89 0.00 10 3 CO2 2.904 8.718 -3.580 -145.19 60.20 0.00 Σ 0.000 0.000 -7.132 Support Forces Σ 0.000 0.000 -7.132 Loads 1 CO1 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 0.362 1.024 -1.860 -17.27 7.68 0.00 13 Mz -0.177 -0.687 -1.855 11.81 -5.75 0.00 15 -0.394 -0.528 -1.876 10.22 -7.63 0.00 12 My 0.612 -0.215 -0.859 2.87 8.16 0.00 10 0.362 1.024 -1.860 -17.27 7.68 0.00 13 Mx -0.177 -0.687 -1.855 11.81 -5.75 0.00 15 -0.394 -0.528 -1.876 10.22 -7.63 0.00 14 Pz -0.402 0.407 -0.681 -4.61 -4.56 0.00 13 -0.177 -0.687 -1.855 11.81 -5.75 0.00 10 Py 0.362 1.024 -1.860 -17.27 7.68 0.00 14 -0.402 0.407 -0.681 -4.61 -4.56 0.00 12 1 CO1 Px 0.612 -0.215 -0.859 2.87 8.16 0.00 Total max/min values with corresponding values 15 1 CO1 -0.394 -0.528 -1.876 10.22 -7.63 0.00 14 1 CO1 -0.402 0.407 -0.681 -4.61 -4.56 0.00 13 1 CO1 -0.177 -0.687 -1.855 11.81 -5.75 0.00 12 1 CO1 0.612 -0.215 -0.859 2.87 8.16 0.00 10 1 CO1 0.362 1.024 -1.860 -17.27 7.68 0.00 13 -1.071 -5.255 -0.890 84.72 -36.38 -0.44 CO52 13 Mz -1.511 -3.687 -0.487 69.78 -41.14 0.39 CO55 15 -4.326 -5.514 -3.890 106.98 -83.93 0.00 CO36 10 My 4.563 7.721 -4.057 -135.09 92.43 0.00 CO36 10 3.936 8.139 -0.480 -140.64 81.62 0.00 CO54 15 Mx -4.326 -5.514 -3.890 106.98 -83.93 0.00 CO36 10 4.563 7.721 -4.057 -135.09 92.43 0.00 CO36 14 Pz -5.756 5.758 3.011 -65.06 -65.04 0.00 CO54 13 1.707 -7.076 2.155 106.43 -3.77 0.12 CO54 10 Py 3.936 8.139 -0.480 -140.64 81.62 0.00 CO54 14 -5.756 5.758 3.011 -65.06 -65.04 0.00 CO54 12 2.4 DS2 Px 5.426 -1.853 -0.665 24.70 71.38 0.00 CO47 Total max/min values with corresponding values 15 -4.326 -5.514 -3.890 8.86 -83.93 0.00 Extremes -0.343 -0.458 -0.986 106.98 -6.64 0.00 15 Mz -3.574 -4.532 -2.967 87.72 -66.95 0.00 CO50 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 14 3 CO6 -4.561 4.907 -0.401 -54.94 -51.63 0.00 13 3 CO6 0.035 -5.587 -2.875 94.17 -26.40 0.26 12 3 CO6 4.793 -1.496 -0.775 20.85 63.86 0.00 10 3 CO6 4.225 8.779 -4.086 -148.75 86.62 0.00 Σ -1.450 -0.184 -9.910 Support Forces Σ -1.450 -0.184 -9.910 Loads 3 CO5 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 0.711 -4.724 -1.660 71.74 -5.33 -0.05 10 Mz 4.561 6.081 -3.665 -109.11 92.80 0.00 15 -4.125 -5.201 -3.561 100.72 -77.40 0.00 10 My 4.561 6.081 -3.665 -109.11 92.80 0.00 10 4.561 6.081 -3.665 -109.11 92.80 0.00 15 Mx -4.125 -5.201 -3.561 100.72 -77.40 0.00 10 4.561 6.081 -3.665 -109.11 92.80 0.00 14 Pz -4.612 4.321 -0.385 -48.91 -51.48 0.00 15 -4.125 -5.201 -3.561 100.72 -77.40 0.00 10 Py 4.561 6.081 -3.665 -109.11 92.80 0.00 14 -4.612 4.321 -0.385 -48.91 -51.48 0.00 10 3 CO5 Px 4.561 6.081 -3.665 -109.11 92.80 0.00 Total max/min values with corresponding values 15 3 CO5 -4.125 -5.201 -3.561 100.72 -77.40 0.00 14 3 CO5 -4.612 4.321 -0.385 -48.91 -51.48 0.00 13 3 CO5 0.711 -4.724 -1.660 71.74 -5.33 -0.05 12 3 CO5 2.014 -0.661 -0.638 8.82 27.81 0.00 10 3 CO5 4.561 6.081 -3.665 -109.11 92.80 0.00 Σ 0.000 0.000 -5.398 Support Forces Σ 0.000 0.000 -5.398 Loads 3 CO4 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 0.574 1.565 -1.565 -26.61 12.18 0.00 13 Mz 0.172 -1.426 -1.289 22.16 -3.13 0.00 15 -0.654 -0.808 -1.653 15.64 -12.65 0.00 10 My 0.574 1.565 -1.565 -26.61 12.18 0.00 10 0.574 1.565 -1.565 -26.61 12.18 0.00 13 Mx 0.172 -1.426 -1.289 22.16 -3.13 0.00 15 -0.654 -0.808 -1.653 15.64 -12.65 0.00 14 Pz -0.999 0.996 -0.270 -11.29 -11.32 0.00 13 0.172 -1.426 -1.289 22.16 -3.13 0.00 10 Py 0.574 1.565 -1.565 -26.61 12.18 0.00 14 -0.999 0.996 -0.270 -11.29 -11.32 0.00 12 3 CO4 Px 0.907 -0.328 -0.621 4.37 12.09 0.00 Total max/min values with corresponding values 15 3 CO4 -0.654 -0.808 -1.653 15.64 -12.65 0.00 14 3 CO4 -0.999 0.996 -0.270 -11.29 -11.32 0.00 13 3 CO4 0.172 -1.426 -1.289 22.16 -3.13 0.00 12 3 CO4 0.907 -0.328 -0.621 4.37 12.09 0.00 10 3 CO4 0.574 1.565 -1.565 -26.61 12.18 0.00 Σ -0.267 -1.204 -9.833 Support Forces Σ -0.267 -1.204 -9.833 Loads 3 CO3 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 0.873 -4.851 -1.853 72.16 -2.88 -0.08 15 Mz -3.656 -4.884 -3.362 92.50 -71.12 0.00 15 -3.656 -4.884 -3.362 92.50 -71.12 0.00 10 My 4.329 5.738 -3.954 -104.76 85.91 0.00 10 4.329 5.738 -3.954 -104.76 85.91 0.00 15 Mx -3.656 -4.884 -3.362 92.50 -71.12 0.00 10 4.329 5.738 -3.954 -104.76 85.91 0.00 14 Pz -3.906 3.654 -0.171 -41.82 -44.26 0.00 15 -3.656 -4.884 -3.362 92.50 -71.12 0.00 10 Py 4.329 5.738 -3.954 -104.76 85.91 0.00 14 -3.906 3.654 -0.171 -41.82 -44.26 0.00 10 3 CO3 Px 4.329 5.738 -3.954 -104.76 85.91 0.00 Total max/min values with corresponding values No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 13 3 CO9 0.268 -3.794 -2.056 60.70 -11.96 0.06 12 3 CO9 2.572 -0.852 -0.659 11.36 34.29 0.00 10 3 CO9 3.097 5.366 -3.211 -93.58 62.76 0.00 Σ -0.267 -1.204 -13.668 Support Forces Σ -0.267 -1.204 -13.668 Loads 3 CO8 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 1.521 -7.274 -2.593 109.86 -2.10 -0.03 15 Mz -5.443 -7.138 -4.729 136.41 -105.92 0.00 15 -5.443 -7.138 -4.729 136.41 -105.92 0.00 10 My 6.199 8.895 -5.504 -160.27 124.08 0.00 10 6.199 8.895 -5.504 -160.27 124.08 0.00 15 Mx -5.443 -7.138 -4.729 136.41 -105.92 0.00 10 6.199 8.895 -5.504 -160.27 124.08 0.00 14 Pz -5.957 5.707 -0.251 -65.07 -67.49 0.00 13 1.521 -7.274 -2.593 109.86 -2.10 -0.03 10 Py 6.199 8.895 -5.504 -160.27 124.08 0.00 14 -5.957 5.707 -0.251 -65.07 -67.49 0.00 10 3 CO8 Px 6.199 8.895 -5.504 -160.27 124.08 0.00 Total max/min values with corresponding values 15 3 CO8 -5.443 -7.138 -4.729 136.41 -105.92 0.00 14 3 CO8 -5.957 5.707 -0.251 -65.07 -67.49 0.00 13 3 CO8 1.521 -7.274 -2.593 109.86 -2.10 -0.03 12 3 CO8 3.413 -1.393 -0.592 17.66 45.53 0.00 10 3 CO8 6.199 8.895 -5.504 -160.27 124.08 0.00 Σ 1.463 0.207 -15.412 Support Forces Σ 1.463 0.207 -15.412 Loads 3 CO7 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 4.907 11.398 -5.137 -193.16 100.38 0.00 13 Mz 0.014 -7.693 -3.887 130.22 -39.13 0.49 15 -5.219 -6.929 -5.138 134.11 -103.95 0.00 10 My 4.907 11.398 -5.137 -193.16 100.38 0.00 10 4.907 11.398 -5.137 -193.16 100.38 0.00 15 Mx -5.219 -6.929 -5.138 134.11 -103.95 0.00 15 -5.219 -6.929 -5.138 134.11 -103.95 0.00 14 Pz -5.383 5.815 -0.292 -65.87 -61.31 0.00 13 0.014 -7.693 -3.887 130.22 -39.13 0.49 10 Py 4.907 11.398 -5.137 -193.16 100.38 0.00 14 -5.383 5.815 -0.292 -65.87 -61.31 0.00 12 3 CO7 Px 7.145 -2.383 -0.958 31.76 94.22 0.00 Total max/min values with corresponding values 15 3 CO7 -5.219 -6.929 -5.138 134.11 -103.95 0.00 14 3 CO7 -5.383 5.815 -0.292 -65.87 -61.31 0.00 13 3 CO7 0.014 -7.693 -3.887 130.22 -39.13 0.49 12 3 CO7 7.145 -2.383 -0.958 31.76 94.22 0.00 10 3 CO7 4.907 11.398 -5.137 -193.16 100.38 0.00 Σ 0.276 1.168 -12.355 Support Forces Σ 0.276 1.168 -12.355 Loads 3 CO6 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 14 -4.561 4.907 -0.401 -54.94 -51.63 0.00 13 Mz 0.035 -5.587 -2.875 94.17 -26.40 0.26 15 -4.215 -5.435 -4.217 107.18 -82.31 0.00 10 My 4.225 8.779 -4.086 -148.75 86.62 0.00 10 4.225 8.779 -4.086 -148.75 86.62 0.00 15 Mx -4.215 -5.435 -4.217 107.18 -82.31 0.00 15 -4.215 -5.435 -4.217 107.18 -82.31 0.00 14 Pz -4.561 4.907 -0.401 -54.94 -51.63 0.00 13 0.035 -5.587 -2.875 94.17 -26.40 0.26 10 Py 4.225 8.779 -4.086 -148.75 86.62 0.00 14 -4.561 4.907 -0.401 -54.94 -51.63 0.00 12 3 CO6 Px 4.793 -1.496 -0.775 20.85 63.86 0.00 Total max/min values with corresponding values 15 3 CO6 -4.215 -5.435 -4.217 107.18 -82.31 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 12 3 CO12 3.513 -1.150 -0.677 15.33 46.84 0.00 10 3 CO12 4.359 7.396 -4.142 -129.36 88.30 0.00 Σ 0.276 1.168 -16.185 Support Forces Σ 0.276 1.168 -16.185 Loads 3 CO11 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 15 -5.971 -7.566 -5.559 148.78 -116.56 0.00 13 Mz 0.657 -7.794 -3.614 127.98 -26.11 0.32 15 -5.971 -7.566 -5.559 148.78 -116.56 0.00 10 My 6.037 11.552 -5.608 -198.12 123.26 0.00 10 6.037 11.552 -5.608 -198.12 123.26 0.00 15 Mx -5.971 -7.566 -5.559 148.78 -116.56 0.00 10 6.037 11.552 -5.608 -198.12 123.26 0.00 14 Pz -6.481 6.853 -0.530 -77.00 -73.38 0.00 13 0.657 -7.794 -3.614 127.98 -26.11 0.32 10 Py 6.037 11.552 -5.608 -198.12 123.26 0.00 14 -6.481 6.853 -0.530 -77.00 -73.38 0.00 10 3 CO11 Px 6.037 11.552 -5.608 -198.12 123.26 0.00 Total max/min values with corresponding values 15 3 CO11 -5.971 -7.566 -5.559 148.78 -116.56 0.00 14 3 CO11 -6.481 6.853 -0.530 -77.00 -73.38 0.00 13 3 CO11 0.657 -7.794 -3.614 127.98 -26.11 0.32 12 3 CO11 6.034 -1.876 -0.873 25.92 80.42 0.00 10 3 CO11 6.037 11.552 -5.608 -198.12 123.26 0.00 Σ -1.450 -0.184 -13.734 Support Forces Σ -1.450 -0.184 -13.734 Loads 3 CO10 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 1.457 -6.647 -2.315 98.97 -2.40 -0.02 10 Mz 6.454 8.504 -5.266 -153.42 131.03 0.00 15 -5.892 -7.353 -4.906 142.68 -111.84 0.00 10 My 6.454 8.504 -5.266 -153.42 131.03 0.00 10 6.454 8.504 -5.266 -153.42 131.03 0.00 15 Mx -5.892 -7.353 -4.906 142.68 -111.84 0.00 10 6.454 8.504 -5.266 -153.42 131.03 0.00 14 Pz -6.591 6.283 -0.498 -71.15 -73.92 0.00 15 -5.892 -7.353 -4.906 142.68 -111.84 0.00 10 Py 6.454 8.504 -5.266 -153.42 131.03 0.00 14 -6.591 6.283 -0.498 -71.15 -73.92 0.00 10 3 CO10 Px 6.454 8.504 -5.266 -153.42 131.03 0.00 Total max/min values with corresponding values 15 3 CO10 -5.892 -7.353 -4.906 142.68 -111.84 0.00 14 3 CO10 -6.591 6.283 -0.498 -71.15 -73.92 0.00 13 3 CO10 1.457 -6.647 -2.315 98.97 -2.40 -0.02 12 3 CO10 3.122 -0.970 -0.749 12.94 42.58 0.00 10 3 CO10 6.454 8.504 -5.266 -153.42 131.03 0.00 Σ 0.000 0.000 -9.314 Support Forces Σ 0.000 0.000 -9.314 Loads 3 CO9 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 3.097 5.366 -3.211 -93.58 62.76 0.00 13 Mz 0.268 -3.794 -2.056 60.70 -11.96 0.06 15 -2.922 -3.772 -3.146 73.10 -56.63 0.00 10 My 3.097 5.366 -3.211 -93.58 62.76 0.00 10 3.097 5.366 -3.211 -93.58 62.76 0.00 15 Mx -2.922 -3.772 -3.146 73.10 -56.63 0.00 10 3.097 5.366 -3.211 -93.58 62.76 0.00 14 Pz -3.014 3.052 -0.242 -34.57 -34.14 0.00 13 0.268 -3.794 -2.056 60.70 -11.96 0.06 10 Py 3.097 5.366 -3.211 -93.58 62.76 0.00 14 -3.014 3.052 -0.242 -34.57 -34.14 0.00 10 3 CO9 Px 3.097 5.366 -3.211 -93.58 62.76 0.00 Total max/min values with corresponding values 15 3 CO9 -2.922 -3.772 -3.146 73.10 -56.63 0.00 14 3 CO9 -3.014 3.052 -0.242 -34.57 -34.14 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 10 4 CO15 0.522 4.821 -1.483 -81.97 14.18 0.00 Σ 2.927 0.415 -6.341 Support Forces Σ 2.927 0.415 -6.341 Loads 4 CO14 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 -1.377 -7.260 -1.682 116.42 -48.99 -0.64 15 Mz -1.214 -2.266 -2.134 42.88 -28.61 0.00 13 -1.377 -7.260 -1.682 116.42 -48.99 -0.64 12 My 6.441 -2.271 -0.935 30.25 83.77 0.00 10 2.773 9.570 -2.443 -160.54 55.76 0.00 13 Mx -1.377 -7.260 -1.682 116.42 -48.99 -0.64 10 2.773 9.570 -2.443 -160.54 55.76 0.00 14 Pz -3.696 2.641 0.852 -29.89 -42.48 0.00 13 -1.377 -7.260 -1.682 116.42 -48.99 -0.64 10 Py 2.773 9.570 -2.443 -160.54 55.76 0.00 14 -3.696 2.641 0.852 -29.89 -42.48 0.00 12 4 CO14 Px 6.441 -2.271 -0.935 30.25 83.77 0.00 Total max/min values with corresponding values 15 4 CO14 -1.214 -2.266 -2.134 42.88 -28.61 0.00 14 4 CO14 -3.696 2.641 0.852 -29.89 -42.48 0.00 13 4 CO14 -1.377 -7.260 -1.682 116.42 -48.99 -0.64 12 4 CO14 6.441 -2.271 -0.935 30.25 83.77 0.00 10 4 CO14 2.773 9.570 -2.443 -160.54 55.76 0.00 Σ 0.000 0.000 -15.320 Support Forces Σ 0.000 0.000 -15.320 Loads 3 CO13 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 6.186 10.355 -5.667 -181.64 125.44 0.00 13 Mz 1.112 -7.691 -3.227 121.29 -15.47 0.17 15 -5.902 -7.452 -5.343 144.81 -114.67 0.00 10 My 6.186 10.355 -5.667 -181.64 125.44 0.00 10 6.186 10.355 -5.667 -181.64 125.44 0.00 15 Mx -5.902 -7.452 -5.343 144.81 -114.67 0.00 10 6.186 10.355 -5.667 -181.64 125.44 0.00 14 Pz -6.315 6.378 -0.333 -72.25 -71.54 0.00 13 1.112 -7.691 -3.227 121.29 -15.47 0.17 10 Py 6.186 10.355 -5.667 -181.64 125.44 0.00 14 -6.315 6.378 -0.333 -72.25 -71.54 0.00 10 3 CO13 Px 6.186 10.355 -5.667 -181.64 125.44 0.00 Total max/min values with corresponding values 15 3 CO13 -5.902 -7.452 -5.343 144.81 -114.67 0.00 14 3 CO13 -6.315 6.378 -0.333 -72.25 -71.54 0.00 13 3 CO13 1.112 -7.691 -3.227 121.29 -15.47 0.17 12 3 CO13 4.918 -1.589 -0.750 21.19 65.58 0.00 10 3 CO13 6.186 10.355 -5.667 -181.64 125.44 0.00 Σ 0.000 0.000 -11.487 Support Forces Σ 0.000 0.000 -11.487 Loads 3 CO12 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 15 -4.130 -5.272 -3.991 102.28 -80.13 0.00 13 Mz 0.595 -5.361 -2.453 85.06 -13.51 0.10 15 -4.130 -5.272 -3.991 102.28 -80.13 0.00 10 My 4.359 7.396 -4.142 -129.36 88.30 0.00 10 4.359 7.396 -4.142 -129.36 88.30 0.00 15 Mx -4.130 -5.272 -3.991 102.28 -80.13 0.00 10 4.359 7.396 -4.142 -129.36 88.30 0.00 14 Pz -4.338 4.387 -0.224 -49.70 -49.14 0.00 13 0.595 -5.361 -2.453 85.06 -13.51 0.10 10 Py 4.359 7.396 -4.142 -129.36 88.30 0.00 14 -4.338 4.387 -0.224 -49.70 -49.14 0.00 10 3 CO12 Px 4.359 7.396 -4.142 -129.36 88.30 0.00 Total max/min values with corresponding values 15 3 CO12 -4.130 -5.272 -3.991 102.28 -80.13 0.00 14 3 CO12 -4.338 4.387 -0.224 -49.70 -49.14 0.00 13 3 CO12 0.595 -5.361 -2.453 85.06 -13.51 0.10 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ -2.901 -0.368 -3.028 Support Forces Σ -2.901 -0.368 -3.028 Loads 4 CO17 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 15 -2.987 -3.266 -1.788 62.95 -52.65 0.00 13 Mz -2.139 -5.061 -0.962 96.51 -57.04 0.58 13 -2.139 -5.061 -0.962 96.51 -57.04 0.58 12 My 4.748 -1.960 0.424 26.11 65.14 0.00 10 -0.113 6.895 -0.495 -109.54 8.11 0.00 13 Mx -2.139 -5.061 -0.962 96.51 -57.04 0.58 15 -2.987 -3.266 -1.788 62.95 -52.65 0.00 12 Pz 4.748 -1.960 0.424 26.11 65.14 0.00 13 -2.139 -5.061 -0.962 96.51 -57.04 0.58 10 Py -0.113 6.895 -0.495 -109.54 8.11 0.00 15 -2.987 -3.266 -1.788 62.95 -52.65 0.00 12 4 CO17 Px 4.748 -1.960 0.424 26.11 65.14 0.00 Total max/min values with corresponding values 15 4 CO17 -2.987 -3.266 -1.788 62.95 -52.65 0.00 14 4 CO17 -2.410 3.023 -0.207 -34.17 -25.77 0.00 13 4 CO17 -2.139 -5.061 -0.962 96.51 -57.04 0.58 12 4 CO17 4.748 -1.960 0.424 26.11 65.14 0.00 10 4 CO17 -0.113 6.895 -0.495 -109.54 8.11 0.00 Σ 0.000 0.000 5.913 Support Forces Σ 0.000 0.000 5.913 Loads 4 CO16 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 5.669 11.376 -0.700 -197.03 117.41 0.00 13 Mz 2.477 -9.702 3.117 145.24 -3.72 0.21 15 -6.109 -7.467 -2.008 144.51 -118.24 0.00 10 My 5.669 11.376 -0.700 -197.03 117.41 0.00 10 5.669 11.376 -0.700 -197.03 117.41 0.00 13 Mx 2.477 -9.702 3.117 145.24 -3.72 0.21 15 -6.109 -7.467 -2.008 144.51 -118.24 0.00 14 Pz -8.065 8.059 4.422 -90.95 -91.01 0.00 13 2.477 -9.702 3.117 145.24 -3.72 0.21 10 Py 5.669 11.376 -0.700 -197.03 117.41 0.00 14 -8.065 8.059 4.422 -90.95 -91.01 0.00 12 4 CO16 Px 6.028 -2.267 1.081 30.17 80.21 0.00 Total max/min values with corresponding values 15 4 CO16 -6.109 -7.467 -2.008 144.51 -118.24 0.00 14 4 CO16 -8.065 8.059 4.422 -90.95 -91.01 0.00 13 4 CO16 2.477 -9.702 3.117 145.24 -3.72 0.21 12 4 CO16 6.028 -2.267 1.081 30.17 80.21 0.00 10 4 CO16 5.669 11.376 -0.700 -197.03 117.41 0.00 Σ -0.534 -2.409 -2.831 Support Forces Σ -0.534 -2.409 -2.831 Loads 4 CO15 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 12 4.528 -1.642 0.736 20.03 60.33 0.00 13 Mz -0.939 -4.766 -0.884 80.36 -41.26 0.57 15 -2.778 -3.468 -1.705 62.73 -54.23 0.00 12 My 4.528 -1.642 0.736 20.03 60.33 0.00 10 0.522 4.821 -1.483 -81.97 14.18 0.00 13 Mx -0.939 -4.766 -0.884 80.36 -41.26 0.57 15 -2.778 -3.468 -1.705 62.73 -54.23 0.00 12 Pz 4.528 -1.642 0.736 20.03 60.33 0.00 13 -0.939 -4.766 -0.884 80.36 -41.26 0.57 10 Py 0.522 4.821 -1.483 -81.97 14.18 0.00 15 -2.778 -3.468 -1.705 62.73 -54.23 0.00 12 4 CO15 Px 4.528 -1.642 0.736 20.03 60.33 0.00 Total max/min values with corresponding values 15 4 CO15 -2.778 -3.468 -1.705 62.73 -54.23 0.00 14 4 CO15 -1.867 2.645 0.506 -30.80 -21.15 0.00 13 4 CO15 -0.939 -4.766 -0.884 80.36 -41.26 0.57 12 4 CO15 4.528 -1.642 0.736 20.03 60.33 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ -0.534 -2.409 -4.519 Support Forces Σ -0.534 -2.409 -4.519 Loads 4 CO20 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 0.958 4.494 -1.961 -78.30 21.71 0.00 13 Mz -1.231 -4.334 -1.300 72.09 -41.23 0.33 15 -2.533 -3.158 -1.812 56.74 -49.50 0.00 12 My 3.866 -1.373 0.502 16.46 51.53 0.00 10 0.958 4.494 -1.961 -78.30 21.71 0.00 13 Mx -1.231 -4.334 -1.300 72.09 -41.23 0.33 10 0.958 4.494 -1.961 -78.30 21.71 0.00 12 Pz 3.866 -1.373 0.502 16.46 51.53 0.00 13 -1.231 -4.334 -1.300 72.09 -41.23 0.33 10 Py 0.958 4.494 -1.961 -78.30 21.71 0.00 15 -2.533 -3.158 -1.812 56.74 -49.50 0.00 12 4 CO20 Px 3.866 -1.373 0.502 16.46 51.53 0.00 Total max/min values with corresponding values 15 4 CO20 -2.533 -3.158 -1.812 56.74 -49.50 0.00 14 4 CO20 -1.593 1.962 0.052 -23.08 -18.06 0.00 13 4 CO20 -1.231 -4.334 -1.300 72.09 -41.23 0.33 12 4 CO20 3.866 -1.373 0.502 16.46 51.53 0.00 10 4 CO20 0.958 4.494 -1.961 -78.30 21.71 0.00 Σ 2.927 0.415 -8.022 Support Forces Σ 2.927 0.415 -8.022 Loads 4 CO19 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 -2.145 -6.893 -2.474 115.34 -61.46 -0.52 15 Mz -1.095 -2.103 -2.303 39.72 -26.31 0.00 13 -2.145 -6.893 -2.474 115.34 -61.46 -0.52 12 My 6.945 -2.427 -0.981 32.33 90.49 0.00 10 2.126 9.705 -2.582 -160.95 43.69 0.00 13 Mx -2.145 -6.893 -2.474 115.34 -61.46 -0.52 10 2.126 9.705 -2.582 -160.95 43.69 0.00 14 Pz -2.903 2.133 0.318 -24.15 -33.52 0.00 13 -2.145 -6.893 -2.474 115.34 -61.46 -0.52 10 Py 2.126 9.705 -2.582 -160.95 43.69 0.00 14 -2.903 2.133 0.318 -24.15 -33.52 0.00 12 4 CO19 Px 6.945 -2.427 -0.981 32.33 90.49 0.00 Total max/min values with corresponding values 15 4 CO19 -1.095 -2.103 -2.303 39.72 -26.31 0.00 14 4 CO19 -2.903 2.133 0.318 -24.15 -33.52 0.00 13 4 CO19 -2.145 -6.893 -2.474 115.34 -61.46 -0.52 12 4 CO19 6.945 -2.427 -0.981 32.33 90.49 0.00 10 4 CO19 2.126 9.705 -2.582 -160.95 43.69 0.00 Σ 0.552 2.336 -7.872 Support Forces Σ 0.552 2.336 -7.872 Loads 4 CO18 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 -1.339 -3.757 -2.121 66.80 -37.32 -0.17 12 Mz 4.074 -1.227 -0.784 18.16 54.22 0.00 13 -1.339 -3.757 -2.121 66.80 -37.32 -0.17 12 My 4.074 -1.227 -0.784 18.16 54.22 0.00 10 2.236 6.702 -2.209 -108.74 46.87 0.00 13 Mx -1.339 -3.757 -2.121 66.80 -37.32 -0.17 15 -1.434 -2.149 -2.413 45.03 -28.79 0.00 14 Pz -2.985 2.766 -0.346 -30.04 -33.71 0.00 13 -1.339 -3.757 -2.121 66.80 -37.32 -0.17 10 Py 2.236 6.702 -2.209 -108.74 46.87 0.00 14 -2.985 2.766 -0.346 -30.04 -33.71 0.00 12 4 CO18 Px 4.074 -1.227 -0.784 18.16 54.22 0.00 Total max/min values with corresponding values 15 4 CO18 -1.434 -2.149 -2.413 45.03 -28.79 0.00 14 4 CO18 -2.985 2.766 -0.346 -30.04 -33.71 0.00 13 4 CO18 -1.339 -3.757 -2.121 66.80 -37.32 -0.17 12 4 CO18 4.074 -1.227 -0.784 18.16 54.22 0.00 10 4 CO18 2.236 6.702 -2.209 -108.74 46.87 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ 0.552 2.336 -9.552 Support Forces Σ 0.552 2.336 -9.552 Loads 4 CO23 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 14 -3.253 3.465 -0.465 -37.96 -36.75 0.00 13 Mz -1.195 -3.992 -2.581 73.46 -39.41 0.13 15 -2.303 -3.230 -3.033 66.02 -45.65 0.00 12 My 4.714 -1.424 -0.810 20.79 62.76 0.00 10 2.589 7.516 -2.663 -121.93 54.35 0.00 13 Mx -1.195 -3.992 -2.581 73.46 -39.41 0.13 15 -2.303 -3.230 -3.033 66.02 -45.65 0.00 14 Pz -3.253 3.465 -0.465 -37.96 -36.75 0.00 13 -1.195 -3.992 -2.581 73.46 -39.41 0.13 10 Py 2.589 7.516 -2.663 -121.93 54.35 0.00 14 -3.253 3.465 -0.465 -37.96 -36.75 0.00 12 4 CO23 Px 4.714 -1.424 -0.810 20.79 62.76 0.00 Total max/min values with corresponding values 15 4 CO23 -2.303 -3.230 -3.033 66.02 -45.65 0.00 14 4 CO23 -3.253 3.465 -0.465 -37.96 -36.75 0.00 13 4 CO23 -1.195 -3.992 -2.581 73.46 -39.41 0.13 12 4 CO23 4.714 -1.424 -0.810 20.79 62.76 0.00 10 4 CO23 2.589 7.516 -2.663 -121.93 54.35 0.00 Σ -2.901 -0.368 -4.705 Support Forces Σ -2.901 -0.368 -4.705 Loads 4 CO22 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 15 -3.040 -3.597 -2.077 69.38 -53.70 0.00 13 Mz -2.174 -5.095 -1.239 94.08 -54.33 0.28 13 -2.174 -5.095 -1.239 94.08 -54.33 0.28 12 My 4.189 -1.737 0.206 23.15 57.70 0.00 10 1.064 7.032 -1.204 -114.63 30.19 0.00 13 Mx -2.174 -5.095 -1.239 94.08 -54.33 0.28 15 -3.040 -3.597 -2.077 69.38 -53.70 0.00 12 Pz 4.189 -1.737 0.206 23.15 57.70 0.00 13 -2.174 -5.095 -1.239 94.08 -54.33 0.28 10 Py 1.064 7.032 -1.204 -114.63 30.19 0.00 15 -3.040 -3.597 -2.077 69.38 -53.70 0.00 12 4 CO22 Px 4.189 -1.737 0.206 23.15 57.70 0.00 Total max/min values with corresponding values 15 4 CO22 -3.040 -3.597 -2.077 69.38 -53.70 0.00 14 4 CO22 -2.939 3.029 -0.391 -34.25 -31.77 0.00 13 4 CO22 -2.174 -5.095 -1.239 94.08 -54.33 0.28 12 4 CO22 4.189 -1.737 0.206 23.15 57.70 0.00 10 4 CO22 1.064 7.032 -1.204 -114.63 30.19 0.00 Σ 0.000 0.000 4.276 Support Forces Σ 0.000 0.000 4.276 Loads 4 CO21 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 5.095 10.301 -0.893 -178.32 105.56 0.00 13 Mz 2.225 -8.837 2.520 132.49 -3.69 0.18 15 -5.483 -6.713 -2.037 129.93 -106.12 0.00 10 My 5.095 10.301 -0.893 -178.32 105.56 0.00 10 5.095 10.301 -0.893 -178.32 105.56 0.00 13 Mx 2.225 -8.837 2.520 132.49 -3.69 0.18 15 -5.483 -6.713 -2.037 129.93 -106.12 0.00 14 Pz -7.302 7.300 3.824 -82.42 -82.45 0.00 13 2.225 -8.837 2.520 132.49 -3.69 0.18 10 Py 5.095 10.301 -0.893 -178.32 105.56 0.00 14 -7.302 7.300 3.824 -82.42 -82.45 0.00 12 4 CO21 Px 5.466 -2.050 0.862 27.29 72.75 0.00 Total max/min values with corresponding values 15 4 CO21 -5.483 -6.713 -2.037 129.93 -106.12 0.00 14 4 CO21 -7.302 7.300 3.824 -82.42 -82.45 0.00 13 4 CO21 2.225 -8.837 2.520 132.49 -3.69 0.18 12 4 CO21 5.466 -2.050 0.862 27.29 72.75 0.00 10 4 CO21 5.095 10.301 -0.893 -178.32 105.56 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ 0.000 0.000 3.086 Support Forces Σ 0.000 0.000 3.086 Loads 4 CO26 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 4.659 9.483 -1.025 -164.10 96.56 0.00 13 Mz 2.032 -8.176 2.080 122.72 -3.68 0.15 15 -5.009 -6.142 -2.048 118.88 -96.96 0.00 10 My 4.659 9.483 -1.025 -164.10 96.56 0.00 10 4.659 9.483 -1.025 -164.10 96.56 0.00 13 Mx 2.032 -8.176 2.080 122.72 -3.68 0.15 15 -5.009 -6.142 -2.048 118.88 -96.96 0.00 14 Pz -6.721 6.721 3.380 -75.91 -75.91 0.00 13 2.032 -8.176 2.080 122.72 -3.68 0.15 10 Py 4.659 9.483 -1.025 -164.10 96.56 0.00 14 -6.721 6.721 3.380 -75.91 -75.91 0.00 12 4 CO26 Px 5.040 -1.887 0.699 25.11 67.09 0.00 Total max/min values with corresponding values 15 4 CO26 -5.009 -6.142 -2.048 118.88 -96.96 0.00 14 4 CO26 -6.721 6.721 3.380 -75.91 -75.91 0.00 13 4 CO26 2.032 -8.176 2.080 122.72 -3.68 0.15 12 4 CO26 5.040 -1.887 0.699 25.11 67.09 0.00 10 4 CO26 4.659 9.483 -1.025 -164.10 96.56 0.00 Σ -0.534 -2.409 -5.735 Support Forces Σ -0.534 -2.409 -5.735 Loads 4 CO25 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 1.903 4.595 -2.507 -82.27 39.39 0.00 13 Mz -1.090 -4.443 -1.451 71.14 -36.86 0.12 15 -2.645 -3.390 -2.044 61.24 -51.67 0.00 12 My 3.379 -1.178 0.332 13.86 45.06 0.00 10 1.903 4.595 -2.507 -82.27 39.39 0.00 13 Mx -1.090 -4.443 -1.451 71.14 -36.86 0.12 10 1.903 4.595 -2.507 -82.27 39.39 0.00 12 Pz 3.379 -1.178 0.332 13.86 45.06 0.00 13 -1.090 -4.443 -1.451 71.14 -36.86 0.12 10 Py 1.903 4.595 -2.507 -82.27 39.39 0.00 15 -2.645 -3.390 -2.044 61.24 -51.67 0.00 12 4 CO25 Px 3.379 -1.178 0.332 13.86 45.06 0.00 Total max/min values with corresponding values 15 4 CO25 -2.645 -3.390 -2.044 61.24 -51.67 0.00 14 4 CO25 -2.081 2.006 -0.065 -23.58 -23.58 0.00 13 4 CO25 -1.090 -4.443 -1.451 71.14 -36.86 0.12 12 4 CO25 3.379 -1.178 0.332 13.86 45.06 0.00 10 4 CO25 1.903 4.595 -2.507 -82.27 39.39 0.00 Σ 2.927 0.415 -9.234 Support Forces Σ 2.927 0.415 -9.234 Loads 4 CO24 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 -2.258 -6.722 -2.926 115.58 -65.07 -0.30 15 Mz -1.450 -2.590 -2.622 49.18 -33.19 0.00 13 -2.258 -6.722 -2.926 115.58 -65.07 -0.30 12 My 7.310 -2.537 -1.014 33.81 95.37 0.00 10 1.945 9.941 -2.761 -164.01 40.53 0.00 13 Mx -2.258 -6.722 -2.926 115.58 -65.07 -0.30 13 -2.258 -6.722 -2.926 115.58 -65.07 -0.30 14 Pz -2.622 2.323 0.090 -26.30 -30.34 0.00 13 -2.258 -6.722 -2.926 115.58 -65.07 -0.30 10 Py 1.945 9.941 -2.761 -164.01 40.53 0.00 14 -2.622 2.323 0.090 -26.30 -30.34 0.00 12 4 CO24 Px 7.310 -2.537 -1.014 33.81 95.37 0.00 Total max/min values with corresponding values 15 4 CO24 -1.450 -2.590 -2.622 49.18 -33.19 0.00 14 4 CO24 -2.622 2.323 0.090 -26.30 -30.34 0.00 13 4 CO24 -2.258 -6.722 -2.926 115.58 -65.07 -0.30 12 4 CO24 7.310 -2.537 -1.014 33.81 95.37 0.00 10 4 CO24 1.945 9.941 -2.761 -164.01 40.53 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ 2.927 0.415 -4.812 Support Forces Σ 2.927 0.415 -4.812 Loads 5 CO29 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 -1.352 -7.266 -1.276 116.38 -48.58 -0.64 15 Mz -1.224 -2.280 -1.767 43.14 -28.79 0.00 13 -1.352 -7.266 -1.276 116.38 -48.58 -0.64 12 My 6.426 -2.266 -0.733 30.18 83.56 0.00 10 2.793 9.566 -2.073 -160.51 56.12 0.00 13 Mx -1.352 -7.266 -1.276 116.38 -48.58 -0.64 10 2.793 9.566 -2.073 -160.51 56.12 0.00 14 Pz -3.716 2.660 1.037 -30.10 -42.70 0.00 13 -1.352 -7.266 -1.276 116.38 -48.58 -0.64 10 Py 2.793 9.566 -2.073 -160.51 56.12 0.00 14 -3.716 2.660 1.037 -30.10 -42.70 0.00 12 5 CO29 Px 6.426 -2.266 -0.733 30.18 83.56 0.00 Total max/min values with corresponding values 15 5 CO29 -1.224 -2.280 -1.767 43.14 -28.79 0.00 14 5 CO29 -3.716 2.660 1.037 -30.10 -42.70 0.00 13 5 CO29 -1.352 -7.266 -1.276 116.38 -48.58 -0.64 12 5 CO29 6.426 -2.266 -0.733 30.18 83.56 0.00 10 5 CO29 2.793 9.566 -2.073 -160.51 56.12 0.00 Σ 0.552 2.336 -10.765 Support Forces Σ 0.552 2.336 -10.765 Loads 4 CO28 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 14 -3.719 4.113 -0.500 -45.30 -42.03 0.00 13 Mz -0.945 -4.480 -2.821 81.85 -38.89 0.27 15 -3.000 -4.058 -3.512 82.10 -59.19 0.00 12 My 5.139 -1.553 -0.835 22.50 68.42 0.00 10 3.077 8.313 -3.098 -135.74 64.24 0.00 15 Mx -3.000 -4.058 -3.512 82.10 -59.19 0.00 15 -3.000 -4.058 -3.512 82.10 -59.19 0.00 14 Pz -3.719 4.113 -0.500 -45.30 -42.03 0.00 13 -0.945 -4.480 -2.821 81.85 -38.89 0.27 10 Py 3.077 8.313 -3.098 -135.74 64.24 0.00 14 -3.719 4.113 -0.500 -45.30 -42.03 0.00 12 4 CO28 Px 5.139 -1.553 -0.835 22.50 68.42 0.00 Total max/min values with corresponding values 15 4 CO28 -3.000 -4.058 -3.512 82.10 -59.19 0.00 14 4 CO28 -3.719 4.113 -0.500 -45.30 -42.03 0.00 13 4 CO28 -0.945 -4.480 -2.821 81.85 -38.89 0.27 12 4 CO28 5.139 -1.553 -0.835 22.50 68.42 0.00 10 4 CO28 3.077 8.313 -3.098 -135.74 64.24 0.00 Σ -2.901 -0.368 -5.915 Support Forces Σ -2.901 -0.368 -5.915 Loads 4 CO27 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 15 -3.324 -4.070 -2.399 78.57 -59.21 0.00 13 Mz -1.868 -5.359 -1.335 95.19 -48.46 0.11 15 -3.324 -4.070 -2.399 78.57 -59.21 0.00 12 My 3.803 -1.573 0.054 20.97 52.58 0.00 10 2.044 7.272 -1.788 -121.10 48.67 0.00 13 Mx -1.868 -5.359 -1.335 95.19 -48.46 0.11 15 -3.324 -4.070 -2.399 78.57 -59.21 0.00 12 Pz 3.803 -1.573 0.054 20.97 52.58 0.00 13 -1.868 -5.359 -1.335 95.19 -48.46 0.11 10 Py 2.044 7.272 -1.788 -121.10 48.67 0.00 14 -3.556 3.362 -0.447 -38.01 -38.76 0.00 12 4 CO27 Px 3.803 -1.573 0.054 20.97 52.58 0.00 Total max/min values with corresponding values 15 4 CO27 -3.324 -4.070 -2.399 78.57 -59.21 0.00 14 4 CO27 -3.556 3.362 -0.447 -38.01 -38.76 0.00 13 4 CO27 -1.868 -5.359 -1.335 95.19 -48.46 0.11 12 4 CO27 3.803 -1.573 0.054 20.97 52.58 0.00 10 4 CO27 2.044 7.272 -1.788 -121.10 48.67 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ -2.901 -0.368 -1.499 Support Forces Σ -2.901 -0.368 -1.499 Loads 5 CO32 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 15 -2.990 -3.265 -1.418 62.92 -52.70 0.00 13 Mz -2.136 -5.071 -0.568 96.70 -57.09 0.58 13 -2.136 -5.071 -0.568 96.70 -57.09 0.58 12 My 4.764 -1.966 0.631 26.20 65.35 0.00 10 -0.133 6.904 -0.115 -109.63 7.75 0.00 13 Mx -2.136 -5.071 -0.568 96.70 -57.09 0.58 15 -2.990 -3.265 -1.418 62.92 -52.70 0.00 12 Pz 4.764 -1.966 0.631 26.20 65.35 0.00 13 -2.136 -5.071 -0.568 96.70 -57.09 0.58 10 Py -0.133 6.904 -0.115 -109.63 7.75 0.00 15 -2.990 -3.265 -1.418 62.92 -52.70 0.00 12 5 CO32 Px 4.764 -1.966 0.631 26.20 65.35 0.00 Total max/min values with corresponding values 15 5 CO32 -2.990 -3.265 -1.418 62.92 -52.70 0.00 14 5 CO32 -2.406 3.030 -0.029 -34.24 -25.72 0.00 13 5 CO32 -2.136 -5.071 -0.568 96.70 -57.09 0.58 12 5 CO32 4.764 -1.966 0.631 26.20 65.35 0.00 10 5 CO32 -0.133 6.904 -0.115 -109.63 7.75 0.00 Σ 0.000 0.000 7.443 Support Forces Σ 0.000 0.000 7.443 Loads 5 CO31 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 5.680 11.404 -0.328 -197.48 117.63 0.00 13 Mz 2.480 -9.723 3.516 145.54 -3.77 0.21 15 -6.124 -7.484 -1.642 144.82 -118.49 0.00 10 My 5.680 11.404 -0.328 -197.48 117.63 0.00 10 5.680 11.404 -0.328 -197.48 117.63 0.00 13 Mx 2.480 -9.723 3.516 145.54 -3.77 0.21 15 -6.124 -7.484 -1.642 144.82 -118.49 0.00 14 Pz -8.082 8.076 4.607 -91.13 -91.19 0.00 13 2.480 -9.723 3.516 145.54 -3.77 0.21 10 Py 5.680 11.404 -0.328 -197.48 117.63 0.00 14 -8.082 8.076 4.607 -91.13 -91.19 0.00 12 5 CO31 Px 6.045 -2.274 1.289 30.25 80.43 0.00 Total max/min values with corresponding values 15 5 CO31 -6.124 -7.484 -1.642 144.82 -118.49 0.00 14 5 CO31 -8.082 8.076 4.607 -91.13 -91.19 0.00 13 5 CO31 2.480 -9.723 3.516 145.54 -3.77 0.21 12 5 CO31 6.045 -2.274 1.289 30.25 80.43 0.00 10 5 CO31 5.680 11.404 -0.328 -197.48 117.63 0.00 Σ -0.534 -2.409 -1.302 Support Forces Σ -0.534 -2.409 -1.302 Loads 5 CO30 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 12 4.547 -1.649 0.943 20.13 60.58 0.00 13 Mz -0.933 -4.785 -0.487 80.65 -41.27 0.58 15 -2.789 -3.482 -1.339 62.99 -54.43 0.00 12 My 4.547 -1.649 0.943 20.13 60.58 0.00 10 0.526 4.841 -1.109 -82.27 14.27 0.00 13 Mx -0.933 -4.785 -0.487 80.65 -41.27 0.58 15 -2.789 -3.482 -1.339 62.99 -54.43 0.00 12 Pz 4.547 -1.649 0.943 20.13 60.58 0.00 13 -0.933 -4.785 -0.487 80.65 -41.27 0.58 10 Py 0.526 4.841 -1.109 -82.27 14.27 0.00 15 -2.789 -3.482 -1.339 62.99 -54.43 0.00 12 5 CO30 Px 4.547 -1.649 0.943 20.13 60.58 0.00 Total max/min values with corresponding values 15 5 CO30 -2.789 -3.482 -1.339 62.99 -54.43 0.00 14 5 CO30 -1.885 2.666 0.690 -31.03 -21.35 0.00 13 5 CO30 -0.933 -4.785 -0.487 80.65 -41.27 0.58 12 5 CO30 4.547 -1.649 0.943 20.13 60.58 0.00 10 5 CO30 0.526 4.841 -1.109 -82.27 14.27 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ 0.000 0.000 -8.467 Support Forces Σ 0.000 0.000 -8.467 Loads 3 CO35 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 3.192 5.514 -3.032 -96.19 64.69 0.00 13 Mz 0.294 -3.908 -1.823 62.44 -12.02 0.07 15 -3.012 -3.884 -2.963 75.28 -58.38 0.00 10 My 3.192 5.514 -3.032 -96.19 64.69 0.00 10 3.192 5.514 -3.032 -96.19 64.69 0.00 15 Mx -3.012 -3.884 -2.963 75.28 -58.38 0.00 10 3.192 5.514 -3.032 -96.19 64.69 0.00 14 Pz -3.112 3.151 -0.124 -35.69 -35.25 0.00 13 0.294 -3.908 -1.823 62.44 -12.02 0.07 10 Py 3.192 5.514 -3.032 -96.19 64.69 0.00 14 -3.112 3.151 -0.124 -35.69 -35.25 0.00 10 3 CO35 Px 3.192 5.514 -3.032 -96.19 64.69 0.00 Total max/min values with corresponding values 15 3 CO35 -3.012 -3.884 -2.963 75.28 -58.38 0.00 14 3 CO35 -3.112 3.151 -0.124 -35.69 -35.25 0.00 13 3 CO35 0.294 -3.908 -1.823 62.44 -12.02 0.07 12 3 CO35 2.638 -0.873 -0.526 11.64 35.17 0.00 10 3 CO35 3.192 5.514 -3.032 -96.19 64.69 0.00 Σ 0.000 0.000 -5.094 Support Forces Σ 0.000 0.000 -5.094 Loads 1 CO34 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 0.309 0.909 -1.345 -15.31 6.59 0.00 13 Mz -0.154 -0.621 -1.328 10.63 -5.08 0.00 15 -0.343 -0.458 -1.363 8.86 -6.64 0.00 12 My 0.548 -0.194 -0.596 2.58 7.31 0.00 10 0.309 0.909 -1.345 -15.31 6.59 0.00 13 Mx -0.154 -0.621 -1.328 10.63 -5.08 0.00 15 -0.343 -0.458 -1.363 8.86 -6.64 0.00 14 Pz -0.360 0.363 -0.462 -4.12 -4.08 0.00 13 -0.154 -0.621 -1.328 10.63 -5.08 0.00 10 Py 0.309 0.909 -1.345 -15.31 6.59 0.00 14 -0.360 0.363 -0.462 -4.12 -4.08 0.00 12 1 CO34 Px 0.548 -0.194 -0.596 2.58 7.31 0.00 Total max/min values with corresponding values 15 1 CO34 -0.343 -0.458 -1.363 8.86 -6.64 0.00 14 1 CO34 -0.360 0.363 -0.462 -4.12 -4.08 0.00 13 1 CO34 -0.154 -0.621 -1.328 10.63 -5.08 0.00 12 1 CO34 0.548 -0.194 -0.596 2.58 7.31 0.00 10 1 CO34 0.309 0.909 -1.345 -15.31 6.59 0.00 Σ 0.552 2.336 -6.343 Support Forces Σ 0.552 2.336 -6.343 Loads 5 CO33 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 -1.334 -3.753 -1.721 66.62 -37.14 -0.18 12 Mz 4.055 -1.221 -0.582 18.08 53.96 0.00 13 -1.334 -3.753 -1.721 66.62 -37.14 -0.18 12 My 4.055 -1.221 -0.582 18.08 53.96 0.00 10 2.235 6.683 -1.833 -108.44 46.82 0.00 13 Mx -1.334 -3.753 -1.721 66.62 -37.14 -0.18 15 -1.419 -2.128 -2.035 44.62 -28.49 0.00 14 Pz -2.984 2.755 -0.171 -29.91 -33.70 0.00 13 -1.334 -3.753 -1.721 66.62 -37.14 -0.18 10 Py 2.235 6.683 -1.833 -108.44 46.82 0.00 14 -2.984 2.755 -0.171 -29.91 -33.70 0.00 12 5 CO33 Px 4.055 -1.221 -0.582 18.08 53.96 0.00 Total max/min values with corresponding values 15 5 CO33 -1.419 -2.128 -2.035 44.62 -28.49 0.00 14 5 CO33 -2.984 2.755 -0.171 -29.91 -33.70 0.00 13 5 CO33 -1.334 -3.753 -1.721 66.62 -37.14 -0.18 12 5 CO33 4.055 -1.221 -0.582 18.08 53.96 0.00 10 5 CO33 2.235 6.683 -1.833 -108.44 46.82 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ -0.320 -1.445 -3.125 Support Forces Σ -0.320 -1.445 -3.125 Loads 5 CO38 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 0.399 3.632 -1.277 -61.29 10.73 0.00 13 Mz -0.685 -3.431 -0.932 58.22 -29.53 0.38 15 -1.938 -2.386 -1.473 43.53 -37.78 0.00 12 My 3.262 -1.159 0.336 14.34 43.48 0.00 10 0.399 3.632 -1.277 -61.29 10.73 0.00 13 Mx -0.685 -3.431 -0.932 58.22 -29.53 0.38 15 -1.938 -2.386 -1.473 43.53 -37.78 0.00 12 Pz 3.262 -1.159 0.336 14.34 43.48 0.00 13 -0.685 -3.431 -0.932 58.22 -29.53 0.38 10 Py 0.399 3.632 -1.277 -61.29 10.73 0.00 15 -1.938 -2.386 -1.473 43.53 -37.78 0.00 12 5 CO38 Px 3.262 -1.159 0.336 14.34 43.48 0.00 Total max/min values with corresponding values 15 5 CO38 -1.938 -2.386 -1.473 43.53 -37.78 0.00 14 5 CO38 -1.359 1.898 0.220 -22.01 -15.40 0.00 13 5 CO38 -0.685 -3.431 -0.932 58.22 -29.53 0.38 12 5 CO38 3.262 -1.159 0.336 14.34 43.48 0.00 10 5 CO38 0.399 3.632 -1.277 -61.29 10.73 0.00 Σ 1.756 0.249 -5.231 Support Forces Σ 1.756 0.249 -5.231 Loads 5 CO37 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 -1.109 -5.246 -1.433 84.80 -37.01 -0.44 15 Mz -0.932 -1.629 -1.712 30.93 -21.10 0.00 13 -1.109 -5.246 -1.433 84.80 -37.01 -0.44 12 My 4.583 -1.627 -0.639 21.67 59.84 0.00 10 1.869 6.834 -1.908 -114.36 38.26 0.00 13 Mx -1.109 -5.246 -1.433 84.80 -37.01 -0.44 10 1.869 6.834 -1.908 -114.36 38.26 0.00 14 Pz -2.655 1.917 0.460 -21.70 -30.45 0.00 13 -1.109 -5.246 -1.433 84.80 -37.01 -0.44 10 Py 1.869 6.834 -1.908 -114.36 38.26 0.00 14 -2.655 1.917 0.460 -21.70 -30.45 0.00 12 5 CO37 Px 4.583 -1.627 -0.639 21.67 59.84 0.00 Total max/min values with corresponding values 15 5 CO37 -0.932 -1.629 -1.712 30.93 -21.10 0.00 14 5 CO37 -2.655 1.917 0.460 -21.70 -30.45 0.00 13 5 CO37 -1.109 -5.246 -1.433 84.80 -37.01 -0.44 12 5 CO37 4.583 -1.627 -0.639 21.67 59.84 0.00 10 5 CO37 1.869 6.834 -1.908 -114.36 38.26 0.00 Σ 0.000 0.000 -10.880 Support Forces Σ 0.000 0.000 -10.880 Loads 3 CO36 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 15 -4.326 -5.514 -3.890 106.98 -83.93 0.00 13 Mz 0.653 -5.615 -2.270 88.99 -13.69 0.11 15 -4.326 -5.514 -3.890 106.98 -83.93 0.00 10 My 4.563 7.721 -4.057 -135.09 92.43 0.00 10 4.563 7.721 -4.057 -135.09 92.43 0.00 15 Mx -4.326 -5.514 -3.890 106.98 -83.93 0.00 10 4.563 7.721 -4.057 -135.09 92.43 0.00 14 Pz -4.555 4.606 -0.114 -52.17 -51.60 0.00 13 0.653 -5.615 -2.270 88.99 -13.69 0.11 10 Py 4.563 7.721 -4.057 -135.09 92.43 0.00 14 -4.555 4.606 -0.114 -52.17 -51.60 0.00 10 3 CO36 Px 4.563 7.721 -4.057 -135.09 92.43 0.00 Total max/min values with corresponding values 15 3 CO36 -4.326 -5.514 -3.890 106.98 -83.93 0.00 14 3 CO36 -4.555 4.606 -0.114 -52.17 -51.60 0.00 13 3 CO36 0.653 -5.615 -2.270 88.99 -13.69 0.11 12 3 CO36 3.664 -1.197 -0.549 15.96 48.85 0.00 10 3 CO36 4.563 7.721 -4.057 -135.09 92.43 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ 0.331 1.401 -6.150 Support Forces Σ 0.331 1.401 -6.150 Loads 5 CO41 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 -1.009 -2.848 -1.667 50.15 -27.84 -0.13 12 Mz 2.951 -0.920 -0.582 13.35 39.29 0.00 13 -1.009 -2.848 -1.667 50.15 -27.84 -0.13 12 My 2.951 -0.920 -0.582 13.35 39.29 0.00 10 1.607 4.839 -1.759 -78.92 33.83 0.00 13 Mx -1.009 -2.848 -1.667 50.15 -27.84 -0.13 15 -1.078 -1.620 -1.881 33.41 -21.48 0.00 14 Pz -2.140 1.951 -0.261 -21.32 -24.18 0.00 13 -1.009 -2.848 -1.667 50.15 -27.84 -0.13 10 Py 1.607 4.839 -1.759 -78.92 33.83 0.00 14 -2.140 1.951 -0.261 -21.32 -24.18 0.00 12 5 CO41 Px 2.951 -0.920 -0.582 13.35 39.29 0.00 Total max/min values with corresponding values 15 5 CO41 -1.078 -1.620 -1.881 33.41 -21.48 0.00 14 5 CO41 -2.140 1.951 -0.261 -21.32 -24.18 0.00 13 5 CO41 -1.009 -2.848 -1.667 50.15 -27.84 -0.13 12 5 CO41 2.951 -0.920 -0.582 13.35 39.29 0.00 10 5 CO41 1.607 4.839 -1.759 -78.92 33.83 0.00 Σ -1.741 -0.221 -3.243 Support Forces Σ -1.741 -0.221 -3.243 Loads 5 CO40 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 15 -2.072 -2.335 -1.531 45.04 -37.00 0.00 13 Mz -1.513 -3.670 -1.012 69.46 -41.04 0.38 13 -1.513 -3.670 -1.012 69.46 -41.04 0.38 12 My 3.535 -1.419 0.173 18.91 48.24 0.00 10 0.032 5.041 -0.687 -80.36 7.58 0.00 13 Mx -1.513 -3.670 -1.012 69.46 -41.04 0.38 15 -2.072 -2.335 -1.531 45.04 -37.00 0.00 12 Pz 3.535 -1.419 0.173 18.91 48.24 0.00 13 -1.513 -3.670 -1.012 69.46 -41.04 0.38 10 Py 0.032 5.041 -0.687 -80.36 7.58 0.00 15 -2.072 -2.335 -1.531 45.04 -37.00 0.00 12 5 CO40 Px 3.535 -1.419 0.173 18.91 48.24 0.00 Total max/min values with corresponding values 15 5 CO40 -2.072 -2.335 -1.531 45.04 -37.00 0.00 14 5 CO40 -1.723 2.162 -0.186 -24.45 -18.60 0.00 13 5 CO40 -1.513 -3.670 -1.012 69.46 -41.04 0.38 12 5 CO40 3.535 -1.419 0.173 18.91 48.24 0.00 10 5 CO40 0.032 5.041 -0.687 -80.36 7.58 0.00 Σ 0.000 0.000 2.173 Support Forces Σ 0.000 0.000 2.173 Loads 5 CO39 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 3.919 8.095 -0.976 -139.93 81.28 0.00 13 Mz 1.702 -7.042 1.622 105.93 -3.69 0.12 15 -4.210 -5.174 -1.805 100.14 -81.48 0.00 10 My 3.919 8.095 -0.976 -139.93 81.28 0.00 10 3.919 8.095 -0.976 -139.93 81.28 0.00 13 Mx 1.702 -7.042 1.622 105.93 -3.69 0.12 15 -4.210 -5.174 -1.805 100.14 -81.48 0.00 14 Pz -5.729 5.731 2.763 -64.77 -64.74 0.00 13 1.702 -7.042 1.622 105.93 -3.69 0.12 10 Py 3.919 8.095 -0.976 -139.93 81.28 0.00 14 -5.729 5.731 2.763 -64.77 -64.74 0.00 12 5 CO39 Px 4.319 -1.610 0.568 21.44 57.51 0.00 Total max/min values with corresponding values 15 5 CO39 -4.210 -5.174 -1.805 100.14 -81.48 0.00 14 5 CO39 -5.729 5.731 2.763 -64.77 -64.74 0.00 13 5 CO39 1.702 -7.042 1.622 105.93 -3.69 0.12 12 5 CO39 4.319 -1.610 0.568 21.44 57.51 0.00 10 5 CO39 3.919 8.095 -0.976 -139.93 81.28 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ 0.000 0.000 -2.126 Support Forces Σ 0.000 0.000 -2.126 Loads 6 CO44 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 1.965 4.375 -1.300 -75.25 40.95 0.00 13 Mz 0.819 -3.920 -0.061 59.54 -3.64 0.04 15 -2.123 -2.625 -1.664 50.79 -41.08 0.00 10 My 1.965 4.375 -1.300 -75.25 40.95 0.00 10 1.965 4.375 -1.300 -75.25 40.95 0.00 13 Mx 0.819 -3.920 -0.061 59.54 -3.64 0.04 15 -2.123 -2.625 -1.664 50.79 -41.08 0.00 14 Pz -3.047 3.047 0.975 -34.49 -34.49 0.00 13 0.819 -3.920 -0.061 59.54 -3.64 0.04 10 Py 1.965 4.375 -1.300 -75.25 40.95 0.00 14 -3.047 3.047 0.975 -34.49 -34.49 0.00 12 6 CO44 Px 2.386 -0.877 -0.076 11.69 31.80 0.00 Total max/min values with corresponding values 15 6 CO44 -2.123 -2.625 -1.664 50.79 -41.08 0.00 14 6 CO44 -3.047 3.047 0.975 -34.49 -34.49 0.00 13 6 CO44 0.819 -3.920 -0.061 59.54 -3.64 0.04 12 6 CO44 2.386 -0.877 -0.076 11.69 31.80 0.00 10 6 CO44 1.965 4.375 -1.300 -75.25 40.95 0.00 Σ -0.240 -1.084 -6.147 Support Forces Σ -0.240 -1.084 -6.147 Loads 6 CO43 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 -0.022 -2.970 -1.285 44.97 -11.59 -0.04 15 Mz -2.136 -2.863 -2.064 53.46 -41.57 0.00 15 -2.136 -2.863 -2.064 53.46 -41.57 0.00 10 My 2.392 3.362 -2.424 -61.53 47.44 0.00 10 2.392 3.362 -2.424 -61.53 47.44 0.00 15 Mx -2.136 -2.863 -2.064 53.46 -41.57 0.00 10 2.392 3.362 -2.424 -61.53 47.44 0.00 14 Pz -2.084 1.928 -0.132 -22.22 -23.61 0.00 13 -0.022 -2.970 -1.285 44.97 -11.59 -0.04 10 Py 2.392 3.362 -2.424 -61.53 47.44 0.00 15 -2.136 -2.863 -2.064 53.46 -41.57 0.00 10 6 CO43 Px 2.392 3.362 -2.424 -61.53 47.44 0.00 Total max/min values with corresponding values 15 6 CO43 -2.136 -2.863 -2.064 53.46 -41.57 0.00 14 6 CO43 -2.084 1.928 -0.132 -22.22 -23.61 0.00 13 6 CO43 -0.022 -2.970 -1.285 44.97 -11.59 -0.04 12 6 CO43 1.610 -0.541 -0.244 6.39 21.48 0.00 10 6 CO43 2.392 3.362 -2.424 -61.53 47.44 0.00 Σ 1.317 0.187 -7.721 Support Forces Σ 1.317 0.187 -7.721 Loads 6 CO42 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 1.445 6.568 -2.247 -108.08 30.90 0.00 13 Mz -1.412 -4.244 -2.368 75.43 -42.88 0.05 13 -1.412 -4.244 -2.368 75.43 -42.88 0.05 12 My 4.785 -1.659 -0.628 22.10 62.84 0.00 10 1.445 6.568 -2.247 -108.08 30.90 0.00 13 Mx -1.412 -4.244 -2.368 75.43 -42.88 0.05 13 -1.412 -4.244 -2.368 75.43 -42.88 0.05 14 Pz -1.876 1.999 -0.149 -22.64 -21.54 0.00 13 -1.412 -4.244 -2.368 75.43 -42.88 0.05 10 Py 1.445 6.568 -2.247 -108.08 30.90 0.00 14 -1.876 1.999 -0.149 -22.64 -21.54 0.00 12 6 CO42 Px 4.785 -1.659 -0.628 22.10 62.84 0.00 Total max/min values with corresponding values 15 6 CO42 -1.625 -2.478 -2.328 47.54 -33.77 0.00 14 6 CO42 -1.876 1.999 -0.149 -22.64 -21.54 0.00 13 6 CO42 -1.412 -4.244 -2.368 75.43 -42.88 0.05 12 6 CO42 4.785 -1.659 -0.628 22.10 62.84 0.00 10 6 CO42 1.445 6.568 -2.247 -108.08 30.90 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ 1.317 0.187 -9.534 Support Forces Σ 1.317 0.187 -9.534 Loads 6 CO47 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 2.416 7.787 -2.944 -129.28 50.37 0.00 13 Mz -0.940 -4.980 -2.709 88.00 -40.91 0.29 15 -2.774 -3.898 -3.090 75.12 -56.06 0.00 12 My 5.426 -1.853 -0.665 24.70 71.38 0.00 10 2.416 7.787 -2.944 -129.28 50.37 0.00 13 Mx -0.940 -4.980 -2.709 88.00 -40.91 0.29 15 -2.774 -3.898 -3.090 75.12 -56.06 0.00 14 Pz -2.811 3.131 -0.125 -35.47 -32.13 0.00 13 -0.940 -4.980 -2.709 88.00 -40.91 0.29 10 Py 2.416 7.787 -2.944 -129.28 50.37 0.00 14 -2.811 3.131 -0.125 -35.47 -32.13 0.00 12 6 CO47 Px 5.426 -1.853 -0.665 24.70 71.38 0.00 Total max/min values with corresponding values 15 6 CO47 -2.774 -3.898 -3.090 75.12 -56.06 0.00 14 6 CO47 -2.811 3.131 -0.125 -35.47 -32.13 0.00 13 6 CO47 -0.940 -4.980 -2.709 88.00 -40.91 0.29 12 6 CO47 5.426 -1.853 -0.665 24.70 71.38 0.00 10 6 CO47 2.416 7.787 -2.944 -129.28 50.37 0.00 Σ 0.248 1.051 -8.413 Support Forces Σ 0.248 1.051 -8.413 Loads 6 CO46 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 14 -2.873 3.123 -0.278 -34.80 -32.51 0.00 13 Mz -0.486 -3.663 -2.099 64.17 -25.87 0.17 15 -2.591 -3.450 -2.832 68.39 -50.66 0.00 10 My 2.590 6.178 -2.625 -102.98 53.66 0.00 10 2.590 6.178 -2.625 -102.98 53.66 0.00 15 Mx -2.591 -3.450 -2.832 68.39 -50.66 0.00 15 -2.591 -3.450 -2.832 68.39 -50.66 0.00 14 Pz -2.873 3.123 -0.278 -34.80 -32.51 0.00 13 -0.486 -3.663 -2.099 64.17 -25.87 0.17 10 Py 2.590 6.178 -2.625 -102.98 53.66 0.00 14 -2.873 3.123 -0.278 -34.80 -32.51 0.00 12 6 CO46 Px 3.608 -1.137 -0.579 15.97 48.06 0.00 Total max/min values with corresponding values 15 6 CO46 -2.591 -3.450 -2.832 68.39 -50.66 0.00 14 6 CO46 -2.873 3.123 -0.278 -34.80 -32.51 0.00 13 6 CO46 -0.486 -3.663 -2.099 64.17 -25.87 0.17 12 6 CO46 3.608 -1.137 -0.579 15.97 48.06 0.00 10 6 CO46 2.590 6.178 -2.625 -102.98 53.66 0.00 Σ -1.305 -0.166 -6.229 Support Forces Σ -1.305 -0.166 -6.229 Loads 6 CO45 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 -0.399 -3.474 -1.235 57.41 -18.44 0.00 10 Mz 2.466 4.714 -2.120 -81.43 52.04 0.00 15 -2.569 -3.279 -2.266 63.39 -47.42 0.00 10 My 2.466 4.714 -2.120 -81.43 52.04 0.00 10 2.466 4.714 -2.120 -81.43 52.04 0.00 15 Mx -2.569 -3.279 -2.266 63.39 -47.42 0.00 15 -2.569 -3.279 -2.266 63.39 -47.42 0.00 14 Pz -2.815 2.637 -0.278 -29.84 -31.21 0.00 13 -0.399 -3.474 -1.235 57.41 -18.44 0.00 10 Py 2.466 4.714 -2.120 -81.43 52.04 0.00 14 -2.815 2.637 -0.278 -29.84 -31.21 0.00 10 6 CO45 Px 2.466 4.714 -2.120 -81.43 52.04 0.00 Total max/min values with corresponding values 15 6 CO45 -2.569 -3.279 -2.266 63.39 -47.42 0.00 14 6 CO45 -2.815 2.637 -0.278 -29.84 -31.21 0.00 13 6 CO45 -0.399 -3.474 -1.235 57.41 -18.44 0.00 12 6 CO45 2.012 -0.763 -0.330 10.18 27.68 0.00 10 6 CO45 2.466 4.714 -2.120 -81.43 52.04 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ -1.305 -0.166 -8.032 Support Forces Σ -1.305 -0.166 -8.032 Loads 6 CO50 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 0.478 -4.159 -1.319 63.93 -6.92 -0.04 10 Mz 3.930 5.420 -3.013 -96.75 80.11 0.00 15 -3.574 -4.532 -2.967 87.72 -66.95 0.00 10 My 3.930 5.420 -3.013 -96.75 80.11 0.00 10 3.930 5.420 -3.013 -96.75 80.11 0.00 15 Mx -3.574 -4.532 -2.967 87.72 -66.95 0.00 10 3.930 5.420 -3.013 -96.75 80.11 0.00 14 Pz -3.974 3.724 -0.251 -42.15 -44.34 0.00 15 -3.574 -4.532 -2.967 87.72 -66.95 0.00 10 Py 3.930 5.420 -3.013 -96.75 80.11 0.00 14 -3.974 3.724 -0.251 -42.15 -44.34 0.00 10 6 CO50 Px 3.930 5.420 -3.013 -96.75 80.11 0.00 Total max/min values with corresponding values 15 6 CO50 -3.574 -4.532 -2.967 87.72 -66.95 0.00 14 6 CO50 -3.974 3.724 -0.251 -42.15 -44.34 0.00 13 6 CO50 0.478 -4.159 -1.319 63.93 -6.92 -0.04 12 6 CO50 1.835 -0.619 -0.483 8.26 25.33 0.00 10 6 CO50 3.930 5.420 -3.013 -96.75 80.11 0.00 Σ 0.000 0.000 -3.953 Support Forces Σ 0.000 0.000 -3.953 Loads 6 CO49 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 0.887 2.239 -1.334 -38.23 18.67 0.00 13 Mz 0.318 -2.042 -0.833 31.44 -3.42 0.01 15 -0.988 -1.222 -1.482 23.64 -19.11 0.00 10 My 0.887 2.239 -1.334 -38.23 18.67 0.00 10 0.887 2.239 -1.334 -38.23 18.67 0.00 13 Mx 0.318 -2.042 -0.833 31.44 -3.42 0.01 15 -0.988 -1.222 -1.482 23.64 -19.11 0.00 14 Pz -1.488 1.486 0.090 -16.82 -16.85 0.00 13 0.318 -2.042 -0.833 31.44 -3.42 0.01 10 Py 0.887 2.239 -1.334 -38.23 18.67 0.00 14 -1.488 1.486 0.090 -16.82 -16.85 0.00 12 6 CO49 Px 1.270 -0.462 -0.394 6.15 16.93 0.00 Total max/min values with corresponding values 15 6 CO49 -0.988 -1.222 -1.482 23.64 -19.11 0.00 14 6 CO49 -1.488 1.486 0.090 -16.82 -16.85 0.00 13 6 CO49 0.318 -2.042 -0.833 31.44 -3.42 0.01 12 6 CO49 1.270 -0.462 -0.394 6.15 16.93 0.00 10 6 CO49 0.887 2.239 -1.334 -38.23 18.67 0.00 Σ -0.240 -1.084 -7.959 Support Forces Σ -0.240 -1.084 -7.959 Loads 6 CO48 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 0.656 -4.148 -1.470 61.71 -4.02 -0.07 15 Mz -3.142 -4.210 -2.780 79.60 -61.10 0.00 15 -3.142 -4.210 -2.780 79.60 -61.10 0.00 10 My 3.730 4.908 -3.278 -89.71 73.91 0.00 10 3.730 4.908 -3.278 -89.71 73.91 0.00 15 Mx -3.142 -4.210 -2.780 79.60 -61.10 0.00 10 3.730 4.908 -3.278 -89.71 73.91 0.00 14 Pz -3.311 3.092 -0.071 -35.41 -37.51 0.00 15 -3.142 -4.210 -2.780 79.60 -61.10 0.00 10 Py 3.730 4.908 -3.278 -89.71 73.91 0.00 14 -3.311 3.092 -0.071 -35.41 -37.51 0.00 10 6 CO48 Px 3.730 4.908 -3.278 -89.71 73.91 0.00 Total max/min values with corresponding values 15 6 CO48 -3.142 -4.210 -2.780 79.60 -61.10 0.00 14 6 CO48 -3.311 3.092 -0.071 -35.41 -37.51 0.00 13 6 CO48 0.656 -4.148 -1.470 61.71 -4.02 -0.07 12 6 CO48 1.828 -0.726 -0.359 8.86 24.39 0.00 10 6 CO48 3.730 4.908 -3.278 -89.71 73.91 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ -0.320 -1.445 -1.087 Support Forces Σ -0.320 -1.445 -1.087 Loads 7 CO53 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 0.403 3.663 -0.778 -61.76 10.83 0.00 13 Mz -0.676 -3.461 -0.403 58.70 -29.58 0.38 15 -1.953 -2.404 -0.986 43.89 -38.05 0.00 12 My 3.291 -1.170 0.614 14.49 43.86 0.00 10 0.403 3.663 -0.778 -61.76 10.83 0.00 13 Mx -0.676 -3.461 -0.403 58.70 -29.58 0.38 15 -1.953 -2.404 -0.986 43.89 -38.05 0.00 12 Pz 3.291 -1.170 0.614 14.49 43.86 0.00 13 -0.676 -3.461 -0.403 58.70 -29.58 0.38 10 Py 0.403 3.663 -0.778 -61.76 10.83 0.00 15 -1.953 -2.404 -0.986 43.89 -38.05 0.00 12 7 CO53 Px 3.291 -1.170 0.614 14.49 43.86 0.00 Total max/min values with corresponding values 15 7 CO53 -1.953 -2.404 -0.986 43.89 -38.05 0.00 14 7 CO53 -1.385 1.928 0.467 -22.35 -15.69 0.00 13 7 CO53 -0.676 -3.461 -0.403 58.70 -29.58 0.38 12 7 CO53 3.291 -1.170 0.614 14.49 43.86 0.00 10 7 CO53 0.403 3.663 -0.778 -61.76 10.83 0.00 Σ 1.756 0.249 -3.193 Support Forces Σ 1.756 0.249 -3.193 Loads 7 CO52 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 -1.071 -5.255 -0.890 84.72 -36.38 -0.44 15 Mz -0.945 -1.647 -1.224 31.27 -21.34 0.00 13 -1.071 -5.255 -0.890 84.72 -36.38 -0.44 12 My 4.559 -1.619 -0.370 21.56 59.51 0.00 10 1.898 6.826 -1.416 -114.28 38.77 0.00 13 Mx -1.071 -5.255 -0.890 84.72 -36.38 -0.44 10 1.898 6.826 -1.416 -114.28 38.77 0.00 14 Pz -2.685 1.944 0.707 -22.00 -30.79 0.00 13 -1.071 -5.255 -0.890 84.72 -36.38 -0.44 10 Py 1.898 6.826 -1.416 -114.28 38.77 0.00 14 -2.685 1.944 0.707 -22.00 -30.79 0.00 12 7 CO52 Px 4.559 -1.619 -0.370 21.56 59.51 0.00 Total max/min values with corresponding values 15 7 CO52 -0.945 -1.647 -1.224 31.27 -21.34 0.00 14 7 CO52 -2.685 1.944 0.707 -22.00 -30.79 0.00 13 7 CO52 -1.071 -5.255 -0.890 84.72 -36.38 -0.44 12 7 CO52 4.559 -1.619 -0.370 21.56 59.51 0.00 10 7 CO52 1.898 6.826 -1.416 -114.28 38.77 0.00 Σ 0.248 1.051 -10.228 Support Forces Σ 0.248 1.051 -10.228 Loads 6 CO51 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 14 -3.951 4.256 -0.260 -47.63 -44.71 0.00 13 Mz -0.107 -4.894 -2.393 83.02 -25.34 0.22 15 -3.658 -4.750 -3.557 93.66 -71.40 0.00 10 My 3.666 7.788 -3.408 -131.61 75.27 0.00 10 3.666 7.788 -3.408 -131.61 75.27 0.00 15 Mx -3.658 -4.750 -3.557 93.66 -71.40 0.00 15 -3.658 -4.750 -3.557 93.66 -71.40 0.00 14 Pz -3.951 4.256 -0.260 -47.63 -44.71 0.00 13 -0.107 -4.894 -2.393 83.02 -25.34 0.22 10 Py 3.666 7.788 -3.408 -131.61 75.27 0.00 14 -3.951 4.256 -0.260 -47.63 -44.71 0.00 12 6 CO51 Px 4.298 -1.349 -0.609 18.80 57.25 0.00 Total max/min values with corresponding values 15 6 CO51 -3.658 -4.750 -3.557 93.66 -71.40 0.00 14 6 CO51 -3.951 4.256 -0.260 -47.63 -44.71 0.00 13 6 CO51 -0.107 -4.894 -2.393 83.02 -25.34 0.22 12 6 CO51 4.298 -1.349 -0.609 18.80 57.25 0.00 10 6 CO51 3.666 7.788 -3.408 -131.61 75.27 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment Σ 0.331 1.401 -4.112 Support Forces Σ 0.331 1.401 -4.112 Loads 7 CO56 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 13 -0.998 -2.841 -1.134 49.86 -27.51 -0.14 12 Mz 2.921 -0.910 -0.314 13.22 38.88 0.00 13 -0.998 -2.841 -1.134 49.86 -27.51 -0.14 12 My 2.921 -0.910 -0.314 13.22 38.88 0.00 10 1.604 4.807 -1.258 -78.41 33.73 0.00 13 Mx -0.998 -2.841 -1.134 49.86 -27.51 -0.14 15 -1.056 -1.590 -1.377 32.81 -21.05 0.00 14 Pz -2.140 1.936 -0.028 -21.15 -24.18 0.00 13 -0.998 -2.841 -1.134 49.86 -27.51 -0.14 10 Py 1.604 4.807 -1.258 -78.41 33.73 0.00 14 -2.140 1.936 -0.028 -21.15 -24.18 0.00 12 7 CO56 Px 2.921 -0.910 -0.314 13.22 38.88 0.00 Total max/min values with corresponding values 15 7 CO56 -1.056 -1.590 -1.377 32.81 -21.05 0.00 14 7 CO56 -2.140 1.936 -0.028 -21.15 -24.18 0.00 13 7 CO56 -0.998 -2.841 -1.134 49.86 -27.51 -0.14 12 7 CO56 2.921 -0.910 -0.314 13.22 38.88 0.00 10 7 CO56 1.604 4.807 -1.258 -78.41 33.73 0.00 Σ -1.741 -0.221 -1.205 Support Forces Σ -1.741 -0.221 -1.205 Loads 7 CO55 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 15 -2.075 -2.332 -1.038 44.96 -37.05 0.00 13 Mz -1.511 -3.687 -0.487 69.78 -41.14 0.39 13 -1.511 -3.687 -0.487 69.78 -41.14 0.39 12 My 3.560 -1.429 0.449 19.05 48.57 0.00 10 0.003 5.056 -0.179 -80.52 7.05 0.00 13 Mx -1.511 -3.687 -0.487 69.78 -41.14 0.39 15 -2.075 -2.332 -1.038 44.96 -37.05 0.00 12 Pz 3.560 -1.429 0.449 19.05 48.57 0.00 13 -1.511 -3.687 -0.487 69.78 -41.14 0.39 10 Py 0.003 5.056 -0.179 -80.52 7.05 0.00 15 -2.075 -2.332 -1.038 44.96 -37.05 0.00 12 7 CO55 Px 3.560 -1.429 0.449 19.05 48.57 0.00 Total max/min values with corresponding values 15 7 CO55 -2.075 -2.332 -1.038 44.96 -37.05 0.00 14 7 CO55 -1.718 2.172 0.051 -24.56 -18.54 0.00 13 7 CO55 -1.511 -3.687 -0.487 69.78 -41.14 0.39 12 7 CO55 3.560 -1.429 0.449 19.05 48.57 0.00 10 7 CO55 0.003 5.056 -0.179 -80.52 7.05 0.00 Σ 0.000 0.000 4.212 Support Forces Σ 0.000 0.000 4.212 Loads 7 CO54 PX [kip]PY [kip]PZ [kip] Sum of loads and sum of support forces 10 3.936 8.139 -0.480 -140.64 81.62 0.00 13 Mz 1.707 -7.076 2.155 106.43 -3.77 0.12 15 -4.232 -5.200 -1.318 100.62 -81.88 0.00 10 My 3.936 8.139 -0.480 -140.64 81.62 0.00 10 3.936 8.139 -0.480 -140.64 81.62 0.00 13 Mx 1.707 -7.076 2.155 106.43 -3.77 0.12 15 -4.232 -5.200 -1.318 100.62 -81.88 0.00 14 Pz -5.756 5.758 3.011 -65.06 -65.04 0.00 13 1.707 -7.076 2.155 106.43 -3.77 0.12 10 Py 3.936 8.139 -0.480 -140.64 81.62 0.00 14 -5.756 5.758 3.011 -65.06 -65.04 0.00 12 7 CO54 Px 4.345 -1.621 0.845 21.58 57.85 0.00 Total max/min values with corresponding values 15 7 CO54 -4.232 -5.200 -1.318 100.62 -81.88 0.00 14 7 CO54 -5.756 5.758 3.011 -65.06 -65.04 0.00 13 7 CO54 1.707 -7.076 2.155 106.43 -3.77 0.12 12 7 CO54 4.345 -1.621 0.845 21.58 57.85 0.00 10 7 CO54 3.936 8.139 -0.480 -140.64 81.62 0.00 No.No.Px [kip]Py [kip]Pz [kip]Mx [kipft]My [kipft]Mz [kipft]Cor. Loading Node Loading Support Forces Support Moments Node Comment 19 3 15 0.000000 My -0.243 3.526 -2.822 0.00 55.05 63.81 19 4 13 0.000000 0.704 4.842 -0.914 -0.59 41.31 81.54 19 3 2.416250 MT -0.235 3.487 -2.826 0.00 48.22 55.35 19 4 13.292691 -0.206 3.112 -3.821 0.00 26.67 21.03 39 5 12 0.000000 Vz 1.566 1.672 4.603 0.00 -61.32 20.43 19 2 15.302917 0.046 -5.313 0.512 0.00 -6.85 -5.20 19 4 13 0.000000 Vy 0.704 4.842 -0.914 -0.59 41.31 81.54 19 2 18.524583 -0.534 -1.308 1.709 0.00 -1.38 -1.05 26 8 9 34.276620 N 3.266 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values W LC8 - Wind @ 90 Deg. 19 2 10 0.000000 -0.965 -9.555 2.853 0.00 -57.21 -160.41 19 4 13 0.000000 Mz -0.057 7.284 -1.275 0.65 47.33 116.23 39 5 12 0.000000 -0.127 2.251 6.380 0.00 -82.93 29.98 19 4 13 0.000000 My -0.057 7.284 -1.275 0.65 47.33 116.23 39 5 1.110833 -0.115 2.251 6.380 0.00 -75.84 27.48 19 4 1.016500 MT -0.049 7.284 -1.275 0.65 46.03 108.83 39 6 4 11.330000 1.612 -2.709 -3.896 0.00 0.00 0.00 39 5 1.110833 Vz -0.115 2.251 6.380 0.00 -75.84 27.48 19 2 1.073889 -0.949 -9.557 2.854 0.01 -54.15 -150.15 19 4 1.016500 Vy -0.049 7.284 -1.275 0.65 46.03 108.83 19 4 19.313500 -1.796 3.405 -3.727 0.00 3.79 3.46 26 9 7 38.311936 N 3.802 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values W LC6 - Wind @ 0 Deg. 19 2 10 0.000000 -1.753 -5.372 3.121 0.00 -63.18 -93.69 19 3 15 0.000000 Mz -1.694 3.793 -2.939 0.00 56.92 73.46 19 2 10 0.000000 -1.753 -5.372 3.121 0.00 -63.18 -93.69 19 3 15 0.000000 My -1.694 3.793 -2.939 0.00 56.92 73.46 19 4 13 0.000000 -0.510 3.802 0.290 -0.06 11.60 60.68 19 2 9.665000 MT -1.707 -5.383 3.128 0.00 -32.98 -41.71 39 6 14 0.000000 0.443 -3.071 -3.033 0.00 34.36 -34.79 19 2 5 19.330000 Vz -1.598 -2.801 3.812 0.00 0.00 0.00 19 2 7 15.330000 -1.695 -5.385 3.131 0.00 -15.25 -11.20 19 3 3 19.330000 Vy -1.654 3.804 -2.948 0.00 0.00 0.00 19 2 10 0.000000 -1.753 -5.372 3.121 0.00 -63.18 -93.69 26 13 3 0.000000 N 2.937 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values S LC3 - Snow 19 2 10 0.000000 -1.345 -0.909 0.309 0.00 -6.59 -15.31 19 4 13 0.000000 Mz -1.328 0.621 -0.154 0.00 5.08 10.63 39 5 12 0.000000 -0.596 0.194 0.548 0.00 -7.31 2.58 19 3 15 0.000000 My -1.363 0.458 -0.343 0.00 6.64 8.86 19 4 13 0.000000 -1.328 0.621 -0.154 0.00 5.08 10.63 19 2 9.665000 MT -0.737 -0.910 0.309 0.00 -3.60 -6.52 19 4 2 12.330000 -0.637 0.375 -0.394 0.00 3.15 3.00 39 5 6.665000 Vz -0.263 0.194 0.548 0.00 -3.65 1.29 19 2 7.665000 -0.863 -0.910 0.309 0.00 -4.22 -8.34 19 4 9.247500 Vy -0.747 0.621 -0.154 0.00 3.66 4.88 19 3 15 0.000000 -1.363 0.458 -0.343 0.00 6.64 8.86 26 13 3 0.000000 N 0.350 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values D LC2 - Dead Load 19 2 10 0.000000 -0.077 -0.722 0.233 0.00 -5.00 -12.16 19 4 13 0.000000 Mz 0.004 0.546 -0.069 0.00 3.36 9.04 39 5 12 0.000000 0.067 0.156 0.434 0.00 -5.78 2.09 19 3 15 0.000000 My -0.102 0.349 -0.269 0.00 5.19 6.74 39 6 5.665000 0.109 -0.329 -0.329 0.00 1.86 -1.87 19 4 10.165000 MT 0.004 0.546 -0.069 0.00 2.65 3.49 39 6 14 0.000000 0.108 -0.329 -0.329 0.00 3.73 -3.73 39 5 12 0.000000 Vz 0.067 0.156 0.434 0.00 -5.78 2.09 19 2 7 15.330000 -0.076 -0.722 0.233 0.00 -1.43 -1.09 19 4 13 0.000000 Vy 0.004 0.546 -0.069 0.00 3.36 9.04 19 3 15 0.000000 -0.102 0.349 -0.269 0.00 5.19 6.74 26 13 3 0.000000 N 0.258 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values Tp LC1 - Prestress No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 19 2 10 0.000000 Vz -1.359 -2.073 1.530 0.00 -18.14 -25.76 19 2 10 0.000000 -1.359 -2.073 1.530 0.00 -18.14 -25.76 19 3 3 19.330000 Vy -0.161 0.393 -0.298 0.00 0.00 0.00 19 3 15 0.000000 -1.374 -0.861 0.956 0.00 -6.36 -4.52 26 8 9 34.276620 N 0.405 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values Qe LC13 - Seismic 19 2 10 0.000000 -2.782 -7.603 4.504 0.00 -91.16 -132.98 19 3 15 0.000000 Mz -2.626 5.439 -4.265 0.00 82.69 105.45 19 2 10 0.000000 -2.782 -7.603 4.504 0.00 -91.16 -132.98 19 3 15 0.000000 My -2.626 5.439 -4.265 0.00 82.69 105.45 19 4 13 0.000000 -0.955 5.526 0.649 -0.11 13.35 87.47 19 2 9.665000 MT -2.687 -7.627 4.522 0.01 -47.53 -59.36 39 6 14 0.000000 0.457 -4.538 -4.488 0.00 50.83 -51.40 19 2 5 19.330000 Vz -2.452 -4.034 5.476 0.00 0.00 0.00 19 2 7 15.330000 -2.662 -7.632 4.526 0.00 -21.90 -16.14 19 4 2 12.330000 Vy -0.922 5.531 0.647 -0.11 21.34 19.30 19 2 10 0.000000 -2.782 -7.603 4.504 0.00 -91.16 -132.98 26 13 3 0.000000 N 4.228 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values Lr LC12 - Live Load 19 2 10 0.000000 -0.708 -6.627 2.232 0.00 -46.69 -107.53 19 4 13 0.000000 Mz -0.522 3.743 -1.317 0.20 36.55 66.11 39 5 12 0.000000 0.022 1.203 3.997 0.00 -53.17 17.83 19 4 13 0.000000 My -0.522 3.743 -1.317 0.20 36.55 66.11 39 6 2.427857 0.362 -2.684 -2.982 0.00 26.47 -22.99 19 4 0.781923 MT -0.520 3.743 -1.317 0.20 35.52 63.18 39 6 14 0.000000 0.355 -2.722 -2.985 0.00 33.71 -29.53 39 5 0.740556 Vz 0.025 1.235 3.997 0.00 -50.21 16.94 19 2 0.805417 -0.703 -6.627 2.233 0.00 -44.89 -102.19 19 4 2 12.330000 Vy -0.498 4.039 -1.314 0.20 20.33 18.16 19 4 19.548077 -1.184 2.400 -2.512 0.00 1.96 1.88 26 11 19.842565 N 2.608 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values W LC11 - Wind @ 270 19 2 10 0.000000 1.024 -6.935 -0.188 0.00 -6.75 -109.97 19 4 13 0.000000 Mz 0.616 5.107 -2.127 -0.59 57.20 97.32 39 5 12 0.000000 1.252 1.986 4.813 0.00 -65.98 26.46 19 4 13 0.000000 My 0.616 5.107 -2.127 -0.59 57.20 97.32 19 4 2 12.330000 0.665 5.100 -1.792 -0.59 32.97 34.38 19 3 1.073889 MT -0.307 3.263 -3.001 0.00 49.66 59.35 19 4 13.214500 -0.143 4.336 -4.183 0.00 28.99 30.84 39 5 9 13.330000 Vz 1.294 2.005 5.091 0.00 0.00 0.00 19 2 13.960555 1.080 -6.950 0.140 0.00 -7.55 -13.16 19 4 13 0.000000 Vy 0.616 5.107 -2.127 -0.59 57.20 97.32 19 2 18.256111 -0.536 -0.916 1.892 0.00 -2.03 -0.98 26 7 7 0.000000 N 3.657 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values W LC10 - Wind @ 180 19 2 10 0.000000 0.789 -11.489 5.713 0.00 -118.28 -198.83 19 4 13 0.000000 Mz 4.713 9.787 2.489 -0.21 3.93 146.46 19 2 10 0.000000 0.789 -11.489 5.713 0.00 -118.28 -198.83 19 3 15 0.000000 My -0.544 7.534 -6.166 0.00 119.25 145.72 19 4 13 0.000000 4.713 9.787 2.489 -0.21 3.93 146.46 19 2 9.665000 MT 0.985 -11.477 5.706 0.02 -63.10 -87.85 39 6 14 0.000000 5.162 -8.127 -8.133 0.00 91.75 -91.69 19 2 5 19.330000 Vz -0.234 -5.710 7.696 0.00 0.00 0.00 19 2 10 0.000000 0.789 -11.489 5.713 0.00 -118.28 -198.83 19 4 13 0.000000 Vy 4.713 9.787 2.489 -0.21 3.93 146.46 19 3 15 0.000000 -0.544 7.534 -6.166 0.00 119.25 145.72 26 13 4 39.786712 N 6.781 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values W LC9 - Uplift 19 2 10 0.000000 0.011 -4.903 0.540 0.00 -14.62 -83.21 19 4 13 0.000000 Mz 0.704 4.842 -0.914 -0.59 41.31 81.54 39 5 12 0.000000 My 1.566 1.672 4.603 0.00 -61.32 20.43 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 26 11 5 39.685129 N 3.651 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO3 - 1.20D + 0.50W2 + 1.60S 19 2 10 0.000000 -3.580 -8.718 2.904 0.00 -60.20 -145.19 19 4 13 0.000000 Mz -3.205 5.607 -0.806 -0.36 42.38 98.48 39 5 12 0.000000 -0.846 2.038 5.996 0.00 -78.89 27.15 19 3 15 0.000000 My -3.725 4.579 -3.301 0.00 66.57 88.31 19 4 13 0.000000 -3.205 5.607 -0.806 -0.36 42.38 98.48 19 2 1.073889 MT -3.486 -8.723 2.906 0.01 -57.08 -135.82 19 4 19.313500 -2.054 3.676 -3.957 0.00 4.02 3.74 39 5 1.110833 Vz -0.769 2.038 5.997 0.00 -72.23 24.89 19 2 5.369444 -3.115 -8.729 2.861 0.01 -44.75 -98.35 19 4 5.082500 Vy -2.798 5.611 -0.865 -0.36 38.11 69.97 19 3 15 0.000000 -3.725 4.579 -3.301 0.00 66.57 88.31 26 13 3 0.000000 N 3.526 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO2 - 1.20D + 0.50W1 + 1.60S 19 2 10 0.000000 -1.860 -1.024 0.362 0.00 -7.68 -17.27 19 4 13 0.000000 Mz -1.855 0.687 -0.177 0.00 5.75 11.81 39 5 12 0.000000 -0.859 0.215 0.612 0.00 -8.16 2.87 19 3 15 0.000000 My -1.876 0.528 -0.394 0.00 7.63 10.22 19 4 13 0.000000 -1.855 0.687 -0.177 0.00 5.75 11.81 19 2 9.665000 MT -1.010 -1.025 0.362 0.00 -4.18 -7.37 19 4 2 12.330000 -0.858 0.420 -0.442 0.00 3.53 3.36 39 5 6.665000 Vz -0.393 0.215 0.613 0.00 -4.08 1.43 19 2 7.665000 -1.186 -1.025 0.362 0.00 -4.91 -9.42 19 4 9.247500 Vy -1.042 0.688 -0.178 0.00 4.11 5.45 19 3 15 0.000000 -1.876 0.528 -0.394 0.00 7.63 10.22 26 13 3 0.000000 N 0.406 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 1 CO1 - 1.40D 19 2 10 0.000000 -0.480 -8.139 3.936 0.00 -81.62 -140.64 CO54 19 3 15 0.000000 Mz -3.890 5.514 -4.326 0.00 83.93 106.98 CO36 19 2 10 0.000000 -4.057 -7.721 4.563 0.00 -92.43 -135.09 CO36 19 3 15 0.000000 My -3.890 5.514 -4.326 0.00 83.93 106.98 CO36 19 4 2 12.330000 0.002 3.686 -1.312 -0.39 23.69 24.31 CO52 19 4 1.016500 MT -0.848 5.255 -1.071 0.44 35.29 79.38 CO55 39 6 14 0.000000 3.011 -5.758 -5.756 0.00 65.04 -65.06 CO54 19 2 7 15.330000 Vz -2.753 -4.092 5.553 0.00 -22.21 -16.36 CO36 19 2 3.832500 -0.289 -8.140 3.937 0.00 -66.54 -109.45 CO54 19 4 13 0.000000 Vy 2.155 7.076 1.707 -0.12 3.77 106.43 CO54 19 2 10 0.000000 -4.057 -7.721 4.563 0.00 -92.43 -135.09 CO36 26 13 4 39.786712 N 4.745 0.000 0.000 0.00 0.00 0.00 CO54 Total max/min values with corresponding values 2.4 DS2 - Section 2.4 (ASD), 1. to 7. 19 2 10 0.000000 -5.608 -11.552 6.037 0.00 -123.26 -198.12 CO11 19 3 15 0.000000 Mz -5.559 7.566 -5.971 0.00 116.56 148.78 CO11 19 2 10 0.000000 -5.266 -8.504 6.454 0.00 -131.03 -153.42 CO10 19 3 15 0.000000 My -1.642 7.484 -6.124 0.00 118.49 144.82 CO31 19 4 2 12.330000 0.176 5.067 -1.804 -0.58 32.71 34.17 CO29 19 4 1.016500 MT -1.210 7.267 -1.353 0.65 47.21 108.99 CO32 39 6 14 0.000000 4.607 -8.076 -8.082 0.00 91.19 -91.13 CO31 19 2 16.913750 Vz -3.515 -5.435 7.658 0.00 -18.49 -13.07 CO11 19 2 0.805417 -5.527 -11.560 6.042 0.02 -118.40 -188.81 CO11 19 4 13 0.000000 Vy 3.516 9.723 2.480 -0.21 3.77 145.54 CO31 19 2 10 0.000000 -5.667 -10.355 6.186 0.00 -125.44 -181.64 CO13 26 13 4 39.786712 N 6.736 0.000 0.000 0.00 0.00 0.00 CO31 Total max/min values with corresponding values 2.3 DS1 - Section 2.3 (LRFD), 1. to 5. 19 2 10 0.000000 -1.359 -2.073 1.530 0.00 -18.14 -25.76 19 3 11.598000 Mz -0.646 -0.108 0.204 0.00 0.37 1.10 19 2 10 0.000000 -1.359 -2.073 1.530 0.00 -18.14 -25.76 19 4 2 12.330000 My -0.570 -0.170 0.365 -0.07 1.16 0.22 19 4 10.165000 -0.706 -0.311 0.506 -0.07 0.22 -0.30 19 2 9.665000 MT -0.749 -1.447 0.903 0.00 -6.38 -8.74 19 4 8 20.330000 Vz -0.138 0.290 -0.402 0.00 0.00 0.00 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 19 2 10 0.000000 -5.137 -11.398 4.907 0.00 -100.38 -193.16 19 3 15 0.000000 Mz -5.138 6.929 -5.219 0.00 103.95 134.11 19 2 10 0.000000 -5.137 -11.398 4.907 0.00 -100.38 -193.16 19 3 15 0.000000 My -5.138 6.929 -5.219 0.00 103.95 134.11 19 4 13 0.000000 -3.887 7.693 0.014 -0.49 39.13 130.22 19 2 1.073889 MT -5.031 -11.408 4.912 0.02 -95.10 -180.92 19 3 18.256111 -3.637 6.926 -5.518 0.00 5.93 7.44 39 5 1.110833 Vz -0.877 2.384 7.147 0.00 -86.29 29.12 19 2 9.664999 -4.234 -11.433 4.820 0.01 -53.39 -82.78 19 4 9.148500 Vy -3.135 7.705 -0.104 -0.49 38.66 59.76 19 3 15 0.000000 -5.138 6.929 -5.219 0.00 103.95 134.11 26 13 3 0.000000 N 5.380 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO7 - 1.20D + 0.50W1 + 1.60Lr 19 2 10 0.000000 -4.086 -8.779 4.225 0.00 -86.62 -148.75 19 3 15 0.000000 Mz -4.217 5.435 -4.215 0.00 82.31 107.18 19 2 10 0.000000 -4.086 -8.779 4.225 0.00 -86.62 -148.75 19 3 15 0.000000 My -4.217 5.435 -4.215 0.00 82.31 107.18 19 4 2 12.330000 -1.907 5.747 0.031 -0.26 26.79 24.28 19 2 2.416250 MT -3.870 -8.770 4.227 0.01 -76.41 -127.56 39 6 0.809286 -0.346 -4.907 -4.562 0.00 47.94 -50.97 19 2 7 15.330000 Vz -2.425 -3.809 5.505 0.00 -22.01 -15.17 19 2 0.805417 -4.014 -8.784 4.228 0.01 -83.22 -141.68 19 4 11.728846 Vy -1.954 5.747 0.031 -0.26 26.77 27.73 19 3 15 0.000000 -4.217 5.435 -4.215 0.00 82.31 107.18 26 13 3 0.000000 N 4.463 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO6 - 1.20D + 0.50W5 + 1.60S 19 2 10 0.000000 -3.665 -6.081 4.561 0.00 -92.80 -109.11 19 3 15 0.000000 Mz -3.561 5.201 -4.125 0.00 77.40 100.72 19 2 10 0.000000 -3.665 -6.081 4.561 0.00 -92.80 -109.11 19 3 15 0.000000 My -3.561 5.201 -4.125 0.00 77.40 100.72 39 6 0.944167 -0.321 -4.321 -4.612 0.00 47.13 -44.83 19 4 11.181500 MT -0.797 4.728 0.847 0.05 14.07 18.88 39 6 0.944167 -0.321 -4.321 -4.612 0.00 47.13 -44.83 19 2 18.256111 Vz -2.516 -3.897 5.405 0.00 -5.80 -4.19 19 2 13.960555 -2.523 -6.115 4.746 0.00 -28.02 -23.96 19 3 11.812777 Vy -2.607 5.216 -3.995 0.00 29.46 39.17 19 2 10 0.000000 -3.665 -6.081 4.561 0.00 -92.80 -109.11 26 11 5 39.685129 N 4.180 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO5 - 1.20D + 0.50W4 + 1.60S 19 2 10 0.000000 -1.565 -1.565 0.574 0.00 -12.18 -26.61 19 4 13 0.000000 Mz -1.289 1.426 0.172 0.00 3.13 22.16 19 2 10 0.000000 -1.565 -1.565 0.574 0.00 -12.18 -26.61 19 3 15 0.000000 My -1.653 0.808 -0.654 0.00 12.65 15.64 19 4 13 0.000000 -1.289 1.426 0.172 0.00 3.13 22.16 19 2 9.665000 MT -0.834 -1.567 0.575 0.00 -6.62 -11.47 39 6 3.776667 -0.042 -0.996 -0.999 0.00 7.55 -7.52 39 5 3.332500 Vz -0.421 0.328 0.907 0.00 -9.07 3.28 19 2 7.665000 -0.985 -1.567 0.575 0.00 -7.77 -14.61 19 4 6.165000 Vy -0.824 1.427 0.172 0.00 4.19 13.36 19 3 15 0.000000 -1.653 0.808 -0.654 0.00 12.65 15.64 26 11 4 0.000000 N 0.792 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO4 - 1.20D + 0.50W3 + 1.60S 19 2 10 0.000000 -3.954 -5.738 4.329 0.00 -85.91 -104.76 19 3 15 0.000000 Mz -3.362 4.884 -3.656 0.00 71.12 92.50 19 2 10 0.000000 -3.954 -5.738 4.329 0.00 -85.91 -104.76 19 3 15 0.000000 My -3.362 4.884 -3.656 0.00 71.12 92.50 39 6 2.427857 -0.012 -3.666 -3.907 0.00 34.77 -32.93 19 4 10.165000 MT -1.066 4.745 0.910 0.08 11.95 23.40 39 6 2.427857 -0.012 -3.675 -3.907 0.00 34.77 -32.93 19 2 16.913750 Vz -2.475 -3.762 4.892 0.00 -11.82 -9.10 19 2 15.302917 -2.716 -5.967 4.336 0.00 -19.68 -15.20 19 3 0.805417 Vy -3.297 4.887 -3.658 0.00 68.17 88.56 19 2 10 0.000000 N -3.954 -5.738 4.329 0.00 -85.91 -104.76 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 19 3 15 0.000000 My -3.991 5.272 -4.130 0.00 80.13 102.28 19 4 13 0.000000 -2.453 5.361 0.595 -0.10 13.51 85.06 19 2 9.665000 MT -3.325 -7.425 4.380 0.01 -46.05 -57.71 39 6 14 0.000000 -0.224 -4.387 -4.338 0.00 49.14 -49.70 19 2 7 15.330000 Vz -2.674 -3.910 5.308 0.00 -21.23 -15.64 19 2 7 15.330000 -2.875 -7.426 4.382 0.00 -21.23 -15.64 19 4 10.165000 Vy -1.659 5.370 0.593 -0.10 19.55 30.50 19 2 10 0.000000 -4.142 -7.396 4.359 0.00 -88.30 -129.36 26 13 3 0.000000 N 4.097 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO12 - 1.20D + 1.60S 19 2 10 0.000000 -5.608 -11.552 6.037 0.00 -123.26 -198.12 19 3 15 0.000000 Mz -5.559 7.566 -5.971 0.00 116.56 148.78 19 2 10 0.000000 -5.608 -11.552 6.037 0.00 -123.26 -198.12 19 3 15 0.000000 My -5.559 7.566 -5.971 0.00 116.56 148.78 19 4 2 12.330000 -2.614 7.965 0.650 -0.32 34.16 30.78 19 2 2.416250 MT -5.364 -11.553 6.046 0.02 -108.67 -170.21 39 6 0.809286 -0.468 -6.853 -6.482 -0.01 68.14 -71.45 19 2 16.913750 Vz -3.515 -5.435 7.658 0.00 -18.49 -13.07 19 2 0.805417 -5.527 -11.560 6.042 0.02 -118.40 -188.81 19 4 11.728846 Vy -2.661 7.965 0.650 -0.32 33.77 35.57 19 2 10 0.000000 -5.608 -11.552 6.037 0.00 -123.26 -198.12 26 13 3 0.000000 N 6.153 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO11 - 1.20D + 0.50W5 + 1.60Lr 19 2 10 0.000000 -5.266 -8.504 6.454 0.00 -131.03 -153.42 19 3 15 0.000000 Mz -4.906 7.353 -5.892 0.00 111.84 142.68 19 2 10 0.000000 -5.266 -8.504 6.454 0.00 -131.03 -153.42 19 3 15 0.000000 My -4.906 7.353 -5.892 0.00 111.84 142.68 39 6 0.944167 -0.427 -6.284 -6.592 -0.01 67.69 -65.22 19 4 11.181500 MT -1.432 6.657 1.592 0.02 19.49 24.56 39 6 0.944167 -0.427 -6.284 -6.592 -0.01 67.69 -65.22 19 2 18.256111 Vz -3.761 -5.616 7.643 0.00 -8.21 -6.03 19 2 7 15.330000 -3.924 -8.567 6.665 0.00 -30.47 -22.46 19 3 11.812777 Vy -3.886 7.392 -5.781 0.00 42.89 55.54 19 2 10 0.000000 -5.266 -8.504 6.454 0.00 -131.03 -153.42 26 11 5 39.685129 N 5.905 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO10 - 1.20D + 0.50W4 + 1.60Lr 19 2 10 0.000000 -3.211 -5.366 3.097 0.00 -62.76 -93.58 19 3 15 0.000000 Mz -3.146 3.772 -2.922 0.00 56.63 73.10 19 2 10 0.000000 -3.211 -5.366 3.097 0.00 -62.76 -93.58 19 3 15 0.000000 My -3.146 3.772 -2.922 0.00 56.63 73.10 19 4 13 0.000000 -2.056 3.794 0.268 -0.06 11.96 60.70 19 2 9.665000 MT -2.436 -5.381 3.107 0.00 -32.77 -41.62 39 6 14 0.000000 -0.242 -3.052 -3.014 0.00 34.14 -34.57 19 2 7 15.330000 Vz -1.897 -2.785 3.791 0.00 -15.16 -11.14 19 2 11.497500 -2.293 -5.382 3.108 0.00 -27.07 -31.76 19 4 9.247500 Vy -1.345 3.799 0.266 -0.06 14.42 25.58 19 2 10 0.000000 -3.211 -5.366 3.097 0.00 -62.76 -93.58 26 13 3 0.000000 N 2.922 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO9 - 1.20D + 0.50W3 + 1.60Lr 19 2 10 0.000000 -5.504 -8.895 6.199 0.00 -124.08 -160.27 19 3 15 0.000000 Mz -4.729 7.138 -5.443 0.00 105.92 136.41 19 2 10 0.000000 -5.504 -8.895 6.199 0.00 -124.08 -160.27 19 3 15 0.000000 My -4.729 7.138 -5.443 0.00 105.92 136.41 39 6 2.427857 -0.075 -5.719 -5.958 -0.01 53.03 -51.20 19 4 10.165000 MT -1.779 7.176 1.557 0.03 17.75 36.43 39 6 2.427857 -0.075 -5.728 -5.958 -0.01 53.03 -51.20 19 2 16.913750 Vz -3.729 -5.457 7.202 0.00 -17.40 -13.20 19 2 15.302917 -4.162 -9.156 6.233 0.00 -28.97 -22.06 19 4 0.781923 Vy -2.529 7.276 1.521 0.03 3.28 104.17 19 2 10 0.000000 -5.504 -8.895 6.199 0.00 -124.08 -160.27 26 11 5 39.685129 N 5.467 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO8 - 1.20D + 0.50W2 + 1.60Lr No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 39 5 12.219167 Vz 1.195 1.979 5.027 0.00 -5.58 2.20 19 2 13.960555 0.612 -6.914 0.216 0.00 -7.87 -13.23 19 4 7.115500 Vy -0.394 5.064 -1.935 -0.57 42.43 60.49 19 3 15 0.000000 -1.788 3.266 -2.987 0.00 52.65 62.95 26 7 7 0.000000 N 3.623 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO17 - 1.20D + W4 19 2 10 0.000000 -0.700 -11.376 5.669 0.00 -117.41 -197.03 19 4 13 0.000000 Mz 3.117 9.702 2.477 -0.21 3.72 145.24 19 2 10 0.000000 -0.700 -11.376 5.669 0.00 -117.41 -197.03 19 3 15 0.000000 My -2.008 7.467 -6.109 0.00 118.24 144.51 19 4 13 0.000000 3.117 9.702 2.477 -0.21 3.72 145.24 19 2 9.665000 MT 0.220 -11.375 5.668 0.02 -62.61 -87.07 39 6 14 0.000000 4.422 -8.059 -8.065 0.00 91.01 -90.95 19 2 7 15.330000 Vz -0.555 -5.666 7.631 0.00 -30.52 -22.65 19 2 3.832500 -0.317 -11.378 5.670 0.00 -95.68 -153.43 19 4 13 0.000000 Vy 3.117 9.702 2.477 -0.21 3.72 145.24 19 3 15 0.000000 -2.008 7.467 -6.109 0.00 118.24 144.51 26 13 4 39.786712 N 6.721 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO16 - 1.20D + W3 19 2 10 0.000000 -1.483 -4.821 0.522 0.00 -14.18 -81.97 19 4 13 0.000000 Mz -0.884 4.766 -0.939 -0.57 41.26 80.36 39 5 12 0.000000 0.736 1.642 4.528 0.00 -60.33 20.03 19 3 15 0.000000 My -1.705 3.468 -2.778 0.00 54.23 62.73 19 4 13 0.000000 -0.884 4.766 -0.939 -0.57 41.26 80.36 19 3 2.416250 MT -1.516 3.431 -2.784 0.00 47.51 54.41 19 4 2 12.330000 -0.817 3.075 -3.774 0.00 29.97 23.71 39 5 2.221667 Vz 0.880 1.582 4.529 0.00 -50.28 16.43 19 2 15.302917 -0.297 -5.234 0.495 0.00 -6.67 -5.17 19 4 0.781923 Vy -0.822 4.767 -0.940 -0.57 40.52 76.64 19 3 15 0.000000 -1.705 3.468 -2.778 0.00 54.23 62.73 26 8 9 34.276620 N 3.227 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO15 - 1.20D + W2 19 2 10 0.000000 -2.443 -9.570 2.773 0.00 -55.76 -160.54 19 4 13 0.000000 Mz -1.682 7.260 -1.377 0.64 48.99 116.42 39 5 12 0.000000 -0.935 2.271 6.441 0.00 -83.77 30.25 19 4 13 0.000000 My -1.682 7.260 -1.377 0.64 48.99 116.42 39 5 1.110833 -0.856 2.271 6.443 0.00 -76.62 27.72 19 4 1.016500 MT -1.597 7.262 -1.378 0.65 47.59 109.04 39 6 10.385833 1.492 -2.633 -3.816 0.00 3.60 -2.49 39 5 1.110833 Vz -0.856 2.271 6.443 0.00 -76.62 27.72 19 2 1.073889 -2.346 -9.574 2.774 0.01 -52.78 -150.26 19 4 1.016500 Vy -1.597 7.262 -1.378 0.65 47.59 109.04 19 2 10 0.000000 -2.443 -9.570 2.773 0.00 -55.76 -160.54 26 9 7 38.311936 N 3.834 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO14 - 1.20D + W1 19 2 10 0.000000 -5.667 -10.355 6.186 0.00 -125.44 -181.64 19 3 15 0.000000 Mz -5.343 7.452 -5.902 0.00 114.67 144.81 19 2 10 0.000000 -5.667 -10.355 6.186 0.00 -125.44 -181.64 19 3 15 0.000000 My -5.343 7.452 -5.902 0.00 114.67 144.81 19 4 13 0.000000 -3.227 7.691 1.112 -0.17 15.47 121.29 19 2 9.665000 MT -4.763 -10.413 6.229 0.01 -65.40 -81.22 39 6 3.776667 -0.052 -6.378 -6.315 0.00 47.69 -48.16 19 2 7 15.330000 Vz -3.900 -5.550 7.523 0.00 -30.09 -22.20 19 2 7 15.330000 -4.289 -10.420 6.236 0.00 -30.09 -22.20 19 4 2 12.330000 Vy -2.235 7.711 1.106 -0.17 29.14 26.28 19 2 10 0.000000 -5.667 -10.355 6.186 0.00 -125.44 -181.64 26 13 3 0.000000 N 5.833 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO13 - 1.20D + 1.60Lr 19 2 10 0.000000 -4.142 -7.396 4.359 0.00 -88.30 -129.36 19 3 15 0.000000 Mz -3.991 5.272 -4.130 0.00 80.13 102.28 19 2 10 0.000000 My -4.142 -7.396 4.359 0.00 -88.30 -129.36 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 26 7 7 0.000000 N 3.314 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO22 - 1.20D + W4 + 0.50S 19 2 10 0.000000 -0.893 -10.301 5.095 0.00 -105.56 -178.32 19 4 13 0.000000 Mz 2.520 8.837 2.225 -0.18 3.69 132.49 19 2 10 0.000000 -0.893 -10.301 5.095 0.00 -105.56 -178.32 19 3 15 0.000000 My -2.037 6.713 -5.483 0.00 106.12 129.93 19 4 13 0.000000 2.520 8.837 2.225 -0.18 3.69 132.49 19 2 9.665000 MT -0.008 -10.302 5.096 0.01 -56.30 -78.74 39 6 14 0.000000 3.824 -7.300 -7.302 0.00 82.45 -82.42 19 2 7 15.330000 Vz -0.631 -5.102 6.863 0.00 -27.45 -20.40 19 2 3.832500 -0.527 -10.304 5.097 0.00 -86.03 -138.84 19 4 13 0.000000 Vy 2.520 8.837 2.225 -0.18 3.69 132.49 19 3 15 0.000000 -2.037 6.713 -5.483 0.00 106.12 129.93 26 13 4 39.786712 N 6.065 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO21 - 1.20D + W3 + 0.50S 19 2 10 0.000000 -1.961 -4.494 0.958 0.00 -21.71 -78.30 19 4 13 0.000000 Mz -1.300 4.334 -1.231 -0.33 41.23 72.09 39 5 12 0.000000 0.502 1.373 3.866 0.00 -51.53 16.46 19 3 15 0.000000 My -1.812 3.158 -2.533 0.00 49.50 56.74 19 4 13 0.000000 -1.300 4.334 -1.231 -0.33 41.23 72.09 19 3 2.416250 MT -1.624 3.121 -2.539 0.00 43.37 49.17 19 4 2 12.330000 -0.835 2.686 -3.338 0.00 26.47 20.61 39 5 9.627223 Vz 1.104 1.157 3.869 0.00 -14.32 4.20 19 2 15.302917 -0.776 -4.909 0.932 0.00 -7.53 -6.48 19 4 0.781923 Vy -1.239 4.335 -1.231 -0.32 40.27 68.70 19 2 10 0.000000 -1.961 -4.494 0.958 0.00 -21.71 -78.30 26 8 9 34.276620 N 2.912 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO20 - 1.20D + W2 + 0.50S 19 2 10 0.000000 -2.582 -9.705 2.126 0.00 -43.69 -160.95 19 4 13 0.000000 Mz -2.474 6.893 -2.145 0.52 61.46 115.34 39 5 12 0.000000 -0.981 2.427 6.945 0.00 -90.49 32.33 19 4 13 0.000000 My -2.474 6.893 -2.145 0.52 61.46 115.34 39 5 1.110833 -0.901 2.428 6.947 0.00 -82.78 29.64 19 4 1.016500 MT -2.389 6.896 -2.147 0.52 59.28 108.33 19 4 19.313500 -2.159 3.852 -4.169 0.00 4.24 3.92 39 5 1.110833 Vz -0.901 2.428 6.947 0.00 -82.78 29.64 19 2 1.073889 -2.487 -9.709 2.127 0.01 -41.40 -150.53 19 4 1.016500 Vy -2.389 6.896 -2.147 0.52 59.28 108.33 19 4 2 12.330000 -2.673 3.880 -3.939 0.00 32.47 30.94 26 9 7 38.311936 N 4.081 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO19 - 1.20D + W1 + 0.50S 19 2 10 0.000000 -2.209 -6.702 2.236 0.00 -46.87 -108.74 19 4 13 0.000000 Mz -2.121 3.757 -1.339 0.17 37.32 66.80 39 5 12 0.000000 -0.784 1.227 4.074 0.00 -54.22 18.16 19 4 13 0.000000 My -2.121 3.757 -1.339 0.17 37.32 66.80 39 6 2.427857 -0.194 -2.729 -2.982 0.00 26.47 -23.39 19 4 0.781923 MT -2.060 3.758 -1.340 0.18 36.27 63.86 39 6 0.809286 -0.295 -2.767 -2.985 0.00 31.29 -27.80 39 5 2.221667 Vz -0.642 1.260 4.076 0.00 -45.17 15.39 19 2 0.805417 -2.142 -6.704 2.237 0.00 -45.07 -103.34 19 4 11.728846 Vy -1.213 4.057 -1.339 0.17 21.60 21.08 19 3 15 0.000000 -2.413 2.149 -1.434 0.00 28.79 45.03 26 11 19.842565 N 2.615 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO18 - 1.20D + W5 19 2 10 0.000000 -0.495 -6.895 -0.113 0.00 -8.11 -109.54 19 4 13 0.000000 Mz -0.962 5.061 -2.139 -0.58 57.04 96.51 39 5 12 0.000000 0.424 1.960 4.748 0.00 -65.14 26.11 19 4 13 0.000000 My -0.962 5.061 -2.139 -0.58 57.04 96.51 19 4 2 12.330000 0.014 5.058 -1.808 -0.58 32.63 34.09 19 3 1.073889 MT -1.704 3.267 -2.988 0.00 49.44 59.45 19 4 2 12.330000 Vz -0.756 4.300 -4.143 0.00 32.36 34.37 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 19 2 10 0.000000 -1.025 -9.483 4.659 0.00 -96.56 -164.10 19 4 13 0.000000 Mz 2.080 8.176 2.032 -0.15 3.68 122.72 19 2 10 0.000000 -1.025 -9.483 4.659 0.00 -96.56 -164.10 19 3 15 0.000000 My -2.048 6.142 -5.009 0.00 96.96 118.88 19 4 13 0.000000 2.080 8.176 2.032 -0.15 3.68 122.72 19 2 9.665000 MT -0.165 -9.486 4.661 0.01 -51.52 -72.41 39 6 14 0.000000 3.380 -6.721 -6.721 0.00 75.91 -75.91 19 2 7 15.330000 Vz -0.676 -4.675 6.282 0.00 -25.12 -18.69 19 2 3.832500 -0.671 -9.487 4.661 0.00 -78.70 -127.75 19 4 13 0.000000 Vy 2.080 8.176 2.032 -0.15 3.68 122.72 19 3 15 0.000000 -2.048 6.142 -5.009 0.00 96.96 118.88 26 13 4 39.786712 N 5.568 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO26 - 1.20D + W3 + 0.50Lr 19 2 10 0.000000 -2.507 -4.595 1.903 0.00 -39.39 -82.27 19 4 13 0.000000 Mz -1.451 4.443 -1.090 -0.12 36.86 71.14 39 5 12 0.000000 0.332 1.178 3.379 0.00 -45.06 13.86 19 3 15 0.000000 My -2.044 3.390 -2.645 0.00 51.67 61.24 19 4 13 0.000000 -1.451 4.443 -1.090 -0.12 36.86 71.14 19 2 2.416250 MT -2.315 -4.645 1.886 0.00 -34.82 -71.08 19 4 2 12.330000 -0.845 2.393 -3.013 0.00 23.88 18.26 39 5 9.627223 Vz 0.928 0.962 3.384 0.00 -12.53 3.47 19 2 15.302917 -1.314 -5.014 1.880 0.00 -10.69 -8.86 19 4 0.781923 Vy -1.389 4.444 -1.091 -0.12 36.01 67.67 19 2 10 0.000000 -2.507 -4.595 1.903 0.00 -39.39 -82.27 26 8 9 34.276620 N 2.687 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO25 - 1.20D + W2 + 0.50Lr 19 2 10 0.000000 -2.761 -9.941 1.945 0.00 -40.53 -164.01 19 4 13 0.000000 Mz -2.926 6.722 -2.258 0.30 65.07 115.58 39 5 12 0.000000 -1.014 2.537 7.310 0.00 -95.37 33.81 19 4 13 0.000000 My -2.926 6.722 -2.258 0.30 65.07 115.58 39 5 1.110833 -0.932 2.538 7.313 0.00 -87.25 30.99 19 4 1.016500 MT -2.842 6.725 -2.259 0.30 62.77 108.75 19 4 19.313500 -2.341 4.131 -4.455 0.00 4.53 4.20 39 5 1.110833 Vz -0.932 2.538 7.313 0.00 -87.25 30.99 19 2 1.073889 -2.664 -9.946 1.947 0.01 -38.44 -153.33 19 4 1.016500 Vy -2.842 6.725 -2.259 0.30 62.77 108.75 19 4 13 0.000000 -2.926 6.722 -2.258 0.30 65.07 115.58 26 9 7 38.311936 N 4.258 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO24 - 1.20D + W1 + 0.50Lr 19 2 10 0.000000 -2.663 -7.516 2.589 0.00 -54.35 -121.93 19 4 13 0.000000 Mz -2.581 3.992 -1.195 -0.13 39.41 73.46 39 5 12 0.000000 -0.810 1.424 4.714 0.00 -62.76 20.79 19 3 15 0.000000 My -3.033 3.230 -2.303 0.00 45.65 66.02 19 4 2 12.330000 -1.624 4.294 -1.197 -0.13 24.64 22.39 19 2 2.416250 MT -2.460 -7.479 2.581 0.01 -48.11 -103.83 39 6 0.809286 -0.414 -3.465 -3.253 0.00 34.12 -35.16 39 5 3.702778 Vz -0.569 1.483 4.717 0.00 -45.30 15.38 19 2 0.805417 -2.595 -7.519 2.590 0.01 -52.26 -115.87 19 4 11.728846 Vy -1.670 4.294 -1.197 -0.13 25.36 24.97 19 3 15 0.000000 -3.033 3.230 -2.303 0.00 45.65 66.02 26 11 38.031582 N 3.100 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO23 - 1.20D + W5 + 0.50S 19 2 10 0.000000 -1.204 -7.032 1.064 0.00 -30.19 -114.63 19 4 13 0.000000 Mz -1.239 5.095 -2.174 -0.28 54.33 94.08 39 5 12 0.000000 0.206 1.737 4.189 0.00 -57.70 23.15 19 4 13 0.000000 My -1.239 5.095 -2.174 -0.28 54.33 94.08 19 4 2 12.330000 -0.265 5.095 -1.844 -0.28 29.48 31.22 19 2 5.369444 MT -0.764 -7.039 1.133 0.00 -24.25 -76.85 19 4 2 12.330000 -0.786 3.929 -3.760 0.00 29.30 31.41 39 5 12.219167 Vz 0.968 1.757 4.470 0.00 -4.97 1.95 19 2 13.960555 -0.088 -7.056 1.394 0.00 -13.50 -16.36 19 4 7.115500 Vy -0.671 5.100 -1.971 -0.28 39.47 57.81 19 3 15 0.000000 N -2.077 3.597 -3.040 0.00 53.70 69.38 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 19 3 15 0.000000 My -1.642 7.484 -6.124 0.00 118.49 144.82 19 4 13 0.000000 3.516 9.723 2.480 -0.21 3.77 145.54 19 2 9.665000 MT 0.411 -11.400 5.678 0.02 -62.74 -87.27 39 6 14 0.000000 4.607 -8.076 -8.082 0.00 91.19 -91.13 19 2 7 15.330000 Vz -0.476 -5.677 7.647 0.00 -30.58 -22.70 19 2 3.832500 -0.017 -11.405 5.680 0.00 -95.86 -153.77 19 4 13 0.000000 Vy 3.516 9.723 2.480 -0.21 3.77 145.54 19 3 15 0.000000 -1.642 7.484 -6.124 0.00 118.49 144.82 26 13 4 39.786712 N 6.736 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO31 - 0.90D + W3 19 2 10 0.000000 -1.109 -4.841 0.526 0.00 -14.27 -82.27 19 4 13 0.000000 Mz -0.487 4.785 -0.933 -0.58 41.27 80.65 39 5 12 0.000000 0.943 1.649 4.547 0.00 -60.58 20.13 19 3 15 0.000000 My -1.339 3.482 -2.789 0.00 54.43 62.99 19 4 13 0.000000 -0.487 4.785 -0.933 -0.58 41.27 80.65 19 3 2.416250 MT -1.195 3.445 -2.794 0.00 47.68 54.64 19 4 2 12.330000 -0.664 3.084 -3.786 0.00 30.06 23.79 39 5 2.221667 Vz 1.055 1.590 4.547 0.00 -50.48 16.52 19 2 15.302917 -0.211 -5.253 0.498 0.00 -6.71 -5.17 19 4 0.781923 Vy -0.440 4.785 -0.933 -0.58 40.54 76.91 19 3 15 0.000000 -1.339 3.482 -2.789 0.00 54.43 62.99 26 8 9 34.276620 N 3.237 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO30 - 0.90D + W2 19 2 10 0.000000 -2.073 -9.566 2.793 0.00 -56.12 -160.51 19 4 13 0.000000 Mz -1.276 7.266 -1.352 0.64 48.58 116.38 39 5 12 0.000000 -0.733 2.266 6.426 0.00 -83.56 30.18 19 4 13 0.000000 My -1.276 7.266 -1.352 0.64 48.58 116.38 39 5 1.110833 -0.671 2.266 6.427 0.00 -76.42 27.66 19 4 1.016500 MT -1.210 7.267 -1.353 0.65 47.21 108.99 39 6 10.385833 1.522 -2.652 -3.836 0.00 3.62 -2.50 39 5 1.110833 Vz -0.671 2.266 6.427 0.00 -76.42 27.66 19 2 1.073889 -1.997 -9.570 2.794 0.01 -53.12 -150.23 19 4 1.016500 Vy -1.210 7.267 -1.353 0.65 47.21 108.99 19 4 2 12.330000 -2.260 3.469 -3.533 0.00 29.22 27.65 26 9 7 38.311936 N 3.826 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO29 - 0.90D + W1 19 2 10 0.000000 -3.098 -8.313 3.077 0.00 -64.24 -135.74 19 3 15 0.000000 Mz -3.512 4.058 -3.000 0.00 59.19 82.10 39 5 12 0.000000 -0.835 1.553 5.139 0.00 -68.42 22.50 19 3 15 0.000000 My -3.512 4.058 -3.000 0.00 59.19 82.10 19 4 2 12.330000 -1.859 4.785 -0.948 -0.27 27.20 24.73 19 2 2.416250 MT -2.889 -8.278 3.070 0.01 -56.82 -115.71 39 6 0.809286 -0.447 -4.114 -3.719 0.00 39.02 -41.98 39 5 3.702778 Vz -0.590 1.611 5.142 0.00 -49.39 16.62 19 2 0.805417 -3.028 -8.316 3.078 0.01 -61.76 -129.04 19 4 11.728846 Vy -1.905 4.785 -0.948 -0.26 27.77 27.61 19 3 15 0.000000 -3.512 4.058 -3.000 0.00 59.19 82.10 26 13 3 0.000000 N 3.642 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO28 - 1.20D + W5 + 0.50Lr 19 2 10 0.000000 -1.788 -7.272 2.044 0.00 -48.67 -121.10 19 4 13 0.000000 Mz -1.335 5.359 -1.868 -0.11 48.46 95.19 39 5 12 0.000000 0.054 1.573 3.803 0.00 -52.58 20.97 19 3 15 0.000000 My -2.399 4.070 -3.324 0.00 59.21 78.57 19 4 2 12.330000 -0.361 5.359 -1.538 -0.11 27.38 29.08 19 2 5.369444 MT -1.342 -7.282 2.115 0.01 -37.47 -82.02 39 6 0.944167 -0.387 -3.362 -3.556 0.00 35.40 -34.84 39 5 12.219167 Vz 0.809 1.594 4.086 0.00 -4.54 1.77 19 2 13.960555 -0.659 -7.302 2.377 0.00 -18.27 -19.42 19 4 7.115500 Vy -0.768 5.364 -1.665 -0.11 35.78 57.04 19 3 15 0.000000 -2.399 4.070 -3.324 0.00 59.21 78.57 26 13 1.591468 N 3.196 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 4 CO27 - 1.20D + W4 + 0.50Lr No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 19 2 7 15.330000 Vz -2.753 -4.092 5.553 0.00 -22.21 -16.36 19 2 7 15.330000 -2.972 -7.754 4.588 0.00 -22.21 -16.36 19 4 10.165000 Vy -1.601 5.625 0.651 -0.11 20.32 31.84 19 2 10 0.000000 -4.057 -7.721 4.563 0.00 -92.43 -135.09 26 13 3 0.000000 N 4.288 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO36 - D + Lr 19 2 10 0.000000 -3.032 -5.514 3.192 0.00 -64.69 -96.19 19 3 15 0.000000 Mz -2.963 3.884 -3.012 0.00 58.38 75.28 19 2 10 0.000000 -3.032 -5.514 3.192 0.00 -64.69 -96.19 19 3 15 0.000000 My -2.963 3.884 -3.012 0.00 58.38 75.28 19 4 13 0.000000 -1.823 3.908 0.294 -0.07 12.02 62.44 19 2 9.665000 MT -2.376 -5.530 3.203 0.00 -33.77 -42.80 39 6 14 0.000000 -0.124 -3.151 -3.112 0.00 35.25 -35.69 19 2 7 15.330000 Vz -1.901 -2.869 3.904 0.00 -15.62 -11.47 19 2 11.497500 -2.255 -5.530 3.204 0.00 -27.90 -32.67 19 4 10.165000 Vy -1.170 3.913 0.292 -0.07 15.00 22.69 19 2 10 0.000000 -3.032 -5.514 3.192 0.00 -64.69 -96.19 26 13 3 0.000000 N 3.009 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 3 CO35 - D + S 19 2 10 0.000000 -1.345 -0.909 0.309 0.00 -6.59 -15.31 19 4 13 0.000000 Mz -1.328 0.621 -0.154 0.00 5.08 10.63 39 5 12 0.000000 -0.596 0.194 0.548 0.00 -7.31 2.58 19 3 15 0.000000 My -1.363 0.458 -0.343 0.00 6.64 8.86 19 4 13 0.000000 -1.328 0.621 -0.154 0.00 5.08 10.63 19 2 9.665000 MT -0.737 -0.910 0.309 0.00 -3.60 -6.52 19 4 2 12.330000 -0.637 0.375 -0.394 0.00 3.15 3.00 39 5 6.665000 Vz -0.263 0.194 0.548 0.00 -3.65 1.29 19 2 7.665000 -0.863 -0.910 0.309 0.00 -4.22 -8.34 19 4 9.247500 Vy -0.747 0.621 -0.154 0.00 3.66 4.88 19 3 15 0.000000 -1.363 0.458 -0.343 0.00 6.64 8.86 26 13 3 0.000000 N 0.350 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 1 CO34 - D 19 2 10 0.000000 -1.833 -6.683 2.235 0.00 -46.82 -108.44 19 4 13 0.000000 Mz -1.721 3.753 -1.334 0.18 37.14 66.62 39 5 12 0.000000 -0.582 1.221 4.055 0.00 -53.96 18.08 19 4 13 0.000000 My -1.721 3.753 -1.334 0.18 37.14 66.62 39 6 2.427857 -0.055 -2.717 -2.982 0.00 26.46 -23.28 19 4 0.781923 MT -1.675 3.754 -1.335 0.18 36.09 63.69 39 6 0.809286 -0.132 -2.755 -2.984 0.00 31.29 -27.68 39 5 2.221667 Vz -0.473 1.254 4.056 0.00 -44.95 15.32 19 2 0.805417 -1.782 -6.685 2.235 0.00 -45.02 -103.05 19 4 11.728846 Vy -1.035 4.052 -1.333 0.18 21.48 20.96 19 3 15 0.000000 -2.035 2.128 -1.419 0.00 28.49 44.62 26 11 19.842565 N 2.613 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO33 - 0.90D + W5 19 2 10 0.000000 -0.115 -6.904 -0.133 0.00 -7.75 -109.63 19 4 13 0.000000 Mz -0.568 5.071 -2.136 -0.58 57.09 96.70 39 5 12 0.000000 0.631 1.966 4.764 0.00 -65.35 26.20 19 4 13 0.000000 My -0.568 5.071 -2.136 -0.58 57.09 96.70 19 4 2 12.330000 0.176 5.067 -1.804 -0.58 32.71 34.17 19 3 1.073889 MT -1.354 3.266 -2.991 0.00 49.49 59.41 19 4 2 12.330000 -0.603 4.309 -4.153 0.00 32.44 34.45 39 5 12.219167 Vz 1.220 1.986 5.043 0.00 -5.60 2.21 19 2 13.960555 0.729 -6.922 0.196 0.00 -7.79 -13.21 19 4 5.082500 Vy -0.256 5.073 -2.036 -0.58 46.51 70.92 19 3 15 0.000000 -1.418 3.265 -2.990 0.00 52.70 62.92 26 7 7 0.000000 N 3.632 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO32 - 0.90D + W4 19 2 10 0.000000 -0.328 -11.404 5.680 0.00 -117.63 -197.48 19 4 13 0.000000 Mz 3.516 9.723 2.480 -0.21 3.77 145.54 19 2 10 0.000000 My -0.328 -11.404 5.680 0.00 -117.63 -197.48 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 26 11 19.842565 N 1.887 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO41 - D + 0.60W5 19 2 10 0.000000 -0.687 -5.041 0.032 0.00 -7.58 -80.36 19 4 13 0.000000 Mz -1.012 3.670 -1.513 -0.38 41.04 69.46 39 5 12 0.000000 0.173 1.419 3.535 0.00 -48.24 18.91 19 4 13 0.000000 My -1.012 3.670 -1.513 -0.38 41.04 69.46 19 4 2 12.330000 -0.213 3.670 -1.315 -0.38 23.55 24.19 19 3 1.073889 MT -1.462 2.336 -2.072 0.00 34.77 42.53 19 4 2 12.330000 -0.751 3.050 -2.980 0.00 23.37 24.38 39 5 12.219167 Vz 0.803 1.431 3.703 0.00 -4.11 1.59 19 2 13.960555 0.219 -5.054 0.230 0.00 -6.03 -9.94 19 4 7.115500 Vy -0.548 3.673 -1.391 -0.38 30.64 43.34 19 3 15 0.000000 -1.531 2.335 -2.072 0.00 37.00 45.04 26 7 7 0.000000 N 2.543 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO40 - D + 0.60W4 19 2 10 0.000000 -0.976 -8.095 3.919 0.00 -81.28 -139.93 19 4 13 0.000000 Mz 1.622 7.042 1.702 -0.12 3.69 105.93 19 2 10 0.000000 -0.976 -8.095 3.919 0.00 -81.28 -139.93 19 3 15 0.000000 My -1.805 5.174 -4.210 0.00 81.48 100.14 19 4 13 0.000000 1.622 7.042 1.702 -0.12 3.69 105.93 19 2 9.665000 MT -0.273 -8.098 3.921 0.01 -43.39 -61.66 39 6 14 0.000000 2.763 -5.731 -5.729 0.00 64.74 -64.77 19 2 7 15.330000 Vz -0.677 -3.950 5.296 0.00 -21.18 -15.79 19 2 7.665000 -0.412 -8.099 3.921 0.00 -51.23 -77.86 19 4 13 0.000000 Vy 1.622 7.042 1.702 -0.12 3.69 105.93 19 3 15 0.000000 -1.805 5.174 -4.210 0.00 81.48 100.14 26 13 4 39.786712 N 4.722 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO39 - D + 0.60W3 19 2 10 0.000000 -1.277 -3.632 0.399 0.00 -10.73 -61.29 19 4 13 0.000000 Mz -0.932 3.431 -0.685 -0.38 29.53 58.22 39 5 12 0.000000 0.336 1.159 3.262 0.00 -43.48 14.34 19 3 15 0.000000 My -1.473 2.386 -1.938 0.00 37.78 43.53 19 4 13 0.000000 -0.932 3.431 -0.685 -0.38 29.53 58.22 19 3 2.416250 MT -1.318 2.364 -1.942 0.00 33.09 37.81 19 4 2 12.330000 -0.758 2.217 -2.671 0.00 21.23 17.20 39 5 9.627223 Vz 0.835 1.029 3.264 0.00 -12.08 3.76 19 2 15.302917 -0.297 -3.879 0.383 0.00 -4.90 -3.89 19 4 0.781923 Vy -0.881 3.432 -0.685 -0.38 29.00 55.53 19 3 15 0.000000 -1.473 2.386 -1.938 0.00 37.78 43.53 26 8 9 34.276620 N 2.288 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO38 - D + 0.60W2 19 2 10 0.000000 -1.908 -6.834 1.869 0.00 -38.26 -114.36 19 4 13 0.000000 Mz -1.433 5.246 -1.109 0.44 37.01 84.80 39 5 12 0.000000 -0.639 1.627 4.583 0.00 -59.84 21.67 19 4 13 0.000000 My -1.433 5.246 -1.109 0.44 37.01 84.80 39 5 1.110833 -0.577 1.627 4.584 0.00 -54.74 19.86 19 4 1.016500 MT -1.365 5.247 -1.110 0.44 35.88 79.46 19 4 19.313500 -1.327 2.571 -2.776 0.00 2.82 2.61 39 5 1.110833 Vz -0.577 1.627 4.584 0.00 -54.74 19.86 19 2 1.073889 -1.832 -6.836 1.870 0.00 -36.25 -107.02 19 4 1.016500 Vy -1.365 5.247 -1.110 0.44 35.88 79.46 19 2 10 0.000000 -1.908 -6.834 1.869 0.00 -38.26 -114.36 26 9 7 38.311936 N 2.725 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 5 CO37 - D + 0.60W1 19 2 10 0.000000 -4.057 -7.721 4.563 0.00 -92.43 -135.09 19 3 15 0.000000 Mz -3.890 5.514 -4.326 0.00 83.93 106.98 19 2 10 0.000000 -4.057 -7.721 4.563 0.00 -92.43 -135.09 19 3 15 0.000000 My -3.890 5.514 -4.326 0.00 83.93 106.98 19 4 13 0.000000 -2.270 5.615 0.653 -0.11 13.69 88.99 19 2 9.665000 MT -3.353 -7.751 4.585 0.01 -48.20 -60.29 39 6 14 0.000000 Vz -0.114 -4.606 -4.555 0.00 51.60 -52.17 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 19 2 10 0.000000 -2.120 -4.714 2.466 0.00 -52.04 -81.43 19 3 15 0.000000 Mz -2.266 3.279 -2.569 0.00 47.42 63.39 19 2 10 0.000000 -2.120 -4.714 2.466 0.00 -52.04 -81.43 19 3 15 0.000000 My -2.266 3.279 -2.569 0.00 47.42 63.39 39 6 0.944167 -0.228 -2.637 -2.816 0.00 28.55 -27.35 19 2 1.073889 MT -2.048 -4.715 2.467 0.00 -49.39 -76.37 39 6 0.944167 -0.228 -2.637 -2.816 0.00 28.55 -27.35 19 2 18.256111 Vz -1.427 -2.261 3.310 0.00 -3.55 -2.43 19 2 13.960555 -1.202 -4.732 2.620 0.00 -16.73 -15.52 19 4 7.115500 Vy -0.777 3.477 -0.308 0.00 15.87 32.68 19 3 15 0.000000 -2.266 3.279 -2.569 0.00 47.42 63.39 26 11 5 39.685129 N 2.607 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO45 - D + 0.45W4 + 0.75S 19 2 10 0.000000 -1.300 -4.375 1.965 0.00 -40.95 -75.25 19 4 13 0.000000 Mz -0.061 3.920 0.819 -0.04 3.64 59.54 19 2 10 0.000000 -1.300 -4.375 1.965 0.00 -40.95 -75.25 19 3 15 0.000000 My -1.664 2.625 -2.123 0.00 41.08 50.79 19 4 6.165000 0.337 3.919 0.819 -0.04 8.69 35.37 19 2 9.665000 MT -0.667 -4.378 1.967 0.00 -21.95 -32.94 39 6 14 0.000000 0.975 -3.047 -3.047 0.00 34.49 -34.49 19 2 7 15.330000 Vz -0.648 -2.035 2.701 0.00 -10.80 -8.14 19 2 7.665000 -0.796 -4.378 1.967 0.00 -25.88 -41.69 19 4 13 0.000000 Vy -0.061 3.920 0.819 -0.04 3.64 59.54 19 3 15 0.000000 -1.664 2.625 -2.123 0.00 41.08 50.79 26 13 4 39.786712 N 2.467 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO44 - D + 0.45W3 + 0.75S 19 2 10 0.000000 -2.424 -3.362 2.392 0.00 -47.44 -61.53 19 3 15 0.000000 Mz -2.064 2.863 -2.136 0.00 41.57 53.46 19 2 10 0.000000 -2.424 -3.362 2.392 0.00 -47.44 -61.53 19 3 15 0.000000 My -2.064 2.863 -2.136 0.00 41.57 53.46 39 6 2.427857 -0.007 -1.938 -2.084 0.00 18.55 -17.53 19 4 10.165000 MT -0.638 2.872 0.011 0.04 11.54 15.31 19 3 18.524583 -0.890 2.658 -2.160 0.00 1.74 2.14 19 2 16.913750 Vz -1.362 -2.142 2.732 0.00 -6.60 -5.19 19 2 15.302917 -1.435 -3.554 2.385 0.00 -10.99 -8.66 19 4 0.781923 Vy -1.235 2.971 -0.022 0.04 11.57 42.65 19 2 10 0.000000 -2.424 -3.362 2.392 0.00 -47.44 -61.53 26 11 5 39.685129 N 1.992 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO43 - D + 0.45W2 + 0.75S 19 2 10 0.000000 -2.247 -6.568 1.445 0.00 -30.90 -108.08 19 4 13 0.000000 Mz -2.368 4.244 -1.412 -0.05 42.88 75.43 39 5 12 0.000000 -0.628 1.659 4.785 0.00 -62.84 22.10 19 4 13 0.000000 My -2.368 4.244 -1.412 -0.05 42.88 75.43 19 4 13 0.000000 -2.368 4.244 -1.412 -0.05 42.88 75.43 19 2 5.369444 MT -1.879 -6.569 1.402 0.00 -23.28 -72.80 19 4 19.313500 -1.524 2.904 -3.094 0.00 3.15 2.95 39 5 1.110833 Vz -0.566 1.659 4.786 0.00 -57.53 20.26 19 2 3.221666 -2.025 -6.571 1.424 0.00 -26.29 -86.91 19 4 1.016500 Vy -2.301 4.246 -1.413 -0.05 41.45 71.12 19 4 13 0.000000 -2.368 4.244 -1.412 -0.05 42.88 75.43 26 9 7 38.311936 N 2.744 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO42 - D + 0.45W1 + 0.75S 19 2 10 0.000000 -1.759 -4.839 1.607 0.00 -33.83 -78.92 19 4 13 0.000000 Mz -1.667 2.848 -1.009 0.13 27.84 50.15 39 5 12 0.000000 -0.582 0.920 2.951 0.00 -39.29 13.35 19 4 13 0.000000 My -1.667 2.848 -1.009 0.13 27.84 50.15 39 6 2.427857 -0.136 -1.928 -2.139 0.00 18.99 -16.62 19 4 0.781923 MT -1.617 2.849 -1.009 0.13 27.05 47.92 39 6 0.809286 -0.219 -1.951 -2.140 0.00 22.45 -19.74 39 5 2.221667 Vz -0.466 0.940 2.952 0.00 -32.73 11.27 19 2 0.805417 -1.705 -4.840 1.607 0.00 -32.53 -75.03 19 4 11.728846 Vy -0.917 3.028 -1.008 0.13 16.00 15.75 19 3 15 0.000000 N -1.881 1.620 -1.078 0.00 21.48 33.41 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 19 3 15 0.000000 My -2.967 4.532 -3.574 0.00 66.95 87.72 39 6 0.944167 -0.198 -3.724 -3.975 0.00 40.59 -38.64 19 4 11.181500 MT -0.600 4.162 0.601 0.04 12.98 17.40 39 6 0.944167 -0.198 -3.724 -3.975 0.00 40.59 -38.64 19 2 18.256111 Vz -2.127 -3.360 4.694 0.00 -5.04 -3.61 19 2 13.960555 -2.067 -5.447 4.092 0.00 -24.29 -20.89 19 3 9.665000 Vy -2.318 4.542 -3.479 0.00 32.88 43.86 19 2 10 0.000000 -3.013 -5.420 3.930 0.00 -80.11 -96.75 26 11 5 39.685129 N 3.632 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO50 - D + 0.45W4 + 0.75Lr 19 2 10 0.000000 -1.334 -2.239 0.887 0.00 -18.67 -38.23 19 4 13 0.000000 Mz -0.833 2.042 0.318 -0.01 3.42 31.44 19 2 10 0.000000 -1.334 -2.239 0.887 0.00 -18.67 -38.23 19 3 15 0.000000 My -1.482 1.222 -0.988 0.00 19.11 23.64 19 4 3.082500 -0.638 2.042 0.318 -0.01 4.40 25.15 19 2 9.665000 MT -0.721 -2.241 0.888 0.00 -10.10 -16.57 39 6 14 0.000000 0.090 -1.486 -1.488 0.00 16.85 -16.82 39 5 3.332500 Vz -0.227 0.462 1.271 0.00 -12.70 4.61 19 2 7.665000 -0.847 -2.241 0.888 0.00 -11.87 -21.05 19 4 6.165000 Vy -0.443 2.042 0.318 -0.01 5.38 18.85 19 3 15 0.000000 -1.482 1.222 -0.988 0.00 19.11 23.64 26 11 4 0.000000 N 1.186 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO49 - D + 0.45W3 + 0.75Lr 19 2 10 0.000000 -3.278 -4.908 3.730 0.00 -73.91 -89.71 19 3 15 0.000000 Mz -2.780 4.210 -3.142 0.00 61.10 79.60 19 2 10 0.000000 -3.278 -4.908 3.730 0.00 -73.91 -89.71 19 3 15 0.000000 My -2.780 4.210 -3.142 0.00 61.10 79.60 39 6 2.427857 0.060 -3.103 -3.311 0.00 29.47 -27.89 19 4 10.165000 MT -0.817 4.051 0.689 0.07 10.86 20.06 39 6 2.427857 0.060 -3.111 -3.312 0.00 29.47 -27.89 19 2 16.913750 Vz -2.077 -3.237 4.199 0.00 -10.15 -7.83 19 2 15.302917 -2.256 -5.110 3.732 0.00 -16.90 -13.08 19 3 0.805417 Vy -2.726 4.212 -3.143 0.00 58.56 76.21 19 2 10 0.000000 -3.278 -4.908 3.730 0.00 -73.91 -89.71 26 11 5 39.685129 N 3.119 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO48 - D + 0.45W2 + 0.75Lr 19 2 10 0.000000 -2.944 -7.787 2.416 0.00 -50.37 -129.28 19 4 13 0.000000 Mz -2.709 4.980 -0.940 -0.29 40.91 88.00 39 5 12 0.000000 -0.665 1.853 5.426 0.00 -71.38 24.70 19 3 15 0.000000 My -3.090 3.898 -2.774 0.00 56.06 75.12 19 4 13 0.000000 -2.709 4.980 -0.940 -0.29 40.91 88.00 19 2 1.073889 MT -2.867 -7.791 2.417 0.01 -47.77 -120.92 19 4 19.313500 -1.811 3.336 -3.577 0.00 3.64 3.39 39 5 1.110833 Vz -0.601 1.854 5.427 0.00 -65.36 22.64 19 2 5.369444 -2.560 -7.794 2.375 0.01 -37.53 -87.45 19 4 3.049500 Vy -2.505 4.983 -0.962 -0.29 38.00 72.81 19 3 15 0.000000 -3.090 3.898 -2.774 0.00 56.06 75.12 26 9 7 38.311936 N 3.065 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO47 - D + 0.45W1 + 0.75Lr 19 2 10 0.000000 -2.625 -6.178 2.590 0.00 -53.66 -102.98 19 3 15 0.000000 Mz -2.832 3.450 -2.591 0.00 50.66 68.39 19 2 10 0.000000 -2.625 -6.178 2.590 0.00 -53.66 -102.98 19 3 15 0.000000 My -2.832 3.450 -2.591 0.00 50.66 68.39 19 4 2 12.330000 -1.305 3.801 -0.487 -0.17 19.86 18.15 19 2 2.416250 MT -2.457 -6.164 2.588 0.01 -47.40 -88.07 39 6 0.809286 -0.235 -3.123 -2.874 0.00 30.18 -32.27 39 5 3.702778 Vz -0.383 1.163 3.609 0.00 -34.69 11.70 19 2 0.805417 -2.569 -6.180 2.591 0.00 -51.57 -98.00 19 4 11.728846 Vy -1.344 3.801 -0.487 -0.17 20.16 20.43 19 3 15 0.000000 -2.832 3.450 -2.591 0.00 50.66 68.39 26 13 3 0.000000 N 2.899 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO46 - D + 0.45W5 + 0.75S No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 39 5 12.219167 Vz 0.836 1.441 3.728 0.00 -4.14 1.60 19 2 13.960555 0.376 -5.067 0.201 0.00 -5.91 -9.91 19 4 7.115500 Vy -0.202 3.689 -1.388 -0.39 30.76 43.54 19 3 15 0.000000 -1.038 2.332 -2.075 0.00 37.05 44.96 26 7 7 0.000000 N 2.556 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 7 CO55 - 0.60D + 0.60W4 19 2 10 0.000000 -0.480 -8.139 3.936 0.00 -81.62 -140.64 19 4 13 0.000000 Mz 2.155 7.076 1.707 -0.12 3.77 106.43 19 2 10 0.000000 -0.480 -8.139 3.936 0.00 -81.62 -140.64 19 3 15 0.000000 My -1.318 5.200 -4.232 0.00 81.88 100.62 19 4 13 0.000000 2.155 7.076 1.707 -0.12 3.77 106.43 19 2 9.665000 MT -0.020 -8.140 3.936 0.01 -43.58 -61.97 39 6 14 0.000000 3.011 -5.758 -5.756 0.00 65.04 -65.06 19 2 7 15.330000 Vz -0.574 -3.968 5.322 0.00 -21.29 -15.87 19 2 3.832500 -0.289 -8.140 3.937 0.00 -66.54 -109.45 19 4 13 0.000000 Vy 2.155 7.076 1.707 -0.12 3.77 106.43 19 3 15 0.000000 -1.318 5.200 -4.232 0.00 81.88 100.62 26 13 4 39.786712 N 4.745 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 7 CO54 - 0.60D + 0.60W3 19 2 10 0.000000 -0.778 -3.663 0.403 0.00 -10.83 -61.76 19 4 13 0.000000 Mz -0.403 3.461 -0.676 -0.38 29.58 58.70 39 5 12 0.000000 0.614 1.170 3.291 0.00 -43.86 14.49 19 3 15 0.000000 My -0.986 2.404 -1.953 0.00 38.05 43.89 19 4 13 0.000000 -0.403 3.461 -0.676 -0.38 29.58 58.70 19 3 2.416250 MT -0.891 2.382 -1.956 0.00 33.33 38.12 19 4 2 12.330000 -0.556 2.232 -2.689 0.00 21.38 17.33 39 5 9.627223 Vz 0.920 1.041 3.292 0.00 -12.19 3.80 19 2 15.302917 -0.183 -3.910 0.386 0.00 -4.96 -3.90 19 4 0.781923 Vy -0.372 3.462 -0.677 -0.38 29.05 55.99 19 3 15 0.000000 -0.986 2.404 -1.953 0.00 38.05 43.89 26 8 9 34.276620 N 2.303 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 7 CO53 - 0.60D + 0.60W2 19 2 10 0.000000 -1.416 -6.826 1.898 0.00 -38.77 -114.28 19 4 13 0.000000 Mz -0.890 5.255 -1.071 0.44 36.38 84.72 39 5 12 0.000000 -0.370 1.619 4.559 0.00 -59.51 21.56 19 4 13 0.000000 My -0.890 5.255 -1.071 0.44 36.38 84.72 39 5 1.110833 -0.331 1.619 4.560 0.00 -54.44 19.77 19 4 1.016500 MT -0.848 5.255 -1.071 0.44 35.29 79.38 39 6 10.385833 1.028 -1.940 -2.758 0.00 2.60 -1.83 39 5 1.110833 Vz -0.331 1.619 4.560 0.00 -54.44 19.77 19 2 1.073889 -1.368 -6.827 1.898 0.00 -36.73 -106.95 19 4 1.016500 Vy -0.848 5.255 -1.071 0.44 35.29 79.38 19 4 2 12.330000 -1.543 2.569 -2.619 0.00 21.52 20.49 26 9 7 38.311936 N 2.712 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 7 CO52 - 0.60D + 0.60W1 19 2 10 0.000000 -3.408 -7.788 3.666 0.00 -75.27 -131.61 19 3 15 0.000000 Mz -3.557 4.750 -3.658 0.00 71.40 93.66 19 2 10 0.000000 -3.408 -7.788 3.666 0.00 -75.27 -131.61 19 3 15 0.000000 My -3.557 4.750 -3.658 0.00 71.40 93.66 19 4 2 12.330000 -1.588 5.036 -0.110 -0.22 24.00 21.79 19 2 2.416250 MT -3.230 -7.778 3.667 0.01 -66.41 -112.81 39 6 0.809286 -0.215 -4.256 -3.951 0.00 41.51 -44.18 19 2 7 15.330000 Vz -2.041 -3.311 4.814 0.00 -19.25 -13.18 19 2 0.805417 -3.349 -7.792 3.668 0.01 -72.31 -125.34 19 4 11.728846 Vy -1.626 5.036 -0.109 -0.22 24.06 24.82 19 3 15 0.000000 -3.557 4.750 -3.658 0.00 71.40 93.66 26 13 3 0.000000 N 3.903 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 6 CO51 - D + 0.45W5 + 0.75Lr 19 2 10 0.000000 -3.013 -5.420 3.930 0.00 -80.11 -96.75 19 3 15 0.000000 Mz -2.967 4.532 -3.574 0.00 66.95 87.72 19 2 10 0.000000 My -3.013 -5.420 3.930 0.00 -80.11 -96.75 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment 19 2 10 0.000000 -1.258 -4.807 1.604 0.00 -33.73 -78.41 19 4 13 0.000000 Mz -1.134 2.841 -0.998 0.14 27.51 49.86 39 5 12 0.000000 -0.314 0.910 2.921 0.00 -38.88 13.22 19 4 13 0.000000 My -1.134 2.841 -0.998 0.14 27.51 49.86 39 6 2.427857 0.048 -1.913 -2.138 0.00 18.99 -16.48 19 4 0.781923 MT -1.103 2.841 -0.998 0.14 26.73 47.64 39 6 0.809286 -0.003 -1.936 -2.140 0.00 22.45 -19.58 39 5 2.221667 Vz -0.243 0.930 2.922 0.00 -32.39 11.16 19 2 0.805417 -1.225 -4.808 1.604 0.00 -32.44 -74.54 19 4 11.728846 Vy -0.679 3.020 -0.997 0.14 15.81 15.56 19 3 15 0.000000 -1.377 1.590 -1.056 0.00 21.05 32.81 26 11 19.842565 N 1.883 0.000 0.000 0.00 0.00 0.00 Total max/min values with corresponding values 7 CO56 - 0.60D + 0.60W5 19 2 10 0.000000 -0.179 -5.056 0.003 0.00 -7.05 -80.52 19 4 13 0.000000 Mz -0.487 3.687 -1.511 -0.39 41.14 69.78 39 5 12 0.000000 0.449 1.429 3.560 0.00 -48.57 19.05 19 4 13 0.000000 My -0.487 3.687 -1.511 -0.39 41.14 69.78 19 4 2 12.330000 0.002 3.686 -1.312 -0.39 23.69 24.31 19 3 1.073889 MT -0.996 2.332 -2.075 0.00 34.82 42.46 19 4 2 12.330000 Vz -0.548 3.065 -2.996 0.00 23.50 24.51 No.No.No.x [ft]N Vy Vz MT My Mz Cor. Loading Section Member Node Location Forces [kip]Moments [kipft]Member Comment W LC10 - Wind @ 180 Free stream velocity 96.464 mph Maximum number of iterations 500 Finite volume mesh density 20.00 % Turbulence model RANS k-ε Numerical solver type OpenFOAM Simulation type Steady Flow Wind Simulation Analysis Settings No. 1 - Number of nodes 102211 Number of elements 204313 Computational model information Drag force magnitude 4.269 kip Drag force in Z 3.292 kip Drag force in Y -2.662 kip Drag force in X -0.548 kip Drag forces W LC8 - Wind @ 90 Deg. Free stream velocity 96.464 mph Maximum number of iterations 500 Finite volume mesh density 20.00 % Turbulence model RANS k-ε Numerical solver type OpenFOAM Simulation type Steady Flow Wind Simulation Analysis Settings No. 1 - Number of nodes 38583 Number of elements 77096 Computational model information Drag force magnitude 3.340 kip Drag force in Z -0.216 kip Drag force in Y 0.382 kip Drag force in X 3.311 kip Drag forces W LC6 - Wind @ 0 Deg. Description Value Unit Notes Free stream velocity 96.464 mph Maximum number of iterations 500 Finite volume mesh density 20.00 % Turbulence model RANS k-ε Numerical solver type OpenFOAM Simulation type Steady Flow Wind Simulation Analysis Settings No. 1 - Number of nodes 102366 Number of elements 204620 Computational model information Drag force magnitude 3.181 kip Drag force in Z -1.718 kip Drag force in Y 2.616 kip Drag force in X 0.569 kip Drag forces W LC11 - Wind @ 270 Free stream velocity 96.464 mph Maximum number of iterations 500 Finite volume mesh density 20.00 % Turbulence model RANS k-ε Numerical solver type OpenFOAM Simulation type Steady Flow Wind Simulation Analysis Settings No. 1 - Number of nodes 39572 Number of elements 79074 Computational model information Drag force magnitude 4.525 kip Drag force in Z 3.070 kip Drag force in Y -0.381 kip Drag force in X -3.303 kip Drag forces Description Value Unit Notes Surfaces 1,2 Members 2-6 2-6 Object Type All Selected To Calculate Removed Not Valid / Deact.Comment Design Objects to Design 2 2.4 Section 2.4 (ASD), 1. to 7.Ser.Serviceability limit state All 1 2.3 Section 2.3 (LRFD), 1. to 5.Str.Strength limit state (LRFD)All No.Design Situation Type Design Active Design Situation Type for Enumeration Method DS ASCE 7 | 2016 To AISC 360 | 2022 Combinations to Design 8 Commercial 95 Shade Fabric Fabric 6 Cable PE (Pfeifer)More Metals 4 A36 (Plates, Strips and Sheets)Steel 2 A500, Grade C Steel No.Name Design Type Options Comment Material To MaterialLegend Stiffness modification User-Defined Material 42 Round HSS 18x0.500 2 Standardized - Steel -- 41 Round HSS 18x0.375 2 Standardized - Steel -- 40 Round HSS 5x0.188 2 Standardized - Steel -- 12.75x0.375 39 Round HSS 2 Standardized - Steel -- 38 Round HSS 18x0.500 2 Standardized - Steel -- 37 Sqr HSS 10x10x0.250 2 Standardized - Steel -- 36 Rect HSS 8x4x0.250 2 Standardized - Steel -- 35 Round HSS 14x0.375 4 Standardized - Steel -- 34 Rect HSS 10x6x0.250 2 Standardized - Steel -- 33 CHS 3.500/0.165/H 2 Parametric - Thin-Walled -- 32 CHS 3.500/0.365/H 2 Parametric - Thin-Walled -- 31 CHS 4.724/0.236/H 2 Parametric - Thin-Walled -- 29 Rect HSS 8x6x0.250 2 Standardized - Steel -- 28 Sqr HSS 8x8x0.250 2 Standardized - Steel -- 27 Sqr HSS 6x6x0.250 2 Standardized - Steel -- 26 7 x 19 Cable 3/8 6 Standardized - Steel -- 10.75x0.375 25 Round HSS 2 Standardized - Steel -- 24 Round HSS 5x0.188 2 Standardized - Steel -- 23 Rect HSS 8x6x0.250 2 Standardized - Steel -- 22 Sqr HSS 8x8x0.250 2 Standardized - Steel -- 21 Sqr HSS 10x10x0.250 2 Standardized - Steel -- 20 Round HSS 18x0.375 2 Standardized - Steel -- 19 Round HSS 16x0.375 2 Standardized - Steel -- 18 Round HSS 14x0.375 2 Standardized - Steel -- 8.625x0.375 17 Round HSS 2 Standardized - Steel -- 16 Round HSS 28x1.000 2 Standardized - Steel -- 10.75x0.375 15 Round HSS 2 Standardized - Steel -- 14 Round HSS 28x1.000 2 Standardized - Steel -- 12.75x0.375 13 Round HSS 2 Standardized - Steel -- 12 Round HSS 5x0.188 2 Standardized - Steel -- 11 Sqr HSS 6x6x0.250 2 Standardized - Steel -- 10 Round HSS 5x0.250 2 Standardized - Steel -- 9 CHS 3.500/0.165/H 2 Parametric - Thin-Walled -- 8 1 x 19 Cable 3/8 6 Standardized - Steel -- 7 Sqr HSS 8x8x0.250 2 Standardized - Steel -- 6.625x0.280 6 Round HSS 2 Standardized - Steel -- 5 7 x 19 Cable 1/4 6 Standardized - Steel -- 4 Round HSS 4.5x0.188 2 Standardized - Steel -- 3 Round HSS 3x0.188 2 Standardized - Steel -- No.Name Material Design Type for Design Classification Options Section To Section Use Other Section SectionLegend Design wall thickness reduction Shear stiffness deactivated Thin-walled model USA notation for section properties Warping stiffness deactivated 8.625x0.322 44 Round HSS 2 Standardized - Steel -- 43 Cable PE 10 6 Standardized - Steel -- No.Name Material Design Type for Design Classification Options Section To Section Use Other Section Section 1 Default All No.Name Members Config.Assigned to Use alternative Eq. G5-2 Web crippling Use alternative Eq. F2.1.3-2 Use alternative Eq. F2.1.1-6 Use inelastic reserve capacity Members in flexure Use factor acc. to A1.2(c) Members falling outside the applicability limits AISI S100 AISC 360 Design of cold-formed HSS acc. to standard Cold-Formed Steel Members Use effective slenderness ratio acc. to E5 Single-Angle Compression Members Check of the width-to-thickness ratio of elements not defined in Tab. B4.1b Local Buckling Bending about minor axis (Mr,z / Mc,z)ηMr,z 0.001 -- Bending about major axis (Mr,y / Mc,y)ηMr,y 0.001 -- Shear stress due to pure torsion (τt / τc)ητr 0.050 -- Shear (Vr,z / Vc,z)ηVr,z 0.001 -- Shear (Vr,y / Vc,y)ηVr,y 0.001 -- Compression (Pr,c / Pc,c)ηPr,c 0.001 -- Tension (Pr,t / Pc,t)ηPr,t 0.001 -- Limit Values for Special Cases Perform stability design General 1 Default No.Description Symbol Value Unit Config. 1 Default All No.Name Members Config.Assigned to Deformation in y-axis Cantilever | Relative limit Lc /180 -- Beam | Relative limit L /360 -- Definition type Relative Deformation in z-axis or in resulting axis Serviceability Limits (Deflections) 1 Default No.Description Symbol Value Unit Config. Cantilever | Relative limit Lc /180 -- Beam | Relative limit L /360 -- Definition type Relative No.Description Symbol Value Unit Config. 1 No.Name Members Config.Assigned to Depth of column dc 0.000 in Distance from face of column to plastic hinge Sh 0.000000 ft Beam Include overstrength seismic load Seismic member type Beam Seismic force-resisting system OMF | Ordinary moment frames General 1 No.Description Symbol Value Unit Config. 5 13.330000 DS1 CO31 0.003 DD1100.00 Chapter D | Tension acc. to D2 Beam | 39 - Round HSS 12.75x0.375 | L : 13.330000 ft 9.247500 DS2 CO54 0.344 LL9120.00 Chapter L | Deflections in y-direction 9.247500 DS2 CO47 0.251 LL9110.00 Chapter L | Deflections in z-direction 0.000000 DS2 CO34 0.000 LL9100.00 Chapter L | Negligible deflections 0.000000 DS1 CO31 0.469 HH7120.00 Chapter H | Flexure with tensile force acc. to H1.2 0.000000 DS1 CO7 0.439 HH7110.00 Chapter H | Flexure with compression force acc. to H1.1 0.000000 DS1 CO31 0.043 GG6300.00 Chapter G | Nominal shear strength in y-axis and/or z-axis acc. to G5 0.000000 DS1 CO31 0.467 FF5500.00 Chapter F | Local buckling acc. to F8 0.000000 DS1 CO31 0.454 FF3500.00 Chapter F | Yielding | Bending about y-axis and/or z-axis acc. to F8 0.000000 DS1 CO7 0.005 EE2000.00 Chapter E | Compression acc. to E3 4 12.330000 DS1 CO31 0.006 DD1100.00 Chapter D | Tension acc. to D2 Beam | 19 - Round HSS 16x0.375 | L : 20.330000 ft 7.732000 DS2 CO36 0.450 LL9120.00 Chapter L | Deflections in y-direction 7.732000 DS2 CO36 0.353 LL9110.00 Chapter L | Deflections in z-direction 0.000000 DS2 CO34 0.000 LL9100.00 Chapter L | Negligible deflections 0.000000 DS1 CO11 0.610 HH7110.00 Chapter H | Flexure with compression force acc. to H1.1 18.524583 DS1 CO11 0.043 GG6300.00 Chapter G | Nominal shear strength in y-axis and/or z-axis acc. to G5 0.000000 DS1 CO11 0.606 FF5500.00 Chapter F | Local buckling acc. to F8 0.000000 DS1 CO11 0.589 FF3500.00 Chapter F | Yielding | Bending about y-axis and/or z-axis acc. to F8 3 0.000000 DS1 CO11 0.007 EE2000.00 Chapter E | Compression acc. to E3 Beam | 19 - Round HSS 16x0.375 | L : 19.330000 ft 7.665000 DS2 CO54 0.531 LL9120.00 Chapter L | Deflections in y-direction 7.665000 DS2 CO36 0.402 LL9110.00 Chapter L | Deflections in z-direction 0.000000 DS2 CO34 0.000 LL9100.00 Chapter L | Negligible deflections 15.302917 DS1 CO31 0.124 HH7120.00 Chapter H | Flexure with tensile force acc. to H1.2 0.000000 DS1 CO11 0.752 HH7110.00 Chapter H | Flexure with compression force acc. to H1.1 0.805417 DS1 CO11 0.056 GG6300.00 Chapter G | Nominal shear strength in y-axis and/or z-axis acc. to G5 0.000000 DS1 CO11 0.748 FF5500.00 Chapter F | Local buckling acc. to F8 0.000000 DS1 CO11 0.728 FF3500.00 Chapter F | Yielding | Bending about y-axis and/or z-axis acc. to F8 0.000000 DS1 CO13 0.007 EE2000.00 Chapter E | Compression acc. to E3 2 15.330000 DS1 CO32 0.001 DD1100.00 Chapter D | Tension acc. to D2 Beam | 19 - Round HSS 16x0.375 | L : 19.330000 ft No.x [ft]Point No.Situation No.Ratio η [--]Type Description Member Location Stress Design Loading Design Check 5.665000 DS2 CO54 0.314 LL9120.00 Chapter L | Deflections in y-direction 5.665000 DS2 CO54 0.314 LL9110.00 Chapter L | Deflections in z-direction 0.000000 DS2 CO34 0.000 LL9100.00 Chapter L | Negligible deflections 0.000000 DS1 CO31 0.644 HH7120.00 Chapter H | Flexure with tensile force acc. to H1.2 0.000000 DS1 CO1 0.033 HH7110.00 Chapter H | Flexure with compression force acc. to H1.1 0.000000 DS1 CO31 0.062 GG6300.00 Chapter G | Nominal shear strength in y-axis and/or z-axis acc. to G5 0.000000 DS1 CO1 0.000 FF5500.00 Chapter F | Local buckling acc. to F8 0.000000 DS1 CO31 0.640 FF3500.00 Chapter F | Yielding | Bending about y-axis and/or z-axis acc. to F8 0.000000 DS1 CO1 0.001 EE2000.00 Chapter E | Compression acc. to E3 6 11.330000 DS1 CO31 0.009 DD1100.00 Chapter D | Tension acc. to D2 Beam | 39 - Round HSS 12.75x0.375 | L : 11.330000 ft 5.554167 DS2 CO47 0.144 LL9120.00 Chapter L | Deflections in y-direction 5.554167 DS2 CO47 0.414 LL9110.00 Chapter L | Deflections in z-direction 0.000000 DS2 CO34 0.000 LL9100.00 Chapter L | Negligible deflections 0.000000 DS1 CO31 0.428 HH7120.00 Chapter H | Flexure with tensile force acc. to H1.2 0.000000 DS1 CO24 0.503 HH7110.00 Chapter H | Flexure with compression force acc. to H1.1 1.110833 DS1 CO24 0.042 GG6300.00 Chapter G | Nominal shear strength in y-axis and/or z-axis acc. to G5 0.000000 DS1 CO1 0.000 FF5500.00 Chapter F | Local buckling acc. to F8 0.000000 DS1 CO24 0.502 FF3500.00 Chapter F | Yielding | Bending about y-axis and/or z-axis acc. to F8 5 0.000000 DS1 CO24 0.002 EE2000.00 Chapter E | Compression acc. to E3 No.x [ft]Point No.Situation No.Ratio η [--]Type Description Member Location Stress Design Loading Design Check 0.6100.58 5 0.5350.5100.485 0.443 0.450 0.4 440.4400.4210.394 0.302 0.2320.188 Roun d H SS 16x0 .3 75 0.141 0.0630.04 3 0.6440.598 0.507 7 x 19 Cable 3/8 0.4300.3770.3240.2810.248 X 0.186Round HSS 12.75 x0 .375 Y 0.0 620.0 62 0.4 690.445 0.397 x 0.350 0.320 0 .3410.342 z Z 0.3440.33 4 y 0.317 0.2920.268 0.216 0 .164Round HSS 16x0.37 5 0.1 27 0.0430.028 7 x 19 C ab le 3/8 7 x 19 C ab le 3/8 y 0.7520.718 0 .6510.617 7 x 1 9 Cable 3 /8 0.584 0.528 x 0.531 0 .5190.51 10.486 z 0.503 0.454 0.461 7 x 1 9 Ca ble 3 /8 0.418 0.340 0.376 0.256 0 .414 0.205 0 .403 Round HSS 16x0.37 5 0 .154 0 .370 0.06 8 7 x 1 9 Ca ble 3 /8 0.272 0.041 0 .170Round H SS 12.75x0.375 0.0 890.041 XY Z η η η Steel Design Member 2-6 x: 0.000000 DS2 CO34 0.000 LL9100.00 Chapter L | Negligible deflections Steel Design Member 2 x: 0.000000 DS1 CO13 0.007 EE2000.00 Chapter E | Compression acc. to E3 Steel Design Member 6 x: 11.330000 DS1 CO31 0.009 DD1100.00 Chapter D | Tension acc. to D2 axis and/or z-axis acc. to G5 Steel Design Member 6 x: 0.000000 DS1 CO31 0.062 GG6300.00 Chapter G | Nominal shear strength in y- Steel Design Member 5 x: 5.554167 DS2 CO47 0.414 LL9110.00 Chapter L | Deflections in z-direction Steel Design Member 2 x: 7.665000 DS2 CO54 0.531 LL9120.00 Chapter L | Deflections in y-direction acc. to H1.2 Steel Design Member 6 x: 0.000000 DS1 CO31 0.644 HH7120.00 Chapter H | Flexure with tensile force axis and/or z-axis acc. to F8 Steel Design Member 2 x: 0.000000 DS1 CO11 0.728 FF3500.00 Chapter F | Yielding | Bending about y- Steel Design Member 2 x: 0.000000 DS1 CO11 0.748 FF5500.00 Chapter F | Local buckling acc. to F8 force acc. to H1.1 Steel Design Member 2 x: 0.000000 DS1 CO11 0.752 HH7110.00 Chapter H | Flexure with compression Addon Type No.Location [ft]Situation No.Ratio η [--]Type Description Objects Design Loading Design Check Computation of Cast in Place Concrete Footing 12000 1200 4000 400 3000 200 1750 175 1807.3.2.1 Nonconstrained Case Where: b = 3 10.75 h = 11.3 P = 8145.87012 S1 =1254 Then: Minimum Vertical Reinforcing Steel: A = 5.07 As min = 5.09 in2 and: # bar = 8 d =10.83 ft Qty = 12 Axial Loading Check: 7.1 ft2 76.5 ft3 11097.1 lbs 462.0 lbs Total vertical Load = 11559.1 lbs 291.7 psf AFR=Allowable Frictional Resistance Section 1810.3.3.1.4 (max 500 psf) 24264.5 lbs -12705.4 lbs -1797.4 psf Pier Weight + Friction 17680.8 lbs 3011.0 lbs -14669.8 lbs Per Geotechnical report, top two feet must be ignored. 3.0 13.00 ft. Deep 12.75" ColumnDRILLED PIER FOOTING DESIGN Table 1806.2 ft. Diameter and a minumum of Use a footing with OK is less than allowable Volume of Footing = Weight = OK is less than allowable Axial Load = AFR= Friction Resistance= Actual Load= Actual Pressure = USING SAFETY FACTOR OF 2.0 Uplift 2. Sedimentary and foliated rock Actual Lift Force = distance in feet from ground surface to point of application of "P" applied lateral force in pounds - This is the resultant forces of Node 14. allowable lateral soil-bearing pressure as set forth in Table 1806.2 based on a depth of one third the depth of embedment Area of footing = From Geotechnical report depth of embedment in earth in feet but not over 12 ft for purpose of computing lateral pressure (change until it matches formula obtained value) Class of Materials 2000 1500 150 diameter of round post or footing or diagonal dimension of square post or footing, feet The following formula may be used in determining the depth of embedment required to resist lateral loads where no constraint is provided at the ground surface such as rigid floor or rigid ground surface pavement. 1. Massive crystalline bedrock Allowable Foundation Pressure (psf)2 Lateral Bearing lbs/ft2/ft Type of soil to use: 100 4. Sand, silty sand, clayey sand, silty gravel and clayey gravel (SW, SP, SM, SC, GM and GC) 5. Clay, sandy clay, silty clay, and clayey silt (CL, ML, MH, and CH) 3. Sandy gravel and/or gravel (GW and GP) Computation of Cast in Place Concrete Footing 12000 1200 4000 400 3000 200 1750 175 1807.3.2.1 Nonconstrained Case Where: b = 3.5 11.75 h = 18.0 P = 9041.66445 S1 =1371 Then: Minimum Vertical Reinforcing Steel: A = 4.41 As min = 6.93 in2 and: # bar = 8 d =11.76 ft Qty = 16 Axial Loading Check: 9.6 ft2 113.1 ft3 16406.3 lbs 4057.0 lbs Total vertical Load = 20463.3 lbs 291.7 psf AFR=Allowable Frictional Resistance Section 1810.3.3.1.4 (max 500 psf) 31301.4 lbs -10838.2 lbs -1126.5 psf Pier Weight + Friction 23853.9 lbs 0.0 lbs -23853.9 lbs Per Geotechnical report, top two feet must be ignored. 3.5 14.00 ft. Deep depth of embedment in earth in feet but not over 12 ft for purpose of computing lateral pressure (change until it matches formula obtained value) Class of Materials 2000 1500 150 diameter of round post or footing or diagonal dimension of square post or footing, feet The following formula may be used in determining the depth of embedment required to resist lateral loads where no constraint is provided at the ground surface such as rigid floor or rigid ground surface pavement. 1. Massive crystalline bedrock Allowable Foundation Pressure (psf)2 Lateral Bearing lbs/ft2/ft Type of soil to use: 100 4. Sand, silty sand, clayey sand, silty gravel and clayey gravel (SW, SP, SM, SC, GM and GC) 5. Clay, sandy clay, silty clay, and clayey silt (CL, ML, MH, and CH) 3. Sandy gravel and/or gravel (GW and GP) 2. Sedimentary and foliated rock Uplift Actual Lift Force = distance in feet from ground surface to point of application of "P" applied lateral force in pounds - This is the resultant of ASD forces on node 10. allowable lateral soil-bearing pressure as set forth in Table 1806.2 based on a depth of one third the depth of embedment Area of footing = Per Geotechnical Report 16" ColumnDRILLED PIER FOOTING DESIGN Table 1806.2 ft. Diameter and a minumum of Use a footing with OK is less than allowable Volume of Footing = Weight = OK is less than allowable Axial Load = AFR= Friction Resistance= Actual Load= Actual Pressure = USING SAFETY FACTOR OF 2.0 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-5 12.75 Rev 2 Page: Specifier: E-Mail: Date: 1 felipepena@playlsi.com 8/11/2025 Specifier's comments: 1 Input data Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 55 1 1/2 Item number: not available Specification text:Æ 1 1/2 in Heavy Hex Head ASTM F 1554 GR. 55 with 25 in nominal embedment depth per Technical data , cast in place installation per MPII, Effective embedment depth: hef = 25.000 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data Issued I Valid: - | - Proof: Design Method ACI 318-19 / CIP Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b) Stand-off installation: eb = 0.000 in. (no stand-off); t = 1.500 in. Anchor plateR : lx x ly x t = 21.000 in. x 21.000 in. x 1.500 in.; (Recommended plate thickness: not calculated) Profile: Round HSS (AISC), HSS12.75X.375; (L x W x T) = 12.800 in. x 12.800 in. x 0.375 in. Base material: cracked concrete, Custom, fc' = 4,500 psi; h = 420.000 in. Reinforcement: tension: present, shear: present; anchor reinforcement: tension, shear edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [kip, ft.kip] www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-5 12.75 Rev 2 Page: Specifier: E-Mail: Date: 2 felipepena@playlsi.com 8/11/2025 1.1 Design results Case Description Forces [kip] / Moments [ft.kip]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 4.607; Vx = -8.082; Vy = 8.076; Mx = -91.13000; My = -91.19000; Mz = 0.00000; no 72 2 Load case/Resulting anchor forces Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 19.619 2.856 -2.021 2.019 2 56.437 2.856 -2.021 2.019 3 0.000 2.856 -2.021 2.019 4 19.650 2.856 -2.021 2.019 Max. concrete compressive strain: 0.76 [‰] Max. concrete compressive stress: 3,303 [psi] Resulting tension force in (x/y)=(4.499/-4.494): 95.707 [kip] Resulting compression force in (x/y)=(-7.285/7.283): 91.100 [kip] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [kip]Capacity f Nn [kip]Utilization bN = Nua/f Nn Status Steel Strength*56.437 79.312 72 OK Pullout Strength*56.437 78.574 72 OK Concrete Breakout Failure**1 N/A N/A N/A N/A Concrete Side-Face Blowout, direction **N/A N/A N/A N/A * highest loaded anchor **anchor group (anchors in tension) 1 Tension Anchor Reinforcement has been selected! THESE LOADS ARE THE SUPPORT FORCES ON NODE 14 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-5 12.75 Rev 2 Page: Specifier: E-Mail: Date: 3 felipepena@playlsi.com 8/11/2025 3.1 Steel Strength Nsa = Ase,N futa ACI 318-19 Eq. (17.6.1.2) f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 1.41 75,000 Calculations Nsa [kip] 105.750 Results Nsa [kip]f steel f Nsa [kip]Nua [kip] 105.750 0.750 79.312 56.437 3.2 Pullout Strength NpN = y c,p Np ACI 318-19 Eq. (17.6.3.1) Np = 8 Abrg f' c ACI 318-19 Eq. (17.6.3.2.2a) f NpN ³ Nua ACI 318-19 Table 17.5.2 Variables y c,p Abrg [in.2]l a f' c [psi] 1.000 3.12 1.000 4,500 Calculations Np [kip] 112.248 Results Npn [kip]f concrete f Npn [kip]Nua [kip] 112.248 0.700 78.574 56.437 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-5 12.75 Rev 2 Page: Specifier: E-Mail: Date: 4 felipepena@playlsi.com 8/11/2025 4 Shear load Load Vua [kip]Capacity f Vn [kip]Utilization bV = Vua/f Vn Status Steel Strength*2.856 41.242 7 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**11.425 123.413 10 OK Concrete edge failure in direction **1 N/A N/A N/A N/A * highest loaded anchor **anchor group (relevant anchors) 1 Shear Anchor Reinforcement has been selected! 4.1 Steel Strength Vsa = 0.6 Ase,V futa ACI 318-19 Eq. (17.7.1.2b) f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi] 1.41 75,000 Calculations Vsa [kip] 63.450 Results Vsa [kip]f steel f Vsa [kip]Vua [kip] 63.450 0.650 41.242 2.856 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-5 12.75 Rev 2 Page: Specifier: E-Mail: Date: 5 felipepena@playlsi.com 8/11/2025 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 2 6.917 0.000 0.000 10.375 y c,N cac [in.]kc l a f' c [psi] 1.000 -24 1.000 4,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [kip] 1,296.00 430.56 1.000 1.000 1.000 1.000 29.286 Results Vcpg [kip]f concrete f Vcpg [kip]Vua [kip] 176.304 0.700 123.413 11.425 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.718 0.093 5/3 60 OK bNV = bz N + bz V <= 1 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-5 12.75 Rev 2 Page: Specifier: E-Mail: Date: 6 felipepena@playlsi.com 8/11/2025 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format. • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • For additional information about ACI 318 strength design provisions, please go to https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/ • The design of Anchor Reinforcement is beyond the scope of PROFIS Engineering. Refer to ACI 318-19, Section 17.5.2.1 (a) for information about Anchor Reinforcement. • The design of Anchor Reinforcement is beyond the scope of PROFIS Engineering. Refer to ACI 318-19, Section 17.5.2.1 (b) for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Engineering calculations. Fastening meets the design criteria! www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-5 12.75 Rev 2 Page: Specifier: E-Mail: Date: 7 felipepena@playlsi.com 8/11/2025 7 Installation data Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 55 1 1/2 Profile: Round HSS (AISC), HSS12.75X.375; (L x W x T) = 12.800 in. x 12.800 in. x 0.375 in. Item number: not available Hole diameter in the fixture: df = 1.562 in. Maximum installation torque: - Plate thickness (input): 1.500 in. Hole diameter in the base material: - in. Recommended plate thickness: not calculated Hole depth in the base material: 25.000 in. Minimum thickness of the base material: 26.500 in. Æ 1 1/2 in Heavy Hex Head ASTM F 1554 GR. 55 with 25 in nominal embedment depth per Technical data , cast in place installation per MPII Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -7.625 -7.625 10.375 25.625 10.375 25.625 2 7.625 -7.625 25.625 10.375 10.375 25.625 3 -7.625 7.625 10.375 25.625 25.625 10.375 4 7.625 7.625 25.625 10.375 25.625 10.375 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-5 12.75 Rev 2 Page: Specifier: E-Mail: Date: 8 felipepena@playlsi.com 8/11/2025 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-7 16 Rev 2 Page: Specifier: E-Mail: Date: 1 felipepena@playlsi.com 8/11/2025 Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 55 1 1/2 Item number: not available Specification text:Æ 1 1/2 in Hex Head ASTM F 1554 GR. 55 with 25 in nominal embedment depth per Technical data , cast in place installation per MPII, Effective embedment depth: hef = 25.000 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data Issued I Valid: - | - Proof: Design Method ACI 318-19 / CIP Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b) Stand-off installation: eb = 0.000 in. (no stand-off); t = 1.500 in. Anchor plateR : lx x ly x t = 30.000 in. x 30.000 in. x 1.500 in.; (Recommended plate thickness: not calculated) Profile: Round HSS (AISC), HSS16X.375; (L x W x T) = 16.000 in. x 16.000 in. x 0.375 in. Base material: cracked concrete, Custom, fc' = 4,500 psi; h = 420.000 in. Reinforcement: tension: present, shear: present; anchor reinforcement: tension, shear edge reinforcement: > No. 4 bar with stirrups R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [kip, ft.kip] THESE LOADS ARE THE SUPPORT FORCES ON NODE 10 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-7 16 Rev 2 Page: Specifier: E-Mail: Date: 2 felipepena@playlsi.com 8/11/2025 1.1 Design results Case Description Forces [kip] / Moments [ft.kip]Seismic Max. Util. Anchor [%] 1 Combination 1 N = -5.610; Vx = 6.037; Vy = 11.552; Mx = -198.12000; My = 123.26000; Mz = 0.00000; no 65 2 Load case/Resulting anchor forces Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0.345 1.629 0.755 1.444 2 0.000 1.629 0.755 1.444 3 0.000 1.629 0.755 1.444 4 8.459 1.629 0.755 1.444 5 29.811 1.629 0.755 1.444 6 42.533 1.629 0.755 1.444 7 39.172 1.629 0.755 1.444 8 21.697 1.629 0.755 1.444 Max. concrete compressive strain: 0.49 [‰] Max. concrete compressive stress: 2,148 [psi] Resulting tension force in (x/y)=(-4.240/-6.642): 142.016 [kip] Resulting compression force in (x/y)=(5.940/9.715): 147.626 [kip] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [kip]Capacity f Nn [kip]Utilization bN = Nua/f Nn Status Steel Strength*42.533 79.312 54 OK Pullout Strength*42.533 65.948 65 OK Concrete Breakout Failure**1 N/A N/A N/A N/A Concrete Side-Face Blowout, direction y-*39.172 97.668 41 OK * highest loaded anchor **anchor group (anchors in tension) 1 Tension Anchor Reinforcement has been selected! THESE LOADS ARE THE SUPPORT FORCES ON NODE 10 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-7 16 Rev 2 Page: Specifier: E-Mail: Date: 3 felipepena@playlsi.com 8/11/2025 3.1 Steel Strength Nsa = Ase,N futa ACI 318-19 Eq. (17.6.1.2) f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 1.41 75,000 Calculations Nsa [kip] 105.750 Results Nsa [kip]f steel f Nsa [kip]Nua [kip] 105.750 0.750 79.312 42.533 3.2 Pullout Strength NpN = y c,p Np ACI 318-19 Eq. (17.6.3.1) Np = 8 Abrg f' c ACI 318-19 Eq. (17.6.3.2.2a) f NpN ³ Nua ACI 318-19 Table 17.5.2 Variables y c,p Abrg [in.2]l a f' c [psi] 1.000 2.62 1.000 4,500 Calculations Np [kip] 94.212 Results Npn [kip]f concrete f Npn [kip]Nua [kip] 94.212 0.700 65.948 42.533 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-7 16 Rev 2 Page: Specifier: E-Mail: Date: 4 felipepena@playlsi.com 8/11/2025 3.3 Concrete Side-Face Blowout, direction y- Nsb = 160 acorner ca1 √Abrg l a √f' c ACI 318-19 Eq. (17.6.4.1) f Nsb ³ Nua ACI 318-19 Table 17.5.2 acorner = (1 + ca2 ca1) 4 see ACI 318-19, Section 17.6.4.1.1 Variables ca1 [in.]ca2 [in.]Abrg [in.2]l a f' c [psi]s [in.] 9.000 21.000 2.62 1.000 4,500 - Calculations acorner Nsb [kip] 0.833 130.223 Results Nsb [kip]f concrete f Nsb [kip]Nua [kip] 130.223 0.750 97.668 39.172 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-7 16 Rev 2 Page: Specifier: E-Mail: Date: 5 felipepena@playlsi.com 8/11/2025 4 Shear load Load Vua [kip]Capacity f Vn [kip]Utilization bV = Vua/f Vn Status Steel Strength*1.629 41.242 4 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**13.034 150.910 9 OK Concrete edge failure in direction **1 N/A N/A N/A N/A * highest loaded anchor **anchor group (relevant anchors) 1 Shear Anchor Reinforcement has been selected! 4.1 Steel Strength Vsa = 0.6 Ase,V futa ACI 318-19 Eq. (17.7.1.2b) f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi] 1.41 75,000 Calculations Vsa [kip] 63.450 Results Vsa [kip]f steel f Vsa [kip]Vua [kip] 63.450 0.650 41.242 1.629 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-7 16 Rev 2 Page: Specifier: E-Mail: Date: 6 felipepena@playlsi.com 8/11/2025 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 2 6.000 0.000 0.000 9.000 y c,N cac [in.]kc l a f' c [psi] 1.000 -24 1.000 4,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [kip] 1,476.01 324.00 1.000 1.000 1.000 1.000 23.662 Results Vcpg [kip]f concrete f Vcpg [kip]Vua [kip] 215.585 0.700 150.910 13.034 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.645 0.086 5/3 50 OK bNV = bz N + bz V <= 1 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-7 16 Rev 2 Page: Specifier: E-Mail: Date: 7 felipepena@playlsi.com 8/11/2025 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format. • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • For additional information about ACI 318 strength design provisions, please go to https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/ • The design of Anchor Reinforcement is beyond the scope of PROFIS Engineering. Refer to ACI 318-19, Section 17.5.2.1 (a) for information about Anchor Reinforcement. • The design of Anchor Reinforcement is beyond the scope of PROFIS Engineering. Refer to ACI 318-19, Section 17.5.2.1 (b) for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Engineering calculations. Fastening meets the design criteria! www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-7 16 Rev 2 Page: Specifier: E-Mail: Date: 8 felipepena@playlsi.com 8/11/2025 7 Installation data Anchor type and diameter: Hex Head ASTM F 1554 GR. 55 1 1/2 Profile: Round HSS (AISC), HSS16X.375; (L x W x T) = 16.000 in. x 16.000 in. x 0.375 in. Item number: not available Hole diameter in the fixture: df = 1.562 in. Maximum installation torque: - Plate thickness (input): 1.500 in. Hole diameter in the base material: - in. Recommended plate thickness: not calculated Hole depth in the base material: 25.000 in. Minimum thickness of the base material: 26.500 in. Æ 1 1/2 in Hex Head ASTM F 1554 GR. 55 with 25 in nominal embedment depth per Technical data , cast in place installation per MPII Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 12.000 0.000 33.000 9.000 21.000 21.000 2 8.485 8.485 29.485 12.515 29.485 12.515 3 0.000 12.000 21.000 21.000 33.000 9.000 4 -8.485 8.485 12.515 29.485 29.485 12.515 Anchor x y c-x c+x c-y c+y 5 -12.000 0.000 9.000 33.000 21.000 21.000 6 -8.485 -8.485 12.515 29.485 12.515 29.485 7 0.000 -12.000 21.000 21.000 9.000 33.000 8 8.485 -8.485 29.485 12.515 12.515 29.485 www.hilti.com Hilti PROFIS Engineering 3.1.19 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: Landscape Structures Inc. 8131 Forney Rd. | CP042041 STD-7 16 Rev 2 Page: Specifier: E-Mail: Date: 9 felipepena@playlsi.com 8/11/2025 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 7'-8" 9'-1" 1'-1" 1' - 1 1 " 1' - 9 " 3' - 1 1 " 1'-8" 8'-5" 1'-10" 2'-6 " 10'-0 " 2'-10 " 8' - 9 " 9' - 6 " 8' - 7 " 9' - 4 " 1'-9 " 3'-3" 2' - 6 " 3'-6"3' - 4 " 8'-9" 5' - 2 " 5'-0" 5'-0" 5' - 0 " 5' - 0 " 2'-0"2'-0" 13 ' - 1 1 " 2'-0" 4'-7" 1'-8" 1'-8" 1'- 5 " 4'-1 0 " 1'-7" 1'-7" 1'-7 " FINISH SURFACE LEGEND INTEGRAL COLOR TINTED PCC PATHWAY WITH SURFACE RETARTER FINISH - SEE CIVIL PLANS FOR INSTALLATION AND SPECIFICATIONS FOR FINISH INTERLOCKING CONCRETE PAVERS - SEE CIVIL PLANS FOR INSTALLATION AND SPECIFICATIONS FOR FINISH RESILIENT RUBBER SURFACE - SEE CIVIL PLANS FOR INSTALLATION AND SPECIFICATIONS FOR FINISH FILE NO.: CITY OF SANTA ANA 38%/,&:25.6$*(1&< 5(9,6,216 5()(5(1&(6 NUMBER DATE INITIALS DESCRIPTION APPROVED INSTALLED CONSTRUCTION COMPLETED: SHEET OF 53 PR O J E C T N O . 2 4 - 6 6 0 0 : B R I S T O L - T O L L I V E R S T R E E T U R B A N G R E E N I N G P R O J E C T BENCHMARK NO.: SA-330-99 ELEV.: 80.635 NAVD88 TWO WORKING DAYSBEFORE YOU DIG 8QGHUJURXQG6HUYLFH$OHUW NOTICE TO CONTRACTOR RI6RXWKHUQ&DOLIRUQLD PURSUANT TO ASSEMBLY BILL 4216 NO EXCAVATION PERMITIS VALID UNLESS THE CONTRACTOR CONTACTS AND OBTAINS A DIG ALERT TICKET NUMBER. CALL 811 AT LEAST TWOWORKING DAYS PRIOR TO COMMENCING EXCAVATION. .QRZZKDW VEHORZ EHIRUH\RXGLJ&DOO 5 DATE DESIGNED: MA DRAWN: PL CHECKED: MA REVIEWED FOR CONSTRUCTABILITY:SEAN THOMAS, PRINCIPAL CIVIL ENGINEER PRINCIPAL CIVIL ENGINEER RCE NO.: 62968 LANDSCAPE ARCHITECT: ELEVATIONS SHOWN HEREON ARE BASED UPON THE COUNTY OF ORANGE SURVEY BENCHMARK SA-330-99 WITH A PUBLISHED ELEVATION OF 80.635 FEET (NAVD88). THE BEARINGS AND COORDINATES SHOWN HEREON ARE BASED UPON THE CALIFORNIA COORDINATE SYSTEM OF 1983 (CCS83), ZONE 6 NAD83. BEARINGS ARE BASED LOCALLY UPON FIELD-OBSERVED BASELINE BETWEEN CONTINUOUSLY OPERATING REFERENCE STATIONS (CORS) TRAK AND LGWD. SAID BEARING WAS MEASURED TO BE N56°03'03” E. 9/18/24 12/02/24 LIC NO.: 4129 BRISTOL-TOLLIVER STREET URBAN GREENING PREPARED UNDER THE SUPERVISION OF:MAURICIO ARGENTE, RLA RECOMMENDED FOR CONSTRUCTION:JASON GABRIEL, PRINCIPAL CIVIL ENGINEER PRINCIPAL CIVIL ENGINEER RCE NO.: 80470 '(6,*168%0,77$/ L-6 RESILIENT RUBBER SURFACE - SEE CIVIL PLANS EXERCISE AREA SHADE STRUCTURE POST - TYPICAL OF FOUR - FINAL LOCATION TO BE DETERMINED BY CONTRACTOR'S SHADE STRUCTURE DESIGNER ALIGN EXERCISE EQUIPMENT CENTERLINES PARALLEL WITH NORTH MOST CURB EXERCISE EQUIPMENT FALL ZONE - TYPICAL CL CL CL CL ALIGN PICNIC AREA SITE FURNITURE AND PLANTERS PARALLEL WITH THE WEST MOST CURB FACE INTERLOCKING CONCRETE PAVERS - SEE CIVIL PLANS CONCRETE TRASH AND RECYCLING RECEPTACLES SUPPLIED BY THE CITY AND INSTALLED BY CONTRACTOR 2-PERSON INCLINE SIT-UP / SGR019 BY GREENFIELDS OUTDOOR FITNESS ACCESSIBLE LAT PULL DOWN AND VERTICAL PRESS / SGR048CW BY GREENFIELDS OUTDOOR FITNESS 2-PERSON LEG PRESS / SGR102 BY GREENFIELDS OUTDOOR FITNESS 2-PERSON BACK AND ARMS BOMBO / SGR042 BY GREENFIELDS OUTDOOR FITNESS TREE PLANTER TYPICAL - SEE CIVIL PLANS CONCRETE PICNIC BENCH VY QCP CORPORATION - MODEL Q-LB96PT - TABLES TO BE ALIGNED IN THE SOUTH-NORTH DIRECTION AND EVENLY SPACED FROM EDGE OF PLANTERS PLAYGROUND AREA SHADE STRUCTURE POST - TYPICAL OF FIVE - FINAL LOCATION TO BE DETERMINED BY CONTRACTOR'S SHADE STRUCTURE DESIGNER PICNIC AREA 1/4" = 1'-0"A EXERCISE AREA 1/4" = 1'-0"B PLAYGROUND AREA 1/4" = 1'-0"C SCALE: 1/4" = 1'-0" 0' 2' 4'8'4' NOTE: NORTH ARROW AND BAR SCALE APPLY TO ALL PLAN VIEWS ON THIS SHEET. LANDSCAPE STRUCTURES INC. PLAYGROUND STRUCTURES DESIGN # 1181397-03-02 - FINAL LOCATION OF PLAYGROUND EQUIPMENT TO BE DETERMINED BY CONTRACTOR'S DESIGNER RESILIENT RUBBER SURFACE - SEE CIVIL PLANS PLAYGROUND EQUIPMENT FALL ZONE - TYPICAL 21 LANDSCAPE CONSTRUCTION DETAIL SHEET 3 CONSTRUCTION NOTES 1 CONSTRUCT 4" PCC SIDEWALK PER DETAIL A, SHEET DD-01. 2% MAX. CROSS-SLOPE. WIDTH PER PLANS. PROVIDE INTEGRAL COLOR AND FINISH PER SPECIFICATIONS. WEAKENED PLANE JOINTS TO BE CONSTRUCTED PER LANDSCAPE PLANS. 1A CONSTRUCT SLOPE PAVING PER DETAIL F, SHEET DD-02. 2 CONSTRUCT VEHICULAR RATED PCC PAVING WITH INTEGRAL CURB PER DETAIL B, SHEET DD-01. 2% MAX. SLOPE IN ANY DIRECTION. PROVIDE INTEGRAL COLOR AND FINISH PER SPECIFICATIONS. WEAKENED PLANE JOINTS TO BE CONSTRUCTED PER LANDSCAPE PLANS. 3 CONSTRUCT MULTI-PURPOSE TURF AREA PER LANDSCAPE PLANS. 4 CONSTRUCT PLANTING ZONE PER LANDSCAPE PLANS. 5 CONSTRUCT INTERLOCKING CONCRETE PAVERS PER DETAIL C, SHEET DD-01. 6 CONSTRUCT BIORETENTION BASIN WITH UNDERDRAIN PER DETAIL F, SHEET DD-01. 7 CONSTRUCT 8" TALL CONCRETE CURB AND GUTTER PER C.S.A. STD. PLAN 1101, TYPE A-2-8. EXTEND BASE MATERIALS FROM ADJACENT PAVING BELOW C&G. 8 CONSTRUCT CONCRETE HEADER PER DETAIL D, SHEET DD-01. 8A CONSTRUCT CONCRETE HEADER PER DETAIL D, SHEET DD-01 AROUND 4' X 4' TREE WELL PER LANDSCAPE PLANS. 9 INSTALL SIGN PER DETAIL A, SHEET DD-02. SIGN TYPE PER PLAN. 10 INSTALL EDUCATIONAL SIGN PER DETAIL B, SHEET DD-02. SIGNAGE DESIGN PER SPECIFICATIONS. 11 INSTALL MONUMENT SIGN PER DETAIL E, SHEET DD-05. 11A INSTALL 2' WIDE X 12' LONG YELLOW CONTINENTAL CROSS WALK MARKINGS 11B REMOVE AND REPLACE RIGHT TURN ARROW PAVEMENT MARKING PER CALTRANS STD. PLAN NO. A24A, TYPE IV (R). 11C REMOVE AND REPLACE STOP BAR AND STOP MARKING PER C.S.A. STD. PLAN NO. 1505 AND AS SHOWN. 12 INSTALL PLAY EQUIPMENT AND SHADE STRUCTURES PER LANDSCAPE PLANS. POURED-IN-PLACE RUBBER SURFACING PER DETAIL I, SHEET DD-07. POSTS/POLES IN RUBBER SURFACING PER DETAIL H, SHEET DD-07. 13 INSTALL FITNESS EQUIPMENT AND SHADE STRUCTURE PER LANDSCAPE PLANS. POURED-IN -PLACE RUBBER SURFACING PER DETAIL I, SHEET DD-07. POSTS/POLES IN RUBBER SURFACING PER DETAIL H, SHEET DD-07. 14 INSTALL DRINKING FOUNTAIN PER DETAIL D, SHEET DD-06. REFER TO QP-01 FOR ADDITIONAL INFORMATION. MOUNT DRINKING FOUNTAIN TO CONCRETE PAD PER MANUFACTURER RECOMMENDATIONS. 15 INSTALL PARK TABLE PER LANDSCAPE PLANS. 16 INSTALL PARK BENCH PER LANDSCAPE PLANS. BENCH TO BE MOUNTED TO CONCRETE PAVING PER MANUFACTURERS RECOMMENDATIONS. 16A INSTALL PARK BENCH PER LANDSCAPE PLANS. BENCH TO BE MOUNTED PER DETAIL F, SHEET DD-05. 17 INSTALL TRASH RECEPTACLES PER LANDSCAPE PLANS. TRASH RECEPTACLES TO BE FURNISHED BY THE CITY AND INSTALLED BY THE CONTRACTOR. 18 CONSTRUCT ALLEY CONCRETE PAVING PER C.S.A. STD. PLAN NO. 1111 SECTION A-A. PROVIDE 4" CMB AND 10" PREPARED SUBGRADE SIMILAR TO DETAIL B, SHEET DD-01. 19 CONSTRUCT ALLEY DRIVEWAY INCLUDING GUTTER PAN PER C.S.A. PLAN 1111. PROVIDE 4" CMB AND 10" PREPARED SUBGRADE SIMILAR TO DETAIL B, SHEET DD-01. 20 CONSTRUCT ASPHALT CONCRETE PAVING PER DETAIL G, SHEET DD-01. 20A ASPHALT CONCRETE PAVING 2" COLD MILL AND OVERLAY 21 FUTURE SKATEPARK WITH INTERIM 2" MULCH COVER (BY OTHERS) 22 CONSTRUCT SPORTS COURT CONCRETE SLAB PER DETAIL D, SHEET DD-02. SPORT COURT STRIPING BY OTHERS. 23 CONSTRUCT BASKETBALL HOOP AND FOOTING PER DETAIL F, SHEET DD-07. 23A CONSTRUCT REMOVABLE BOLLARD PER DETAIL E, DD-03. 24 CONSTRUCT LIGHT POLE FOUNDATION PER DETAIL C, SHEET DD-02. 24A CONSTRUCT REDWOOD HEADER PER DETAIL H, SHEET DD-01. 24B CONSTRUCT LIGHT POLE WITH CAMERA FOOTING PER DETAIL E, SHEET DD-02. 25 DECORATIVE ARCHITECTURAL FENCE PER LANDSCAPE PLANS. SEE DETAIL E, SHEET DD-04 FOR FENCE POST FOOTINGS. 26 REMOVE EXISTING WALL. LIMIT PER PLANS. 27 PROTECT EXISTING WALL IN PLACE. 28 REPAIR NEW WALL END. CAP LOCATION TO MATCH EXISTING WALL MATERIAL AND COLOR 29 REMOVE AND RECONSTRUCT CURB RAMP PER PLAN AND SPPWC STD. PLAN NO. 111-5, CASE C. DETECTABLE WARNING SURFACE PER DETAIL G, SHEET DD-07. 29A CONSTRUCT DETECTABLE WARNING SURFACE WITH FULL WIDTH OF PAVING AND 3' DEEP PER DETAIL G, SHEET DD-07. 51 CONSTRUCT 12" X 12" CATCH BASIN WITH ATRIUM GRATE (NDS OR APPROVED EQUAL) PER DETAIL D, SHEET DD-04. INSTALL ADDITIONAL RISERS AS NEEDED FOR SPECIFIED INVERT ELEVATIONS. 52 RECONSTRUCT CONCRETE SWALE PER SECTION A, THIS SHEET. MATCH EXISTING SWALE DIMENSIONS. 1.REFER TO THE DISPOSITION PLANS FOR THE PROTECTION AND REMOVAL OF EXISTING SITE FEATURES AND UTILITIES. 2.CENTERLINE AND RIGHT-OF-WAY DATA SHOWN IS BASED UPON A SEARCH OF AVAILABLE RECORD DATA ONLY. 3.CONTRACTOR SHALL RESET ANY MONUMENTS OR TIES DISTURBED OR LOST DURING CONSTRUCTION ACTIVITIES IN ACCORDANCE WITH THE SPECIFICATIONS. 4.IF CONTAMINATED SOILS OR MATERIALS ARE ENCOUNTERED BY THE CONTRACTOR DURING EXCAVATION, THEY SHOULD BE DISPOSED OF PROPERLY. DISPOSAL OF ANY CONTAMINATED SOIL, MATERIALS, OR WATER SHOULD BE IN ACCORDANCE WITH THE LOCAL AND COUNTY GUIDELINES AND JURISDICTIONS. 5.REFER TO ELECTRICAL PLANS FOR PROPOSED LIGHTING IMPROVEMENTS. 6.REFER TO LANDSCAPE PLANS FOR PROPOSED PLANTING AND IRRIGATION IMPROVEMENTS. 7.REFER TO QP-01 FOR PROPOSED STORM DRAIN AND WATER UTILITY IMPROVEMENTS. 8.THE RUNNING SLOPES FOR PROPOSED SIDEWALKS SHALL NOT EXCEED 5% AND CROSS SLOPES SHALL NOT EXCEED 2%. FOUR FOOT WIDE MINIMUM PATH OF TRAVEL TO BE PROVIDED ALONG ALL SIDEWALKS. SLOPES IN MULTIDIRECTIONAL WALKWAYS SHALL NOT EXCEED 2% IN ANY DIRECTION. 9.SLOPES WITHIN THE PROPOSED SKATE PARK WALKABLE SURFACES (EXCLUDING SKATE ELEMENTS), BASKETBALL COURT, PLAY AREAS, AND FITNESS EQUIPMENT AREAS SHALL NOT EXCEED 2% IN ANY DIRECTION. 10.SEE DISPOSITION PLAN RA-01 AND LANDSCAPE PLANS FOR DISPOSITION OF EXISTING TREES. 11.GRADING PLAN DOES NOT INCLUDE THE VERTICAL PROJECTION OF THE SKATE ELEMENTS. REFER TO THE SKATE PARK PLANS FOR ADDITIONAL INFORMATION. GENERAL NOTES: x xxxx x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx x x x x x x xx x x x x x x x x x x x xx SS SS TE L SDSD W PB WM TB FH GV PPP WM WV WV WV IR V IR V IR V IR V IR V IR V IR V B IR V B IR V B IR V B IR V B IR V B IR V B IR V B IR V B IR V B IR V B IR V B IR V B TB TBTB STOP OT OT OT OT OT OT OT OT OT OT OT OT OT OT OE OE OE OE OE OE OE OE OE OE OE OE OE OE OT OT OT OT OE OE OE OE HESPERIAN ST BRISTOL ST TO L L I V E R S T ALLEY (8 1 ) (81) (80) (80) (80) (80) (79) (79) (79)(78) WV WV WV (82) (81) (82) (80) (79) (81 ) (80) (83) (8 2 ) (8 0 ) (8 1 ) (8 2 ) 7677 78 78 78 8081 81 8.0 0 ' 9. 5 0 ' 8. 0 0 ' 9. 1 ' 6.00' 6. 0 0 ' 9.00' 8. 0 0 ' 8. 0 0 ' 76 7682 8283 82 51 51 51 2' 1.9 8 % 4.0 0 ' 5.0' TYP. 82 83 79 7982 8312 . 0 0 ' 2.00' 2'5' CONC 81.45 CONC 81.57 CONC 81.70 CONC 81.56 CONC 81.36 CONC 81.50 CONC 81.41 CONC 81.56 CONC 81.41 CONC 81.53 CONC 81.72 CONC 81.60 CONC 81.61 CONC 81.49 CONC 81.65 CONC 81.50 CONC 81.66 CONC 81.78 CONC 81.92 CONC 82.04 CONC 80.84 CONC 80.87 CONC 80.89 CONC 80.84 CONC 80.93 CONC 80.80 CONC 80.79 CONC 79.53 CONC 79.44 CONC 78.15 CONC 78.22 CONC 77.84 CONC 78.08 CONC 79.02 CONC 79.14 CONC 80.01 CONC 79.89 CONC 78.25 CONC 78.17 CONC 78.18 CONC 78.12 CONC 78.05 5 1 4 4 5 1 1 4 5 1 6 3 4 4 45 4 13 16 16 17 16A16A 15 17 16A 16 4 17 16 17 9 ROW ROW ROW ROW ROW ROW ROW 4 ROW 25 23 22 21 ROW 14 24 24 24 24 SEE GENERAL NOTE 10 SEE GENERAL NOTE 10 SEE GENERAL NOTE 10 SEE GENERAL NOTE 10 SEE GENERAL NOTE 10 27 27 BOTTOM OF BASIN EDGE FS 75.81 TYP TOP OF BASIN EDGE FS 76.81 TYP 8 23 8 8 SEE GENERAL NOTE 10 1.6 9 % 3. 1 6 % 1.69% 2.9 9 % 33.35% 14.41% 0. 4 2 % 8.8 6 % 1.6 9 % 7.5 4 % 8.4 1 % 1.2 4 % 1.76% 3:1 MAX 3: 1 M A X 3:1 MAX 0.30 % 0.01%1.04%1.40% 1.39% 1.65% 1.46% 1.24% 0. 6 1 % 1. 4 4 % 1. 5 0 % 1.50 % 1.5 0 % 1. 5 4 % 1. 5 0 % 1. 4 9 % 1. 4 9 % 3.3 1 % 13 . 7 6 % 9. 3 4 % 1. 5 8 % 1.9 3 % 2.6 7 % CONC 78.00 8 HDR 81.92 HDR 81.84 HDR 81.79 HDR 82.64 HDR 82.26 HDR 83.05 HDR 83.04 CONC 82.92 CONC 82.12 16 17 8 CONC 81.84 HDR 82.12 HDR 82.07 HDR 82.06 HDR 81.74 HDR 81.62 HDR 81.55 HDR 81.29 HDR 81.23 HDR 81.17 HDR 81.54 CONC 77.99 SEE GENERAL NOTE 10 SEE GENERAL NOTE 10 TOP OF RIDGE FS 81.21 FS 83.58 FS 83.93 CONC 80.75 FS 81.14 FS 81.01 SEE GENERAL NOTE 10 SEE GENERAL NOTE 10 FS 80.92 FS 80.97 TG 80.92 51 TG 81.34 11 11 FS 77.26 TC 77.93 JOIN EXISTING (FS 78.32) (FS 78.19) JOIN EXISTING (FS 81.32) FS 81.51 TC (81.15) 10 TG 81.42 4 TG 81.35 TG 80.64 8 TG 80.65 TG 80.59 TG 77.43 TG 77.74 TG 77.98 1 25 25 25 24 24B 24 24 24 24 24 24 24B 24 29 19 18 SAWCUT ALONG EXISTING JOINT TYP. 18 MATCH EXISTING FLOW LINE (TYP) 7 27 20 28 PROVIDE GRADE BREAK TO PROVIDE 2% MAX. SLOPE ALONG 5' WIDE SEGMENT. CONC 77.20 CONC 77.40 2% MAX. 0.97 % CONC 77.16 CONC 76.97 FL 76.18 TC 76.85 FL 76.16 TC 76.83 FL 76.15 TC 76.21 FL 76.14 TC 76.20 (2.6 9 % ) (FS 77.45) (FS 77.48) (FS 77.29) (FS 77.06) (FS 77.22) (FS 77.03) (FS 77.08) (FS 77.44) (FS 76.65) (1.63%) (FS 77.10) (FL 77.04) 0.25%0.2 5 % (FS 77.07) FL 77.10 FL77.07 (FS 77.05) (FL 77.14) CONC 81.47 HDR 82.04 HDR 83.24 24 CONC 80.84 10 FS 77.57 TC 78.24 16 16 HDR 81.43 1. 5 0 % 1. 5 0 % 1. 5 0 % 1.25%1.25% 1. 5 0 % 1.09% 1.09% GB 82.44 GB/HP 83.39 GB 81.39 24 10 12 2 FS 77.37 TC 78.04 (TC 78.47) (FL 77.82) (TC 78.44) (FL 77.79) FS 75.82 FS 76.98 CONC 80.00 RIM 76.31 (FS 77.45) 26 CONC 81.47 CONC 81.55 CONC 81.49 FL 80.78 FL 80.81 TC 81.38 FL 80.71 TC 81.40 FL 80.73 TC (81.32) FL (80.70) FL (80.51) FS 80.83 FS 80.65 FS 80.86 FS 80.89 11A CONC 81.53 11C 11C 11B EXISTING BIKE LANE STRIPING. PROTECT IN PLACE APPROX. LOCATION OF EXISTING CURB RAMP ON NORTH SIDE OF INTERSECTION (CONTRACTOR TO VERIFY) 1.54% CONC 81.11 CONC 80.60 CONC 80.35 CONC 81.19 CONC 81.10 CONC 80.92 8A 7 20 FS 80.87 23A 9 PARK RULES 9 PARK RULES 9 PARK RULES PARK RULES 51 (FS 81.19) 20A 1 23A HDR 81.66HDR 82.06 52 HDR 82.17 HDR 82.13 CONC 81.73 CONC 81.74 0.12% 1.9 7 % 9 51 5151 29A 51 TG 81.4051 FS 81.412.5 5 % 5.86 % 8 2.6 8 % 1.24% 4.88 % 5114 CONC 81.03 ANTILITTER SIGNAGE 8 9 TG 80.79 TG 80.85 1.15% CONC 80.96 1.0 3 % (FS 77.03) 10 . 3 ' 9 CONSTRUCT WITH 4' MIN. WIDTH AND 2% MAX. CROSS SLOPE. FS 81.80 FS 80.18 FS 79.31 8A 8A CONC 81.05 CONC 81.89 CONC 82.07 CONC 82.93 SPORT COURT STRIPING (BY OTHERS) SAFETY BARRIER FENCE BETWEEN COURT AND SKATE PARK (BY OTHERS) 80 77 76 24A CONC 80.00 CONC 80.001.00% 0. 5 0 % CONC 80.00 (FS 80.03) (FS 79.70) (FS 80.03) 1A FS 77.54 TC 78.21 FS 76.98 CURB OPENING FS 77.46 TC 78.13 78 79 CONC 77.51 CONC 77.75 SPORT LIGHT POLE (BY OTHERS) LEGEND: PROPOSED PEDESTRIAN CONCRETE PAVING GRADE BREAK LINE EXISTING SURFACE CONTOUR PROPOSED SURFACE CONTOUR RIGHT OF WAY (XX) PROPOSED TURF PROPOSED LANDSCAPE AREA PROPOSED ENHANCED PAVEMENT PROPOSED AC ROADWAY PAVEMENT XX EXISTING WALL REMOVAL PROPOSED ALLEY CONCRETE PAVING PROPOSED VEHICULAR ACCESS CONCRETE PAVING FUTURE SKATEPARK WITH INTERIM 2" MULCH COVER (BY OTHERS) - PERIMETER HEADER BY CONTRACTOR PROPOSED BIORETENTION BASIN WITH UNDERDRAIN DETECTABLE WARNING SURFACE COLD MILL AND OVERLAY PROPOSED SPORTS COURT CONCRETE SLAB FILE NO.: CITY OF SANTA ANA PUBLIC WORKS AGENCY REVISIONS REFERENCES NUMBER DATE INITIALS DESCRIPTION APPROVED INSTALLED CONSTRUCTION COMPLETED: SHEET OF 53 PR O J E C T N O . 2 4 - 6 6 0 0 : B R I S T O L - T O L L I V E R S T R E E T U R B A N G R E E N I N G P R O J E C T BENCHMARK NO.: SA-330-99 ELEV.: 80.635 NAVD88 .DA. TWO WORKING DAYS BEFORE YOU DIG Underground Service Alert NOTICE TO CONTRACTOR of Southern California PURSUANT TO ASSEMBLY BILL 4216 NO EXCAVATION PERMIT IS VALID UNLESS THE CONTRACTOR CONTACTS AND OBTAINS A DIG ALERT TICKET NUMBER. CALL 811 AT LEAST TWO WORKING DAYS PRIOR TO COMMENCING EXCAVATION. Know what's below. before you dig.Call R DATE DESIGNED: JS DRAWN: ML/NP/RA/JA CHECKED: JS REVIEWED FOR CONSTRUCTABILITY: SEAN THOMAS, PRINCIPAL CIVIL ENGINEER SENIOR CIVIL ENGINEER: ELEVATIONS SHOWN HEREON ARE BASED UPON THE COUNTY OF ORANGE SURVEY BENCHMARK SA-330-99 WITH A PUBLISHED ELEVATION OF 80.635 FEET (NAVD88). THE BEARINGS AND COORDINATES SHOWN HEREON ARE BASED UPON THE CALIFORNIA COORDINATE SYSTEM OF 1983 (CCS83), ZONE 6 NAD83. BEARINGS ARE BASED LOCALLY UPON FIELD-OBSERVED BASELINE BETWEEN CONTINUOUSLY OPERATING REFERENCE STATIONS (CORS) TRAK AND LGWD. SAID BEARING WAS MEASURED TO BE N56°03'03” E. 12/13/2024 12/13/2024 RCE NO.: 85736 PS-07129 BRISTOL-TOLLIVER STREET URBAN GREENING PREPARED UNDER THE SUPERVISION OF: JUSTIN SMITH, PE RECOMMENDED FOR CONSTRUCTION: JASON GABRIEL, PRINCIPAL CIVIL ENGINEER 100% DESIGN SUBMITTAL PRECISE GRADING PLAN DA-03 SH T - D A 0 3 - X X X X X X - R 0 0 . D W G (SCALE : 1" = 20') 6 2.50 ' A __ SECTION A PROPOSED PAVING CONCRETE PAVING. CONSTRUCT FLUSH WITH ADJACENT PAVING. INTEGRAL 8" CONCRETE CURB PROPOSED GRADE EXISTING GRADE EXISTING WALL AND FOUNDATION TO BE REMOVED PROPOSED ALLEY GUTTER PROPOSED CONCRETE ALLEY PAVEMENT 20.5'+/-21.0' x x x x EXISTING FENCE EXISTING FINISHED SURFACE TO REMAIN 3.0' 8" 2 06/20/25 J.S.SPORTS COURT REVISION 3 07/24/25 J.S.SKATE PARK REVISION 4 4 08/19/25 J.S.DESIGN REVISIONS 4 4 4 4 4 CITY OF SANTA ANA Planning and Building Agency MEMORANDUM To: Jason Kwak, PE Building Safety Manager Planning & BuildingAgency From: Cesar E. Barrera, PE Approved FOR PERMIT ISSUANCE Master ID: Date: Date: September 23, 2025 Deputy Public Works Director/Acting City Engineer, Public Works Agency Subject: Waiver of Plan Check Fees for City Project 24-6600: Bristol -Tolliver Street Urban Greening Project The Public Works Agency is assisting the Parks & Recreation Department with managing design and construction of the Bristol -Tolliver Street Urban Greening Project. The Project includes a new electrical service, shade structures, and play equipment, which require Planning, Building, and Electrical plan check and permitting. Being that this is a City project, we are requesting that all fees be waived. If you have any questions or need additional information, please contact Gerardo Padilla at gpadilla5 ci.santa-ana.org or x5636 or Craig Foster at cfoster .santa-ana.org or x5659. Cesar E. Barrera, P.E. Deputy Public Works Director/Acting City Engineer Public Works Agency YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs SUBMITTAL DESCRIPTION: Engineering Calcs and drawings for Play Equipment. REVIEW COMMENTS: SUBMITTAL TRANSMITTAL TO: City of Santa Ana 20 Civic Center Plaza M-22 Santa Ana, CA 92701 Attention: Gerardo Padilla SUBMITTAL NUMBER: 81 FROM: Legion Contractors, Inc. 445 S Figueroa St, Suite 2580 Los Angeles, CA 90071 DATE REQUESTED: 09/08/2025 PROJECT 24-6600 BRISTOL-TOLLIVER STREET URBAN GREENING PROJECT SUBMITTAL SUBJECT: Play Equipment Engineering and Drawings SPECIFICATION SECTION NUMBER: 11.02 PARAGRAPH NUMBER: 1.2D NUMBER OF PAGES TRANSMITTED BY: Alec Caceres DATE: 09/08/2025 NUMBER OF PAGES: NO EXCEPTION TAKEN AMEND & RESUBMIT MAKE CORRECTIONS NOTED REJECTED – SEE REMARKS REVIEW IS FOR GENERAL COMPLIANCE WITH CONTRACT DOCUMENTS. NO RESPONSIBILITY IS ASSUMED FOR CORRECTNESS OF DIMENSIONS OF DETAILS REVIEW BY: DATE: Cc: Construction Inspector – Michael Magana Contract Administrator – Gerardo Padilla File - Submittals Larson Engineering, Inc. 3524 Labore Road White Bear Lake, MN 55110-5126 651.481.9120 Fax: 651.481.9201 www.larsonengr.com Bristol Tolliver Park Santa Ana, California Structural Calculations Playbooster, Evos, and Weevos Assemblies Post and Footing Analysis Calculation Release #1 Prepared for Landscape Structures Delano, MN Larson Engineering, Inc. White Bear Lake, Minnesota Project Number 11250537.000 © 2025 Larson Engineering, Inc. All rights reserved. 09/05/2025 Larson Engineering, Inc. 3524 Labore Road White Bear Lake, MN 55110-5126 651.481.9120 Fax: 651.481.9201 www.larsonengr.com Table of Contents Design Criteria…………………………………………………… I to II Product Plans…..………………...……………………………… III Load Determination...…………………………………………… LD1 to LD2 Member Calculations……………………………………………. MC1 to MC4 Appendix……………….………………………………………… AP1 to AP7 Larson Engineering, Inc. 3524 Labore Road White Bear Lake, MN 55110-5126 651.481.9120 Fax: 651.481.9201 www.larsonengr.com I Design Criteria Project Information: Project: Bristol Tolliver Park Project Location: Santa Ana, CA Project Number: 11250537 Structural work scope presented in this calculation package is limited to the design of the 5" DIA. aluminum and steel posts, and 3.5” DIA. steel posts for the Playbooster, Evos, and Weevos assemblies, as well as the associated concrete footings. Structural design is limited to wind and seismic loads only. Building Code Used For Design: 2022 California Building Code (2021 IBC) Load Criteria 1. Wind Load Criteria per 2022 CBC (ASCE 7-16): Basic Wind Speed 95 mph (Ultimate Wind Speed) Building Exposure B Risk Category II 2. Seismic Load Criteria per Terracon Geotechnical Engineering Report (Project No. CB235154) and 2022 CBC (ASCE 7-16): SDS = 0.863g SD1 = 0.567g Site Class D Risk Category II Seismic Design Category D 3. Structural calculations based on the Landscape Structures drawing #1181397- 03-03 dated 11/25/2024. Aluminum 1. Extruded aluminum tubes shall be 6005A-T61 Temper and alloy. 2. Aluminum members are designed per the “Specification for Aluminum Structures Allowable Stress Design,” 2020. Bristol Tolliver Park Santa Ana, CA II 11250537 Structural Steel 1. Steel pipes shall meet the requirements of Fy = 50 ksi and Fu = 62 ksi. 2. Steel members are designed per the “Steel Construction Manual”, Fifteenth Edition. Concrete 1. Cast-in-place concrete strength shall be f’c = 3500 psi, normal weight, and air entrained. 2. Concrete designed per ACI 318-19. Soil 1. The lateral soil bearing pressure per Terracon Geotechnical Engineering Report (Project No. CB235154) is assumed to be ρ = 175psf/ft with the first 2’ of depth for lateral resistance to be neglected. 2. The soil bearing pressure per Terracon Geotechnical Engineering Report (Project No. CB235154) and 2022 CBC is assumed to be σ = 1500 psf. Disclaimers 1. The structural conditions analyzed in this calculation package represent the most critical conditions found by Larson Engineering in the shop drawings and/or other design documents. Similar conditions shown on the shop drawings and/or other design documents have been reviewed and are acceptable by comparison to the analyzed components. 2. The following calculation package represents Larson Engineering’s interpretation of the design intent of the shop drawings and specifications. Larson Engineering is not responsible for verification of dimensions, material take-offs, installation and coordination with other building trades. If as built conditions differ from the conditions shown in this calculation package, Landscape Structures must bring these differences to the attention of Larson Engineering so that the as built conditions can be structurally verified. 3. Live load testing has been performed by Landscape Structures and is not accounted for in this calculation package. Bristol Tolliver Park Product Plans Playbooster, Evos, and Weevos III 11250537 08/20/2025MAM PLAYBOOSTER, EVOS, AND WEEVOS PLAN N.T.S. CITY OF SANTA ANA Planning and Building Agency Larson Engineering, Inc. 3524 Labore Road White Bear Lake, MN 55110-5126 651.481.9120 Fax: 651.481.9201 www.larsonengr.com j • • Load Determination Approved FOR PERMIT ISSUANCE Master ID: Date: SUBJECT:Bristol Tolliver Park Load Determination Wind Loads SHEET NO:LD1 - PROJECT NO: 11250537 BY:MAM DATE: 09/03/2025 1 Wind Loads Per 2022 CBC (ASCE 7-16): Per CBC section 1609.1.1, the following wind loads are determined per chapters 26 to 30 of ASCE 7 Risk Category: II ASCE 7-16 Table 1.5-1 Basic Wind Speed: ≔V ⋅95 mph Basic Wind Speed ASCE 7-16 Figure 26.5-1A/ B/C/D Wind Load Parameters: ≔Kd 0.85 Directionality Factor ASCE 7-16 Table 26.6-1 B Exposure Category ASCE 7-16 Section 26.7 ≔Kzt 1.0 Topographic Factor ASCE 7-16 Section 26.8.2 Open Enclosure Classification ASCE 7-16 Section 26.12 ≔G 0.85 Gust Factor ASCE 7-16 Section 26.11.1 Velocity Pressure Exposure Coefficient: ≔z ⋅149 in Height Above Ground Level =α 7.0 Terrain Exposure Constant ASCE 7-16 Table 26.11-1 =zg 1200 ft Terrain Exposure Constant ASCE 7-16 Table 26.11-1 =Kz 0.57 Velocity Pressure Exposure Coefficient ASCE 7-16 Table 26.10-1 Ground Elevation Factor: ≔Ze ⋅82 ft Ground Elevation above Sea Level =Ke 1 Ground Elevation Factor ASCE 7-16 Table 26.9-1 Velocity Pressure: ≔qz =⋅⋅⋅⋅⋅⋅0.00256 Kz Kzt Kd Ke ⎛⎝⋅V mph-1⎞⎠2 psf 11.3 psf ASCE 7-16 Equation 26.10-1 Force Coefficients: SUBJECT:Bristol Tolliver Park Load Determination Wind Loads SHEET NO:LD1 - PROJECT NO: 11250537 BY:MAM DATE: 09/03/2025 2 Force Coefficients: Panel: Rush Slide ≔s ⋅66 in Height of panel ASCE 7-16 Figure 29.3-1 ≔h ⋅11 in Height from ground to bottom of panel ≔B ⋅24 in Width of panel =―s h 6 =―B s 0.36 =Cf1 1.6 ASCE 7-16 Figure 29.3-1 Round Post: Hemisphere Climber ≔h2 ⋅149 in Height of structure ASCE 7-16 Figure 29.4-1 ≔D ⋅5 in Diameter of cross section ≔D'⋅0 in Depth of protruding elements =―h2 D 29.8 =⋅―D ft ‾‾‾‾ ――qz psf 1.4 =Cf2 1.2 ASCE 7-16 Figure 29.4-1 Wind Loads: Panels: ≔pw1 max ⎛⎝,⋅16 psf ⋅⋅qz G Cf1⎞⎠=pw1 16 psf Round Post: ≔pw2 max ⎛⎝,⋅16 psf ⋅⋅qz G Cf2⎞⎠=pw2 16 psf SUBJECT:Bristol Tolliver Park Load Determination Seismic Loads SHEET NO:LD2 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 1 Seismic Loads Per 2022 CBC (ASCE 7-16), and Terracon Geotechnical Engineering Report: Per CBC section 1613.1, the following seismic loads are determined per chapters 11, 12, 13, 15, 17, and 18 of ASCE 7 Risk Category: II ASCE 7-16 Table 1.5-1 Seismic Parameters: Site Class: D ASCE 7-16 Table 20.3-1 =Ie 1 ASCE 7-16 Table 1.5-2 ≔SS 1.295 *Geotech Report* Note: If , proceed according to ASCE 7-16 Section 11.4.8. >S1 0.2 ≔S1 0.462 *Geotech Report* ≔Fa 1.0 *Geotech Report* ≔Fv 1.84 *Geotech Report* ≔SMS =⋅Fa SS 1.3 ASCE 7-16 Eq. 11.4-1 ≔SM1 =⋅Fv S1 0.85 ASCE 7-16 Eq. 11.4-2 ≔SDS =⋅―2 3 SMS 0.863 ASCE 7-16 Eq. 11.4-3 ≔SD1 =⋅―2 3 SM1 0.567 ASCE 7-16 Eq. 11.4-4 Seismic Design =Category “D” ASCE 7-16 Table 11.6-1 Seismic Base Shear: ≔R 2.0 Non-building structure type: "Amusement structure & Monuments" ASCE 7-16 Table 15.4-2 ≔Ct 0.02 ≔x 0.75 ASCE 7-16 Table 12.8-2 ≔hn ⋅12.42 ft Structural Height ≔Ta =⋅Ct ⎛ ⎜ ⎝ ―hn ft ⎞ ⎟ ⎠ x 0.13 ASCE 7-16 Eq. 12.8-7 ≔T =Ta 0.13 ≔Ts =――SD1 SDS 0.66 ASCE 7-16 11.4.6 ≔TL 8 ASCE 7-16 Fig. 22-14 SUBJECT:Bristol Tolliver Park Load Determination Seismic Loads SHEET NO:LD2 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 2 ≔Cs.12.8.2 =――SDS ⎛ ⎜ ⎝ ―R Ie ⎞ ⎟ ⎠ 0.43 ASCE 7-16 Eq. 12.8-2 ≔Csmax1 =―――SD1 ⋅Ta ⎛ ⎜ ⎝ ―R Ie ⎞ ⎟ ⎠ 2.14 ASCE 7-16 Eq. 12.8-3 ≔Csmax2 =――――⋅SD1 TL ⋅Ta 2 ⎛ ⎜ ⎝ ―R Ie ⎞ ⎟ ⎠ 129.48 ASCE 7-16 Eq. 12.8-4 ≔Csmax =‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≤Ta TL ‖ ‖‖Csmax1 ‖ ‖‖Csmax2 2.14 ASCE 7-16 12.8.1.1 ≔Csmin1 0.03 ASCE 7-16 15.4.1 ≔Csmin2 =―――⋅0.8 S1 ⎛ ⎜ ⎝ ―R Ie ⎞ ⎟ ⎠ 0.18 ASCE 7-16 Eq. 15.4-2 ≔Csmin =‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else ≥S1 0.6 ‖ ‖‖Csmin2 ‖ ‖‖Csmin1 0.03 ASCE 7-16 15.4.1 ≔Cs =‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else if else if <T ⋅1.5 Ts ‖ ‖‖Cs.12.8.2 >>TL T ⋅1.5 Ts ‖ ‖‖⋅1.5 Csmax1 >T TL ‖ ‖‖⋅1.5 Csmax2 0.43 ASCE 7-16 11.4.8, Exception 2 ≔minvalue =if ⎛⎝,,≥Cs Csmin “OK” “NG”⎞⎠“OK” ≔maxvalue =if ⎛⎝,,≤Cs Csmax “OK” “NG”⎞⎠“OK” =Cs 0.43 ≔V ⋅Cs W ASCE 7-16 Eq. 12.8-1 CITY OF SANTA ANA Planning and Building Agency Larson Engineering, Inc. 3524 Labore Road White Bear Lake, MN 55110-5126 651.481.9120 Fax: 651.481.9201 www.larsonengr.com j • • Member Calculations Approved FOR PERMIT ISSUANCE Master ID: Date: SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post A SHEET NO:MC1 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 1 Hemisphere Steel Post Analysis: Wind Loading: (Sheet LD1-2) ≔pw1 ⋅16 psf (Panels) ≔pw2 ⋅16 psf (Round Post) Wind Load Area: ≔Aw1 =⋅⋅0.75 in ⎛ ⎜⎝+⋅―――⋅212 in 2 6 ⋅⋅72 in 16 ⎞ ⎟⎠9.31 ft2 (Hemisphere Climber Ropes) ≔Aw2 =⋅⋅―――――⋅⋅⋅2 π 148 in 2 5 in 16.14 ft2 (Post) Wind Force: ≔Fw1 =⋅pw1 Aw1 0.149 kip (Hemisphere Climber Ropes) ≔Fw2 =⋅pw2 Aw2 0.258 kip (Post) Location: (first 14" are buried plus two feet due to soil) ≔Hw1 =++⋅14 in ⋅24 in ⋅⋅148 in ―2 3 136.67 in (Hemisphere Climber Ropes) ≔Hw2 =++⋅14 in ⋅24 in ⋅⋅148 in ―2 3 136.67 in (Post) Moment: Number of Posts, ≔nw1 2 ≔Mw1 =――――⋅⎛⎝Fw1⎞⎠Hw1 nw1 10.18 ⋅kip in Number of Posts, ≔nw2 2 ≔Mw2 =――――⋅⎛⎝Fw2⎞⎠Hw2 nw2 17.65 ⋅kip in ≔MWtot =+Mw1 Mw2 27.83 ⋅kip in SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post A SHEET NO:MC1 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 2 Seismic Analysis: Seismic Load: (Sheet LD2-2) ≔Cs 0.43 ≔V ⋅Cs W Element Weights: ≔W1 ⋅145 lbf (Hemisphere Climber Ropes) ≔W2 ⋅98 lbf (Post) Seismic Force: ≔VE1 =⋅Cs W1 0.062 kip ≔VE2 =⋅Cs W2 0.042 kip Location: (first 14" are buried plus two feet due to soil) ≔HE1 =++⋅14 in ⋅24 in ⋅⋅148 in ―2 3 136.67 in (Hemisphere Climber Ropes) ≔HE2 =++⋅14 in ⋅24 in ⋅⋅148 in ―2 3 136.67 in (Post) Moment: Number of Posts, ≔nE1 2 ≔ME1 =――――⋅⎛⎝VE1⎞⎠HE1 nE1 4.26 ⋅kip in Number of Posts, ≔nE2 2 ≔ME2 =――――⋅⎛⎝VE2⎞⎠HE2 nE2 2.88 ⋅kip in ≔MEtot =+ME1 ME2 7.14 ⋅kip in Wind and Seismic Moments (ASD): Wind:≔Mwa =⋅0.6 MWtot 16.7 ⋅kip in Seismic:≔MEa =⋅0.7 MEtot 5 ⋅kip in Controlling =Load “Wind”Use for design checks =Mu 16.7 ⋅kip in Reaction (ASD): ≔RT =⋅0.6 ⎛ ⎜ ⎜⎝ +――Fw1 nw1 ――Fw2 nw2 ⎞ ⎟ ⎟⎠ 0.122 kip SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post A SHEET NO:MC1 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 3 Hemisphere Climber Steel Post Check: Round Steel Tube Section Properties:Tube size:5.0 x 0.120 ≔Fy ⋅50 ksi ≔Fu ⋅62 ksi ≔E ⋅29000 ksi ≔Ω 1.67 =Ir 5.48 in4 =dr 5 in =Ar 1.84 in2 =Sr 2.19 in3 =tr 0.12 in =Jr 10.96 in4 =Zr 2.86 in3 ≔rr =―dr 2 2.5 in ≔Lb =+⋅14 in ―――――⋅⋅⋅2 π 148 in 4 246.48 in Compact VS Slender (AISC 15th Ed. Table B4.1b): ≔λ1 =―dr tr 41.67 ≔FB4.1b⎛⎝λ1⎞⎠ ⎛ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜⎝ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else <λ1 ⋅0.07 ―E Fy‖‖“Compact” ‖‖“Noncompact” if ≥λ1 ⋅0.31 ―E Fy‖‖“Slender” ⎞ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟⎠ =FB4.1b⎛⎝λ1⎞⎠“Noncompact” Flexural Steel Tube Moments (AISC 15th Ed. Sect. F8): Plastic Yield Moment:≔Mp =⋅Fy Zr 142.9 ⋅kip in LB Nominal Moment: ≔Fcr =―――⋅0.33 E ―dr tr 230 ksi ≔Mn_FLB ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝FB4.1b⎛⎝λ1⎞⎠“Compact” ‖ ‖‖Mp if ＝FB4.1b⎛⎝λ1⎞⎠“Noncompact” ‖ ‖ ‖ ‖ ‖‖ ⋅⎛ ⎜ ⎜ ⎜⎝ +―――⋅0.021 E ―dr tr Fy ⎞ ⎟ ⎟ ⎟⎠ Sr if ＝FB4.1b⎛⎝λ1⎞⎠“Slender” ‖ ‖‖⋅Fcr Sr =Mn_FLB 141.57 ⋅kip in ≔Mn =―――――min⎛⎝,Mp Mn_FLB⎞⎠ Ω 85 ⋅kip in =――Mu Mn 0.20 OK SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post A SHEET NO:MC1 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 4 Footing at Hemisphere Climber Steel Posts: Non-Constrained Footing: Reaction and Moment: (Sheet MC1-2) =RT 0.12 kip =Mu 16.7 ⋅kip in ≔h =――Mu RT 136.67 in Design: Assumed depth: ≔d ⋅50 in Allowable Lateral Soil Bearing:≔ρlat ⋅175 ――psf ft Height:=h 136.67 in Footing Diameter:≔b ⋅24 in Lateral Bearing:≔S1 =⋅⋅⋅―1 3 d 2 ρlat 486.11 psf Area:≔A =⋅2.34 ――RT ⋅S1 b 0.29 ft Required Depth:≔d =+⋅⋅0.5 A ⎛ ⎜ ⎜ ⎝+1 ⎛ ⎜⎝+1 ⎛ ⎜⎝⋅4.36 ―h A ⎞ ⎟⎠ ⎞ ⎟⎠ ―1 2 ⎞ ⎟ ⎟ ⎠⋅2 ft 48.76 in Designed Footing: 24" DIA. X 50" DP. C.I.P. PIER SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post A SHEET NO:MC1 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 5 Post Embedment in Footing: Embedment Depth: ≔x ⋅20 in Effective Width of Compression Block: ≔bc ⋅5 in (Post Diameter) Applied Lateral Load/Shear: ≔Vpost =――RT 0.6 203.65 lbf Shear Span/Moment Arm: ≔a =h 136.67 in Eccentricity: PCI 7th Ed. 6.8 ≔e =+a ―x 2 146.67 in Concrete Compressive Strength: ≔fc ⋅3500 psi Shear Capacity: PCI 7th Ed. Eq. 6-75 (modified for plain concrete) ≔Vc.ϕ =――――――⋅⋅⋅⋅0.6 0.85 fc bc x +1 ⋅3.6 ―e x 6514.6 lbf =――Vpost Vc.ϕ 0.03 OK Flexure in Footing: Applied Moment/Flexure: ≔Mftg =――Mu 0.6 27.83 ⋅kip in Concrete Modification Factor: ≔λ 1.0 Footing Section Modulus: ≔Sm =―――――⋅π ⎛⎝-b4 bc 4 ⎞⎠ ⋅32 b 1354.61 in3 Flexural Strength at Tension Face: ACI 318-19, Eq. 14.5.2.1a ≔Mn.ϕ1 ⋅0.6 ⎛⎝⋅⋅⋅5 λ ⎛⎝⋅‾‾fc psi0.5⎞⎠Sm ⎞⎠ =Mn.ϕ1 240.42 ⋅kip in Flexural Strength at Compression Face: ACI 318-19, Eq. 14.5.2.1b ≔Mn.ϕ2 ⋅0.6 ⎛⎝⋅⋅0.85 fc Sm⎞⎠ =Mn.ϕ2 2417.98 ⋅kip in Governing Flexural Strength: ≔Mn.ϕ =min⎛⎝,Mn.ϕ1 Mn.ϕ2⎞⎠240.42 ⋅kip in =――Mftg Mn.ϕ 0.12 OK SUBJECT:Bristol Tolliver Park Member Calculations Typ. Aluminum Post B SHEET NO:MC2 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 1 PlayBooster Aluminum Post Analysis: Wind Analysis: Wind Loading: (Sheet LD1-2) ≔pw1 ⋅16 psf (Panels) ≔pw2 ⋅16 psf (Round Post) Wind Load Area: ≔Aw1 =+⋅⋅⋅24 in 55 in ⋅⋅⋅8 in 38 in 11.28 ft2 (Rush Slide) ≔Aw2 =⋅⋅⋅2.375 in 120 in 1.98 ft2 (SwiggleKnots Bridge) ≔Aw3 =⋅⋅⋅5 in 98 in 3.4 ft2 (Post) Wind Force: ≔Fw1 =⋅pw1 Aw1 0.18 kip ≔Fw2 =⋅pw2 Aw2 0.032 kip ≔Fw3 =⋅pw2 Aw3 0.054 kip Location: (first 14" are buried plus two feet due to soil) ≔Hw1 =++⋅14 in ⋅24 in ⋅66 in 104 in (Rush Slide) ≔Hw2 =++⋅14 in ⋅24 in ⋅92 in 130 in (SwiggleKnots Bridge) ≔Hw3 =++⋅14 in ⋅24 in ⋅98 in 136 in (Post) Moment: Number of Posts, ≔nw1 2 ≔Mw1 =――――⋅⎛⎝Fw1⎞⎠Hw1 nw1 9.38 ⋅kip in Number of Posts, ≔nw2 2 ≔Mw2 =――――⋅⎛⎝Fw2⎞⎠Hw2 nw2 2.06 ⋅kip in Number of Posts, ≔nw3 1 ≔Mw3 =――――⋅⎛⎝Fw3⎞⎠Hw3 nw3 7.4 ⋅kip in ≔MWtot =++Mw1 Mw2 Mw3 18.85 ⋅kip in SUBJECT:Bristol Tolliver Park Member Calculations Typ. Aluminum Post B SHEET NO:MC2 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 2 Seismic Analysis: Seismic Load: (Sheet LD2-2) ≔Cs 0.43 ≔V ⋅Cs W Element Weights: ≔W1 ⋅255 lbf (Rush Slide) ≔W2 ⋅141 lbf (SwiggleKnots Bridge) ≔W3 ⋅31 lbf (Post) Seismic Force: ≔VE1 =⋅Cs W1 0.11 kip ≔VE2 =⋅Cs W2 0.061 kip ≔VE3 =⋅Cs W3 0.013 kip Location: (first 14" are buried plus two feet due to soil) ≔HE1 =++⋅14 in ⋅24 in ⋅66 in 104 in (Rush Slide) ≔HE2 =++⋅14 in ⋅24 in ⋅92 in 130 in (SwiggleKnots Bridge) ≔HE3 =++⋅14 in ⋅24 in ⋅98 in 136 in (Post) Moment: Number of Posts, ≔nE1 2 ≔ME1 =――――⋅⎛⎝VE1⎞⎠HE1 nE1 5.7 ⋅kip in Number of Posts, ≔nE2 2 ≔ME2 =――――⋅⎛⎝VE2⎞⎠HE2 nE2 3.94 ⋅kip in Number of Posts, ≔nE3 1 ≔ME3 =――――⋅⎛⎝VE3⎞⎠HE3 nE3 1.81 ⋅kip in ≔MEtot =++ME1 ME2 ME3 11.46 ⋅kip in SUBJECT:Bristol Tolliver Park Member Calculations Typ. Aluminum Post B SHEET NO:MC2 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 3 Wind and Seismic Moments (ASD): Wind:≔Mwa =⋅0.6 MWtot 11.31 ⋅kip in Seismic:≔MEa =⋅0.7 MEtot 8.02 ⋅kip in Controlling =Load “Wind”Use for design checks =Mu 11.31 ⋅kip in Reaction (ASD): ≔RT =⋅0.6 ⎛ ⎜ ⎜⎝ ++――Fw1 nw1 ――Fw2 nw2 ――Fw3 nw3 ⎞ ⎟ ⎟⎠ 0.096 kip PlayBooster Aluminum Post Check: Member: 5" DIA X 0.125" THK Aluminum Tube 6005A-T61 (unwelded) Aluminum Properties: Per ADM Table 1-1,1-2, 1-3 & 2-17 =Fty 35 ksi =Fcy 35 ksi =Ftu 38 ksi ≔E ⋅10100 ksi =kt 1 =Bp 45 ksi =Dp 0.3 ksi ≔Ωu 1.95 =Cbr 66.9 =Bt 43.2 ksi =Bbr 66.8 ksi =Dbr 0.67 ksi ≔Ωy 1.65 =Cc 65.7 =Ct 11.9 =Dt 1.56 ksi =Btb 64.8 ksi =Ctb 7.4 =Dtb 4.46 ksi Post Section Properties: ≔Ix ⋅5.689 in4 ≔Iy ⋅5.689 in4 ≔Cb 1.0 ≔Sx ⋅2.276 in3 ≔Sy ⋅2.276 in3 ≔t ⋅0.125 in ≔J ⋅11.378 in4 ≔Zx ⋅2.971 in3 ≔Zy ⋅2.971 in3 ≔Cw ⋅0 in6 ≔m 1.15 ≔rx ⋅1.724 in ≔ry ⋅1.724 in ≔Rb ⋅2.438 in radius taken at mid thickness ≔Awz ⋅0 in2 cross sectional area of weld affected zone ≔Ag ⋅1.914 in2 SUBJECT:Bristol Tolliver Park Member Calculations Typ. Aluminum Post B SHEET NO:MC2 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 4 Local Buckling (per ADM Section F.3.3): Flat Elements in Uniform Compression: Round Hollow Elements (B.5.4.5): =―Rb t 19.5 ≔λ1.B.5.4.5u = ⎛ ⎜ ⎜ ⎜⎝ ――― -BT1 FCy1 DT1 ⎞ ⎟ ⎟ ⎟⎠ 2 27.7 ≔λ2.B.5.4.5u =CT1 11.9 ≔Fco = ⎛ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜⎝ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if <―Rb t λ2.B.5.4.5u ‖ ‖ ‖‖ -BT1 ⋅DT1 ‾‾‾ ―Rb t if ≥―Rb t λ2.B.5.4.5u ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ ――――――――⋅π2 E ⋅⋅16 ⎛ ⎜ ⎝―Rb t ⎞ ⎟ ⎠ ⎛ ⎜ ⎜ ⎜⎝+1 ―― ‾‾‾ ―Rb t 35 ⎞ ⎟ ⎟ ⎟⎠ 2 ⎞ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟⎠ 251.86 ksi ≔λ1.B.5.4.5w = ⎛ ⎜ ⎜ ⎜⎝ ――― -BT2 FCy2 DT2 ⎞ ⎟ ⎟ ⎟⎠ 2 47.34 ≔λ2.B.5.4.5w =CT2 19.7 ≔Fcw = ⎛ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜⎝ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if <―Rb t λ2.B.5.4.5w ‖ ‖ ‖‖ -BT2 ⋅DT2 ‾‾‾ ―Rb t if ≥―Rb t λ2.B.5.4.5w ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ ――――――――⋅π2 E ⋅⋅16 ⎛ ⎜ ⎝―Rb t ⎞ ⎟ ⎠ ⎛ ⎜ ⎜ ⎜⎝+1 ―― ‾‾‾ ―Rb t 35 ⎞ ⎟ ⎟ ⎟⎠ 2 ⎞ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟⎠ 16.61 ksi ≔F ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝Alloy “6005A-T61 (unwelded)” ‖ ‖‖Fco if ＝Alloy “6005A-T61 (welded)” ‖ ‖ ‖‖ +⋅Fco ⎛ ⎜ ⎜⎝ -1 ――Awz Ag ⎞ ⎟ ⎟⎠ ⋅Fcw ――Awz Ag SUBJECT:Bristol Tolliver Park Member Calculations Typ. Aluminum Post B SHEET NO:MC2 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 5 ≔Mnlbx.f = ⎛ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜⎝ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if also if else ∧≤―Rb t λ1.B.5.4.5u ＝Alloy “6005A-T61 (unwelded)” ‖ ‖‖ min⎛ ⎜⎝ ,⋅FCy1 Zx ⋅⋅1.5 FCy1 Sx⎞ ⎟⎠ ∧≤―Rb t λ1.B.5.4.5w ＝Alloy “6005A-T61 (welded)” ‖ ‖‖ min⎛ ⎜⎝ ,⋅FCy2 Zx ⋅⋅1.5 FCy2 Sx⎞ ⎟⎠ ‖ ‖‖⋅F Sx ⎞ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟⎠ 103.99 ⋅kip in Local Buckling (per ADM Section F.3.3): Pipes and round tubes (B.5.5.4): =―Rb t 19.5 ≔λ1.B.5.5.4u =CTb1 7.4 ≔λ2.B.5.5.4u =CT1 11.9 ≔Fco = ⎛ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜⎝ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if <―Rb t λ2.B.5.5.4u ‖ ‖ ‖‖ -BT1 ⋅DT1 ‾‾‾ ―Rb t if ≥―Rb t λ2.B.5.5.4u ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ ――――――――⋅π2 E ⋅⋅16 ⎛ ⎜ ⎝―Rb t ⎞ ⎟ ⎠ ⎛ ⎜ ⎜ ⎜⎝+1 ―― ‾‾‾ ―Rb t 35 ⎞ ⎟ ⎟ ⎟⎠ 2 ⎞ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟⎠ 251.86 ksi ≔λ1.B.5.5.4w =CTb2 11 ≔λ2.B.5.5.4w =CT2 19.7 ≔Fcw = ⎛ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜⎝ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if <―Rb t λ2.B.5.5.4w ‖ ‖ ‖‖ -BT1 ⋅DT1 ‾‾‾ ―Rb t if ≥―Rb t λ2.B.5.5.4w ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ ――――――――⋅π2 E ⋅⋅16 ⎛ ⎜ ⎝―Rb t ⎞ ⎟ ⎠ ⎛ ⎜ ⎜ ⎜⎝+1 ―― ‾‾‾ ―Rb t 35 ⎞ ⎟ ⎟ ⎟⎠ 2 ⎞ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟⎠ 36.32 ksi SUBJECT:Bristol Tolliver Park Member Calculations Typ. Aluminum Post B SHEET NO:MC2 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 6 ≔F ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝Alloy “6005A-T61 (unwelded)” ‖ ‖‖Fco if ＝Alloy “6005A-T61 (welded)” ‖ ‖ ‖‖ +⋅Fco ⎛ ⎜ ⎜⎝ -1 ――Awz Ag ⎞ ⎟ ⎟⎠ ⋅Fcw ――Awz Ag ≔Mnlbx.w = ⎛ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜⎝ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if also if else ∧≤―Rb t λ1.B.5.5.4u ＝Alloy “6005A-T61 (unwelded)” ‖ ‖ ‖‖ ⋅Sx ⎛ ⎜ ⎜⎝ -BTb1 ⋅DTb1 ‾‾‾ ―Rb t ⎞ ⎟ ⎟⎠ ∧≤―Rb t λ1.B.5.5.4w ＝Alloy “6005A-T61 (welded)” ‖ ‖ ‖ ‖ ⋅Sx ⎛ ⎜ ⎜⎝ -BTb2 ⋅DTb2 ‾‾‾ ―Rb t ⎞ ⎟ ⎟⎠ ‖ ‖‖⋅F Sx ⎞ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟⎠ 573.24 ⋅kip in ≔Mnlb.x =min⎛⎝,Mnlbx.f Mnlbx.w⎞⎠103.99 ⋅kip in Lateral-Torsional Buckling (per ADM Section F.4.3): ≔Mnpx =min⎛⎝,⋅Zx Fty ⋅⋅1.5 Sx Fty⎞⎠103.99 ⋅kip in ≔Lb =+⋅14 in ⋅98 in 112 in unbraced length ≔λF.4.2.3 =⋅2.3 ‾‾‾‾‾‾‾‾‾ ――――⋅Lb Sx ⋅Cb ‾‾‾‾⋅Iy J 12.9 ≔Mnmb.x ⎛ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜⎝ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if <λF.4.2.3 Cc‖ ‖ ‖ ‖‖ +⋅Mnpx ⎛ ⎜ ⎜⎝ -1 ―――λF.4.2.3 Cc ⎞ ⎟ ⎟⎠ ――――――⋅⋅⋅π2 E λF.4.2.3 Sx Cc 3 if ≥λF.4.2.3 Cc‖ ‖ ‖ ‖‖ ―――⋅⋅π2 E Sx λF.4.2.3 2 ⎞ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟⎠ Mullion Rupture Moment Capacity (Eqn. F2-1): ≔Mnu.x =―――⋅Zx Ftu kt 112.9 ⋅kip in Allowable Moment: ≔Mn =min ⎛ ⎜ ⎜⎝ ,,―――Mnmb.x Ωy ――Mnlb.x Ωy ――Mnu.x Ωu ⎞ ⎟ ⎟⎠ 56.88 ⋅kip in =――Mu Mn 0.2 OK SUBJECT:Bristol Tolliver Park Member Calculations Typ. Aluminum Post B SHEET NO:MC2 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 7 Footing at PlayBooster Aluminum Posts: Non-Constrained Footing: Reaction and Moment: (Sheet MC2-2) =RT 96.3 lbf =Mu 11.31 ⋅kip in ≔h =――Mu RT 117.42 in Design: Assumed depth: ≔d ⋅50 in Allowable Lateral Soil Bearing:≔ρlat ⋅175 ――psf ft Height:=h 117.42 in Footing Diameter:≔b ⋅18 in Lateral Bearing:≔S1 =⋅⋅⋅―1 3 d 2 ρlat 486.11 psf Area:≔A =⋅2.34 ――RT ⋅S1 b 0.31 ft Required Depth:≔dr =+⋅⋅0.5 A ⎛ ⎜ ⎜ ⎝+1 ⎛ ⎜⎝+1 ⎛ ⎜⎝⋅4.36 ―h A ⎞ ⎟⎠ ⎞ ⎟⎠ ―1 2 ⎞ ⎟ ⎟ ⎠⋅2 ft 47.72 in Designed Footing: 18" DIA. X 50" DP. C.I.P. PIER SUBJECT:Bristol Tolliver Park Member Calculations Typ. Aluminum Post B SHEET NO:MC2 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 8 Post Embedment in Footing: Embedment Depth: ≔x ⋅20 in Effective Width of Compression Block: ≔bc ⋅5 in (Post Diameter) Applied Lateral Load/Shear: ≔Vpost =――RT 0.6 160.5 lbf Shear Span/Moment Arm: ≔a =h 117.42 in Eccentricity: PCI 7th Ed. 6.8 ≔e =+a ―x 2 127.42 in Concrete Compressive Strength: ≔fc ⋅3500 psi Shear Capacity: PCI 7th Ed. Eq. 6-75 (modified for plain concrete) ≔Vc.ϕ =――――――⋅⋅⋅⋅0.6 0.85 fc bc x +1 ⋅3.6 ―e x 7457.52 lbf =――Vpost Vc.ϕ 0.02 OK Flexure in Footing: Applied Moment/Flexure: ≔Mftg =――Mu 0.6 18.85 ⋅kip in Concrete Modification Factor: ≔λ 1.0 Footing Section Modulus: ≔Sm =―――――⋅π ⎛⎝-b4 bc 4 ⎞⎠ ⋅32 b 569.15 in3 Flexural Strength at Tension Face: ACI 318-19, Eq. 14.5.2.1a ≔Mn.ϕ1 ⋅0.6 ⎛⎝⋅⋅⋅5 λ ⎛⎝⋅‾‾fc psi0.5⎞⎠Sm ⎞⎠ =Mn.ϕ1 101.01 ⋅kip in Flexural Strength at Compression Face: ACI 318-19, Eq. 14.5.2.1b ≔Mn.ϕ2 ⋅0.6 ⎛⎝⋅⋅0.85 fc Sm⎞⎠ =Mn.ϕ2 1015.93 ⋅kip in Governing Flexural Strength: ≔Mn.ϕ =min⎛⎝,Mn.ϕ1 Mn.ϕ2⎞⎠101.01 ⋅kip in =――Mftg Mn.ϕ 0.19 OK SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post C SHEET NO:MC3 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 1 Weevos Steel Post Analysis: Wind Loading: (Sheet LD1-2) ≔pw1 ⋅16 psf (Panels) ≔pw2 ⋅16 psf (Round Post) Wind Load Area: ≔Aw1 =⋅⋅⋅39 in 36 in 9.75 ft2 (Cozy Coaster Slide) ≔Aw2 =⋅⋅⋅39 in 42 in 11.38 ft2 (Cozy Coaster Stairs) ≔Aw3 =⋅⋅―――――⋅⋅⋅2 π 121 in 2 3.5 in 9.24 ft2 (Post) Wind Force: ≔Fw1 =⋅pw1 Aw1 0.156 kip (Cozy Coaster Slide) ≔Fw2 =⋅pw1 Aw2 0.182 kip (Cozy Coaster Stairs) ≔Fw3 =⋅pw2 Aw3 0.148 kip (Post) Location: (first 14" are buried plus two feet due to soil) ≔Hw1 =++⋅14 in ⋅24 in ⋅39 in 77 in (Cozy Coaster Slide) ≔Hw2 =++⋅14 in ⋅24 in ⋅39 in 77 in (Cozy Coaster Stairs) ≔Hw3 =++⋅14 in ⋅24 in ⋅⋅121 in ―2 3 118.67 in (Post) Moment: Number of Posts, ≔nw1 2 ≔Mw1 =――――⋅⎛⎝Fw1⎞⎠Hw1 nw1 6.01 ⋅kip in Number of Posts, ≔nw2 2 ≔Mw2 =――――⋅⎛⎝Fw2⎞⎠Hw2 nw2 7.01 ⋅kip in Number of Posts, ≔nw3 2 ≔Mw3 =――――⋅⎛⎝Fw3⎞⎠Hw3 nw3 8.77 ⋅kip in ≔MWtot =++Mw1 Mw2 Mw3 21.78 ⋅kip in SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post C SHEET NO:MC3 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 2 Seismic Analysis: Seismic Load: (Sheet LD2-2) ≔Cs 0.43 ≔V ⋅Cs W Element Weights: ≔W1 ⋅373 lbf (Cozy Coaster, includes stairs) ≔W2 ⋅――448 2 lbf (Post) Seismic Force: ≔VE1 =⋅Cs W1 0.16 kip ≔VE2 =⋅Cs W2 0.096 kip Location: (first 14" are buried plus two feet due to soil) ≔HE1 =++⋅14 in ⋅24 in ⋅39 in 77 in (Cozy Coaster) ≔HE2 =++⋅14 in ⋅24 in ⋅⋅121 in ―2 3 118.67 in (Post) Moment: Number of Posts, ≔nE1 2 ≔ME1 =――――⋅⎛⎝VE1⎞⎠HE1 nE1 6.18 ⋅kip in Number of Posts, ≔nE2 2 ≔ME2 =――――⋅⎛⎝VE2⎞⎠HE2 nE2 5.71 ⋅kip in ≔MEtot =+ME1 ME2 11.89 ⋅kip in Wind and Seismic Moments (ASD): Wind:≔Mwa =⋅0.6 MWtot 13.07 ⋅kip in Seismic:≔MEa =⋅0.7 MEtot 8.32 ⋅kip in Controlling =Load “Wind”Use for design checks =Mu 13.07 ⋅kip in Reaction (ASD): ≔RT =⋅0.6 ⎛ ⎜ ⎜⎝ ++――Fw1 nw1 ――Fw2 nw2 ――Fw3 nw3 ⎞ ⎟ ⎟⎠ 0.146 kip SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post C SHEET NO:MC3 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 3 Weevos Steel Post Check: Round Steel Tube Section Properties:Tube size:3.5 x 0.120 ≔Fy ⋅50 ksi ≔Fu ⋅62 ksi ≔E ⋅29000 ksi ≔Ω 1.67 =Ir 1.82 in4 =dr 3.5 in =Ar 1.27 in2 =Sr 1.04 in3 =tr 0.12 in =Jr 3.64 in4 =Zr 1.37 in3 ≔rr =―dr 2 1.75 in ≔Lb =+⋅14 in ―――――⋅⋅⋅2 π 121 in 4 204.07 in Compact VS Slender (AISC 15th Ed. Table B4.1b): ≔λ1 =―dr tr 29.17 ≔FB4.1b⎛⎝λ1⎞⎠ ⎛ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜⎝ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else <λ1 ⋅0.07 ―E Fy‖‖“Compact” ‖‖“Noncompact” if ≥λ1 ⋅0.31 ―E Fy‖‖“Slender” ⎞ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟⎠ =FB4.1b⎛⎝λ1⎞⎠“Compact” Flexural Steel Tube Moments (AISC 15th Ed. Sect. F8): Plastic Yield Moment:≔Mp =⋅Fy Zr 68.55 ⋅kip in LB Nominal Moment: ≔Fcr =―――⋅0.33 E ―dr tr 328 ksi ≔Mn_FLB ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝FB4.1b⎛⎝λ1⎞⎠“Compact” ‖ ‖‖Mp if ＝FB4.1b⎛⎝λ1⎞⎠“Noncompact” ‖ ‖ ‖ ‖ ‖‖ ⋅⎛ ⎜ ⎜ ⎜⎝ +―――⋅0.021 E ―dr tr Fy ⎞ ⎟ ⎟ ⎟⎠ Sr if ＝FB4.1b⎛⎝λ1⎞⎠“Slender” ‖ ‖‖⋅Fcr Sr =Mn_FLB 68.55 ⋅kip in ≔Mn =―――――min⎛⎝,Mp Mn_FLB⎞⎠ Ω 41 ⋅kip in =――Mu Mn 0.32 OK SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post C SHEET NO:MC3 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 4 Footing at Weevos Steel Posts: Non-Constrained Footing: Reaction and Moment: (Sheet MC3-2) =RT 0.15 kip =Mu 13.07 ⋅kip in ≔h =――Mu RT 89.68 in Design: Assumed depth: ≔d ⋅54 in Allowable Lateral Soil Bearing:≔ρlat ⋅100 ――psf ft Height:=h 89.68 in Footing Diameter:≔b ⋅24 in Lateral Bearing:≔S1 =⋅⋅⋅―1 3 d 2 ρlat 300 psf Area:≔A =⋅2.34 ――RT ⋅S1 b 0.57 ft Required Depth:≔d =+⋅⋅0.5 A ⎛ ⎜ ⎜ ⎝+1 ⎛ ⎜⎝+1 ⎛ ⎜⎝⋅4.36 ―h A ⎞ ⎟⎠ ⎞ ⎟⎠ ―1 2 ⎞ ⎟ ⎟ ⎠⋅2 ft 53.46 in Designed Footing: 24" DIA. X 54" DP. C.I.P. PIER SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post C SHEET NO:MC3 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 5 Post Embedment in Footing: Embedment Depth: ≔x ⋅20 in Effective Width of Compression Block: ≔bc ⋅3.5 in (Post Diameter) Applied Lateral Load/Shear: ≔Vpost =――RT 0.6 242.91 lbf Shear Span/Moment Arm: ≔a =h 89.68 in Eccentricity: PCI 7th Ed. 6.8 ≔e =+a ―x 2 99.68 in Concrete Compressive Strength: ≔fc ⋅3500 psi Shear Capacity: PCI 7th Ed. Eq. 6-75 (modified for plain concrete) ≔Vc.ϕ =――――――⋅⋅⋅⋅0.6 0.85 fc bc x +1 ⋅3.6 ―e x 6596.41 lbf =――Vpost Vc.ϕ 0.04 OK Flexure in Footing: Applied Moment/Flexure: ≔Mftg =――Mu 0.6 21.78 ⋅kip in Concrete Modification Factor: ≔λ 1.0 Footing Section Modulus: ≔Sm =―――――⋅π ⎛⎝-b4 bc 4 ⎞⎠ ⋅32 b 1356.55 in3 Flexural Strength at Tension Face: ACI 318-19, Eq. 14.5.2.1a ≔Mn.ϕ1 ⋅0.6 ⎛⎝⋅⋅⋅5 λ ⎛⎝⋅‾‾fc psi0.5⎞⎠Sm ⎞⎠ =Mn.ϕ1 240.76 ⋅kip in Flexural Strength at Compression Face: ACI 318-19, Eq. 14.5.2.1b ≔Mn.ϕ2 ⋅0.6 ⎛⎝⋅⋅0.85 fc Sm⎞⎠ =Mn.ϕ2 2421.45 ⋅kip in Governing Flexural Strength: ≔Mn.ϕ =min⎛⎝,Mn.ϕ1 Mn.ϕ2⎞⎠240.76 ⋅kip in =――Mftg Mn.ϕ 0.09 OK SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post D SHEET NO:MC4 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 1 Weevos Steel Post Analysis: Wind Loading: (Sheet LD1-2) ≔pw1 ⋅16 psf (Panels) ≔pw2 ⋅16 psf (Round Post) Wind Load Area: ≔Aw1 =⋅⋅⋅39 in 36 in 9.75 ft2 (Cozy Coaster Slide) ≔Aw2 =⋅⋅⋅39 in 42 in 11.38 ft2 (Cozy Coaster Stairs) ≔Aw3 =⋅⋅⋅96 in 1.9 in 1.27 ft2 (Swiggly Stix Bridge) ≔Aw4 =⋅π ⎛ ⎜⎝―――⋅28 in 2 ⎞ ⎟⎠ 2 4.28 ft2 (Color Splash Panel) ≔Aw5 =⋅⋅―――――⋅⋅⋅2 π 103 in 2 3.5 in 7.86 ft2 (Post) Wind Force: ≔Fw1 =⋅pw1 Aw1 0.156 kip (Cozy Coaster Slide) ≔Fw2 =⋅pw1 Aw2 0.182 kip (Cozy Coaster Stairs) ≔Fw3 =⋅pw2 Aw3 0.02 kip (Swiggly Stix Bridge) ≔Fw4 =⋅pw1 Aw4 0.068 kip (Color Splash Panel) ≔Fw5 =⋅pw2 Aw5 0.126 kip (Post) Location: (first 14" are buried plus two feet due to soil) ≔Hw1 =++⋅14 in ⋅24 in ⋅39 in 77 in (Cozy Coaster Slide) ≔Hw2 =++⋅14 in ⋅24 in ⋅39 in 77 in (Cozy Coaster Stairs) ≔Hw3 =++⋅14 in ⋅24 in ⋅64 in 102 in (Swiggly Stix Bridge) ≔Hw4 =++⋅14 in ⋅24 in ⋅47 in 85 in (Color Splash Panel) ≔Hw5 =++⋅14 in ⋅24 in ⋅⋅103 in ―2 3 106.67 in (Post) SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post D SHEET NO:MC4 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 2 Moment: Number of Posts, ≔nw1 2 ≔Mw1 =――――⋅⎛⎝Fw1⎞⎠Hw1 nw1 6.01 ⋅kip in Number of Posts, ≔nw2 2 ≔Mw2 =――――⋅⎛⎝Fw2⎞⎠Hw2 nw2 7.01 ⋅kip in Number of Posts, ≔nw3 2 ≔Mw3 =――――⋅⎛⎝Fw3⎞⎠Hw3 nw3 1.03 ⋅kip in Number of Posts, ≔nw4 1 ≔Mw4 =――――⋅⎛⎝Fw4⎞⎠Hw4 nw4 5.82 ⋅kip in Number of Posts, ≔nw5 2 ≔Mw5 =――――⋅⎛⎝Fw5⎞⎠Hw5 nw5 6.71 ⋅kip in ≔MWtot =++++Mw1 Mw2 Mw3 Mw4 Mw5 26.57 ⋅kip in SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post D SHEET NO:MC4 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 3 Seismic Analysis: Seismic Load: (Sheet LD2-2) ≔Cs 0.43 ≔V ⋅Cs W Element Weights: ≔W1 ⋅373 lbf (Cozy Coaster, includes stairs) ≔W2 ⋅126 lbf (Swiggly Stix Bridge) ≔W3 ⋅84 lbf (Color Splash Panel) ≔W4 ⋅――448 3 lbf (Post) Seismic Force: ≔VE1 =⋅Cs W1 0.16 kip ≔VE2 =⋅Cs W2 0.054 kip ≔VE3 =⋅Cs W3 0.036 kip ≔VE4 =⋅Cs W4 0.064 kip Location: (first 14" are buried plus two feet due to soil) ≔HE1 =++⋅14 in ⋅24 in ⋅39 in 77 in (Cozy Coaster) ≔HE2 =++⋅14 in ⋅24 in ⋅64 in 102 in (Swiggly Stix Bridge) ≔HE3 =++⋅14 in ⋅24 in ⋅47 in 85 in (Color Splash Panel) ≔HE4 =++⋅14 in ⋅24 in ⋅⋅103 in ―2 3 106.67 in (Post) Moment: Number of Posts, ≔nE1 2 ≔ME1 =――――⋅⎛⎝VE1⎞⎠HE1 nE1 6.18 ⋅kip in Number of Posts, ≔nE2 2 ≔ME2 =――――⋅⎛⎝VE2⎞⎠HE2 nE2 2.76 ⋅kip in Number of Posts, ≔nE3 1 ≔ME3 =――――⋅⎛⎝VE3⎞⎠HE3 nE3 3.07 ⋅kip in Number of Posts, ≔nE4 2 ≔ME4 =――――⋅⎛⎝VE4⎞⎠HE4 nE4 3.42 ⋅kip in ≔MEtot =+++ME1 ME2 ME3 ME4 15.43 ⋅kip in SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post D SHEET NO:MC4 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 4 Wind and Seismic Moments (ASD): Wind:≔Mwa =⋅0.6 MWtot 15.94 ⋅kip in Seismic:≔MEa =⋅0.7 MEtot 10.8 ⋅kip in Controlling =Load “Wind”Use for design checks =Mu 15.94 ⋅kip in Reaction (ASD): ≔RT =⋅0.6 ⎛ ⎜ ⎜⎝ ++++――Fw1 nw1 ――Fw2 nw2 ――Fw3 nw3 ――Fw4 nw4 ――Fw5 nw5 ⎞ ⎟ ⎟⎠ 0.186 kip SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post D SHEET NO:MC4 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 5 Weevos Steel Post Check: Round Steel Tube Section Properties:Tube size:3.5 x 0.120 ≔Fy ⋅50 ksi ≔Fu ⋅62 ksi ≔E ⋅29000 ksi ≔Ω 1.67 =Ir 1.82 in4 =dr 3.5 in =Ar 1.27 in2 =Sr 1.04 in3 =tr 0.12 in =Jr 3.64 in4 =Zr 1.37 in3 ≔rr =―dr 2 1.75 in ≔Lb =+⋅14 in ―――――⋅⋅⋅2 π 103 in 4 175.79 in Compact VS Slender (AISC 15th Ed. Table B4.1b): ≔λ1 =―dr tr 29.17 ≔FB4.1b⎛⎝λ1⎞⎠ ⎛ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜ ⎜⎝ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if else <λ1 ⋅0.07 ―E Fy‖‖“Compact” ‖‖“Noncompact” if ≥λ1 ⋅0.31 ―E Fy‖‖“Slender” ⎞ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟ ⎟⎠ =FB4.1b⎛⎝λ1⎞⎠“Compact” Flexural Steel Tube Moments (AISC 15th Ed. Sect. F8): Plastic Yield Moment:≔Mp =⋅Fy Zr 68.55 ⋅kip in LB Nominal Moment: ≔Fcr =―――⋅0.33 E ―dr tr 4 ksi ≔Mn_FLB ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ if ＝FB4.1b⎛⎝λ1⎞⎠“Compact” ‖ ‖‖Mp if ＝FB4.1b⎛⎝λ1⎞⎠“Noncompact” ‖ ‖ ‖ ‖ ‖‖ ⋅⎛ ⎜ ⎜ ⎜⎝ +―――⋅0.021 E ―dr tr Fy ⎞ ⎟ ⎟ ⎟⎠ Sr if ＝FB4.1b⎛⎝λ1⎞⎠“Slender” ‖ ‖‖⋅Fcr Sr =Mn_FLB 68.55 ⋅kip in ≔Mn =―――――min⎛⎝,Mp Mn_FLB⎞⎠ Ω 41 ⋅kip in =――Mu Mn 0.39 OK SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post D SHEET NO:MC4 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 6 Footing at Weevos Steel Posts: Non-Constrained Footing: Reaction and Moment: (Sheet MC5-2) =RT 0.19 kip =Mu 15.94 ⋅kip in ≔h =――Mu RT 85.59 in Design: Assumed depth: ≔d ⋅58 in Allowable Lateral Soil Bearing:≔ρlat ⋅100 ――psf ft Height:=h 85.59 in Footing Diameter:≔b ⋅24 in Lateral Bearing:≔S1 =⋅⋅⋅―1 3 d 2 ρlat 322.22 psf Area:≔A =⋅2.34 ――RT ⋅S1 b 0.68 ft Required Depth:≔d =+⋅⋅0.5 A ⎛ ⎜ ⎜ ⎝+1 ⎛ ⎜⎝+1 ⎛ ⎜⎝⋅4.36 ―h A ⎞ ⎟⎠ ⎞ ⎟⎠ ―1 2 ⎞ ⎟ ⎟ ⎠⋅2 ft 55.87 in Designed Footing: 24" DIA. X 58" DP. C.I.P. PIER SUBJECT:Bristol Tolliver Park Member Calculations Typ. Steel Post D SHEET NO:MC4 - PROJECT NO: 11250537 BY:MAM DATE: 09/05/2025 7 Post Embedment in Footing: Embedment Depth: ≔x ⋅20 in Effective Width of Compression Block: ≔bc ⋅3.5 in (Post Diameter) Applied Lateral Load/Shear: ≔Vpost =――RT 0.6 310.47 lbf Shear Span/Moment Arm: ≔a =h 85.59 in Eccentricity: PCI 7th Ed. 6.8 ≔e =+a ―x 2 95.59 in Concrete Compressive Strength: ≔fc ⋅3500 psi Shear Capacity: PCI 7th Ed. Eq. 6-75 (modified for plain concrete) ≔Vc.ϕ =――――――⋅⋅⋅⋅0.6 0.85 fc bc x +1 ⋅3.6 ―e x 6862.97 lbf =――Vpost Vc.ϕ 0.05 OK Flexure in Footing: Applied Moment/Flexure: ≔Mftg =――Mu 0.6 26.57 ⋅kip in Concrete Modification Factor: ≔λ 1.0 Footing Section Modulus: ≔Sm =―――――⋅π ⎛⎝-b4 bc 4 ⎞⎠ ⋅32 b 1356.55 in3 Flexural Strength at Tension Face: ACI 318-19, Eq. 14.5.2.1a ≔Mn.ϕ1 ⋅0.6 ⎛⎝⋅⋅⋅5 λ ⎛⎝⋅‾‾fc psi0.5⎞⎠Sm ⎞⎠ =Mn.ϕ1 240.76 ⋅kip in Flexural Strength at Compression Face: ACI 318-19, Eq. 14.5.2.1b ≔Mn.ϕ2 ⋅0.6 ⎛⎝⋅⋅0.85 fc Sm⎞⎠ =Mn.ϕ2 2421.45 ⋅kip in Governing Flexural Strength: ≔Mn.ϕ =min⎛⎝,Mn.ϕ1 Mn.ϕ2⎞⎠240.76 ⋅kip in =――Mftg Mn.ϕ 0.11 OK CITY OF SANTA ANA Planning and Building Agency Larson Engineering, Inc. 3524 Labore Road White Bear Lake, MN 55110-5126 651.481.9120 Fax: 651.481.9201 www.larsonengr.com j • • Appendix Approved FOR PERMIT ISSUANCE Master ID: Date: ASCE Hazards Report Address: 712 S Bristol St Santa Ana, California 92703 Standard:ASCE/SEI 7-16 Latitude:33.737579 Risk Category:II Longitude:-117.885456 Soil Class:D - Stiff Soil Elevation:82.27146467008836 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Fri Sep 05 2025 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 2https://ascehazardtool.org/Fri Sep 05 2025 AP1 The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. 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Page 2 of 2https://ascehazardtool.org/Fri Sep 05 2025 AP2 AP3 VI-8 January 2020 54 5 4 O B2 0 9 , s h e e t & p l a t e 0. 0 2 0 3. 0 0 0 31 12 12 13 . 3 0. 0 5 9 14 9 . 9 15 . 6 0. 0 7 5 13 8 . 5 15 . 4 0. 4 7 9 21 . 9 20 . 7 0. 1 1 5 12 0 . 2 23 . 1 1. 1 2 8 11 . 9 9. 4 0. 0 3 5 17 8 . 1 54 5 4 H1 1 1 B2 2 1 , e x t r u s i o n – 2. 9 9 9 33 19 17 . 1 19 . 3 0. 1 0 4 12 4 . 4 22 . 9 0. 1 3 3 11 4 . 3 22 . 3 0. 7 8 5 18 . 5 30 . 4 0. 2 0 5 99 . 2 33 . 5 1. 8 4 8 10 . 5 15 . 5 0. 0 7 5 13 8 . 8 54 5 4 H3 2 B2 0 9 , s h e e t & p l a t e 0. 0 2 0 2. 0 0 0 36 26 23 . 4 27 . 0 0. 1 7 1 10 5 . 3 32 . 2 0. 2 2 3 96 . 4 31 . 0 1. 2 1 7 15 . 9 42 . 9 0. 3 4 2 83 . 5 46 . 5 2. 8 6 4 9. 4 21 . 9 0. 1 2 5 11 7 . 0 54 5 4 H3 4 B2 0 9 , s h e e t & p l a t e 0. 0 2 0 1. 0 0 0 39 29 26 . 1 30 . 3 0. 2 0 3 99 . 4 36 . 3 0. 2 6 6 90 . 8 34 . 8 1. 4 1 8 15 . 1 48 . 4 0. 4 1 0 78 . 7 52 . 1 3. 3 3 7 9. 1 24 . 7 0. 1 4 9 11 0 . 2 54 5 6 O B2 0 9 , s h e e t & p l a t e 0. 0 5 1 1. 5 0 0 42 19 19 21 . 6 0. 1 2 3 11 7 . 7 25 . 7 0. 1 5 8 10 8 . 0 24 . 9 0. 9 1 0 17 . 6 34 . 1 0. 2 4 3 93 . 6 37 . 4 2. 1 4 1 10 . 1 15 . 5 0. 0 7 5 13 8 . 8 54 5 6 H1 1 6 B9 2 8 , s h e e t & p l a t e 0. 0 6 3 1. 2 5 0 46 33 29 . 7 34 . 8 0. 2 5 0 92 . 7 41 . 8 0. 3 2 9 84 . 6 39 . 8 1. 7 0 0 14 . 2 55 . 7 0. 5 0 7 73 . 3 59 . 7 3. 9 9 9 8. 7 28 . 4 0. 1 8 5 10 2 . 6 54 5 6 H1 1 6 B9 2 8 , s h e e t & p l a t e 1. 2 5 1 1. 5 0 0 44 31 27 . 9 32 . 6 0. 2 2 6 95 . 9 39 . 0 0. 2 9 7 87 . 6 37 . 3 1. 5 5 7 14 . 6 52 . 0 0. 4 5 7 75 . 8 55 . 9 3. 6 6 4 8. 8 26 . 5 0. 1 6 7 10 6 . 2 54 5 6 H1 1 6 B9 2 8 , s h e e t & p l a t e 1. 5 0 1 3. 0 0 0 41 29 26 . 1 30 . 3 0. 2 0 3 99 . 4 36 . 3 0. 2 6 6 90 . 8 34 . 8 1. 4 1 8 15 . 1 48 . 4 0. 4 1 0 78 . 7 52 . 1 3. 3 3 7 9. 1 24 . 7 0. 1 4 9 11 0 . 2 54 5 6 H3 2 B2 0 9 , s h e e t & p l a t e 0. 1 8 8 0. 4 9 9 46 33 29 . 7 34 . 8 0. 2 5 0 92 . 7 41 . 8 0. 3 2 9 84 . 6 39 . 8 1. 7 0 0 14 . 2 55 . 7 0. 5 0 7 73 . 3 59 . 7 3. 9 9 9 8. 7 28 . 4 0. 1 8 5 10 2 . 6 54 5 6 H3 2 B2 0 9 , s h e e t & p l a t e 0. 5 0 0 1. 5 0 0 44 31 27 . 9 32 . 6 0. 2 2 6 95 . 9 39 . 0 0. 2 9 7 87 . 6 37 . 3 1. 5 5 7 14 . 6 52 . 0 0. 4 5 7 75 . 8 55 . 9 3. 6 6 4 8. 8 26 . 5 0. 1 6 7 10 6 . 2 54 5 6 H3 2 B2 0 9 , s h e e t & p l a t e 1. 5 0 1 3. 0 0 0 41 29 26 . 1 30 . 3 0. 2 0 3 99 . 4 36 . 3 0. 2 6 6 90 . 8 34 . 8 1. 4 1 8 15 . 1 48 . 4 0. 4 1 0 78 . 7 52 . 1 3. 3 3 7 9. 1 24 . 7 0. 1 4 9 11 0 . 2 54 5 6 H3 2 1 B9 2 8 , s h e e t & p l a t e 0. 1 8 8 0. 4 9 9 46 33 29 . 7 34 . 8 0. 2 5 0 92 . 7 41 . 8 0. 3 2 9 84 . 6 39 . 8 1. 7 0 0 14 . 2 55 . 7 0. 5 0 7 73 . 3 59 . 7 3. 9 9 9 8. 7 28 . 4 0. 1 8 5 10 2 . 6 54 5 6 H3 2 1 B9 2 8 , s h e e t & p l a t e 0. 5 0 0 1. 5 0 0 44 31 27 . 9 32 . 6 0. 2 2 6 95 . 9 39 . 0 0. 2 9 7 87 . 6 37 . 3 1. 5 5 7 14 . 6 52 . 0 0. 4 5 7 75 . 8 55 . 9 3. 6 6 4 8. 8 26 . 5 0. 1 6 7 10 6 . 2 54 5 6 H3 2 1 B9 2 8 , s h e e t & p l a t e 1. 5 0 1 3. 0 0 0 41 29 26 . 1 30 . 3 0. 2 0 3 99 . 4 36 . 3 0. 2 6 6 90 . 8 34 . 8 1. 4 1 8 15 . 1 48 . 4 0. 4 1 0 78 . 7 52 . 1 3. 3 3 7 9. 1 24 . 7 0. 1 4 9 11 0 . 2 60 0 5 T5 B2 2 1 , e x t r u s i o n – 1. 0 0 0 38 35 35 39 . 4 0. 2 4 6 65 . 7 45 . 0 0. 3 0 0 61 . 4 43 . 2 1. 5 5 8 11 . 9 66 . 8 0. 6 6 6 66 . 9 64 . 8 4. 4 5 8 7. 4 27 . 2 0. 1 4 1 78 . 9 60 0 5 A T5 B2 2 1 , e x t r u s i o n – 0. 9 9 9 38 31 31 34 . 6 0. 2 0 3 70 . 0 39 . 5 0. 2 4 7 65 . 6 38 . 1 1. 3 1 7 12 . 5 58 . 4 0. 5 4 4 71 . 6 57 . 1 3. 7 6 9 7. 8 23 . 9 0. 1 1 6 84 . 3 60 0 5 A T6 1 B2 2 1 , e x t r u s i o n – 1. 0 0 0 38 35 35 39 . 4 0. 2 4 6 65 . 7 45 . 0 0. 3 0 0 61 . 4 43 . 2 1. 5 5 8 11 . 9 66 . 8 0. 6 6 6 66 . 9 64 . 8 4. 4 5 8 7. 4 27 . 2 0. 1 4 1 78 . 9 60 6 1 T6 , T 6 5 1 B2 0 9 , s h e e t & p l a t e 0. 0 1 0 4. 0 0 0 42 35 35 39 . 4 0. 2 4 6 65 . 7 45 . 0 0. 3 0 0 61 . 4 43 . 2 1. 5 5 8 11 . 9 66 . 8 0. 6 6 6 66 . 9 64 . 8 4. 4 5 8 7. 4 27 . 2 0. 1 4 1 78 . 9 60 6 1 T6 B6 3 2 , t r e a d p l a t e 0. 1 0 0 0. 6 2 5 42 35 35 39 . 4 0. 2 4 6 65 . 7 45 . 0 0. 3 0 0 61 . 4 43 . 2 1. 5 5 8 11 . 9 66 . 8 0. 6 6 6 66 . 9 64 . 8 4. 4 5 8 7. 4 27 . 2 0. 1 4 1 78 . 9 60 6 1 T6 , T 6 5 1 0 , T 6 5 1 1 B2 2 1 , e x t r u s i o n Al l 38 35 35 39 . 4 0. 2 4 6 65 . 7 45 . 0 0. 3 0 0 61 . 4 43 . 2 1. 5 5 8 11 . 9 66 . 8 0. 6 6 6 66 . 9 64 . 8 4. 4 5 8 7. 4 27 . 2 0. 1 4 1 78 . 9 60 6 1 T6 , T 6 5 1 B2 1 1 , b a r , r o d , & w i r e 0. 1 2 5 8. 0 0 0 42 35 35 39 . 4 0. 2 4 6 65 . 7 45 . 0 0. 3 0 0 61 . 4 43 . 2 1. 5 5 8 11 . 9 66 . 8 0. 6 6 6 66 . 9 64 . 8 4. 4 5 8 7. 4 27 . 2 0. 1 4 1 78 . 9 60 6 1 T6 B2 1 0 , d r a w n t u b e 0. 0 2 5 0. 5 0 0 42 35 35 39 . 4 0. 2 4 6 65 . 7 45 . 0 0. 3 0 0 61 . 4 43 . 2 1. 5 5 8 11 . 9 66 . 8 0. 6 6 6 66 . 9 64 . 8 4. 4 5 8 7. 4 27 . 2 0. 1 4 1 78 . 9 60 6 1 T6 B2 4 1 , p i p e & t u b e Al l 38 35 35 39 . 4 0. 2 4 6 65 . 7 45 . 0 0. 3 0 0 61 . 4 43 . 2 1. 5 5 8 11 . 9 66 . 8 0. 6 6 6 66 . 9 64 . 8 4. 4 5 8 7. 4 27 . 2 0. 1 4 1 78 . 9 60 6 1 T6 B4 2 9 , p i p e & t u b e Al l 38 35 35 39 . 4 0. 2 4 6 65 . 7 45 . 0 0. 3 0 0 61 . 4 43 . 2 1. 5 5 8 11 . 9 66 . 8 0. 6 6 6 66 . 9 64 . 8 4. 4 5 8 7. 4 27 . 2 0. 1 4 1 78 . 9 60 6 1 T6 B2 4 7 , f o r g i n g – 4. 0 0 0 38 35 35 39 . 4 0. 2 4 6 65 . 7 45 . 0 0. 3 0 0 61 . 4 43 . 2 1. 5 5 8 11 . 9 66 . 8 0. 6 6 6 66 . 9 64 . 8 4. 4 5 8 7. 4 27 . 2 0. 1 4 1 78 . 9 60 6 1 T6 B3 0 8 , s t d s t r u c t . p r o f i l e 0. 0 6 2 38 35 35 39 . 4 0. 2 4 6 65 . 7 45 . 0 0. 3 0 0 61 . 4 43 . 2 1. 5 5 8 11 . 9 66 . 8 0. 6 6 6 66 . 9 64 . 8 4. 4 5 8 7. 4 27 . 2 0. 1 4 1 78 . 9 60 6 3 T5 B2 2 1 , e x t r u s i o n – 0. 5 0 0 22 16 16 17 . 3 0. 0 7 2 98 . 9 19 . 5 0. 0 8 6 93 . 3 19 . 2 0. 5 2 9 16 . 6 28 . 3 0. 1 8 4 10 2 . 8 28 . 8 1. 5 1 3 9. 8 11 . 8 0. 0 4 0 12 0 . 0 60 6 3 T5 B2 2 1 , e x t r u s i o n 0. 5 0 1 1. 0 0 0 21 15 15 16 . 2 0. 0 6 5 10 2 . 3 18 . 2 0. 0 7 7 96 . 5 18 . 0 0. 4 8 4 17 . 0 26 . 4 0. 1 6 5 10 6 . 5 26 . 9 1. 3 8 4 10 . 0 11 . 0 0. 0 3 6 12 4 . 1 60 6 3 T5 2 B2 2 1 , e x t r u s i o n – 1. 0 0 0 22 16 16 17 . 3 0. 0 7 2 98 . 9 19 . 5 0. 0 8 6 93 . 3 19 . 2 0. 5 2 9 16 . 6 28 . 3 0. 1 8 4 10 2 . 8 28 . 8 1. 5 1 3 9. 8 11 . 8 0. 0 4 0 12 0 . 0 Ta b l e 1 - 1 BU C K L I N G C O N S T A N T S ( U N W E L D E D ) ( c o n t i n u e d ) AS T M Th i c k n e s s Sp e c i f i c a t i o n I n c h e s Ftu Fty Fcy Bc Dc Cc Bp Dp Cp Bt Dt Ct Bbr Dbr Cbr Btb Dtb Ctb Bs Ds Cs Al l o y Te m p e r Pr o d u c t * Fr o m T o ks i ks i ks i ks i ks i ks i ks i ks i ks i ks i ks i ks i ks i ks i ks i AP4 January 2020 VI-13 Ta b l e 1 - 2 BU C K L I N G C O N S T A N T S ( W E L D E D ) ( c o n t i n u e d ) 54 5 4 H3 2 B2 0 9 , s h e e t & p l a t e 0. 0 2 0 2. 0 0 0 31 12 12 13 . 3 0. 0 5 9 14 9 . 9 15 . 6 0. 0 7 5 13 8 . 5 15 . 4 0. 4 7 9 21 . 9 20 . 7 0. 11 5 12 0 . 2 23 . 1 1. 12 8 11 . 9 9. 4 0. 0 3 5 17 8. 1 54 5 4 H3 4 B2 0 9 , s h e e t & p l a t e 0. 0 2 0 1. 0 0 0 31 12 12 13 . 3 0. 0 5 9 14 9 . 9 15 . 6 0. 0 7 5 13 8 . 5 15 . 4 0. 4 7 9 21 . 9 20 . 7 0. 11 5 12 0 . 2 23 . 1 1. 12 8 11 . 9 9. 4 0. 0 3 5 17 8. 1 54 5 6 O B2 0 9 , s h e e t & p l a t e 0. 0 5 1 1. 5 0 0 42 19 19 21 . 6 0. 12 3 11 7 .7 25 . 7 0. 15 8 10 8 . 0 24 . 9 0. 9 1 0 17 .6 34 . 1 0. 2 4 3 93 . 6 37 .4 2. 14 1 10 . 1 15 . 5 0. 0 7 5 13 8 . 8 54 5 6 H1 1 6 B9 2 8 , s h e e t & p l a t e 0. 0 6 3 1. 2 5 0 42 19 19 21 . 6 0. 12 3 11 7 .7 25 . 7 0. 15 8 10 8 . 0 24 . 9 0. 9 1 0 17 .6 34 . 1 0. 2 4 3 93 . 6 37 .4 2. 14 1 10 . 1 15 . 5 0. 0 7 5 13 8 . 8 54 5 6 H1 1 6 B9 2 8 , s h e e t & p l a t e 1. 2 5 1 1. 5 0 0 42 19 19 21 . 6 0. 12 3 11 7 .7 25 . 7 0. 15 8 10 8 . 0 24 . 9 0. 9 1 0 17 .6 34 . 1 0. 2 4 3 93 . 6 37 .4 2. 14 1 10 . 1 15 . 5 0. 0 7 5 13 8 . 8 54 5 6 H1 1 6 B9 2 8 , sh e e t & p l a t e 1. 5 0 1 3. 0 0 0 41 18 18 20 . 4 0. 11 2 12 1 . 1 24 . 2 0. 14 5 11 1 . 2 23 . 5 0. 8 4 4 18 . 1 32 . 2 0. 2 2 3 96 . 4 35 . 3 1. 9 8 5 10 . 3 14 . 6 0. 0 6 8 14 3 . 0 54 5 6 H3 2 B2 0 9 , s h e e t & p l a t e 0. 18 8 0. 4 9 9 42 19 19 21 . 6 0. 12 3 11 7 .7 25 . 7 0. 15 8 10 8 . 0 24 . 9 0. 9 1 0 17 .6 34 . 1 0. 2 4 3 93 . 6 37 .4 2. 14 1 10 . 1 15 . 5 0. 0 7 5 13 8 . 8 54 5 6 H3 2 B2 0 9 , s h e e t & p l a t e 0. 5 0 0 1. 5 0 0 42 19 19 21 . 6 0. 12 3 11 7 .7 25 . 7 0. 15 8 10 8 . 0 24 . 9 0. 9 1 0 17 .6 34 . 1 0. 2 4 3 93 . 6 37 .4 2. 14 1 10 . 1 15 . 5 0. 0 7 5 13 8 . 8 54 5 6 H3 2 B2 0 9 , sh e e t & p l a t e 1. 5 0 1 3. 0 0 0 41 18 18 20 . 4 0. 11 2 12 1 . 1 24 . 2 0. 14 5 11 1 . 2 23 . 5 0. 8 4 4 18 . 1 32 . 2 0. 2 2 3 96 . 4 35 . 3 1. 9 8 5 10 . 3 14 . 6 0. 0 6 8 14 3 . 0 54 5 6 H3 2 1 B9 2 8 , s h e e t & p l a t e 0. 18 8 0. 4 9 9 42 19 19 21 . 6 0. 12 3 11 7 .7 25 . 7 0. 15 8 10 8 . 0 24 . 9 0. 9 1 0 17 .6 34 . 1 0. 2 4 3 93 . 6 37 .4 2. 14 1 10 . 1 15 . 5 0. 0 7 5 13 8 . 8 54 5 6 H3 2 1 B9 2 8 , s h e e t & p l a t e 0. 5 0 0 1. 5 0 0 42 19 19 21 . 6 0. 12 3 11 7 .7 25 . 7 0. 15 8 10 8 . 0 24 . 9 0. 9 1 0 17 .6 34 . 1 0. 2 4 3 93 . 6 37 .4 2. 14 1 10 . 1 15 . 5 0. 0 7 5 13 8 . 8 54 5 6 H3 2 1 B9 2 8 , sh e e t & p l a t e 1. 5 0 1 3. 0 0 0 41 18 18 20 . 4 0. 11 2 12 1 . 1 24 . 2 0. 14 5 11 1 . 2 23 . 5 0. 8 4 4 18 . 1 32 . 2 0. 2 2 3 96 . 4 35 . 3 1. 9 8 5 10 . 3 14 . 6 0. 0 6 8 14 3 . 0 60 0 5 T5 B2 2 1 , ex t r u s i o n – 1. 0 0 0 24 15 15 16 . 8 0. 0 8 4 13 3 . 3 19 . 9 0. 10 8 12 2 . 7 19 . 5 0. 6 5 4 19 . 7 26 . 4 0. 16 5 10 6 . 5 29 . 2 1. 5 3 9 11 . 0 12 . 0 0. 0 5 1 15 7 .8 60 0 5 A T5 B2 2 1 , ex t r u s i o n – 0. 9 9 9 24 15 15 16 . 8 0. 0 8 4 13 3 . 3 19 . 9 0. 10 8 12 2 . 7 19 . 5 0. 6 5 4 19 . 7 26 . 4 0. 16 5 10 6 . 5 29 . 2 1. 5 3 9 11 . 0 12 . 0 0. 0 5 1 15 7 .8 60 0 5 A T6 1 B2 2 1 , ex t r u s i o n – 1. 0 0 0 24 15 15 16 . 8 0. 0 8 4 13 3 . 3 19 . 9 0. 10 8 12 2 . 7 19 . 5 0. 6 5 4 19 . 7 26 . 4 0. 16 5 10 6 . 5 29 . 2 1. 5 3 9 11 . 0 12 . 0 0. 0 5 1 15 7 .8 60 6 1 T6 , T6 5 1 B2 0 9 , sh e e t & p l a t e 0. 0 1 0 4. 0 0 0 24 15 15 16 . 8 0. 0 8 4 13 3 . 3 19 . 9 0. 10 8 12 2 . 7 19 . 5 0. 6 5 4 19 . 7 26 . 4 0. 16 5 10 6 . 5 29 . 2 1. 5 3 9 11 . 0 12 . 0 0. 0 5 1 15 7 .8 60 6 1 T6 B6 3 2 , tr e a d p l a t e 0. 10 0 0. 6 2 5 24 15 15 16 . 8 0. 0 8 4 13 3 . 3 19 . 9 0. 10 8 12 2 . 7 19 . 5 0. 6 5 4 19 . 7 26 . 4 0. 16 5 10 6 . 5 29 . 2 1. 5 3 9 11 . 0 12 . 0 0. 0 5 1 15 7 .8 60 6 1 T6 , T6 5 1 0 , T 6 5 1 1 B2 2 1 , ex t r u s i o n Al l 24 15 15 16 . 8 0. 0 8 4 13 3 . 3 19 . 9 0. 10 8 12 2 . 7 19 . 5 0. 6 5 4 19 . 7 26 . 4 0. 16 5 10 6 . 5 29 . 2 1. 5 3 9 11 . 0 12 . 0 0. 0 5 1 15 7 .8 60 6 1 T6 , T6 5 1 B2 1 1 , b a r , r o d , & w i r e 0. 12 5 8. 0 0 0 24 15 15 16 . 8 0. 0 8 4 13 3 . 3 19 . 9 0. 10 8 12 2 . 7 19 . 5 0. 6 5 4 19 . 7 26 . 4 0. 16 5 10 6 . 5 29 . 2 1. 5 3 9 11 . 0 12 . 0 0. 0 5 1 15 7 .8 60 6 1 T6 B2 1 0 , dr a w n t u b e 0. 0 2 5 0. 5 0 0 24 15 15 16 . 8 0. 0 8 4 13 3 . 3 19 . 9 0. 10 8 12 2 . 7 19 . 5 0. 6 5 4 19 . 7 26 . 4 0. 16 5 10 6 . 5 29 . 2 1. 5 3 9 11 . 0 12 . 0 0. 0 5 1 15 7 .8 60 6 1 T6 B2 4 1, p i p e & t u b e Al l 24 15 15 16 . 8 0. 0 8 4 13 3 . 3 19 . 9 0. 10 8 12 2 . 7 19 . 5 0. 6 5 4 19 . 7 26 . 4 0. 16 5 10 6 . 5 29 . 2 1. 5 3 9 11 . 0 12 . 0 0. 0 5 1 15 7 .8 60 6 1 T6 B4 2 9 , p i p e & t u b e Al l 24 15 15 16 . 8 0. 0 8 4 13 3 . 3 19 . 9 0. 10 8 12 2 . 7 19 . 5 0. 6 5 4 19 . 7 26 . 4 0. 16 5 10 6 . 5 29 . 2 1. 5 3 9 11 . 0 12 . 0 0. 0 5 1 15 7 .8 60 6 1 T6 B2 4 7 , f o r g i n g – 4. 0 0 0 24 15 15 16 . 8 0. 0 8 4 13 3 . 3 19 . 9 0. 10 8 12 2 . 7 19 . 5 0. 6 5 4 19 . 7 26 . 4 0. 16 5 10 6 . 5 29 . 2 1. 5 3 9 11 . 0 12 . 0 0. 0 5 1 15 7 .8 60 6 1 T6 B3 0 8 , st d s t r u c t . p r o f i l e 0. 0 6 2 24 15 15 16 . 8 0. 0 8 4 13 3 . 3 19 . 9 0. 10 8 12 2 . 7 19 . 5 0. 6 5 4 19 . 7 26 . 4 0. 16 5 10 6 . 5 29 . 2 1. 5 3 9 11 . 0 12 . 0 0. 0 5 1 15 7 .8 60 6 3 T5 B2 2 1 , e xt r u s i o n – 0. 5 0 0 17 8 8 8. 7 0. 0 3 1 18 5 . 3 10 . 1 0. 0 3 9 17 2 . 1 10 . 1 0. 2 7 3 26 . 7 13 . 4 0. 0 6 0 14 9 . 6 15 . 1 0. 6 4 2 13 . 7 6. 1 0. 0 1 8 22 1 . 4 60 6 3 T5 B2 2 1 , ex t r u s i o n 0. 5 0 1 1. 0 0 0 17 8 8 8. 7 0. 0 3 1 18 5 . 3 10 . 1 0. 0 3 9 17 2 . 1 10 . 1 0. 2 7 3 26 . 7 13 . 4 0. 0 6 0 14 9 . 6 15 . 1 0. 6 4 2 13 . 7 6. 1 0. 0 1 8 22 1 . 4 60 6 3 T5 2 B2 2 1 , ex t r u s i o n – 1. 0 0 0 17 8 8 8. 7 0. 0 3 1 18 5 . 3 10 . 1 0. 0 3 9 17 2 . 1 10 . 1 0. 2 7 3 26 . 7 13 . 4 0. 0 6 0 14 9 . 6 15 . 1 0. 6 4 2 13 . 7 6. 1 0. 0 1 8 22 1 . 4 60 6 3 T6 B2 2 1 , ex t r u s i o n – 1. 0 0 0 17 8 8 8. 7 0. 0 3 1 18 5 . 3 10 . 1 0. 0 3 9 17 2 . 1 10 . 1 0. 2 7 3 26 . 7 13 . 4 0. 0 6 0 14 9 . 6 15 . 1 0. 6 4 2 13 . 7 6. 1 0. 0 1 8 22 1 . 4 60 6 3 T6 B2 4 1, p i p e & t u b e – 1. 0 0 0 17 8 8 8. 7 0. 0 3 1 18 5 . 3 10 . 1 0. 0 3 9 17 2 . 1 10 . 1 0. 2 7 3 26 . 7 13 . 4 0. 0 6 0 14 9 . 6 15 . 1 0. 6 4 2 13 . 7 6. 1 0. 0 1 8 22 1 . 4 AS T M Th i c k n e s s Sp e c i f i c a t i o n In c h e s Ftu Fty Fcy Bc Dc Cc Bp Dp Cp Bt Dt Ct Bbr Dbr Cbr Btb Dtb Ctb Bs Ds Cs Al l o y Tem p e r Pr o d u c t * Fr o m T o ks i ks i ks i ks i ks i ks i ks i ks i ks i ks i ks i ks i ks i ks i ks i AP5 January 2020 VI-15 Table 1-3 RESISTANCE AND SAFETY FACTORS IN THE SPECIFICATION FOR ALUMINUM STRUCTURES f Ω Limit State building building Members: axial tension: rupture 0.75 1.95 D.1 axial tension: yield 0.90 1.65 D.1 axial compression 0.90 1.65 E.1 flexure: rupture 0.75 1.95 F.1 flexure: other limit states 0.90 1.65 F.1 shear: rupture 0.75 1.95 G.1 shear: other limit states 0.90 1.65 G.1 torsion: rupture 0.75 1.95 H.2 torsion: other limit states 0.90 1.65 H.2 Connections: welds 0.75 1.95 J.2 bolt tension 0.65 2.34 J.3.4 bolt bearing; rivet bearing 0.75 1.95 J.3.6, J.4.6 slip-critical bolt shear and tension 0.75 2.00 J.3.7.4 slip-critical bolt slip (standard size and short-slotted holes perpendicular to the direction of the load) 1.00 1.50 J.3.7.5 slip-critical bolt slip (oversized and short-slotted holes parallel to the direction of the load) 0.85 1.76 J.3.7.5 slip-critical bolt slip (long-slotted holes) 0.70 2.14 J.3.7.5 bolt shear; rivet shear 0.65 2.34 J.3.5, J.4.5 screwed connection tension 0.50 3.00 J.5.4 screwed connection shear 0.50 3.00 J.5.5 pin bearing 0.75 1.95 J.6.5 pin rupture from shear or flexure 0.65 2.34 J.6.4 pin yielding from shear or flexure 0.90 1.65 J.6.4 shear yielding of connectors 1.00 1.50 J.7.2a shear rupture of connectors 0.75 1.95 J.7.2b block shear rupture 0.75 1.95 J.7.3 bearing on flat surfaces 0.75 1.95 J.8 flange local bending 0.90 1.65 J.9.1 web local yielding 1.00 1.50 J.9.2 web crippling 0.75 1.95 J.9.3 braces 0.75 2.00*6.1 *3.0 for torsional point bracing of beams Specification Section AP6 VI-38 January 2020 Ta b l e 2 - 1 7 AL L O W A B L E S T R E S S E S F/Ω FO R B U I L D I N G - T Y P E S T R U C T U R E S ( U N W E L D E D ) 60 0 5 A - T6 1 AS T M B 2 2 1 0 . 0 0 0 t o 1 . 0 0 0 i n . t h i c k Al l o w a b l e St r e s s e s F /Ω ( k / i n 2) F Ax i a l T e n s i o n ax i a l t e n s i o n s t r e s s o n n e t e f f e c t i v e a r e a D. 2 b 19 . 5 ax i a l t e n s i o n s t r e s s o n g r o s s a r e a D. 2 a 21 . 2 F ty E Sh e a r o r t o r s i o n F cy k t Sh e a r o r t o r s i o n r u p t u r e G, H . 2 11 . 7 F tu Be a r i n g bo l t s o r r i v e t s o n h o l e s J. 3 . 6 a , J . 4 . 6 39 . 0 bo l t s o n s l o t s , p i n s o n h o l e s , f l a t s u r f a c e s J . 3 . 6 b , 25 . 9 J. 6 . 5 , J . 8 sc r e w s i n h o l e s J. 5 . 5 . 1 25 . 3 Sl e n d e r n e s s F λ Ax i a l C o m p r e s s i o n me m b e r b u c k l i n g E. 2 kL r Fl e x u r e la t e r a l - t o r s i o n a l b u c k l i n g F. 4 se e F . 4 . 2 - se e F . 4 66 6 0 , 4 1 4 / λ El e m e n t s - U n i f o r m C o m p r e s s i o n fl a t e l e m e n t s s u p p o r t e d o n o n e e d g e i n c o l u m n s B. 5 . 4 . 1 b /t 21 . 2 6. 7 2 7 . 3 - 0. 9 1 0 λ 12 2, 4 1 7 /λ 2 Bc k/in239.4 w h o s e b u c k l i n g a x i s i s n o t a n a x i s o f s y m m e t r y fl a t e l e m e n t s s u p p o r t e d o n o n e e d g e B. 5 . 4 . 1 b t λ i n a l l o t h e r c o l u m n s a n d a l l b e a m s fl a t e l e m e n t s s u p p o r t e d o n b o t h e d g e s B. 5 . 4 . 2 b t λ fl a t e l e m e n t s s u p p o r t e d o n b o t h e d g e s B. 5 . 4 . 4 λ a n d w i t h a n i n t e r m e d i a t e s t i f f e n e r ro u n d h o l l o w e l e m e n t s B. 5 . 4 . 5 R b t λ λ2 λ fl a t e l e m e n t s - d i r e c t s t r e n g t h m e t h o d B. 5 . 4 . 6 λ λ El e m e n t s - F l e x u r a l C o m p r e s s i o n fl a t e l e m e n t s s u p p o r t e d o n b o t h e d g e s B. 5 . 5 . 1 b t λ fl a t e l e m e n t s s u p p o r t e d o n t e n s i o n e d g e , B. 5 . 5 . 2 b t λ c o m p r e s s i o n e d g e f r e e fl a t e l e m e n t s s u p p o r t e d o n b o t h e d g e s B. 5 . 5 . 3 b t λ a n d w i t h a l o n g i t u d i n a l s t i f f e n e r ro u n d h o l l o w e l e m e n t s B. 5 . 5 . 4 R b t λ λ λ2 λ fl a t e l e m e n t s - d i r e c t s t r e n g t h m e t h o d B. 5 . 5 . 5 λ El e m e n t s - S h e a r fl a t e l e m e n t s s u p p o r t e d o n b o t h e d g e s G. 2 b /t 12 . 7 35 . 3 1 6 . 5 - 0. 1 0 7 λ 63 38 , 6 6 5 /λ 2 po s t b u c k l i n g c o n s t a n t s fl a t e l e m e n t s s u p p o r t e d o n o n e e d g e G. 3 b t λ pi p e s a n d r o u n d o r o v a l t u b e s G. 4 R b t L v R b λ To r s i o n R b t L s R b λ F F AP7 PlayBooster and Evos (5-12 years)Max Fall Height: 88 inches Weevos (2-5 years)Max Fall Height: 50 inches ARCH #1 ARCH#2 ARCH #1 ARCH#2 small arch medium arch large arch 164170 WEEVOS MAINSTRUCTUREW/3 ARCHS 173573WEE PLANETCLIMBER 164174COZY COASTERSLIDE W/ASTMHANDRAIL173575SWIGGLY STIX 164178 BOPPITY BRIDGE 179182TWO ARCHES HEMISPHERE CLIMBER 179222 BELT-ZONE 183176RUSH SLIDE 193171 SWIGGLEKNOTS NO DECKS 166809 E-POD/SEAT 160208 POWERLIFTER 173581 MARBLE PANEL 177714COLOR SPLASHPANEL *CP025496 IND ENGINEERING SERVICES - SKYWAYS® ELECTRONIC STAMPED ENGINEERED DRAWINGS*CP042041 IND SKYWAYS JOINED SAILS-MIX CRUSHED ROCK SUBGRADE LOOSE FILL PROTECTIVE SURFACING CONCRETE FOOTING (SEE SCHEDULE) POST (SEE PLAN) d 4" dCL E A R dEM B E D dFT G bFTG GRADE 14 " M A X SKYWAYS POSTS AND SHADE (BY OTHERS) SKYWAYS POSTS AND SHADE (BY OTHERS) A A A A B B B 2 S100 TYP AT POST B 2 S100 TYP AT POST A 2 S100 TYP AT POST C C C D C C C 2 S100 © 2025 Larson Engineering, Inc. All rights reserved. Sheet Title: Checked by: Drawn by: Project No: No:Date:Description: Date: Issue/Revisions: Sheet No: CL I E N T : 9/ 5 / 2 0 2 5 1 0 : 3 9 : 0 9 A M W : \ 2 0 2 5 \ S t r u c t u r a l \ 1 1 2 5 0 5 3 7 B r i st o l T o l l i v e r P a r k ( L S I ) \ 3 . W o r k i n g D o c s \ B . D r a w i n g s\ 1 1 2 5 0 5 3 7 - B r i s t o l T o l l i v e r P a r k - R 2 3 . r v t S100 STRUCTURAL NOTES, FOUNDATION PLAN, AND DETAIL 11250537 MAM KTS 09/05/2025 SA N T A A N A , C A L I F O R N I A BR I S T O L T O L L I V E R P A R K PL A Y B O O S T E R , E V O S , A N D WE E V O S A S S E M B L I E S POST SCHEDULE POST SIZE POST A 5" DIA X 0.120" THK STEEL TUBE POST B 5" DIA X 0.125" THK ALUMINUM TUBE POST C 3 1/2" DIA X 0.120" THK STEEL TUBE POST D 3 1/2" DIA X 0.120" THK STEEL TUBE PIER FOOTING SCHEDULE POST bFTG dFTG dEMBED dCLEAR POST A 24" DIA 50" 20" 30" POST B 18" DIA 50" 20" 30" POST C 24" DIA 54" 20" 34" POST D 24" DIA 58" 20" 38" WORK SCOPE STRUCTURAL WORK SCOPE PRESENTED IN THIS DRAWING IS LIMITED TO THE DESIGN OF THE 5'' DIA ALUMINUM AND STEEL POSTS, AND 3.5" STEEL POSTS FOR THE PLAYBOOSTER, EVOS, AND WEEVOS ASSEMBLIES, AS WELL AS THE ASSOCIATED CONCRETE FOOTINGS. STRUCTURAL DESIGN IS LIMITED TO WIND AND SEISMIC LOADS ONLY. BUILDING CODE USED FOR DESIGN 2022 CALIFORNIA BUILDING CODE (2021 IBC) LOAD CRITERIA 1. WIND LOAD CRITERIA PER 2022 CBC (ASCE 7-16): BASIC WIND SPEED 95 MPH (ULTIMATE WIND SPEED) BUILDING EXPOSURE “B” RISK CATEGORY II 2. SEISMIC LOAD CRITERIA PER TERRACON GEOTECHNICAL ENGINEERING REPORT (PROJECT NO. CB235154) AND 2022 CBC (ASCE 7-16): RISK CATEGORY II Ie = 1.00 SS = 1.295 S1 = 0.462 SITE CLASS D (DEFAULT) SDS = 0.863 SD1 = 0.567 SEISMIC DESIGN CATEGORY D DESIGN BASE SHEAR, VE = CS*WEIGHT CS = 0.43 R = 2.00 EQUIVALENT LATERAL FORCE PROCEDURE BASIC SEISMIC FORCE-RESISTING SYSTEM: AMUSEMENT STRUCTURES AND MONUMENTS. 3. STRUCTURAL CALCULATIONS BASED ON LANDSCAPE STRUCTURES DRAWINGS #1181397-03-03 DATED 11/25/2024. ALUMINUM 1. EXTRUDED ALUMINUM TUBES SHALL BE 6005A-T61 TEMPER AND ALLOY. STRUCTURAL STEEL 1. STEEL TUBES SHALL MEET THE REQUIREMENTS OF Fy = 50 KSI, AND Fu = 62 KSI. CONCRETE 1. CAST-IN-PLACE CONCRETE STRENGTH SHALL BE f'c = 3500 PSI, NORMAL WEIGHT, AND AIR- ENTRAINED. 2. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301. 3. COMPLY WITH ACI 305 FOR HOT WEATHER CONCRETING. SOIL 1. THE LATERAL SOIL BEARING PRESSURE (PER TERRACON GEOTECHNICAL ENGINEERING REPORT) IS ASSUMED TO BE ρ = 175 PSF/FT WITH THE FIRST 2' OF DEPTH FOR LATERAL RESISTANCE TO BE NEGLECTED. 2. THE SOIL BEARING PRESSURE (PER TERRACON GEOTECHNICAL ENGINEERING REPORT AND 2022 CBC) IS ASSUMED TO BE σ = 1500 PSF. CONCRETE SPECIAL INSPECTIONS 1. CONCRETE PLACEMENT: PERIODIC INSPECTION REQUIRED. 2. SAMPLE FOR STRENGTH TESTS OF EACH CLASS OF CONCRETE PLACED EACH DAY SHALL BE TAKEN NOT LESS THEN ONCE PER DAY. SOIL SPECIAL INSPECTIONS 1. PERIODICALLY VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIRED BEARING CAPACITY. 2. PERIODICALLY VERIFY EXACAVATIONS ARE EXTENDED TO THE PROPER DEPTH AND HAVE REACHED PROPER MATERIAL. 3. PERIODICALLY PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. 4. CONTINUOUSLY VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL. 5. PRIOR TO PLACEMENT OF COMPACTED FILL, PERIODICALLY INSPECT SUBGRADE AND VERIFY THAT THE SITE HAS BEEN PREPARED PROPERLY. STRUCTURAL NOTES 09/05/2025 Issue SECTION 3/4" = 1'-0"S100 2 1/4" = 1'-0" PLAYBOOSTER AND WEEVOS FOUNDATION PLAN 09/05/2025