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HomeMy WebLinkAboutB06-0015 - Structural Engineering Calcs1 l਍ഀ Monroe & Newell਍ഀ Engineers, Inc.਍ഀ STRUCTURAL ENGINEERING CALCULATIONS਍ഀ For:਍ഀ Vail's Front Door਍ഀ Building "B"਍ഀ Spa and Guestroom Suite Addition਍ഀ Vail, Colorado਍ഀ M&N # 5500.02਍ഀ 1%111#91601111 .4਍ഀ KAW਍ഀ O~਍ഀ •r'~~'~~a'~ONAIEN+G~Q•~~ O਍ഀ ftctoo,•••~ i (0਍ഀ These drawings and calculations are the property of Monroe & Newell Engineers, Inc. Any use or਍ഀ reproductions of these calculations without the expressed written permission of Monroe & Newell਍ഀ Engineers, Inc. is strictly prohibited.਍ഀ Vail, Colorado਍ഀ Denver, Colorado਍ഀ Dillon, Colorado਍ഀ **P.E. stamp on sheet applies to the following calculation pages and indicates that have been reviewed.਍ഀ This includes all sheets attached to this cover.਍ഀ January 10, 2006਍ഀ 2005 Platinum Sponsor਍ഀ I he Colorado Chaptcr of਍ഀ The 1A111eriaul Institute ol',\rchilccts਍ഀ www.monroe-newell.com਍ഀ 1701 Wynkoop Street * Suite 200 • Denver, Colorado 80202਍ഀ (303) 623-4927 * FAX (303) 623-6602 • email: denver@monroe-newell cnm਍ഀ MONROE & NEWELL ENGINEERS, INC.਍ഀ DESIGN CRITERIA-COMMERCIAL਍ഀ Project Name: Vail's Front Door Building B Date: January 2006਍ഀ Spa and Guestroom Suite Addition਍ഀ Location: Vail, Colorado Project#: 5500.02਍ഀ Building Department: Town of Vail, Colorado Phone:਍ഀ Contact: Building Code/Year: 2003 IBC਍ഀ Live Loads:਍ഀ See Attached General Notes਍ഀ Wind:਍ഀ Speed 100 MPH Exposure B਍ഀ Seismic Zone: See Attached General Notes Frost depth: 48 inches਍ഀ Foundation Criteria:਍ഀ Soils Engineer: Koechlein Consulting Engineers, Inc. Report 03-015਍ഀ Report Date: August 19, 2003਍ഀ Foundation Design Criteria:਍ഀ Allowable bearing (DL+LL) 5000 psf on soils਍ഀ 20000 psf on bedrock਍ഀ Wall span required 10 FT਍ഀ Soil modulus (vertical) 200 PCI਍ഀ Lateral:਍ഀ Active (unrestrained) 40 PCF (on-site soils) 35 PCF (imported gravel)਍ഀ At rest (restrained) 55 PCF (on-site soils) 45 PCF (imported gravel)਍ഀ Passive 300 PCF (on-site soils) 350 PCF (imported gravel)਍ഀ Sliding friction coefficient 0.4਍ഀ PROJECT: VAIL'S FRONT DOOR਍ഀ M&N 5500.02਍ഀ DATE: JANUARY 04, 2006਍ഀ GENERAL NOTES਍ഀ NOTE:਍ഀ THESE GENERAL NOTES INCLUDE THE REQUIREMENTS FOR ALL BUILDINGS਍ഀ OF THE VAIL'S FRONT DOOR PROJECT. THEREFORE NOT ALL SECTIONS OF਍ഀ THE NOTES MAY APPLY TO EACH BUILDING.਍ഀ 1. LIVE LOADS USED IN DESIGN:਍ഀ A.਍ഀ PARKING GARAGE AND TUNNEL਍ഀ 1. ROOF (SNOW)਍ഀ 100 PSF਍ഀ 2. ROOF (TRUCK TRAFFIC)਍ഀ AASHTO HS-20਍ഀ 3. UPPER LEVEL PARKING਍ഀ 40 PSF਍ഀ 4. MID-LEVEL PARKING਍ഀ 40 PSF਍ഀ 5. MID-LEVEL TUNNEL਍ഀ AASHTO HS-20਍ഀ 6. POOL (5'-0" DEPTH MAX)਍ഀ 320 PSF਍ഀ B.਍ഀ SPA਍ഀ 1. ROOF (SNOW)਍ഀ 100 PSF਍ഀ 2. RESIDENCE LEVEL਍ഀ 40 PSF਍ഀ 3. SPA LEVELS਍ഀ 100 PSF਍ഀ C.਍ഀ SKI CLUB਍ഀ 1. ROOF (SNOW)਍ഀ 80 PSF਍ഀ 2. GROUND LEVEL FLOOR਍ഀ 100 PSF਍ഀ 3. MID LEVEL FLOOR਍ഀ 125 PSF਍ഀ D.਍ഀ SKIER SERVICES਍ഀ 1. ROOF(SNOW) 4/12 & GREATER'SLOPE਍ഀ 80 PSF਍ഀ 2. ROOF SNOW LESS THAN 4/12 SLOPE਍ഀ 100 PSF਍ഀ 3. GROUND LEVEL FLOOR਍ഀ 100 PSF਍ഀ 4. LOWER LEVEL਍ഀ 125 PSF਍ഀ E.਍ഀ RESIDENCE'S PARKING GARAGE਍ഀ 1. ROOF (SNOW)਍ഀ 100 PSF਍ഀ 2. MECHANICAL AND STORAGE LEVEL਍ഀ 125 PSF਍ഀ F.਍ഀ RESIDENCES਍ഀ 1. ROOF (SNOW)਍ഀ 80 PSF਍ഀ 2. FLOORS਍ഀ 40 PSF਍ഀ 3. EXTERIOR DECKS (SNOW)਍ഀ 100 PSF਍ഀ G.਍ഀ IMPORTANCE FACTORS਍ഀ CATEGORY਍ഀ II਍ഀ SEISMIC FACTOR IE਍ഀ 1.0਍ഀ SNOW FACTOR IS਍ഀ to਍ഀ WIND FACTOR I,,v਍ഀ 1.0਍ഀ 1਍ഀ H. WIND਍ഀ 3 SECOND GUST 100 MPH਍ഀ FASTEST MILE 80 MPH਍ഀ EXPOSURE B਍ഀ SEISMIC਍ഀ a. PARKING GARAGE & TUNNEL/SITE CLASS਍ഀ SITE CLASS D਍ഀ CATEGORY B਍ഀ SS 0.284਍ഀ S, 0.068਍ഀ SpS 0.298਍ഀ Spy 0.045਍ഀ BASIC SEISMIC FORCE RESISTING SYSTEM IS CONCRETE SHEAR WALLS਍ഀ SEISMIC RESPONSE COEFFICIENTS CS 0.066਍ഀ RESPONSE MODIFICATION FACTOR 4.0਍ഀ ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE਍ഀ SEISMIC਍ഀ b. SPA਍ഀ SITE CLASS D਍ഀ CATEGORY B਍ഀ SS 0.284਍ഀ S, 0.068਍ഀ SOS 0.298਍ഀ SDI 0.045਍ഀ BASIC SEISMIC FORCE RESISTING SYSTEM IS MASONRY SHEAR WALLS਍ഀ SEISMIC RESPONSE COEFFICIENTS CS 0.066਍ഀ RESPONSE MODIFICATION FACTOR 2.0਍ഀ ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE਍ഀ C. SKI CLUB਍ഀ SITE CLASS D਍ഀ CATEGORY B਍ഀ SS 0.284਍ഀ S, 0.068਍ഀ SpS 0.298਍ഀ SDI 0.045਍ഀ BASIC SEISMIC FORCE RESISTING SYSTEM IS CONCRETE SHEAR WALLS਍ഀ SEISMIC RESPONSE COEFFICIENTS CS 0.066਍ഀ RESPONSE MODIFICATION FACTOR 4.5਍ഀ ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE਍ഀ d. SKIER SERVICES਍ഀ SITE CLASS D਍ഀ CATEGORY B਍ഀ SS 0.284਍ഀ S, 0.068਍ഀ SpS 0.298਍ഀ SDI 0.045਍ഀ BASIC SEISMIC FORCE RESISTING SYSTEM IS CONCRETE SHEAR WALLS਍ഀ SEISMIC RESPONSE COEFFICIENTS CS 0.066਍ഀ RESPONSE MODIFICATION FACTOR 4.0਍ഀ ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE਍ഀ e. RESIDENCE AND GARAGE਍ഀ SITE CLASS਍ഀ CATEGORY਍ഀ SS਍ഀ S,਍ഀ SDS਍ഀ SD1਍ഀ BASIC SEISMIC FORCE RESISTING SYSTEM IS਍ഀ SEISMIC RESPONSE COEFFICIENTS CS਍ഀ RESPONSE MODIFICATION FACTOR਍ഀ ANALYSIS PROCEDURE USED਍ഀ B਍ഀ B਍ഀ 0.35਍ഀ 0.08਍ഀ 0.23਍ഀ 0.053਍ഀ LIGHT FRAME SHEAR WALLS਍ഀ 0.058਍ഀ 4਍ഀ EQUIVALENT LATERAL FRAME਍ഀ LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE.਍ഀ DEFERRED SUBMITTAL਍ഀ A. DEFERRED SUBMITTALS PER SECTION 1063.4.1 SHALL BE SUBMITTED TO THE BUILDING਍ഀ OFFICIAL AND THE DESIGN PROFESSIONALS AND REVIEWED PRIOR TO INSTALLATION.਍ഀ B. DEFERRED. SUBMITTALS ARE:਍ഀ PREFABRICATED FLOOR TRUSSES/JOISTS਍ഀ C. ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF THE LICENSED਍ഀ PROFESSIONAL ENGINEER RESPONSIBLE FOR THE PREPARATION OF THESE DOCUMENTS.਍ഀ TESTING INSPECTIONS AND OBSERVATIONS:਍ഀ A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION.਍ഀ STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE਍ഀ CONSTRUCTION; SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED਍ഀ INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL਍ഀ INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL਍ഀ BUILDING CODE.਍ഀ B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS਍ഀ SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL.਍ഀ SOIL PREPARATION਍ഀ a. EARTHWORK EXCAVATION, PLACEMENT AND COMPACTION OF FILL਍ഀ AND IN-PLACE DRY DENSITY OF THE COMPACTED FILL FOR CONFORMANCE਍ഀ WITH THE APPROVED REPORT.਍ഀ 2. CONCRETE CONSTRUCTION਍ഀ a. PERIODIC INSPECTION OF REINFORCING STEEL, INCLUDING POST-TENSIONING਍ഀ TENDONS AND PLACEMENT.਍ഀ b. CONTINUOUS INSPECTION OF PLACEMENT OF SHEAR REINFORCEMENT.਍ഀ C. PERIODIC VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER਍ഀ THAN ASTM A706.਍ഀ d. CONTINUOUS INSPECTION OF REINFORCING STEEL-RESISTING FLEXURAL AND਍ഀ AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY਍ഀ ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEAR਍ഀ REINFORCEMENT.਍ഀ e. CONTINUOUS INSPECTION OF BOLTS TO BE INSTALLED IN CONCRETE PRIOR਍ഀ TO AND DURING PLACEMENT OF CONCRETE.਍ഀ f. PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN MIX.਍ഀ g. CONTINUOUS INSPECTION AT THE TIME FRESH CONCRETE IS SAMPLED TO਍ഀ FABRICATE SPECIMANS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR਍ഀ CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE CONCRETE.਍ഀ h. CONTINUOUS INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR਍ഀ PROPER APPLICATION TECHNIQUES.਍ഀ i. PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE਍ഀ AND TECHNIQUES.਍ഀ j. CONTINUOUS INSPECTION OF APPLICATION OF POST-TENSIONING FORCES.਍ഀ k. PERIODIC VERIFICATION OF IN-SITU CONCRETE STRENGTH PRIOR TO STRESSING਍ഀ OF TENDONS IN POST TENSIONED CONCRETE AND PRIOR TO REMOVAL OF਍ഀ SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS.਍ഀ STEEL CONSTRUCTION਍ഀ a. ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION਍ഀ EXCEPT THE FOLLOWING:਍ഀ 1. WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN਍ഀ ACCORDANCE WITH SECTION 1704.3.਍ഀ b. THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT਍ഀ DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS,਍ഀ WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS ARE਍ഀ VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS ARE਍ഀ MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDS਍ഀ IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP਍ഀ WELDING.਍ഀ 1. SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE.਍ഀ 2. FLOOR AND ROOF DECK WELDING.਍ഀ 3. WELDED STUDS WHEN USED FOR STRUCTURAL DIAPHRAGM.਍ഀ 4. WELDED SHEET STEEL FOR COLD FORMED STEEL FRAMING਍ഀ MEMBERS SUCH AS STUDS AND JOISTS.਍ഀ 5. WELDING OF STAIRS AND RAILING SYSTEMS.਍ഀ C. VERIFY WELD FILLER MATERIALS CONFORM TO AWS SPECIFICATIONS AND਍ഀ MANUFACTURER'S CERTIFICATE OF COMPLIANCE IS REQUIRED.਍ഀ d. PERIODIC INSPECTION OF THE STEEL FRAME TO VERIFY COMPLIANCE WITH਍ഀ THE DETAILS SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS SUCH਍ഀ AS BRACING, STIFFENING, MEMBER LOCATIONS AND PROPER APPLICATION OF਍ഀ JOINT DETAILS AT EACH CONNECTION.਍ഀ e. VERIFY STRUCTURAL STEEL MATERIAL CONFORMS TO ASTM STANDARDS਍ഀ SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND਍ഀ MANUFACTURER'S CERTIFIED MILL TEST REPORTS.਍ഀ f. PERIODIC VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS FOR਍ഀ CONFORMANCE TO ASTM STANDARDS SPECIFIED IN THE APPROVED਍ഀ CONSTRUCTION DOCUMENTS AND MANUFACTURER'S CERTIFICATE OF਍ഀ COMPLIANCE.਍ഀ g. CONTINUOUS INSPECTION OF SLIP-CRITICAL CONNECTION WITH HIGH STRENGTH਍ഀ BOLTS. PERIODIC INSPECTION OF BEARING TYPE CONNECTORS WITH HIGH਍ഀ STRENGTH BOLTS.਍ഀ WHILE THE WORK IS IN PROGRESS, THE SPECIAL INSPECTOR SHALL਍ഀ DETERMINE THAT THE REQUIREMENTS FOR BOLTS, NUTS, WASHERS AND਍ഀ PAINT, BOLTED PARTS AND INSTALLATION AND TIGHTENING IN SUCH਍ഀ STANDARDS ARE MET. FOR BOLTS REQUIRING PRETENSIONING, THE਍ഀ SPECIAL INSPECTOR SHALL OBSERVE THE PREINSTALLATION TESTING AND਍ഀ CALIBRATION PROCEDURES WHEN SUCH PROCEDURES ARE REQUIRED BY਍ഀ 4਍ഀ THE INSTALLATION METHOD OR BY PROJECT PLANS OR SPECIFICATIONS;਍ഀ DETERMINE THAT ALL PLIES OF CONNECTED MATERIALS HAVE BEEN਍ഀ DRAWN TOGETHER AND PROPERLY SNUGGED AND MONITOR THE਍ഀ INSTALLATION OF BOLTS TO VERIFY THAT THE SELECTED PROCEDURE FOR਍ഀ INSTALLATION IS PROPERLY USED TO TIGHTEN BOLTS. FOR JOINTS਍ഀ REQUIRED TO BE TIGHTENED ONLY TO THE SNUG-TIGHT CONDITION, THE਍ഀ SPECIAL INSPECTOR NEED ONLY VERIFY THAT THE CONNECTED਍ഀ MATERIALS HAVE BEEN DRAWN TOGETHER AND PROPERLY SNUGGED.਍ഀ MONITORING OF BOLT INSTALLATION FOR PRETENSIONING IS PERMITTED਍ഀ TO BE PERFORMED ON A PERIODIC BASIS WHEN USING THE TURN-OF-NUT਍ഀ METHOD WITH MATCHMARKING TECHNIQUES, THE DIRECT TENSION਍ഀ INDICATOR METHOD OR THE ALTERNATE DESIGN FASTENER (TWIST-OFF਍ഀ BOLT) METHOD. JOINTS DESIGNATED AS SNUG TIGHT NEED TO BE਍ഀ INSPECTED ONLY ON A PERIODIC BASIS.਍ഀ 4. MASONRY CONSTRUCTION਍ഀ a. THE MINIMUM SPECIAL INSPECTION PROGRAM FOR MASONRY SHALL BE AS਍ഀ FOLLOWS:਍ഀ FROM THE BEGINNING OF MASONRY CONSTRUCTION, THE FOLLOWING਍ഀ SHALL BE VERIFIED TO ENSURE COMPLIANCE:਍ഀ a. PROPORTIONS OF SITE-PREPARED MORTAR AND GROUT.਍ഀ (PERIODICALLY)਍ഀ b. PLACEMENT OF MASONRY UNITS AND CONSTRUCTION OF MORTAR਍ഀ JOINTS. (PERIODICALLY)਍ഀ c. PLACEMENT OF REINFORCEMENT, CONNECTORS AND ANCHORAGES਍ഀ (PERIODICALLY)਍ഀ d. GROUT SPACE PRIOR TO GROUTING. (CONTINUOUSLY)਍ഀ e. PLACEMENT OF GROUT. (CONTINUOUSLY)਍ഀ 2. THE INSPECTION PROGRAM SHALL VERIFY:਍ഀ a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS. (PERIODICALLY)਍ഀ b. TYPE, SIZE AND LOCATIIN OF ANCHORS, INCLUDING OTHER਍ഀ DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS,਍ഀ FRAMES OR OTHER CONSTRUCTION. (CONTINUOUSLY)਍ഀ C. SPECIFIED SIZE, GRADE AND TYPE OF REINFORCEMENT.਍ഀ (PERIODICALLY)਍ഀ d. WELDING OF REINFORCEMENT. (PERIODICALLY)਍ഀ e. PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATURE਍ഀ BELOW 40 DEGREES F) OR HOT WEATHER (TEMPERATURE ABOVE 90਍ഀ DEGREES F).਍ഀ (PERIODICALLY)਍ഀ 3. PREPARATION OF ANY REQURED GROUT SPECIMENS, MORTAR SPECIMENS਍ഀ AND/OR PRISMS SHALL BE OBSERVED. (CONTINUOUSLY)਍ഀ 4. COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF THE਍ഀ CONSTRUCTION DOCUMENTS AND THE APPROVED SUBMITTALS SHALL BE਍ഀ VERIFIED. (PERIODICALLY)਍ഀ 4. FOUNDATIONS਍ഀ A. MAXIMUM SOIL DESIGN PRESSURE਍ഀ BED ROCK਍ഀ SOIL਍ഀ 20,000 PSF਍ഀ 5,000 PSF਍ഀ B. CONTRACTOR TO FOLLOW ALL RECOMMENDATIONS IN SOILS REPORT NO. 03-015਍ഀ BY KOECHLEIN CONSULTING ENGINEERS, INC. DATED 19 AUGUST 2003.਍ഀ C. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARING਍ഀ ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY਍ഀ CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS਍ഀ SHALL BE A MINIMUM OF 48" BELOW EXTERIOR GRADE.਍ഀ D. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR਍ഀ PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL਍ഀ SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM਍ഀ D1557 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS ARE਍ഀ ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOIL਍ഀ REPORT FOR DESCRIPTION OF BEARING SOIL).਍ഀ E. CONTRACTOR SHALL BACKFILL EQUALLY ON EACH SIDE OF FOUNDATION WALLS IN 12਍ഀ INCH MAXIMUM VERTICAL LIFTS OR AS RECOMMENDED IN THE SOILS REPORT. REFER਍ഀ TO SOILS REPORT FOR BACKFILL MATERIAL.਍ഀ F. NO BACKFILLING SHALL BE PLACED AGAINST LOWER LEVEL WALLS UNTIL THE LOWER਍ഀ LEVEL FLOOR AND MAIN LEVEL FLOOR ARE IN PLACE AND PROPERLY ANCHORED.਍ഀ CONCRETE SLABS SHALL BE PROPERLY CURED.਍ഀ G. CENTER ALL FOOTINGS, ON COLUMNS OR GRID LINES UNLESS NOTED OTHERWISE਍ഀ ON PLANS.਍ഀ H. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TESTS ON COMPACTED਍ഀ FILL UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE.਍ഀ NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY਍ഀ BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE.਍ഀ 5. SLAB ON GRADE਍ഀ A. THE PREPARATION OF THE SUBGRADE FOR THE SLAB ON GRADE SHALL BE IN STRICT਍ഀ ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE. THE਍ഀ CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION਍ഀ REQUIREMENTS TO THE GEOTECHNICAL ENGINEER.਍ഀ B. MOVEMENT OF THE SLAB ON GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED਍ഀ TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATION਍ഀ DETAILS FOR PARTITION WALLS, BASEBOARDS, PIPING AND OTHER ITEMS MAY BE਍ഀ REQUIRED. REFER TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THE਍ഀ RESPONSIBLE MEMBER OF THE DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTH਍ഀ THE SLAB ON GRADE AND OTHER PORTIONS OF THE SUPERSTRUCTURE.਍ഀ & CONCRETE਍ഀ A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE 1/11 PORTLAND CEMENT,਍ഀ STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS:਍ഀ CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ.਍ഀ 6਍ഀ FOOTINGS &FOUNDATION WALLS਍ഀ INTERIOR SLABS ON GRADE਍ഀ INTERIOR STRUCTURAL SLABS,਍ഀ BEAMS, WALLBEAMS AND COLUM਍ഀ SLABS ON METAL DECK਍ഀ EXTERIOR CONCRETE਍ഀ 4000 psi STD਍ഀ 4000 psi STD 0.50਍ഀ NS 5000 psi STD 0.50਍ഀ 3500 psi STD 0.50਍ഀ 4000 psi STD 0.45 6%-8%਍ഀ MAXIMUM SLUMP SHALL NOT EXCEED 4"਍ഀ B. IF CONCRETE SUPPLIER PROPOSES USE OF FLYASH HE SHALL PROVIDE OWNER WITH਍ഀ LETTER INDICATING COST REDUCTION AT TIME OF BID. THE MODULUS OF ELASTICITY਍ഀ OF ALL CONCRETE SHALL EXCEED WC1.5 33 ~ F'C (OR 57,000 ~ F'C NORMAL WEIGHT਍ഀ CONCRETE).਍ഀ C. CONTRACTOR SHALL SAWCUT OR TROWELCUT JOINTS IN SLABS ON GRADE. JOINTS਍ഀ SHALL BE SPACED 15'-0 FEET MAXIMUM AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEPTH X 3/16"਍ഀ WIDE WITHIN 12 HOURS AFTER POURING. CARRY ALL SLAB REINFORCEMENT THROUGH਍ഀ JOINT.਍ഀ D. SLABS, FOOTINGS, BEAMS AND WALLS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. ANY਍ഀ STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF SPAN WITH VERTICAL BULKHEADS਍ഀ AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE SHOWN. ALL CONSTRUCTION JOINTS SHALL਍ഀ BE AS DETAILED OR AS REVIEWED BY THE ENGINEER.਍ഀ E. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE਍ഀ WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE਍ഀ STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE. ALL EXPOSED EDGES OF਍ഀ CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER.਍ഀ REINFORCEMENT਍ഀ A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM਍ഀ A615, GRADE 60 EXCEPT TIES.਍ഀ B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE਍ഀ LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER.਍ഀ C. REINFORCEMENT PROTECTION UNLESS NOTED OTHERWISE-਍ഀ 1 . CONCRETE POURED AGAINST EARTH 3"਍ഀ 2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2"਍ഀ 3. COLUMNS AND BEAMS (TIE BARS) 1-1/2"਍ഀ 4. SLABS AND WALLS (NOT EXPOSED TO WEATHER) 3/4"਍ഀ D. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH਍ഀ SECTIONS 7.5, 7.6 AND 7.7 OF ACI 318, LATEST EDITION.਍ഀ E. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR਍ഀ AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL਍ഀ BE A MINIMUM OF 48 BAR DIAMETERS FOR #6 BARS AND SMALLER AND SHALL BE A਍ഀ MINIMUM OF 80 BAR DIAMETERS FOR #7 AND #8 REINFORCEMENT UNLESS NOTED਍ഀ OTHERWISE. MAKE ALL BARS CONTINUOUS AROUND CORNERS.਍ഀ F. PLACE TWO #5 (PER 8" THICKNESS) WITH 2'-0" PROJECTION AROUND ALL OPENINGS IN਍ഀ CONCRETE WALLS, SLABS, AND BEAMS. ALSO PROVIDE TWO #5 X 4'-0" DIAGONALLY AT਍ഀ EACH CORNER.਍ഀ 7਍ഀ G. CONTINUOUS TOP AND BOTTOM BARS IN WALLS AND BEAMS SHALL BE SPLICED AS਍ഀ FOLLOWS: TOP BARS AT MIDSPAN, BOTTOM BARS OVER SUPPORTS.਍ഀ POST-TENSIONING਍ഀ A. TENDONS FOR POST-TENSIONING SHALL BE UNCOATED SEVEN WIRE STRESS RELIEVED਍ഀ STEEL STRAND HAVING AN ULTIMATE STRENGTH OF 270 KSI AND SHALL MEET ASTM਍ഀ STANDARDS A416. OIL TEMPERED WIRES SHALL NOT BE USED. STRAND SHALL BE COATED਍ഀ WITH A RUST PREVENTATIVE GREASE AND ENCLOSED IN AN EXTRUDED PLASTIC SLIPPAGE਍ഀ SHEATHING.਍ഀ B. COUPLINGS SHALL BE USED ONLY AT LOCATIONS INDICATED AND/OR AS REVIEWED BY਍ഀ THE STRUCTURAL ENGINEER.਍ഀ C. POST-TENSIONING OPERATION SHALL NOT COMMENCE UNTIL CONCRETE CYLINDERS,਍ഀ CURED UNDER JOB-SITE CONDITIONS, HAVE BEEN TESTED AND INDICATED 3000 PSI਍ഀ COMPRESSIVE STRENGTH.਍ഀ D. CALCIUM CHLORIDE AND FLYASH SHALL NOT BE USED.਍ഀ E. ALL REINFORCING AND POST-TENSIONING TENDONS SHALL BE FIRMLY SECURED TO਍ഀ PREVENT DISPLACEMENT DURING POURING OF CONCRETE. STAPLE ALL CHAIRS਍ഀ MINIMUM TWO STAPLES EACH.਍ഀ POST-TENSIONING TENDON SUPPLIER TO INCREASE FORCES SHOWN AS NECESSARY਍ഀ TO OVERCOME FRICTION FORCES AS PER LATEST POST-TENSIONING DESIGN਍ഀ INSTITUTE RECOMMENDATIONS. ALL FORCES SHOWN ARE FINAL EFFECTIVE.਍ഀ G. ALL POST-TENSIONING TENDONS SHALL BE NO LESS THAN 4" FROM ANY OPENING.਍ഀ H. ALL POST-TENSIONING TENDONS TO BE BENT AROUND OPENING SHALL EXTEND A਍ഀ MINIMUM OF 2'-0" PAST THE OPENING BEFORE STARTING CURVE.਍ഀ I. HORIZONTAL SLOPE OF POST-TENSIONING TENDONS SHALL BE LIMITED TO 1:6.਍ഀ J. UNIFORM TENDONS SHALL BE STRESSED PRIOR TO BANDED TENDONS. STRESS SLAB਍ഀ TENDONS BEFORE STRESSING BEAM TENDONS.਍ഀ K. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO VERIFY BY APPLICABLE METHODS,਍ഀ LOCATIONS OF TENDONS PRIOR TO INSTALLATION OF ANY SLAB PENETRATIONS਍ഀ GREATER THAN 3/4" DEEP.਍ഀ L. ALL JACKING OF TENDONS SHALL BE DONE WITH AN AUTOMATIC POWER SEATING JACK.਍ഀ M. NOTIFY ENGINEER AT LEAST 72 HOURS IN ADVANCE OF CONCRETE POUR SO THAT਍ഀ STEEL AND TENDON PLACEMENT MAY BE OBSERVED PRIOR TO CONCRETE POUR.਍ഀ N. PROVIDE 244 BACKUP BARS AT ALL TENDON ANCHORAGES. BARS SHALL EXTEND਍ഀ MINIMUM 2'-0 EACH SIDE OF ANCHORAGE.਍ഀ 0. TENSILE STRESS IN PRESTRESSING TENDONS SHALL NOT EXCEED THE FOLLOWING:਍ഀ 1. DUE TO TENDON JACKING FORCE 0.94 fpy BUT NOT GREATER THAN 0.85 fpu OR਍ഀ MAXIMUM VALUE RECOMMENDED BY MANUFACTURERS OF PRESTRESSING਍ഀ TENDONS OR ANCHORAGES.਍ഀ 2. IMMEDIATELY AFTER PRESTRESS TRANSFER 0.82 fpy BUT NOT GREATER THAN਍ഀ 8਍ഀ 0.74 fpu.਍ഀ 3. POST-TENSIONING TENDONS, AT ANCHORAGES AND COUPLERS IMMEDIATELY਍ഀ AFTER TENDON ANCHORAGE 0.70 fpu.਍ഀ P. RECORDS OF ALL TENDON JACKING FORCES AND ELONGATION SHALL BE SUBMITTED਍ഀ TO THE STRUCTURAL ENGINEER. ELONGATION MEASUREMENT SHALL BE OBSERVED BY਍ഀ A PARTY INDEPENDENT OF THE COMPANY RESPONSIBLE FOR TENDON ELONGATION.਍ഀ MASONRY਍ഀ A. ALL MASONRY CONSTRUCTION REQUIRES SPECIAL INSPECTIONS PER CHAPTER 17 OF THE਍ഀ INTERNATIONAL BUILDING CODE.਍ഀ B. CONCRETE BLOCK UNITS SHALL CONFORM TO ASTM C90, GRADE N. BRICK SHALL਍ഀ FULFILL ASTM C62, C216 OR C652. MORTAR SHALL BE ASTM C270 TYPE S OR M.਍ഀ C.' MASONRY SHALL CONSIST OF CONCRETE BLOCK WITH A MINIMUM COMPRESSIVE਍ഀ STRENGTH OF F'n, OF 1900 PSI BASED ON NET AREA.਍ഀ D. WALLS SHALL BE REINFORCED HORIZONTALLY AT 16" ON CENTER WITH 9 GAGE਍ഀ MINIMUM LADDER-TYPE REINFORCEMENT MEETING ASTM A82 MASONRY WALL਍ഀ REINFORCEMENT. HORIZONTAL REINFORCING SHALL BE CONTINUOUS AROUND਍ഀ CORNERS.਍ഀ E. UNLESS NOTED OTHERWISE, MASONRY WALLS SHALL ALSO BE REINFORCED WITH਍ഀ ONE #5 VERTICALLY AT WALL ENDS, CORNERS, EACH SIDE OF DOOR OR WINDOW਍ഀ OPENINGS AND AT NOT OVER 4'-0" ON CENTER TYPICALLY. REINFORCEMENT਍ഀ SHALL BE FULLY GROUTED IN PLACE. GROUT SHALL DEVELOP 3000 PSI IN 28 DAYS AND਍ഀ MEET ASTM C476.਍ഀ F. ALL CMU WALLS REQUIRE A MINIMUM OF 245 IN BOND BEAM ABOVE ALL DOORS AND਍ഀ WINDOWS, AT FLOOR AND ROOF LINES, AND TOP OF PARAPETS UNLESS OTHERWISE਍ഀ NOTED.਍ഀ G. REFER TO ARCHITECTURAL DRAWINGS FOR CONSTRUCTION JOINT LOCATIONS.਍ഀ H. FILL ALL VOIDS AND BLOCK CELLS SOLIDLY WITH ASTM C476 GROUT FOR A DISTANCE਍ഀ OF 24" BENEATH AND A MINIMUM OF 16" EACH SIDE OF ALL BEAM REACTIONS OR OTHER਍ഀ CONCENTRATED LOADS UNLESS NOTED OTHERWISE.਍ഀ 1. CMU SHALL BE FULLY GROUTED BELOW GRADE.਍ഀ J. PROVIDE A THICKENED CONCRETE SLAB UNDER ALL MASONRY PARTITION WALLS. SEE਍ഀ ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF WALLS AND FOR਍ഀ OPENINGS, ALL OF WHICH REQUIRE LINTELS. SEE LOOSE LINTEL SCHEDULE FOR਍ഀ FRAMING OVER NON-BEARING OPENINGS IF NOT SHOWN ON STRUCTURAL DRAWINGS.਍ഀ SEE MECHANICAL DRAWINGS FOR THOSE OPENINGS WHICH REQUIRE LINTELS.਍ഀ K. ALL MULTIPLE WYTHE MASONRY WALLS SHALL BE GROUTED SOLID BETWEEN EACH਍ഀ WYTHE WITH ASTM C476 GROUT.਍ഀ L. WHERE MASONRY LINTELS CROSS EXPANSION CONTROL JOINTS IN MASONRY, INSTALL਍ഀ LINTELS SO THAT THE LINTEL MAY SLIDE ON ONE END.਍ഀ M. PROVIDE MASONRY TIES WHERE MASONRY ABUTS CONCRETE.਍ഀ 10. STRUCTURAL STEEL਍ഀ A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS਍ഀ WHICH SHALL CONFORM TO ASTM 992, (50 KSI) AND EXCEPT PIPE COLUMNS WHICH਍ഀ SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO ASTM A500, GRADE B, LATEST਍ഀ EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION.਍ഀ MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL.਍ഀ B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT਍ഀ CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED਍ഀ OTHERWISE.਍ഀ C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE਍ഀ LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION."਍ഀ D. EXCEPT WHERE DETAILED OTHERISE, FABRICATOR SHALL SELECT STEEL CONNECTIONS PER਍ഀ AISC "MANUAL OF STEEL CONSTRUCTION" (ASD), TABLE 11-A AND/OR AISC "SIMPLE SHEAR਍ഀ CONNECTION MANUAL" WITH A325 N BOLTS (OR WELDED EQUIVALENT) TO SUPPORT LOADS਍ഀ INDICATED ON THE STRUCTURAL DRAWINGS. WHEN LOADS ARE NOT SHOWN, SELECT਍ഀ CONNECTION TO SUPPORT 60% THE TOTAL UNIFORM LOAD CAPACITY PER AISC "MANUAL OF਍ഀ STEEL CONSTRUCTION" FOR EACH GIVEN BEAM AND SPAN FOR NON-COMPOSITE਍ഀ MEMBERS. FOR COMPOSITE MEMBERS, CONNECTIONS SHALL SUPPORT 75% OF THE਍ഀ TOTAL CAPACITY FOR EACH BEAM AND SPAN.਍ഀ SUBMIT DESIGN CALCULATIONS, BEARING THE STAMP AND SIGNATURE OF THE PROFESSIONAL਍ഀ ENGINEER LICENSED IN THE STATE OF COLORADO, AND EMPLOYED BY THE STEEL਍ഀ FABRICATOR, FOR ALL CONNECTIONS NOT COMPLETELY DETAILED ON THE STRUCTURAL਍ഀ DRAWINGS.AND FOR ANY PROPOSED ALTERNATE CONNECTION DETAILS.਍ഀ E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY਍ഀ STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-D1.1.਍ഀ F. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUS਍ഀ FILLET UNLESS NOTED OTHERWISE.਍ഀ G. FOR ALL BEAM/COLUMN OR BEAM/BEAM CONNECTIONS, PROVIDE HORIZONTAL SHORT਍ഀ SLOTS IN CONNECTION MEMBER ONLY (WT-SECTIONS, ANGLES OR SHEAR PLATES).਍ഀ H. STRUCTURAL STEEL SUPPLIER TO FURNISH LINTELS FOR ALL MASONRY OPENINGS PER਍ഀ LOOSE LINTEL SCHEDULE OR AS SHOWN OTHERWISE ON STRUCTURAL DRAWINGS. ONE਍ഀ END OF THE LINTEL SHALL BE FREE TO MOVE HORIZONTALLY TO ALLOW FOR਍ഀ ELONGATION AND SHORTENING.਍ഀ 1. THE TERMINOLOGY "CONTINUOUS" MEANS QUANTITY. PROVIDE THE NECESSARY JOINT਍ഀ DETAILS TO ALLOW FOR BUILDING MOVEMENTS. COORDINATE LOCATIONS WITH਍ഀ ARCHITECTURAL CONTROL AND EXPANSION JOINTS.਍ഀ J. PROVIDE ANCHOR BOLTS FOR BEAMS BEARING ON MASONRY UNLESS OTHERWISE਍ഀ NOTED.਍ഀ K. PROVIDE TEMPORARY BRACING AND PRECAUTIONS NECESSARY TO COMPLY WITH ALL਍ഀ STEEL ERECTION STANDARDS AND TO WITHSTAND ALL CONSTRUCTION AND/OR LATERAL਍ഀ LOADS UNTIL ALL FIELD CONNECTIONS ARE COMPLETED AND PERMANENT LATERAL SYSTEMS਍ഀ AND DECKS ARE IN PLACE.਍ഀ L. STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP਍ഀ 10਍ഀ DRAWING TIME FOR ANY REVISIONS TO ERECTION DRAWINGS NOR FOR ANY REVISIONS਍ഀ TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS.਍ഀ M. UNLESS NOTED OTHERWISE, WHENEVER MASONRY RESTS ON STEEL BEAMS WITH਍ഀ FLANGES NARROWER THAN ACTUAL MASONRY THICKNESS, WELD 1/4" THICK਍ഀ CONTINUOUS PLATE TO BEAM FLANGE. WIDTH OF PLATE TO BE 1/2" NARROWER THAN਍ഀ MASONRY THICKNESS.਍ഀ 11. METAL DECK਍ഀ A. UNLESS NOTED OTHERWISE, DECK SHALL BE SHOP-PAINTED STEEL, SHALL BE OF਍ഀ THE TYPE CALLED FOR ON THE FRAMING PLANS AND SHALL BE TWO SPAN MINIMUM WHERE਍ഀ POSSIBLE.SINGLE SPAN DECK CONDITIONS SHALL BE SHORED. DECK SUPPLIER SHALL VERIFY਍ഀ COMPATIBILITY OF HIS DECK FINISH WITH FIRE PROOFING REQUIREMENTS.਍ഀ B. DECKING SHALL BE INSTALLED AND ALL OPENINGS IN DECK CUT AND REINFORCED IN਍ഀ ACCORDANCE WITH MANUFACTURER'S STANDARD DETAILS AND SPECIFICATIONS'਍ഀ EXCEPT AS NOTED OTHERWISE.਍ഀ C. WELDING REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON DRAWINGS.਍ഀ 1. ATTACH ROOF DECK TO SUPPORT BEAMS, STEEL JOISTS OR PLATES WITH'5/8"਍ഀ PUDDLE WELDS AT 6" (7 WELDS PER SHEET MINIMUM).਍ഀ 2. LONGITUDINAL JOINTS BETWEEN ADJACENT ROOF DECK UNITS (SIDELAPS) SHALL਍ഀ BE SCREWED PER MANUFACTURER RECOMMENDATIONS AT 3 LOCATION PER SPAN.਍ഀ 3. ATTACH ROOF DECK TO BEAMS OR PLATES PARALLEL TO DECK WITH 5/8"਍ഀ DIAMETER PUDDLE WELDS AT 12" ON CENTER.਍ഀ 4. ATTACH FLOOR DECK TO EACH END SUPPORT AT 12 INCHES AND TO EACH਍ഀ INTERMEDIATE SUPPORT AT SIDE LAPS PLUS ONE INTERMEDIATE POINT WITH਍ഀ 5/8" DIAMETER PUDDLE WELD. PROVIDE WELD WASHERS AS REQUIRED.਍ഀ 5. LONGITUDINAL JOINTS BETWEEN ADJACENT FLOOR DECK UNITS SHALL BE਍ഀ FASTENED TOGETHER AT 36" MAXIMUM SPACING WITH #10 TEK SCREW FASTEN FLOOR਍ഀ DECK TO PARALLEL AND PERIMETER BEAMS AT 12"ON CENTER.਍ഀ 6. HEADED ANCHOR STUDS SHALL BE WELDED DIRECTLY TO STEEL BEAMS਍ഀ THROUGH DECK.਍ഀ 12. LIGHT GAGE FRAMING਍ഀ A. LIGHT-GAGE METAL FRAMING SHALL BE THE SIZE AND GAGE SHOWN ON THE਍ഀ DRAWINGS.਍ഀ B. FRAMING ROLLED FROM STEEL 18 GAGE AND LIGHTER SHALL CONFORM TO ASTM A570,਍ഀ LATEST EDITION, WITH A MINIMUM YIELD STRESS OF 33,000 PSI.਍ഀ C. FRAMING ROLLED FROM STEEL 16 GAGE AND HEAVIER SHALL CONFORM TO ASTM A570,਍ഀ LATEST EDITION, WITH A MINIMUM YIELD STRESS OF 50,000 PSI.਍ഀ D. ALL WORK SHALL CONFORM WITH THE RECOGNIZED STANDARDS AND CODES FOR਍ഀ LIGHT GAGE METAL FRAMING.਍ഀ 13. NON-SHRINK GROUT਍ഀ A. NON-SHRINK GROUT SHALL BE PROVIDED:਍ഀ 1. BETWEEN COLUMN BASES AND CONCRETE OR MASONRY SUPPORTS.਍ഀ 2. BETWEEN BEAM BEARING PLATES AND CONCRETE OR MASONRY਍ഀ SUPPORTS.਍ഀ 3. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH਍ഀ OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE.਍ഀ 14. WOOD਍ഀ A. ALL FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY਍ഀ WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO INTERNATIONAL BUILDING਍ഀ CODE AS FOLLOWS:਍ഀ 2" THICK - 4" TO 6" WIDE (WALL STUD ONLY) STUD Fb = 700 PSI਍ഀ 2" TO 4" THICK - 6" AND WIDER NO. 2 Fb = 900 PSI਍ഀ 5" THICK - 5" AND WIDER NO. 1 Fb = 1350 PSI਍ഀ NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITVE USES PRIOR TO਍ഀ ALLOWABLE STRESS INCREASES.਍ഀ GLUMBER IS ALVANIZED (DOUG REQUIRED D PPEOD OR L CONNECTIONS AND਍ഀ B. WHEN PRESERVATIVE TREATED਍ഀ NAILING SHALL BE ADEQUATE਍ഀ C. TREATED SILL PLATE LUMBER MAY BE HEM-FIR, STRUCTURAL #1 GRADE.਍ഀ D. PROVIDE BLOCKING BETWEEN ALL JOISTS AT ARLL BSUPPORTS AND ENDS OF CANTILEVERS਍ഀ SOD ERS਍ഀ IS REQUIRED.਍ഀ E. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULE਍ഀ TABLE 2304-9.1 UNLESS NOTED OTHERWISE.਍ഀ F. LAMINATED BEAMS਍ഀ 1. ALL LAMINATED MEMBERS SHALL BE FABRICATED OF DOUGLAS FIR LARCH PERCENT MOISTURE CONTENT IN ACCORDANCE WITH WCLIB. ALL SIZES SHOWN਍ഀ ARE NET.਍ഀ 2. LAMINATED MEMBER SHALL BE DETAILED AND FABRICATED IN ACCORDANCE਍ഀ WITH THE STANDARD SPECIFICATIONS FOR THE DESIGN AND FABRICATION OF਍ഀ STRUCTURAL GLUE LAMINATED TIMBER, LATEST EDITION AS PUBLISHED BY AITC.਍ഀ 3. PROVIDE UNITS CONFORMING TO AITC 117, 24FV8, D.F. FOR CONTINUOUS਍ഀ MEMBERS AND CANTILEVERS AND 24FV4, D.F. FOR SIMPLE SUPPORT MEMBERS.਍ഀ MEMBERS SHALL BE DESIGNED WITH *ZERO CAMBER WITH TOP SURFACE CLEARLY਍ഀ STAMPED ON EACH MEMBER.਍ഀ 4. RE: ARCH FOR FINISH REQUIREMENTS.਍ഀ G. PLYWOOD DECK AND/OR ORIENTED STRAND BOARD.਍ഀ AMERICAN PLYWOOD਍ഀ 1 BE PANEL਍ഀ ACCORDANCE WITH RECOMMENDATIONS O OFRTHEI LL਍ഀ ASSOCIATION.਍ഀ 2. EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THE਍ഀ AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF਍ഀ U.S. PRODUCTS STANDARD PSI, LATEST EDITION FOR PLYWOOD. ALL PANELS਍ഀ WHICH HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE਍ഀ WEATHER SHALL BE OF THE EXTERIOR TYPE.਍ഀ 3 GLUED NAILED਍ഀ AND WITH 0D NAILS AT 6" ON CENTER ALONG PANEL EDGES AN AT 12" ALONG਍ഀ INTERMEDIATE SUPPORTS.਍ഀ 4. FOR ROOF USE 5/8" (40/20 SPAN RATING)(UNLESS NOTED OTHERWISE) EXPOSURE I਍ഀ SHEATHING NAILED WITH 10D NAILS AT 4" ON CENTER ALONG PANEL EDGES AND਍ഀ AT 12" ALONG INTERMEDIATE SUPPORTS.਍ഀ OR਍ഀ 5 SHEATHING WITH 8d NAILS AT LAYER 6" OF 1/2" ON CENTER ALONG PLYWOOD਍ഀ OSB EATHIING NA਍ഀ 12਍ഀ EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE਍ഀ AND REFER TO SHEAR WALL SCHEDULE. ALL PANEL EDGES SHALL BE BLOCKED.਍ഀ 6. FLOORS AND ROOF SHEATHING SHALL BE INSTALLED WITH THE FACE GRAIN਍ഀ PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED.਍ഀ 7. INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS, TONGUE AND਍ഀ GROOVE PANELS OR SOLID WOOD BLOCKING SUPPORTS.਍ഀ H. PREFABRICATED WOOD MEMBERS SHALL BE THE TYPE NOTED ON THE DRAWINGS AND਍ഀ SHALL BE "BCI-JOIST" AS MANUFACTURED BY BOISE CASCADE CORPORATION.਍ഀ ALTERNATES SHALL BE REVIEWED BY THE ENGINEER. TO BE CONSIDERED,਍ഀ ALTERNATES SHALL HAVE A LOAD CAPACITY IN BENDING, SHEAR AND DEFLECTION਍ഀ EQUAL TO OR GREATER THAN THE SIZE SHOWN ON THE DRAWINGS. WEB BLOCKING਍ഀ AND BRIDGING TO BE AS REQUIRED BY THE JOIST MANUFACTURER.਍ഀ 1. LAMINATED VENEER LUMBER MEMBERS SHALL HAVE THE FOLLOWING STRESS਍ഀ CAPACITIES: FB = 2800 PSI, E = 2,000,000 PSI, FC = 750 PSI, FV = 285 PSI. BUILT UP਍ഀ MEMBERS SHALL BE CONNECTED IN ACCORDANCE WITH MANUFACTURERS'਍ഀ RECOMMENDATIONS. CONTRACTOR SHALL HAVE THE OPTION OF USING 3 1/2" OR਍ഀ 5 1/4" WIDE MEMBERS.਍ഀ 15. NON-STRUCTURAL ELEMENTS਍ഀ A. ELEMENTS਍ഀ SUPPORT E INTO ACCOUNT DEFLECTIONS AND਍ഀ ED BY THE STRUCTURE SHALL TAK਍ഀ OTHER STRUCTURAL MOVEMENTS.਍ഀ B. FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET਍ഀ ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THE਍ഀ ARCHITECTURAL DRAWINGS. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED਍ഀ UNRESTRAINED UNLESS NOTED OTHERWISE.਍ഀ 16. GENERAL਍ഀ A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS.਍ഀ B. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND਍ഀ ELECTRICAL CONTRACTORS. VERIFICATION OF LOCATIONS, SIZES, LINTELS AND਍ഀ REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY.਍ഀ C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER਍ഀ ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS਍ഀ AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ON਍ഀ ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR਍ഀ SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OF਍ഀ HIS ITEMS.਍ഀ D. PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL,਍ഀ MECHANICAL, ELECTRICAL AND STRUCTURAL DRAWINGS. MISCELLANEOUS EMBEDDED਍ഀ ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER AND INSTALLED਍ഀ BY CONCRETE CONTRACTOR. STEEL SHALL FULFILL ASTM A36.਍ഀ E. PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED TO EARTH.਍ഀ SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL CONCRETE਍ഀ REINFORCING, STRUCTURAL STEEL, LAMINATED WOOD FRAMING MEMBERS, WOOD਍ഀ 13਍ഀ JOISTS, AND METAL DECK. THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO਍ഀ WRITTEN REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK OF THE CONTRACTOR.਍ഀ G਍ഀ H਍ഀ WATERPROOFING, VAPOR BARRIERS, WATERSTOP, ETC., SHALL BE AS SHOWN ON THE਍ഀ ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS.਍ഀ ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR਍ഀ WALLS AS SPECIFIED IN SECTION 1405 OF THE INTERNATIONAL BUILDING CODE.਍ഀ ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD AND਍ഀ ARCHITECTURAL DRAWINGS.਍ഀ CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONS਍ഀ ARE DIFFERENT THAN ASSUMED, NOTIFY ENGINEER.਍ഀ K. PRE/MANUFACTURED STAIRS, HANDRAILS, AND GUARDRAILS NOTED ON PLAN SHALL HAVE ALL਍ഀ ENGINEERING, DESIGN AND DETAILING PROVIDED BY STAIR DESIGNER AND SHALL BE SUBMITTED਍ഀ FOR ARCHITECTS REVIEW BEARING THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN TH਍ഀ STATE OF COLORADO. STAIRS SHALL BE DESIGNED TO SUPPORT ALIVE LOAD OF 100 PSF. SEE਍ഀ ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS AND CRITERIA.਍ഀ 14਍ഀ Vail's Front Door਍ഀ Lode Addition -Spa਍ഀ Monroe & Newell Engineers Inc. # 5500.02਍ഀ TABLE OF CONTENTS਍ഀ SET-UP INFORMATION਍ഀ ROOF BEAM DESIGN RB I - RB47਍ഀ RB101 -RB141਍ഀ FLOOR BEAM DESIGN FBI - FB46਍ഀ FB 101 - FB 150਍ഀ COLUMN DESIGN Cl - C17਍ഀ MISCELLANEOUS DESIGN MI-M6਍ഀ Beam Design਍ഀ 1~ Z~ ► „ ; I਍ഀ zn/਍ഀ I 1 I I p 1਍ഀ x l I ' NON N r I਍ഀ - - - - -਍ഀ 1 ~ I II _ (1.਍ഀ I਍ഀ I II moo,਍ഀ 01਍ഀ 61 ,਍ഀ I -਍ഀ ~►O '਍ഀ c'਍ഀ yoo਍ഀ to y I਍ഀ I - ~ t CIO਍ഀ V'byl਍ഀ l.r-- r X X਍ഀ ~ rlzI tea'਍ഀ " MY਍ഀ ttJJ ✓਍ഀ N਍ഀ 70਍ഀ io'V਍ഀ ,਍ഀ g I਍ഀ 12਍ഀ 1਍ഀ N I਍ഀ N lid OO~'~,1 ~ V~bX► 0.N j਍ഀ W O X21 N - ~ a '਍ഀ O O N cp G Z U X► ..x ' ,਍ഀ kjkl਍ഀ I~ W►2 ► I~`wb v '਍ഀ (b 3਍ഀ W►a -਍ഀ IIA;਍ഀ I os, x p l p w12X►`►਍ഀ ,਍ഀ (b20Q `3) 1 N Z-~O਍ഀ W XI O p਍ഀ I ~ ~ N aXx -਍ഀ t਍ഀ v+ t,'਍ഀ JL਍ഀ ;਍ഀ p ' I ec ~ N I ' _਍ഀ O A X I 1 `I ;1'1਍ഀ I rnp ~ rn~y~~0 ~਍ഀ - ~rn I -tx7p~-z਍ഀ S1਍ഀ Monroe & Newell਍ഀ Engineers, Inc.਍ഀ JOB਍ഀ SHEET NO.਍ഀ CALCULATED BY਍ഀ CHECKED BY਍ഀ SCALE਍ഀ ;coo il'਍ഀ ਍ഀ ਍ഀ ..Y.਍ഀ 2਍ഀ AD 5਍ഀ Q,਍ഀ r਍ഀ L nA-0 S LUC7i `IrQ P,:;) Ca,t S~....਍ഀ i,਍ഀ 41 ~-c਍ഀ Vat/਍ഀ T਍ഀ OF਍ഀ DATE਍ഀ DATE਍ഀ s਍ഀ C lU\JLJ~L3਍ഀ i _਍ഀ t਍ഀ r਍ഀ Monroe & Newell਍ഀ Engineers, Inc.਍ഀ a਍ഀ i਍ഀ ti਍ഀ JOB &-u - Sep,਍ഀ SHEET NO.਍ഀ CALCULATED BY਍ഀ CHECKED BY਍ഀ SCALE਍ഀ S~਍ഀ V fi~ 3਍ഀ OF਍ഀ DATE਍ഀ DATE਍ഀ i~਍ഀ tom`਍ഀ L਍ഀ 4124-਍ഀ VL਍ഀ Monroe & Newell਍ഀ Engineers, Inc.਍ഀ JOB਍ഀ SHEET NO.਍ഀ CALCULATED BY_਍ഀ CHECKED BY਍ഀ SCALE਍ഀ 'JL <<5s UCsGrkL L.਍ഀ Monroe & Newell਍ഀ Engineers, Inc.਍ഀ V(,J -਍ഀ JOB਍ഀ SHEET NO.਍ഀ CALCULATED BY਍ഀ CHECKED BY਍ഀ SCALE਍ഀ 3a ~਍ഀ ?Q 6.਍ഀ 73਍ഀ OF਍ഀ DATE਍ഀ DATE਍ഀ fp~T਍ഀ U- 4,਍ഀ 111਍ഀ _ _਍ഀ ,f਍ഀ -਍ഀ u~਍ഀ Ir? R,> Z਍ഀ i਍ഀ C •37਍ഀ PC)਍ഀ Monroe & Newell਍ഀ JOB਍ഀ Engineers, Inc.਍ഀ A਍ഀ SHEET NO. OF_਍ഀ CALCULATED BY DATE਍ഀ CHECKED BY DATE਍ഀ SCALE਍ഀ J '9਍ഀ Monroe & Newell JOB਍ഀ Engineers, Inc. SHEET NO. OF਍ഀ 9਍ഀ CALCULATED BY DATE 1.2 ate! o~਍ഀ CHECKED BY DATE਍ഀ SCALE਍ഀ 157:( 9਍ഀ -਍ഀ 3s਍ഀ ਍ഀ ਍ഀ k 10਍ഀ r਍ഀ 1 ~਍ഀ Q2~਍ഀ ਍ഀ Q਍ഀ 2 1਍ഀ 33਍ഀ arc਍ഀ 01 yo਍ഀ _a਍ഀ 1਍ഀ J-਍ഀ 1਍ഀ 00 n਍ഀ y਍ഀ I..਍ഀ LJ਍ഀ 21r਍ഀ .਍ഀ 4 17਍ഀ ਍ഀ ਍ഀ L 4.0.,7 ' 7, (Nv /7'T'਍ഀ /਍ഀ --in਍ഀ ਍ഀ ਍ഀ togs਍ഀ 1. n-਍ഀ 2~਍ഀ :਍ഀ ਍ഀ ਍ഀ i A IT% A A਍ഀ .਍ഀ 1 A਍ഀ Y ~ 1z ti਍ഀ 2਍ഀ c,~ 14 i਍ഀ A਍ഀ ਍ഀ I਍ഀ CA<਍ഀ .਍ഀ _ _਍ഀ .............3਍ഀ ਍ഀ ਍ഀ 2`~~al਍ഀ W਍ഀ i਍ഀ I'.a਍ഀ 7਍ഀ Monroe & Newell਍ഀ Engineers, Inc.਍ഀ U਍ഀ YC Cif I ~ ~ ~ i਍ഀ `S਍ഀ JOB਍ഀ SHEET NO.਍ഀ CALCULATED BY AA- DATE t2-!~ 1,~਍ഀ CHECKED BY਍ഀ SCALE਍ഀ tz਍ഀ C਍ഀ L਍ഀ e3 ~'<Cxr i C~ 1C)਍ഀ OF਍ഀ DATE਍ഀ `਍ഀ UL਍ഀ _ I I"਍ഀ -਍ഀ Z~.਍ഀ top਍ഀ p,਍ഀ t 3 l .~C)਍ഀ 1Z਍ഀ wr - ~,~15~3਍ഀ ਍ഀ I਍ഀ q_z਍ഀ Monroe & Newell JOB VS0 -S?A਍ഀ Engineers, Inc. SHEET NO. OF਍ഀ q a~਍ഀ CALCULATED BY ~ DATE(਍ഀ A i਍ഀ CHECKED BY DATE਍ഀ SCALE਍ഀ P, -਍ഀ ut `~l4 ~0 of਍ഀ l~~ v w t਍ഀ I U਍ഀ a,਍ഀ 72਍ഀ 2,3਍ഀ tMonroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ i' 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver 5.8.0, t-Dec-2003 Multi-Span Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ SSOO.ecw:Roof Beams਍ഀ Description Roof Beam - RB1਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span I_n_formation਍ഀ Description਍ഀ Span਍ഀ Cant਍ഀ Span ft਍ഀ 11.00਍ഀ 3.50਍ഀ Steel Section਍ഀ w8x10਍ഀ w8x10਍ഀ End Fixity਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced•Length ft਍ഀ 0.50਍ഀ 0.50਍ഀ Loads਍ഀ Live Load Used This Span ? Yes j਍ഀ Dead Load k/ft 0.120਍ഀ Live Load k/ft 0.400਍ഀ Yes਍ഀ 0.120਍ഀ 0.400਍ഀ LResults਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ 6.35਍ഀ 0.00਍ഀ @ X =਍ഀ ft਍ഀ 4.91਍ഀ 3.50਍ഀ Max @ Left End਍ഀ lo-ft਍ഀ , 0.00਍ഀ -3.18਍ഀ Max @ Right End਍ഀ k-ft਍ഀ -3.18਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi਍ഀ 9,764.5਍ഀ 4,895.4਍ഀ Fb : Allowable਍ഀ psi਍ഀ 30 000.0਍ഀ 30,000.0਍ഀ fv਍ഀ A਍ഀ t਍ഀ l਍ഀ Bending OK਍ഀ Bending OK਍ഀ :਍ഀ c਍ഀ ua਍ഀ psi਍ഀ 2,348.1਍ഀ 1,356.9਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 2.57਍ഀ 1.82਍ഀ Shear @ Right਍ഀ k਍ഀ 3.15਍ഀ 0.00਍ഀ Reactions.:.਍ഀ DL @ Left਍ഀ k਍ഀ 0.59਍ഀ 1.15਍ഀ LL @ Left਍ഀ k਍ഀ 1.98਍ഀ 3.82਍ഀ Total @ Left਍ഀ k਍ഀ 2.57਍ഀ 4.97਍ഀ DL @ Right਍ഀ k਍ഀ 1.15਍ഀ 0.00਍ഀ LL @ Right਍ഀ k਍ഀ 3.82਍ഀ 0.00਍ഀ Total @ Right਍ഀ k਍ഀ 4.97਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ -0.145਍ഀ 0.097਍ഀ @ X =਍ഀ ft਍ഀ 5.28਍ഀ 3.50਍ഀ Span/Deflection Ratio਍ഀ 907.2਍ഀ 867.5਍ഀ Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00਍ഀ Shear k 2.57 1.82 0.00 0.00 0.00 0.00 0.00 0.00਍ഀ Moment k-ft 0.00 -3.18 0.00 0.00 0.00 0.00 0.00 0.00਍ഀ Max. Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000਍ഀ (~~5਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ ' 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:Roof Beams਍ഀ Description Roof Beam - RB3਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor਍ഀ 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Span਍ഀ Cant਍ഀ Span ft਍ഀ 6.50਍ഀ 2.00਍ഀ Steel Section਍ഀ wsxlo਍ഀ wsxlo਍ഀ End Fixity਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length ft਍ഀ 0.50਍ഀ 0.50਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ -਍ഀ I, SEEM਍ഀ Head Load k/ft਍ഀ 0.105਍ഀ 0.105਍ഀ Live Load k/ft਍ഀ 0.350਍ഀ 0.350਍ഀ Results਍ഀ Mmax @ Cntr k-ft਍ഀ ! 1.97਍ഀ 0.00਍ഀ @ X = ft਍ഀ 2.95਍ഀ 2.00਍ഀ Max @ Left End k-ft਍ഀ 0.00਍ഀ -0.91਍ഀ Max @ Right End k-ft਍ഀ -0.91਍ഀ 0.00਍ഀ fb : Actual psi਍ഀ ! 3,027.2਍ഀ 1,398.7਍ഀ Fb : Allowable psi਍ഀ 30,000.0਍ഀ 30,000.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv : Actual psi਍ഀ ! 1,206.9਍ഀ 678.4਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left k਍ഀ 1.34਍ഀ 0.91਍ഀ Shear @ Right k਍ഀ 1.62਍ഀ 0.00਍ഀ Reactions...਍ഀ DL @ Left k਍ഀ 0.31਍ഀ 0.58਍ഀ LL @ Left k਍ഀ 1.03਍ഀ 1.95਍ഀ Total @ Left k਍ഀ 1.34਍ഀ 2.53਍ഀ DL @ Right k,਍ഀ 0.58਍ഀ 0.00਍ഀ LL @ Right k਍ഀ 1.95਍ഀ 0.00਍ഀ Total @ Right k,਍ഀ 2.53਍ഀ 0.00਍ഀ Max. Deflection in਍ഀ -0.016਍ഀ 0.011਍ഀ @X= ft਍ഀ 3.12਍ഀ 2.00਍ഀ Span/Deflection Ratio਍ഀ 4,924.4਍ഀ 4,450.1਍ഀ Query Values਍ഀ 6਍ഀ Location ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear k਍ഀ 1.34਍ഀ 0.91਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment k-ft਍ഀ 0.00਍ഀ -0.91਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection in਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ X61(,਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ L 303.623.4927਍ഀ Scope਍ഀ s Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ve, -Dec-2003਍ഀ (c)1983-2003 3 ENE ENERCALC LC Engineering g Software l'an਍ഀ Multi-Span Steel Beam Page 1਍ഀ Qac ai , . 5500 ecw:Rocf Beams਍ഀ Description Roof Beam - RB4਍ഀ uenerai information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ inrormatlon਍ഀ Description਍ഀ Span ft਍ഀ Steel Section਍ഀ End Fixity਍ഀ Unbraced Length ft਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Dead Load k/ft਍ഀ Live Load k/ft਍ഀ Span਍ഀ 6.50਍ഀ wsxio਍ഀ Pin-Pin਍ഀ 0.50਍ഀ -਍ഀ Cant - -਍ഀ 2.00਍ഀ wsx10਍ഀ Pin-Free਍ഀ 0.50਍ഀ Yes਍ഀ Yes਍ഀ 0.135਍ഀ 0.135਍ഀ 0.450਍ഀ 0.450਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ 2.53਍ഀ 0.00਍ഀ @ X =਍ഀ It਍ഀ 2.95਍ഀ 2.00਍ഀ Max @ Left End਍ഀ k-ft਍ഀ l 0.00਍ഀ -1.17਍ഀ Max @ Right End਍ഀ k-ft਍ഀ i -1.17਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi਍ഀ 3,892.1਍ഀ 1,798.3਍ഀ Fb : Allowable਍ഀ psi਍ഀ 30,000.0਍ഀ 30,000.0਍ഀ fv: Actual਍ഀ Bending OK਍ഀ Bending OK਍ഀ psi਍ഀ 1,551.7਍ഀ 872.3਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ i਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 1.72਍ഀ 1.17਍ഀ Shear @ Right਍ഀ k਍ഀ 2.08਍ഀ 0.00਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.40਍ഀ 0.75਍ഀ LL @ Left਍ഀ k਍ഀ 1.32਍ഀ 2.50਍ഀ Total @ Left਍ഀ k਍ഀ 1.72਍ഀ 3.25਍ഀ DL @ Right਍ഀ k਍ഀ 0.75਍ഀ 0.00਍ഀ LL @ Right਍ഀ k਍ഀ 2.50਍ഀ 0.00਍ഀ Total @ Right਍ഀ k I਍ഀ 3.25਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in;[਍ഀ -0.020਍ഀ 0.014਍ഀ @ X =਍ഀ ft'਍ഀ 3.12਍ഀ 2.00਍ഀ Span/Deflection Ratio਍ഀ 3,830.1਍ഀ 3,461.2਍ഀ Query Values਍ഀ Location਍ഀ Shear਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ Moment਍ഀ k਍ഀ k-ft਍ഀ 1.72਍ഀ 0.00਍ഀ 1.17਍ഀ -1਍ഀ 17਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in j਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ .਍ഀ 0਍ഀ 0000਍ഀ .਍ഀ 0਍ഀ 0000਍ഀ 0.00਍ഀ 0਍ഀ 0000਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ .਍ഀ .਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ -਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202਍ഀ Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ 7983਍ഀ 20਍ഀ EN਍ഀ R਍ഀ Page 1਍ഀ (c)਍ഀ -਍ഀ 03਍ഀ CALC਍ഀ E਍ഀ Engineering Software਍ഀ 5500.ecw:Roof Beams਍ഀ Description਍ഀ Roof Beam - RB6਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ e L-Cant਍ഀ Span਍ഀ R-Cant਍ഀ Span ft਍ഀ 2.00਍ഀ 13.00਍ഀ 2.00਍ഀ Steel Section਍ഀ w12x2e਍ഀ w12x26਍ഀ w12X26਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length ft਍ഀ 0.50਍ഀ 0.50਍ഀ 0.50਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Yes਍ഀ Dead Load k/ft਍ഀ 0.105਍ഀ 0.105਍ഀ 0.105਍ഀ Live Load k/ft਍ഀ 0.350਍ഀ 0.350਍ഀ 0.350਍ഀ Point #1 DL k਍ഀ 2.780਍ഀ LL k਍ഀ 9.270਍ഀ @ X ft਍ഀ 6.500਍ഀ Results਍ഀ Mmax @ Cntr k-ft਍ഀ 0.00਍ഀ 47.86਍ഀ 0.00਍ഀ @ X = ft਍ഀ 0.00਍ഀ 6.50਍ഀ 2.00਍ഀ Max @ Left End k-ft਍ഀ ' 0.00਍ഀ -0.91਍ഀ -0.91਍ഀ Max @ Right End k-ft਍ഀ 0.91਍ഀ -0.91਍ഀ 0.00਍ഀ fb : Actual psi਍ഀ 327.1਍ഀ 17,203.0਍ഀ 327.1਍ഀ Fb : Allowable psi਍ഀ ' 33,000.0਍ഀ 33,000.0਍ഀ 33,000.0਍ഀ fv : Act਍ഀ l਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ ua਍ഀ psi਍ഀ 323.8਍ഀ 3,195.9਍ഀ 323.8਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ I਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 8.98਍ഀ 0.91਍ഀ Shear @ Right਍ഀ k਍ഀ 0.91਍ഀ 8.98਍ഀ 0.00਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 2.28਍ഀ 2.28਍ഀ LL @ Left਍ഀ k਍ഀ 0.00਍ഀ 7.61਍ഀ 7.61਍ഀ Total @ Left਍ഀ k਍ഀ 0.00਍ഀ 9.89਍ഀ 9.89਍ഀ DL @ Right਍ഀ k਍ഀ 2.28਍ഀ 2.28਍ഀ 0.00਍ഀ LL @ Right਍ഀ k਍ഀ 7.61਍ഀ 7.61਍ഀ 0.00਍ഀ Total @ Right਍ഀ k I਍ഀ 9.89਍ഀ 9.89਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ 0.095਍ഀ -0.205਍ഀ 0.095਍ഀ @ X =਍ഀ ft''਍ഀ 0.00਍ഀ 6.50਍ഀ 2.00਍ഀ Span/Deflection Ratio਍ഀ 505.5਍ഀ 761.4਍ഀ 505.4਍ഀ Query Values਍ഀ Location ft 0.00਍ഀ Shear k 0.00਍ഀ Moment k-ft 0.00਍ഀ Max. Deflection in 0.0950਍ഀ 0.00਍ഀ 0.00਍ഀ 8.98਍ഀ 0.91਍ഀ -0.91਍ഀ -0.91਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ rte,;਍ഀ T Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa਍ഀ i" 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ z 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver 5.8.0, 1 -Dec-2003਍ഀ (c)1983-2003 3 ENE NERCALC LC Engineering So Multi-Span Steel Beam਍ഀ ~Software I" •7਍ഀ Description Roof Beam RB8਍ഀ Job # 5500.02਍ഀ Date: 10:32AM, 14 DEC 05਍ഀ Page 1਍ഀ 5500.ecw:Roof Beams਍ഀ General Information਍ഀ Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy Yield Stress਍ഀ 50.00 ksl਍ഀ Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ UeSCflptlOn਍ഀ I Span਍ഀ Cant਍ഀ Span ft਍ഀ 9.50਍ഀ 4.50਍ഀ Steel Section਍ഀ I waxes਍ഀ wsxls਍ഀ End Fixity਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length ft਍ഀ I 0.50਍ഀ 0.50਍ഀ Loads਍ഀ -AMMEMM਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Dead Load k/ft਍ഀ 0.180਍ഀ 0.180਍ഀ Live Load k/ft਍ഀ 0.600਍ഀ 0.600਍ഀ Point #1 DL k਍ഀ 0.630਍ഀ LL k਍ഀ 2.100਍ഀ @ X ft਍ഀ 4.500਍ഀ Results਍ഀ Mmax @ Cntr k-ftj਍ഀ 1.60਍ഀ FM-਍ഀ 0.00਍ഀ @ X = ft l਍ഀ 2.03਍ഀ 0.00਍ഀ Max @ Left End k-ft਍ഀ 0.00਍ഀ -20.18਍ഀ Max @ Right End k-ft਍ഀ -20.18਍ഀ 0.00਍ഀ fb : Actual psi਍ഀ 15,924.3਍ഀ 15,924.3਍ഀ Fb : Allowable psi,਍ഀ 33,000.0਍ഀ 33,000.0਍ഀ fv : Actual਍ഀ Bending OK਍ഀ Bending OK਍ഀ psi਍ഀ 3,113.7਍ഀ 3,333.0਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 1.58਍ഀ 6.24਍ഀ Shear @ Right਍ഀ k਍ഀ 5.83਍ഀ 2.73਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.36਍ഀ 2.79਍ഀ LL @ Left਍ഀ k਍ഀ 1.22਍ഀ 9.28਍ഀ Total @ Left਍ഀ k਍ഀ i਍ഀ 1.58਍ഀ 12.07਍ഀ DL @ Right਍ഀ k਍ഀ 2.79਍ഀ 0.00਍ഀ LL @ Right਍ഀ k਍ഀ 9.28਍ഀ 0.00਍ഀ Total @ Right਍ഀ k j਍ഀ 12.07਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ 0.040਍ഀ -0.274਍ഀ @ X =਍ഀ ft਍ഀ 6.78਍ഀ 4.50਍ഀ Span/Deflection Ratio਍ഀ 2,876.8਍ഀ 394.0਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ 0਍ഀ 00਍ഀ Shear਍ഀ k਍ഀ 1.58਍ഀ 6.24਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ Moment਍ഀ Max਍ഀ Deflection਍ഀ k-ft਍ഀ i਍ഀ I਍ഀ 0.00਍ഀ -20.18਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ .਍ഀ n਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ Rev: 580007਍ഀ User: KW-0606238,਍ഀ (c)7983.2003 ENER਍ഀ Description਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ 5.8.0, t-DecSo Multi-Span Steel Beam Page 1਍ഀ C Engineering Software 5500.ecw:Roof Beams਍ഀ Roof Beam - RB9਍ഀ uenerai intormatlon਍ഀ ..:ru:.._.._਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Cant਍ഀ Span਍ഀ Span਍ഀ ft਍ഀ 3.50਍ഀ 20਍ഀ 50਍ഀ Steel Section਍ഀ w14x22਍ഀ .਍ഀ w14x22਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Unbraced Length਍ഀ ft਍ഀ 3.50਍ഀ 5.00਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Dead Load਍ഀ k/f਍ഀ I 0.195਍ഀ 0.195਍ഀ Live Load਍ഀ k/ft਍ഀ 1 0.650਍ഀ 0਍ഀ 650਍ഀ Point #1 DL਍ഀ k਍ഀ .਍ഀ 1਍ഀ 710਍ഀ LL਍ഀ k਍ഀ i਍ഀ .਍ഀ 5.720਍ഀ @ X਍ഀ ft਍ഀ 20.000਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ 0.00਍ഀ 43.77਍ഀ OQ X =਍ഀ ft਍ഀ 0.00਍ഀ 10.80਍ഀ Max @ Left End਍ഀ k-ftl਍ഀ 0.00਍ഀ -5.18਍ഀ Max @ Right End਍ഀ k-ft l'਍ഀ -5.18਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi਍ഀ 21144.1਍ഀ 18,132.4਍ഀ Fb : Allowable਍ഀ psi਍ഀ 33,000.0਍ഀ 29,568.6਍ഀ fv : Actual਍ഀ Bending OK਍ഀ Bending OK਍ഀ Fv :Allowable਍ഀ psi਍ഀ psi਍ഀ 935.9਍ഀ 20,000.0਍ഀ 4,954.6਍ഀ 20,000.0਍ഀ 1.00਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 9਍ഀ 09਍ഀ Shear @ Right਍ഀ k਍ഀ 2.96਍ഀ .਍ഀ 15.66਍ഀ 7਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 2਍ഀ 78਍ഀ LL @ Left਍ഀ k਍ഀ 0.00਍ഀ .਍ഀ 9.27਍ഀ Total @ Left਍ഀ k਍ഀ 0.00਍ഀ 12.05਍ഀ DL @ Right਍ഀ k I਍ഀ 2.78਍ഀ 3਍ഀ 61਍ഀ LL @ Right਍ഀ k I਍ഀ 9.27਍ഀ .਍ഀ 12.05਍ഀ Total @ Right਍ഀ k j਍ഀ 12.05਍ഀ 15.66਍ഀ Max. Deflection਍ഀ in਍ഀ 0.288਍ഀ -0.570਍ഀ @ X=਍ഀ ft;਍ഀ 0.00਍ഀ 10.39਍ഀ Span/Deflection Ratio਍ഀ I਍ഀ 292.0਍ഀ 431.2਍ഀ query Values਍ഀ Location਍ഀ Shear਍ഀ Moment਍ഀ Max. Deflection਍ഀ ft l਍ഀ 0.00਍ഀ o.00਍ഀ 0.00਍ഀ 0.00਍ഀ k਍ഀ 0.00਍ഀ 9.09਍ഀ 0.00਍ഀ 0.00਍ഀ k-ft਍ഀ 0.00਍ഀ 5.18਍ഀ 0.00਍ഀ 0.00਍ഀ in ~਍ഀ 0.2877਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ 0.00 w਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 2s3~਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ A਍ഀ th਍ഀ A਍ഀ h਍ഀ th਍ഀ PE਍ഀ D਍ഀ Job # 5500.02਍ഀ 10਍ഀ 32AM਍ഀ 14 DEC 05਍ഀ D਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ ur਍ഀ s਍ഀ wor਍ഀ ,਍ഀ sgnr:਍ഀ r਍ഀ :਍ഀ ,਍ഀ ate:਍ഀ Denver, CO 80202਍ഀ Description :Lodge Expansion਍ഀ z਍ഀ ~਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007 11 A਍ഀ User: Kw-0606238, Ver5.8.0, 1-Dec-2C03 Multi-Span Steel Beam਍ഀ Page 1਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ 5500.ecw:Roof Beams਍ഀ Description਍ഀ Roof Beam - RB10਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress '਍ഀ 50.00 ksi਍ഀ Load Duration Factor 1.00਍ഀ Spans Considered Conti਍ഀ nuous Over Supports਍ഀ Span Information਍ഀ P਍ഀ Description਍ഀ L-Cant਍ഀ L-Span਍ഀ R-Span਍ഀ L R-Cant਍ഀ Span ft਍ഀ 3.50਍ഀ 10.50਍ഀ 20.00਍ഀ 3.50਍ഀ Steel Section਍ഀ W34X26਍ഀ W14x26਍ഀ W14X26਍ഀ W14X26਍ഀ End Fixity .਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length ft਍ഀ 3.50਍ഀ 5.00਍ഀ 5.00਍ഀ 3.50਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Yes਍ഀ Yes਍ഀ Dead Load ' k/ft਍ഀ 0.150਍ഀ 0.120਍ഀ 0.345਍ഀ 0.345਍ഀ Live Load k/ft਍ഀ 0.500਍ഀ 0.400਍ഀ 1.150਍ഀ 1.150਍ഀ Point #1 DL k਍ഀ 3.610਍ഀ LL k਍ഀ 12.050਍ഀ @ X ft਍ഀ 6.500਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ 0.00਍ഀ 7.73਍ഀ 42.91਍ഀ 0.00਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 6.44਍ഀ 11.60਍ഀ 3.50਍ഀ Max @ Left End਍ഀ k-ft'਍ഀ 0.00਍ഀ -3.98਍ഀ -58.60਍ഀ -9.16਍ഀ Max @ Right End਍ഀ k-ft਍ഀ -3.98਍ഀ -58.60਍ഀ -9.16਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi,਍ഀ 1,356.2਍ഀ 19,963.2਍ഀ 19,963.2਍ഀ 3,119.3਍ഀ Fb : Allowable਍ഀ psi਍ഀ 33,000.0਍ഀ 30,000.0਍ഀ 30,000.0਍ഀ 33,000.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv : Actual਍ഀ psi਍ഀ 641.4਍ഀ 4,969.3਍ഀ 4,911.8਍ഀ 1,475.2਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions.& Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 3.49਍ഀ 17.42਍ഀ 5.23਍ഀ Shear @ Right਍ഀ k਍ഀ 2.27਍ഀ 17.63਍ഀ 12.48਍ഀ 0.00਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 1.33਍ഀ 8.09਍ഀ 4.09਍ഀ LL @ Left਍ഀ k਍ഀ 0.00਍ഀ 4.44਍ഀ 26.96਍ഀ 13.62਍ഀ Total @ Left਍ഀ k਍ഀ 0.00਍ഀ 5.77਍ഀ 35.05਍ഀ 17.71਍ഀ DL @ Right਍ഀ k਍ഀ 1.33਍ഀ 8.09਍ഀ 4.09਍ഀ 0.00਍ഀ LL @ Right਍ഀ k਍ഀ 4.44਍ഀ 26.96਍ഀ 13.62਍ഀ 0.00਍ഀ Total @ Right਍ഀ k਍ഀ 5.77਍ഀ 35.05਍ഀ 17.71਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ -0.001਍ഀ 0.015਍ഀ -0.350਍ഀ 0.201਍ഀ @ X =਍ഀ ft'਍ഀ 0.00਍ഀ 8.68਍ഀ 10.93਍ഀ 3.50਍ഀ Span/Deflection Ratio਍ഀ 90,995.9਍ഀ 8,520.9਍ഀ 684.9਍ഀ 417.9਍ഀ Querv Values਍ഀ Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00਍ഀ Shear k 0.00 3.49 17.42 5.23 0.00 0.00 0.00 0.00਍ഀ Moment k-ft 0.00 -3.98 -58.60 -9.16 0.00 0.00 0.00 0.00਍ഀ Max. Deflection in -0.0009 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000਍ഀ U' Z1਍ഀ t Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Description :Lodge Expansion਍ഀ Denver, CO 80202਍ഀ ` 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:Roof Beams਍ഀ Description Roof Beam - RB11਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Span਍ഀ Cant਍ഀ Span It਍ഀ 10.00਍ഀ 4.50਍ഀ Steel Section਍ഀ wsxlo਍ഀ waxio਍ഀ End Fixity਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length ft਍ഀ 0.50਍ഀ 0.50਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Dead Load k/ft਍ഀ Live Load k/ft਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ @X=਍ഀ Max @ Left End਍ഀ Max @ Right End਍ഀ fb : Actual਍ഀ Fb : Allowable਍ഀ fv : Actual਍ഀ Fv : Allowable਍ഀ k-ft਍ഀ ft਍ഀ k-ft਍ഀ k-ft਍ഀ psi਍ഀ psi਍ഀ psi਍ഀ psi਍ഀ Yes Yes਍ഀ 0.060 0.060਍ഀ 0.200 0.200਍ഀ 2.07਍ഀ 0.00਍ഀ 4.00਍ഀ 0.00਍ഀ 0.00਍ഀ -2.63਍ഀ -2.63਍ഀ 0.00਍ഀ 4,046.2਍ഀ 4,046.2਍ഀ 30,000.0਍ഀ 30,000.0਍ഀ Bending OK਍ഀ Sending OK਍ഀ 1,165.5਍ഀ 872.3਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 1.04਍ഀ 1.17਍ഀ Shear @ Right਍ഀ k਍ഀ 1.56਍ഀ 0.00਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.24਍ഀ 0.63਍ഀ LL @ Left਍ഀ k਍ഀ 0.80਍ഀ 2.10਍ഀ Total @ Left਍ഀ k਍ഀ 1.04਍ഀ 2.73਍ഀ DL @ Right਍ഀ k,਍ഀ 0.63਍ഀ 0.00਍ഀ LL @ Right਍ഀ k'਍ഀ 2.10਍ഀ 0.00਍ഀ Total @ Right਍ഀ k਍ഀ 2.73਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ -0.034਍ഀ -0.008਍ഀ @ X =਍ഀ ft਍ഀ 4.47਍ഀ 4.50਍ഀ Span/Deflection Ratio਍ഀ 3,503.8਍ഀ 13,230.6਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k਍ഀ 1.04਍ഀ 1.17਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ k-ft਍ഀ 0.00਍ഀ -2.63਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 52"਍ഀ Monroe & Newell Engineers, Inc.਍ഀ r, 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa Job # 5500.02਍ഀ Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Scope:਍ഀ nev: oouuui਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Roof Beam RB12਍ഀ Multi-Span Steel Beam਍ഀ Page 1਍ഀ 5500.ecw:Roof Beams਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 .਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor਍ഀ V1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ D2SCCIpt10n਍ഀ Span਍ഀ Cant਍ഀ Span ft਍ഀ 3.50਍ഀ 3.50਍ഀ Steel Section਍ഀ wlox12਍ഀ W10x12਍ഀ End Fixity਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length ft਍ഀ 3.50਍ഀ 3.50਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Dead Load k/ft਍ഀ 0.195਍ഀ 0.195਍ഀ Live Load k/ft਍ഀ 0.600਍ഀ 0.600਍ഀ Results਍ഀ Mmax @ Cntr k-ft਍ഀ 0.00਍ഀ 0.00਍ഀ @ X = ft਍ഀ 0.00਍ഀ 3.50਍ഀ Max @ Left End k-ft਍ഀ 0.00਍ഀ -4.87਍ഀ Max @ Right End k-ft਍ഀ -4.87਍ഀ 0.00਍ഀ fb : Actual psi਍ഀ 5,359.9਍ഀ 5,359.9਍ഀ Fb : Allowable psi਍ഀ 30,000.0਍ഀ 30,000.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv : Actual psi਍ഀ 1,483.8਍ഀ 1,483.8਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ @ Left k਍ഀ 0.00਍ഀ 2.78਍ഀ @ Right k਍ഀ 7਍ഀ 2.78਍ഀ 0.00਍ഀ Reactions਍ഀ ਍ഀ @ Left k਍ഀ 0.਍ഀ 00਍ഀ 136਍ഀ LL @ Left k਍ഀ 0.00਍ഀ 4.20਍ഀ Total @ Left k਍ഀ 0.00਍ഀ 5.56਍ഀ DL @ Right k਍ഀ 1.36਍ഀ 0.00਍ഀ LL @ Right k਍ഀ 4.20਍ഀ 0.00਍ഀ Total @ Right k਍ഀ 5.56਍ഀ 0.00਍ഀ Max. Deflection in਍ഀ 0.003਍ഀ -0.033਍ഀ @ X = ft਍ഀ 2.19਍ഀ 3.50਍ഀ Span/Deflection Ratio਍ഀ 16,146.9਍ഀ 2,536.4਍ഀ LQuery Values਍ഀ Location ft j਍ഀ 0.00਍ഀ 0.00 0.00਍ഀ 0.00਍ഀ 0.00 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear k਍ഀ 0.00਍ഀ 2.78 0.00਍ഀ 0.00਍ഀ 0.00 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment k-ft i਍ഀ 0.00਍ഀ -4.87 0.00਍ഀ 0.00਍ഀ 0.00 0.00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ Max. Deflection in 1਍ഀ 0.0000਍ഀ 0.0000 0.0000਍ഀ 0.0000਍ഀ 0.0000 0.0000਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ Q a 5਍ഀ Monroe & Newell Engineers, Inc਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ r਍ഀ Fax: 303.623.6602਍ഀ ~ i਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 10:32AM, 14 DEC 05਍ഀ User: Kw-0606238, Ver 5.8.0, 1-Dec-2003 Steel Beam Design Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 9਍ഀ SSOO.ecw:Roof Beams਍ഀ Description Roof Beam - RB13਍ഀ w਍ഀ 3ummary਍ഀ Beam OK਍ഀ Using: W8X10 section, Span = 5.OOft, Fy = 50.Oksi਍ഀ Static Load Case਍ഀ Governs Stress਍ഀ End Fixity = Pinned-Pinned, Lu਍ഀ = 5.00ft, LDF = 1.000਍ഀ Actual਍ഀ Allowable਍ഀ Moment਍ഀ fb : Bending Stress਍ഀ 6.981 k-ft਍ഀ 10.727 ksi਍ഀ 17.788 k-ft਍ഀ 27.332 ksi਍ഀ Max. Deflection਍ഀ -0.028 in਍ഀ fb / Fb਍ഀ 0.392: 1਍ഀ Length/DL Defl਍ഀ 8,559.3: 1਍ഀ Length/(DL+LL Defl)਍ഀ 2,130.0: 1਍ഀ Shear਍ഀ 2.805 k਍ഀ 26.826 k਍ഀ fv : Shear Stress਍ഀ 2.091 ksi਍ഀ 20.000 ksi਍ഀ fv / Fv਍ഀ 0.105 : 1਍ഀ Force & Stress Summary਍ഀ These columns are Dead + Live Load placed as noted਍ഀ DL਍ഀ LL LL+ST LL LL+ST਍ഀ Maximum਍ഀ Only਍ഀ @ Center @ Center @ Cants @ Cants਍ഀ Max. M + 6.98 k-ft਍ഀ 1.73਍ഀ 6.98 k-ft਍ഀ Max. M -਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left 2.81 k਍ഀ 0.71਍ഀ 2.81 k਍ഀ Shear @ Right 2.81 k਍ഀ 0.71਍ഀ 2.81 k਍ഀ Center Defl.਍ഀ -0.028 in਍ഀ -0.007਍ഀ -0.028਍ഀ Left Cant Deft਍ഀ 0.000in਍ഀ 0.000਍ഀ 0.000਍ഀ Right Cant DO਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ ...Query Defl @਍ഀ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ Reaction @ Left 2.81 0.71 2.81਍ഀ Reaction @ Rt 2.81 0.71 2.81਍ഀ Fa calc'd per Eq. E2-2, K'Ur > Cc਍ഀ I Beam, Major Axis, (102,000 ` Cb / Fy)A.5 UrT (510,000' Cb / Fy)A.5 , Fb਍ഀ Section Properties W8X10਍ഀ -0.028਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 2.81਍ഀ 2.81਍ഀ rEq. F1-6਍ഀ 0.000 0.000 in਍ഀ 0.000 0.000 in਍ഀ 0.000 0.000 in਍ഀ 0.000 0.000 in਍ഀ k਍ഀ k਍ഀ Depth਍ഀ 7.890 in਍ഀ Weight਍ഀ 10.05 #/ft਍ഀ Web Thick਍ഀ 0.170 in਍ഀ Ixx਍ഀ 30.800 in4਍ഀ Width਍ഀ 3.940 in਍ഀ lyy਍ഀ 2.090 in4਍ഀ Flange Thick਍ഀ 0.205 in਍ഀ Sxx਍ഀ 7.810 in3਍ഀ Area਍ഀ 2.96 in2਍ഀ Syy਍ഀ 1.060 in3਍ഀ Rt਍ഀ 0.990 in਍ഀ R-xx਍ഀ 3.220 in਍ഀ Values for LRFD Design....਍ഀ R-YY਍ഀ 0.841 in਍ഀ J਍ഀ 0.040 in4਍ഀ Zx਍ഀ 8.870 in3਍ഀ Cw਍ഀ 30.90 in6਍ഀ ZY਍ഀ 1.660 in3਍ഀ K਍ഀ 0.505 in਍ഀ t Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ Ds nr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ 1701 Wynkoop Street, Suite 200 9਍ഀ Denver, CO 80202 Description :Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope:਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.0, t-Dec-2003 Multi-Span Steel Beam Page 1਍ഀ (c)1983.2003 ENERCA~C Engineering Software - 5500.ecw:Roof Beams਍ഀ Description Roof Beam - RB14਍ഀ General Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ FYield Stress 50.00 ksc~^1T਍ഀ Y i Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Span਍ഀ Cant਍ഀ Span ft਍ഀ 3.50਍ഀ 3.50਍ഀ Steel Section਍ഀ wsxio਍ഀ w8x10਍ഀ End Fixity਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length ft਍ഀ 3.50਍ഀ 3.50਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ i Yes਍ഀ Yes਍ഀ Dead Load Wit਍ഀ 0.158਍ഀ 0.158਍ഀ Live Load k/ft਍ഀ 0.525਍ഀ 0.525਍ഀ Results਍ഀ Mmax @ Cntr k-ft਍ഀ ~ 0.00 1਍ഀ =਍ഀ 0.0਍ഀ 00਍ഀ -਍ഀ ~਍ഀ ਍ഀ @ X = ft਍ഀ 0.00਍ഀ 3.50਍ഀ Max @ Left End k-ft਍ഀ 0.00਍ഀ -4.18਍ഀ Max @ Right End k-ft਍ഀ ; -4.18਍ഀ 0.00਍ഀ fb : Actual psi਍ഀ 6,429.9਍ഀ 6,429.9਍ഀ Fb : Allowable psi਍ഀ 30,000.0਍ഀ 30,000.0਍ഀ fv : Actual਍ഀ Bending OK਍ഀ Bending OK਍ഀ psi਍ഀ 1,782.2਍ഀ 1,782.2਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left k਍ഀ 0.00਍ഀ 2.39਍ഀ Shear @ Right k਍ഀ 2.39਍ഀ 0.00਍ഀ Reactions...਍ഀ DL @ Left k਍ഀ 0.00਍ഀ 1.11਍ഀ LL @ Left k਍ഀ 0.00਍ഀ 3.67਍ഀ Total @ Left k਍ഀ 0.00਍ഀ 4.78਍ഀ DL @ Right k਍ഀ 1.11਍ഀ 0.00਍ഀ LL @ Right k'਍ഀ 3.67਍ഀ 0.00਍ഀ Total @ Right k਍ഀ 4.78਍ഀ 0.00਍ഀ Max. Deflection in਍ഀ l਍ഀ 0.004਍ഀ -0.050਍ഀ @ X= ft਍ഀ 2.19਍ഀ 3.50਍ഀ Span/Deflection Ratio਍ഀ 10,759.8਍ഀ 1,690.1਍ഀ Query Values਍ഀ Location ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ Shear k਍ഀ 0.00਍ഀ 2.39਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ Moment k-ft਍ഀ Max਍ഀ Deflection i਍ഀ 0.00਍ഀ 4.18਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ .਍ഀ n I਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 2b zG਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa Job # 5500.02਍ഀ Tl਍ഀ 1701 Wynkoo਍ഀ p Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202਍ഀ Description :Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User : KW-060623 5਍ഀ 8, Ver.8.0, t-Dec-2003਍ഀ 98 se, 3਍ഀ U਍ഀ 0਍ഀ MUItI-Span Steel Beam Page 1਍ഀ (c਍ഀ -2਍ഀ 03 ENERCAL Engineering Software਍ഀ 5500.ecw:Roof Beams਍ഀ Description Roof Beam - RB16਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor 1.00਍ഀ Spans Considered਍ഀ Continuous Over Sup਍ഀ ports਍ഀ Span Information਍ഀ Description਍ഀ span਍ഀ cant਍ഀ Span਍ഀ ft਍ഀ ' 11.00਍ഀ 2.00਍ഀ Steel Section਍ഀ wioxis਍ഀ MOMS਍ഀ End Fixity਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length਍ഀ ft਍ഀ 5.00਍ഀ 2.00਍ഀ Loads਍ഀ Live Load Used this Span ?਍ഀ Yes਍ഀ Yes਍ഀ Dead Load਍ഀ k/ft਍ഀ 0.158਍ഀ 0.158਍ഀ Live Load਍ഀ k/ft਍ഀ 0.525਍ഀ 0.525਍ഀ Point #1 DL਍ഀ k਍ഀ 2.790਍ഀ LL਍ഀ k਍ഀ 9.280਍ഀ @ X਍ഀ ft਍ഀ 2.000਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ l 1.51਍ഀ 0.00਍ഀ @ X =਍ഀ ft਍ഀ 2.13਍ഀ 2.00਍ഀ Max @ Left End਍ഀ k-ft'਍ഀ 0.00਍ഀ -25.51਍ഀ Max @ Right End਍ഀ k-ft਍ഀ -25.51਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi,਍ഀ 22,189.1਍ഀ 22,189.1਍ഀ Fb : Allowable਍ഀ psi'਍ഀ 27,331.5਍ഀ 33,000.0਍ഀ fv : Actual਍ഀ psi਍ഀ Bending OK਍ഀ 2,644.0਍ഀ Bending OK਍ഀ 5,847.6਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left k਍ഀ 1.44਍ഀ 13.44਍ഀ Shear @ Right k਍ഀ 6.08਍ഀ 12.07਍ഀ Reactions...਍ഀ DL @ Left k਍ഀ 0.33਍ഀ 4.51਍ഀ LL @ Left k਍ഀ 1.10਍ഀ 15.00਍ഀ Total @ Left k਍ഀ 1.44਍ഀ 19.51਍ഀ DL @ Right k਍ഀ 4.51਍ഀ 0.00਍ഀ LL @ Right k਍ഀ 15.00਍ഀ 0.00਍ഀ Total @ Right k i਍ഀ 19.51਍ഀ 0.00਍ഀ Max. Deflection- in਍ഀ 0.067਍ഀ -0.126਍ഀ ,਍ഀ @ X = ft਍ഀ 7.63਍ഀ 2.00਍ഀ Span/Deflection Ratio਍ഀ 1,962.5਍ഀ 382.1਍ഀ Query Values਍ഀ Location ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear k਍ഀ 1.44਍ഀ 13.44਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment k-ft'਍ഀ 0.00਍ഀ -25.51਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection in I਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ Q • J / ;਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 10:32AM, 14 DEC 05਍ഀ Rev: 580007਍ഀ User: KW-0606238,਍ഀ Description਍ഀ 1-Dec-2003਍ഀ neering Software਍ഀ Roof Beam - RB17਍ഀ Multi-Span Steel Beam਍ഀ Page 1਍ഀ 5500.ecw:Roof Beams਍ഀ General Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Span਍ഀ Cant਍ഀ Span ft਍ഀ 11.50਍ഀ 9.00਍ഀ Steel Section਍ഀ w12x22਍ഀ w12x22਍ഀ End Fixity -਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length ft਍ഀ 5.00਍ഀ 5.00਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Dead Load k/ft਍ഀ 0.270਍ഀ 0.270਍ഀ Live Load k/ft਍ഀ 0.900਍ഀ 0.900਍ഀ Point #1 DL k਍ഀ 1.350਍ഀ LL k਍ഀ 4.500਍ഀ @ X ft਍ഀ 3.500਍ഀ _਍ഀ Results਍ഀ Mmax @ Cntr k-ftl਍ഀ 16.11਍ഀ 0.00਍ഀ @ X = ft਍ഀ 3.53਍ഀ 0.00਍ഀ Max @ Left End k-ft਍ഀ 0.00਍ഀ -47.38਍ഀ Max @ Right End k-ft਍ഀ -47.38਍ഀ 0.00਍ഀ fb : Actual psi਍ഀ 22,435.0਍ഀ 22,435.0਍ഀ Fb : Allowable psi਍ഀ 27,679.4਍ഀ 27,679.4਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv : Actual psi਍ഀ 3,945.6਍ഀ 3,290.0਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 6.68਍ഀ 10.53਍ഀ Shear @ Right਍ഀ k਍ഀ ' 12.63਍ഀ 0.00਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 1.54਍ഀ 5.34਍ഀ LL @ Left਍ഀ k਍ഀ 5.14਍ഀ 17.81਍ഀ Total @ Left਍ഀ k਍ഀ 6.68਍ഀ 23.16਍ഀ DL @ Right਍ഀ k਍ഀ 5.34਍ഀ 0.00਍ഀ LL @ Right਍ഀ k਍ഀ 17.81਍ഀ 0.00਍ഀ Total @ Right਍ഀ k਍ഀ 23.16਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ 0.025਍ഀ -0.613਍ഀ @ X =਍ഀ ft਍ഀ ! 9.43਍ഀ 9.00਍ഀ Span/Deflection Ratio਍ഀ 5,551.2਍ഀ 352.6਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k਍ഀ 6.68਍ഀ 10.53਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ k-ft਍ഀ -0.00਍ഀ -47.38਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ i 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ C-16IZ 1਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 10:32AM, 14 DEC 05਍ഀ ,;r: i<W-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ 1983-2003 ENERCALC Engineering Software਍ഀ Description Roof Beam - RB19਍ഀ Page 1਍ഀ 5500.ecw:Roof Beams਍ഀ General Information਍ഀ Code e : AISC 9th ASD 1997 UBC 2003 IBC, 2003 NFPA਍ഀ 5000 -਍ഀ 'cam਍ഀ Steel Section : W12X26਍ഀ Fy 50.00ksi਍ഀ Pinned-Pinned਍ഀ Load Duration Factor 1.00਍ഀ Center Span਍ഀ 7.00 ft਍ഀ Bm Wt. Added to Loads਍ഀ Elastic Modulus 29,000.0 ksi਍ഀ Left Cant.਍ഀ 0.00 ft਍ഀ LL & ST Act Together਍ഀ Right Cant਍ഀ 0.00 ft਍ഀ Lu : Unbraced Length਍ഀ 3.00 ft਍ഀ Distributed Loads਍ഀ Note! Short Term Loads Are WIND Loads. .਍ഀ #1਍ഀ #2਍ഀ #3 #4਍ഀ #5 #6 #7਍ഀ DL 0.805਍ഀ k/ft਍ഀ LL 0.700਍ഀ k/ft਍ഀ ST਍ഀ k/ft਍ഀ Start Location 3.000਍ഀ ft਍ഀ End Location 7.000਍ഀ ft਍ഀ Point Loads਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #1਍ഀ #2਍ഀ #3 #4਍ഀ #5 #6 #7਍ഀ Dead Load 8.090਍ഀ k਍ഀ Live Load 26.960਍ഀ k਍ഀ Short Term਍ഀ k਍ഀ Location 3.000਍ഀ ft਍ഀ 7M਍ഀ Summary਍ഀ W਍ഀ Beam OK਍ഀ St਍ഀ ti਍ഀ L਍ഀ d C਍ഀ G਍ഀ S਍ഀ Using: Wt 2X26 section, Span਍ഀ = 7.00ft, Fy = 50.Oksi਍ഀ a਍ഀ c਍ഀ oa਍ഀ ase਍ഀ overns਍ഀ tress਍ഀ End Fixity = Pinned-Pinned, L਍ഀ u = 3.00ft, LDF = 1.000਍ഀ Actual਍ഀ Allowable਍ഀ Moment਍ഀ 65.315 k-ft਍ഀ 91.850 k-ft਍ഀ Max. Deflection਍ഀ -0.080 in਍ഀ fb : Bending Stress਍ഀ 23.466 ksi਍ഀ 33.000 ksi਍ഀ Length/DL DO਍ഀ 3,971.4: 1਍ഀ fb / Fb਍ഀ 0.711 : 1਍ഀ Length/(DL+LL Defl)਍ഀ 1,052.6 :1਍ഀ Shear਍ഀ 21.840 k਍ഀ 56.212 k਍ഀ fv : Shear Stress਍ഀ 7.770 ksi਍ഀ 20.000 ksi਍ഀ fv / Fv਍ഀ 0.389 : 1਍ഀ Force & Stress Summary਍ഀ These columns are Dead + Live Load placed as noted਍ഀ DL LL LL+ST LL LL+ST਍ഀ Maximum Only @ Center @ Center @ Cants @ Cants਍ഀ Max. M + 65.31 k-ft਍ഀ 16.76਍ഀ 65.31਍ഀ k-ft਍ഀ Max. M -਍ഀ -0.00਍ഀ -0.00਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left 21.84 k਍ഀ 5.63਍ഀ 21.84਍ഀ k਍ഀ Shear @ Right 19.41 k਍ഀ 5.86਍ഀ 19.41਍ഀ k਍ഀ Center Defl. -0.080 in਍ഀ -0.021਍ഀ -0.080਍ഀ -0.080਍ഀ 0.000਍ഀ 0.000 in਍ഀ Left Cant DefI 0.000in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Defl 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query Defl @ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left 21.84਍ഀ 5.63਍ഀ 21.84਍ഀ 21.84਍ഀ k਍ഀ Reaction @ Rt 19.41਍ഀ 5.86਍ഀ 19.41਍ഀ 19.41਍ഀ k਍ഀ Fa calc'd per Eq. E2-1, K'L/r < Cc਍ഀ I Beam Passes Table B5.1, Fb per Eq. F1਍ഀ -1, Fb = 0.66 Fy਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006 Page਍ഀ 2਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ (c)1983.2003 ENERCALC Engineering Software 5500.ecw:Roof Beams਍ഀ Description Roof Beam - RB19਍ഀ Section Properties਍ഀ W1 2X26਍ഀ Depth਍ഀ 12.220 in਍ഀ Weight਍ഀ 25.98 #/ft਍ഀ Web Thick਍ഀ 0.230 in਍ഀ Ixx਍ഀ 204.000 in4਍ഀ Width਍ഀ 6.490 in਍ഀ lyy਍ഀ 17.300 in4਍ഀ Flange Thick਍ഀ 0.380 in਍ഀ Sxx਍ഀ 33.400 in3਍ഀ Area਍ഀ 7.65 in2਍ഀ Syy਍ഀ 5.340 in3਍ഀ Rt਍ഀ 1.720 in਍ഀ R-xx਍ഀ 5.170 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 1.510 in਍ഀ J਍ഀ 0.300 in4਍ഀ Zx਍ഀ 37.200 in3਍ഀ Cw਍ഀ 606.00 in6਍ഀ Zy਍ഀ 8.170 in3਍ഀ K਍ഀ 0.680 in਍ഀ (7. n c^.਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Description :Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007 p਍ഀ User: KW-0606238,Ver 5.8.0, 1-Dec-2003 Multi-Span Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:Roof Beams਍ഀ Description Roof Beam - RB20਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Cant਍ഀ Span਍ഀ Right Cant਍ഀ Span਍ഀ ft਍ഀ 2.00਍ഀ 6.00਍ഀ 6.00਍ഀ Steel Section਍ഀ w12x14਍ഀ w12x14਍ഀ w12x14਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length਍ഀ ft਍ഀ 2.00਍ഀ 4.00਍ഀ 4.00਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Yes਍ഀ Dead Load਍ഀ k/ft਍ഀ 0.805਍ഀ 0.805਍ഀ 0.805਍ഀ Live Load਍ഀ k/ft਍ഀ 0.700਍ഀ 0.700਍ഀ 0.700਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k-ft!਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max @ Left End਍ഀ k-ft਍ഀ 0.00਍ഀ -3.01਍ഀ -27.09਍ഀ Max @ Right End਍ഀ k-ft਍ഀ -101਍ഀ -27.09਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi਍ഀ 2,427.7਍ഀ 21,849.3਍ഀ 21,849.3਍ഀ Fb:Allowable਍ഀ psi!਍ഀ 33,000.0਍ഀ 29,161.9਍ഀ 29,161.9਍ഀ Bending OK਍ഀ Sending OK਍ഀ Bending OK਍ഀ fv : Actual਍ഀ psi਍ഀ 1,263.6਍ഀ 3,580.3਍ഀ 3,790.9਍ഀ Fv : Allowable਍ഀ psi;਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 0.50਍ഀ 9.03਍ഀ Shear @ Right਍ഀ k਍ഀ 3.01਍ഀ 8.53਍ഀ 0.00਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 1.88਍ഀ 9.39਍ഀ LL @ Left਍ഀ k਍ഀ . 0.00਍ഀ 1.63਍ഀ 8.17਍ഀ Total @ Left਍ഀ k਍ഀ 0.00਍ഀ 3.51਍ഀ 17.56਍ഀ DL @ Right਍ഀ k਍ഀ 1.88਍ഀ 9.39਍ഀ 0.00਍ഀ LL @ Right਍ഀ k਍ഀ 1.63਍ഀ 8.17਍ഀ 0.00਍ഀ Total @ Right਍ഀ k਍ഀ 3.51਍ഀ 17.56਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ -0.029਍ഀ 0.030਍ഀ -0.339਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 3.64਍ഀ 6.00਍ഀ Span/Deflection Ratio਍ഀ 1,680.5਍ഀ 2,416.6਍ഀ 424.3਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k਍ഀ 0.00਍ഀ 0.50਍ഀ 9.03਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ k-ft਍ഀ 0.00਍ഀ -3.01਍ഀ -27.09਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in I਍ഀ -0.0286਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ } Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Multi-Span Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:Roof Beams਍ഀ Description Roof Beam - RB21਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Cant਍ഀ Left Span਍ഀ Span਍ഀ ft਍ഀ 7.50਍ഀ 16.00਍ഀ Steel Section਍ഀ w12X14਍ഀ W12x14਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Unbraced Length਍ഀ ft਍ഀ 4.00਍ഀ 0.50਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Dead Load਍ഀ k/ft਍ഀ 0.165਍ഀ 0.165਍ഀ Live Load਍ഀ k/ft਍ഀ 0.550਍ഀ 0.550਍ഀ DL @ Left਍ഀ k/ft਍ഀ DL @ Right਍ഀ k/ft਍ഀ 0.135਍ഀ LL @ Left਍ഀ k/ft਍ഀ LL @ Right਍ഀ k/ft਍ഀ Start਍ഀ ft਍ഀ 2.000਍ഀ End਍ഀ ft਍ഀ 16.000਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ l 0.00਍ഀ 15.87਍ഀ @X=਍ഀ ft਍ഀ 0.00਍ഀ 9.71਍ഀ Max @ Left End਍ഀ k-ft਍ഀ ' 0.00਍ഀ -20.11਍ഀ Max @ Right End਍ഀ k-ft਍ഀ -20.11਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi਍ഀ 16,219.1਍ഀ 16,219.1਍ഀ Fb : Allowable਍ഀ psi਍ഀ 29,161.9਍ഀ 33,000.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv : Actual਍ഀ psi਍ഀ 2,251.3਍ഀ 3,044.7਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 7.25਍ഀ Shear @ Right਍ഀ k਍ഀ 5.36਍ഀ 5.13਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 3.12਍ഀ LL @ Left਍ഀ k (਍ഀ 0.00਍ഀ 9.49਍ഀ Total @ Left਍ഀ k਍ഀ 0.00਍ഀ 12.61਍ഀ DL @ Right਍ഀ k਍ഀ 3.12਍ഀ 1.70਍ഀ LL @ Right਍ഀ k I਍ഀ 9.49਍ഀ 3.43਍ഀ Total @ Right਍ഀ k i਍ഀ 12.61਍ഀ 5.13਍ഀ Max. Deflection਍ഀ in਍ഀ -0.068਍ഀ -0.232਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 8.96਍ഀ Span/Deflection Ratio਍ഀ 2,658.2਍ഀ 828.5਍ഀ Query Values਍ഀ Location਍ഀ Shear਍ഀ Moment਍ഀ Max. Deflection਍ഀ X਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ k਍ഀ 0.00਍ഀ 7.25਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ k-ft਍ഀ 0.00਍ഀ -20.11਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ in;਍ഀ -0.0677਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ Description਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Roof Beam - RB22਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope:਍ഀ Job # 5500.02਍ഀ Date: 10:32AM, 14 DEC 05਍ഀ General Information ,Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Steel Section : W12X14 Fy 50.00ksi਍ഀ Pinned-Pinned Load Duration Factor 1.00਍ഀ Center Span 10.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi਍ഀ Left Cant. 0.00 ft LL & ST Act Together਍ഀ Right Cant 0.00 ft਍ഀ Lu : Unbraced Length 4.00 ft਍ഀ Distributed Loads Note! Short Term Loads Are WIND Loads.਍ഀ #1 #2 #3 #4 #5 #6 #7਍ഀ DL 0.805 k/ft਍ഀ LL 0.700 k/ft਍ഀ ST k/ft਍ഀ Start Location ft਍ഀ End Location • 10.000 ft਍ഀ Point Loads Note! Short Term Loads Are WIND Loads.਍ഀ #1 #2਍ഀ Dead Load਍ഀ 1.700 0.950਍ഀ Live Load਍ഀ 3.430 3.170਍ഀ Short Term਍ഀ Location਍ഀ 7.500 8.000਍ഀ #3਍ഀ #4਍ഀ #5਍ഀ #6਍ഀ #7਍ഀ k਍ഀ k਍ഀ k਍ഀ ft਍ഀ Using: W 12X14 section, Span= 10.00ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, Lu = 4.00ft, LDF = 1.000਍ഀ Actual Allowable਍ഀ Moment 30.982 k-ft 36.209 k-ft਍ഀ fb : Bending Stress 24.952 ksi 29.162 ksi਍ഀ fb / Fb 0.856 : 1਍ഀ Shear 14.739 k 47.640 k਍ഀ fv Shear Stress 6.188 ksi 20.000 ksi਍ഀ fv / Fv 0.309 :1਍ഀ Beam OK਍ഀ Static Load Case Governs Stress਍ഀ Max. Deflection -0.216 in਍ഀ Length/DL Defl 1,253.1 :1਍ഀ Length/(DL+LL Defl) 556.2 : 1਍ഀ Force & Stress Summary਍ഀ These columns are Dead + Live Load placed as noted »਍ഀ DL LL LL+ST LL LL+ST਍ഀ Maximum Only @ Center @ Center @ Cants @ Cants਍ഀ Max. M + 30.98 k-ft 13.54 30.98 k-ft਍ഀ Max. M -਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left 9.70 k਍ഀ 4.71਍ഀ 9.70਍ഀ k਍ഀ Shear @ Right 14.74 k਍ഀ 6.13਍ഀ 14.74਍ഀ k਍ഀ Center Defl. -0.216 in਍ഀ -0.096਍ഀ -0.216਍ഀ -0.216਍ഀ 0.000਍ഀ 0.000 in਍ഀ Left Cant DO 0.000in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Defl 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query Defl @ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left 9.70਍ഀ 4.71਍ഀ 9.70਍ഀ 9.70਍ഀ k਍ഀ Reaction @ Rt 14.74਍ഀ 6.13਍ഀ 14.74਍ഀ 14.74਍ഀ k਍ഀ Fa calc'd per Eq. E2-2, K*L/r > Cc਍ഀ I Beam, Major Axis, (102,000 * Cb / Fy)A.਍ഀ 5 L/rT (510,਍ഀ 000 * Cb / Fy)A.5਍ഀ , Fb per Eq. F1-6਍ഀ 2rf?,਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ t਍ഀ 303.623.4927਍ഀ t:਍ഀ Fax: 303.623.6602 Scope਍ഀ Rev: 580006਍ഀ User: 060E38,Ver5.8.0,7-DecS of Design਍ഀ (c)19833--22003 ENERCALC Engineeringg Software S Jteel Beam Page 2਍ഀ SSOO.ecw:Root Beams਍ഀ Description Roof Beam - RB22਍ഀ Section Properties W12X14਍ഀ Depth਍ഀ Web Thick਍ഀ 11.910 in਍ഀ Weight਍ഀ 14.13 #/ft਍ഀ 0.200 in਍ഀ Ixx਍ഀ 88.600 in4਍ഀ Width਍ഀ 3.970 in਍ഀ lyy਍ഀ 2਍ഀ 360 in4਍ഀ Flange Thick਍ഀ 0.225 in਍ഀ Sxx਍ഀ .਍ഀ 14਍ഀ 900 in3਍ഀ Area਍ഀ 4.16 in2਍ഀ Syy਍ഀ .਍ഀ 1.190 in3਍ഀ Rt਍ഀ 0.950 in਍ഀ R-਍ഀ 4.620 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 0.753 in਍ഀ J਍ഀ 0.070 in4਍ഀ Zx਍ഀ 17.400 in3਍ഀ Cw਍ഀ 80.60 in6਍ഀ Zy਍ഀ 1.900 in3਍ഀ K਍ഀ 0.525 in਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ tl਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ R- RRnnn7਍ഀ Span Information਍ഀ Description਍ഀ Span ft਍ഀ Steel Section਍ഀ End Fixity਍ഀ Unbraced Length ft਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Dead Load k/ft਍ഀ Live Load k/ft਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ @X=਍ഀ Max @ Left End਍ഀ Max @ Right End਍ഀ fb : Actual਍ഀ Fb : Allowable਍ഀ fv : Actual਍ഀ Fv : Allowable਍ഀ Span਍ഀ Cant਍ഀ 16.00਍ഀ 1.50਍ഀ wax21਍ഀ wsx21਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ 0.50਍ഀ 1.50਍ഀ Yes਍ഀ Yes਍ഀ 0.120਍ഀ 0.120਍ഀ 0.400਍ഀ 0.400਍ഀ k-ft਍ഀ J਍ഀ 16.35਍ഀ 0.00਍ഀ ft਍ഀ 7.89਍ഀ 0.00਍ഀ k-ft਍ഀ 0.00਍ഀ -0.58਍ഀ k-ft਍ഀ -0.58਍ഀ 0.00਍ഀ psi਍ഀ 10,786.1਍ഀ 386.0਍ഀ psi਍ഀ ,਍ഀ 33,000.0਍ഀ 33,000.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ psi਍ഀ 2,027.3਍ഀ 376.8਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left k਍ഀ 4.12਍ഀ 0.78਍ഀ Shear @ Right k਍ഀ 4.20਍ഀ 0.00਍ഀ Reactions...਍ഀ DL @ Left k਍ഀ 0.95਍ഀ 1.15਍ഀ LL @ Left k਍ഀ 3.17਍ഀ 3.83਍ഀ Total @ Left k਍ഀ 4.12਍ഀ 4.98਍ഀ DL @ Right k਍ഀ 1.15਍ഀ 0.00਍ഀ LL @ Right k I਍ഀ 3.83਍ഀ 0.00਍ഀ Total @ Right k਍ഀ 4.98਍ഀ 0.00਍ഀ Max. Deflection in I਍ഀ in'਍ഀ -0.344਍ഀ 0.101਍ഀ @ X = ft਍ഀ 8.00਍ഀ 1.50਍ഀ Span/Deflection Ratio਍ഀ 558.6਍ഀ 356.7਍ഀ Query Values਍ഀ Location ft l਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ 0਍ഀ 00਍ഀ Shear k਍ഀ 4.12਍ഀ 0.78਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ Moment k-ft਍ഀ -0.00਍ഀ -0.58਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ Max. Deflection in਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc.਍ഀ t਍ഀ Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202਍ഀ Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Multi-Span Steel Beam Page 1਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ 5500.ecw:Roof Beams਍ഀ Description Roof Beam - RB27਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Cant Span਍ഀ Span ft਍ഀ 3.00 16.00਍ഀ Steel Section਍ഀ WlOx22 W10X22਍ഀ End Fixity਍ഀ Free-Pin Pin-Pin਍ഀ Unbraced Length ft਍ഀ 3.00 4.00਍ഀ Loads਍ഀ -਍ഀ Live Load Used This Span ?਍ഀ I Yes Yes਍ഀ Dead Load k/ft਍ഀ I 0.180 0.180਍ഀ Live Load k/ft਍ഀ 0.600 0.600਍ഀ Point #1 DL k I਍ഀ 0.980਍ഀ LL k਍ഀ 2.490਍ഀ @ X ft਍ഀ 12.000਍ഀ Hesults਍ഀ MISMSEMM਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ @X=਍ഀ ft਍ഀ Max @ Left End਍ഀ k-ft਍ഀ Max @ Right End਍ഀ k-ft਍ഀ fb : Actual਍ഀ psi਍ഀ Fb : Allowable਍ഀ psi਍ഀ fv : Actual਍ഀ psi਍ഀ Fv : Allowable਍ഀ psi਍ഀ 0.00਍ഀ 30.90਍ഀ 0.00਍ഀ 9.39਍ഀ 0.00਍ഀ -3.51਍ഀ -3.51਍ഀ 0.00਍ഀ 1,815.1਍ഀ 15, 980.1਍ഀ 33, 000.0਍ഀ 33, 000.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ 958.7਍ഀ 3,532.9਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ I-_਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 7.33਍ഀ Shear @ Right਍ഀ k਍ഀ 2.34਍ഀ 8.62਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 2਍ഀ 28਍ഀ LL @ Left਍ഀ k~਍ഀ 0.00਍ഀ .਍ഀ 7.39਍ഀ Total @ Left਍ഀ k਍ഀ 0.00਍ഀ 9.67਍ഀ DL @ Right਍ഀ k਍ഀ 2.28਍ഀ 2.12਍ഀ LL @ Right਍ഀ k i਍ഀ 7.39਍ഀ 6.50਍ഀ Total @ Right਍ഀ k !਍ഀ 9.67਍ഀ 8.62਍ഀ Max. Deflection਍ഀ in I਍ഀ 0.223਍ഀ -0.411਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 8.32਍ഀ Span/Deflection Ratio਍ഀ i਍ഀ 323.6਍ഀ 466.9਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ R 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ 0਍ഀ 00਍ഀ Shear਍ഀ k I਍ഀ 0.00਍ഀ 7.33਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ Moment਍ഀ k-ft਍ഀ 0.00਍ഀ 3.51਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ Max. Deflection਍ഀ in j਍ഀ 0.2225਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ i - 303.623.4927਍ഀ Scope:਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ user: KW-0606238,Ver 5.8.0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Roof Beam - RB28਍ഀ Job # 5500.02਍ഀ Date: 10:32AM, 14 DEC 05਍ഀ Page 1਍ഀ 5500.ecw:Roof Beams਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description Cant Span਍ഀ Span ft 3.00 16.00਍ഀ Steel Section w12X19 w12X19਍ഀ End Fixity Free-Pin Pin-Pin਍ഀ Unbraced Length ft 3.00 4.00਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes Yes਍ഀ Dead Load਍ഀ k/ft਍ഀ 0.090 0.090਍ഀ Live Load਍ഀ k/ft਍ഀ 0.300 0.300਍ഀ Point #1 DL਍ഀ k I਍ഀ 4.070਍ഀ LL਍ഀ k਍ഀ 6.710਍ഀ @ X਍ഀ ft਍ഀ 12.000਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ @X=਍ഀ Max @ Left End਍ഀ Max @ Right End਍ഀ fb : Actual਍ഀ Fb : Allowable਍ഀ fv : Actual਍ഀ Fv : Allowable਍ഀ k-ft਍ഀ 0.00਍ഀ ft਍ഀ '਍ഀ 0.00਍ഀ k-ft਍ഀ 0.00਍ഀ k-ft਍ഀ -1.75਍ഀ psi਍ഀ 985.0਍ഀ psi਍ഀ 33,000.0਍ഀ Bending OK਍ഀ psi਍ഀ 409.4਍ഀ psi 20,000.0਍ഀ 41.19਍ഀ 11.95਍ഀ -1.75਍ഀ 0.00਍ഀ 23,119.5਍ഀ 29,568.6਍ഀ Bending OK਍ഀ 3,882.7਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 5.92਍ഀ Shear @ Right਍ഀ k਍ഀ 1.17਍ഀ 11.10਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 2.03਍ഀ LL @ Left਍ഀ k~਍ഀ 0.00਍ഀ 5.06਍ഀ Total @ Left਍ഀ k਍ഀ 0.00਍ഀ 7.09਍ഀ DL @ Right਍ഀ k਍ഀ 2.03਍ഀ 3.75਍ഀ LL @ Right਍ഀ k I਍ഀ 5.06਍ഀ 7.35਍ഀ Total @ Right਍ഀ k I਍ഀ 7.09਍ഀ 11.10਍ഀ Max. Deflection਍ഀ in l਍ഀ 0.224਍ഀ -0.433਍ഀ @ X =਍ഀ ft i਍ഀ 0.00਍ഀ 8.64਍ഀ Span/Deflection Ratio਍ഀ 321.8਍ഀ 443.4਍ഀ Query Values਍ഀ i਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k:਍ഀ 0.00਍ഀ 5.92਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00 0.00਍ഀ 0.00਍ഀ Moment਍ഀ k-ft਍ഀ 0.00਍ഀ -1.75਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00 0.00਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ 0.2238਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000 0.0000਍ഀ 0.0000਍ഀ ' Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ t਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202਍ഀ Description : Lodge Expansion਍ഀ L 303.623.4927਍ഀ Scope਍ഀ ' Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238,Ver 5.8.0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ Page 1਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ 5500.ecw:Roof Beams਍ഀ I਍ഀ Description Roof Beam - RB29਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 .਍ഀ Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Left Span Right Span਍ഀ Span ft਍ഀ 7.00 7.00਍ഀ Steel Section਍ഀ wsxlo wsxlo਍ഀ End Fixity਍ഀ Pin-Pin Pin-Pin਍ഀ Unbraced Length ft਍ഀ 0.50 0.50਍ഀ Loads਍ഀ Live Load Used This Span ? Yes Yes਍ഀ Dead Load k/ft 0.120 0.120਍ഀ Live Load k/ft 0.400 0.400਍ഀ Results਍ഀ k-ft਍ഀ 1.79਍ഀ 1,79਍ഀ ft਍ഀ 2.61਍ഀ 4.39਍ഀ k-ft਍ഀ 0.00਍ഀ -3.18਍ഀ k-ft਍ഀ '-3.18਍ഀ 0.00਍ഀ psi਍ഀ 4,895.4਍ഀ 4,895.4਍ഀ psi਍ഀ 30,000.0਍ഀ 30,000.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ psi਍ഀ 1,696.1਍ഀ 1,696.1਍ഀ psi਍ഀ ; 20,000.0਍ഀ 20,000.0਍ഀ Mmax @ Cntr਍ഀ @X=਍ഀ Max @ Left End਍ഀ Max @ Right End਍ഀ fb : Actual਍ഀ Fb : Allowable਍ഀ fv : Actual਍ഀ Fv : Allowable਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 1.36਍ഀ 2.27਍ഀ Shear @ Right਍ഀ k਍ഀ 2.27਍ഀ 1.36਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.31਍ഀ 1.05਍ഀ LL @ Left਍ഀ k਍ഀ 1.05਍ഀ 3.50਍ഀ Total @ Left਍ഀ k਍ഀ 1.36਍ഀ 4.55਍ഀ DL @ Right਍ഀ k i਍ഀ 1.05਍ഀ 0.31਍ഀ LL @ Right਍ഀ k਍ഀ 3.50਍ഀ 1.05਍ഀ Total @ Right਍ഀ k਍ഀ 4.55਍ഀ 1.36਍ഀ Max. Deflection਍ഀ in I਍ഀ -0.013਍ഀ -0.013਍ഀ @ X =਍ഀ ft'਍ഀ 2.94਍ഀ 4.06਍ഀ Span/Deflection Ratio਍ഀ 6,422.1਍ഀ 6,422.1਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k਍ഀ 1.36਍ഀ 2.27਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ k-ft਍ഀ 0.00਍ഀ -3.18਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in[਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Ds9nr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope:਍ഀ > f' Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500-erwRnof Beams਍ഀ Description Roof Beam - RB30਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress 50.00 ksi Load Duration Factor 1਍ഀ 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Span਍ഀ Steel Section਍ഀ End Fixity਍ഀ Unbraced Length਍ഀ Left Cant਍ഀ ft 2.00਍ഀ wsxla਍ഀ Free-Pin਍ഀ ft 2.00਍ഀ Span਍ഀ 6.00਍ഀ waxla਍ഀ Pin-Pin਍ഀ 6.00਍ഀ Right Cant਍ഀ 1.00਍ഀ wsxlo਍ഀ Pin-Free਍ഀ 1.00਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ I਍ഀ Yes Yes਍ഀ Dead Load k/ft਍ഀ 0.150਍ഀ 0.150 0.150਍ഀ Live Load k/ft਍ഀ 0.500਍ഀ 0.500 0.500਍ഀ Point #1 DL k਍ഀ 0.300਍ഀ 0.300਍ഀ LL k਍ഀ 1.000਍ഀ 1.000਍ഀ @ X ft਍ഀ 1.000਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ j਍ഀ 0.00਍ഀ 0.27਍ഀ 0.00਍ഀ @ X =਍ഀ ft਍ഀ '਍ഀ 0.00਍ഀ 3.60਍ഀ 1.00਍ഀ Max @ Left End਍ഀ k-ft਍ഀ l਍ഀ 0.00਍ഀ -3.90਍ഀ -1.62਍ഀ Max @ Right End਍ഀ k-ft਍ഀ -3.90਍ഀ -1.62਍ഀ O.OG਍ഀ fb : Actual਍ഀ psi਍ഀ 5,994.2਍ഀ 5,994.2਍ഀ 2,497.6਍ഀ Fb : Allowable਍ഀ psi਍ഀ 30,000.0਍ഀ 24,690.8਍ഀ 30,000.0਍ഀ f਍ഀ A਍ഀ t਍ഀ l਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ v :਍ഀ c਍ഀ ua਍ഀ psi਍ഀ 1,938.4਍ഀ 1,736.5਍ഀ 1,453.8਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 2.33਍ഀ 1.95਍ഀ W਍ഀ Shear @ Right਍ഀ k਍ഀ 2.60਍ഀ 1.57਍ഀ 1.30਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 1.14਍ഀ 0.81਍ഀ LL @ Left਍ഀ k਍ഀ 0.00਍ഀ 3.79਍ഀ 2.71਍ഀ Total @ Left਍ഀ k਍ഀ 0.00਍ഀ 4.93਍ഀ 3.52਍ഀ DL @ Right਍ഀ k਍ഀ 1.14਍ഀ 0.81਍ഀ 0.00਍ഀ LL @ Right਍ഀ k਍ഀ 3.79਍ഀ 2.71਍ഀ 0.00਍ഀ Total @ Right਍ഀ k਍ഀ 4.93਍ഀ 3.52਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in!਍ഀ -0.023਍ഀ 0.004਍ഀ -0.004਍ഀ @ X =਍ഀ ft I਍ഀ 0.00਍ഀ 1.48਍ഀ 1.00਍ഀ Span/Deflection Ratio਍ഀ 1਍ഀ 2,083.1਍ഀ 17,321.4਍ഀ 6,827.8਍ഀ Query Values਍ഀ a਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k਍ഀ 0.00਍ഀ 2.33਍ഀ 1.95਍ഀ 0.00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ 00਍ഀ 0਍ഀ 0਍ഀ 00਍ഀ Moment਍ഀ k-ft਍ഀ 0.00਍ഀ -3.90਍ഀ -1.62਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in j਍ഀ -0.0230਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ ~`tt਍ഀ !਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ k""਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202਍ഀ Description : Lodge Expansion਍ഀ ,਍ഀ 303.623.4927਍ഀ Scope:਍ഀ Y਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Page 1਍ഀ SSOO.ecw:Roof Beams਍ഀ Description Roof Beam - RB31਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Cant਍ഀ Span਍ഀ I਍ഀ Span ft 2.00਍ഀ 6.50਍ഀ Steel Section਍ഀ WlOX12਍ഀ WlOX12਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Unbraced Length ft਍ഀ I 2.00਍ഀ 3.00਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Dead Load k/ft਍ഀ i 0.230਍ഀ 0.230਍ഀ Live Load k/ft਍ഀ 0.200਍ഀ 0.200਍ഀ Point #1 DL k਍ഀ 1.150਍ഀ 0.810਍ഀ LL k਍ഀ I 1.000਍ഀ 2.710਍ഀ @ X ft਍ഀ 6.000਍ഀ Point #2 DL k਍ഀ 1.140਍ഀ LL k਍ഀ 3.790਍ഀ @ X ft਍ഀ ! 1.500਍ഀ Results਍ഀ _਍ഀ Mmax @ Cntr k-ft਍ഀ @ X = ft਍ഀ ! 0.00਍ഀ 0.00਍ഀ 1.68਍ഀ 5.98਍ഀ Max @ Left End k-ft਍ഀ ! 0.00਍ഀ -7.62਍ഀ Max @ Right End k-ft਍ഀ -7.62਍ഀ 0.00਍ഀ fb : Actual psi਍ഀ 8,393.0਍ഀ 8,393.0਍ഀ Fb : Allowable psi਍ഀ 30,000.0਍ഀ 30,000.0਍ഀ fv : Actual਍ഀ Bending OK਍ഀ Bending OK਍ഀ psi਍ഀ 4,234.0਍ഀ 1,852.3਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left k਍ഀ 0.00਍ഀ 2.84਍ഀ Shear @ Right k਍ഀ 7.94਍ഀ 3.47਍ഀ Reactions...਍ഀ DL @ Left k਍ഀ 0.00਍ഀ 4.07਍ഀ LL @ Left k਍ഀ 0.00਍ഀ 1਍ഀ 6.71਍ഀ Total @ Left k਍ഀ 0.00਍ഀ 10.78਍ഀ DL @ Right k਍ഀ 4.07਍ഀ 0.98਍ഀ LL @ Right k਍ഀ 1਍ഀ 6.71਍ഀ 2.49਍ഀ Total @ Right k਍ഀ 10.78਍ഀ 3.47਍ഀ Max. Deflection in਍ഀ -0.030਍ഀ 0.009਍ഀ @ X = ft਍ഀ 0.00਍ഀ 1.86਍ഀ Span/Deflection Ratio਍ഀ 1,593.3਍ഀ 9,152.4਍ഀ Query Values਍ഀ Location ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ Shear k I਍ഀ 0.00਍ഀ 2.84਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ Moment k-ft਍ഀ 0.00਍ഀ -7.62਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ Max. Deflection in਍ഀ -0.0301਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ 1?~_- za਍ഀ Monroe & Newell Engineers, Inc.਍ഀ r਍ഀ Title : Vail's Front Door - Spa਍ഀ D਍ഀ A਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ sgnr:਍ഀ rthur Ashworth, PE਍ഀ Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202਍ഀ Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ ' y Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Desi਍ഀ n਍ഀ Page 1਍ഀ (c)1983.2003 ENERCALC Engineerino Software਍ഀ g਍ഀ 5500.ecw:Roof Beams ;਍ഀ Description Roof Beam - RB33਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Steel Section : W1 2X30਍ഀ Fy 50.00ksi਍ഀ Pinned-Pinned਍ഀ Load Duration Factor 1.00਍ഀ Center Span਍ഀ 15.50 ft਍ഀ Bm Wt. Added to Loads਍ഀ Elastic Modulus 29,000.0 ksi਍ഀ Left Cant.਍ഀ 0.00 ft਍ഀ LL & ST Act Together਍ഀ Right Cant਍ഀ 0.00 ft਍ഀ Lu : Unbraced Length਍ഀ 6.50 ft਍ഀ Distributed Loads਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #1਍ഀ #2਍ഀ #3 #4਍ഀ #5 #6 #7਍ഀ DL 0.460਍ഀ k/ft਍ഀ LL 0.400਍ഀ k/ft਍ഀ ST਍ഀ k/ft਍ഀ Start Location 6.500਍ഀ ft਍ഀ End Location 15.500਍ഀ ft਍ഀ Point Loads਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #1਍ഀ #2਍ഀ #3 #4਍ഀ #5 #y6~ #7਍ഀ Dead Load 1.760਍ഀ 3.750਍ഀ k਍ഀ Live Load 5.850਍ഀ 7.350਍ഀ k਍ഀ Short Term਍ഀ k਍ഀ Location 6.500਍ഀ 9.000਍ഀ ft਍ഀ summary਍ഀ Using: W 12X30 section, Span =਍ഀ 15.50ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, Lu਍ഀ = 6.50ft, LDF = 1.000਍ഀ Actual Allowable਍ഀ Moment਍ഀ 81.031 k-ft 96.500 k-ft਍ഀ fb : Bending Stress਍ഀ 25.191 ksi 30.000 ksi਍ഀ fb / Fb਍ഀ 0.840 : 1਍ഀ Shear 15.361 k 64.168 k਍ഀ fv : Shear Stress 4.788 ksi 20.000 ksi਍ഀ fv / Fv 0.239 : 1਍ഀ Beam OK਍ഀ Static Load Case Governs Stress਍ഀ Max. Deflection -0.457 in਍ഀ Length/DL Deft 1,139.8 :1਍ഀ Length/(DL+LL Defl) 406.7 : 1਍ഀ Force & Stress Summary਍ഀ These columns are Dead + Live Load placed as noted »਍ഀ DL਍ഀ LL LL+ST LL਍ഀ LL+ST਍ഀ Maximum਍ഀ Only਍ഀ @ Center @ Center @ Cants਍ഀ @ Cants਍ഀ Max. M +਍ഀ 81.03 k-ft਍ഀ 29.20਍ഀ 81.03਍ഀ k-ft਍ഀ Max. M -਍ഀ -0.00਍ഀ -0.00਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left਍ഀ 11.55 k਍ഀ 4.03਍ഀ 11.55਍ഀ k਍ഀ Shear @ Right਍ഀ 15.36 k਍ഀ 6.08਍ഀ 15.36਍ഀ k਍ഀ Center Defl. -0.457 in -0.163਍ഀ -0.457਍ഀ -0.457਍ഀ 0.000਍ഀ 0.000 in਍ഀ Left Cant Defl 0.000in 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Defl 0.000 in 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query Defl @ 0.000 ft 0.000਍ഀ 0.000 -਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left 11.55 4.03਍ഀ 11.55਍ഀ 11.55਍ഀ k਍ഀ Reaction @ Rt 15.36 6.08਍ഀ 15.36਍ഀ 15.36਍ഀ k਍ഀ Fa calc'd per Eq. E2-1, K*Ur < Cc਍ഀ I Beam, Major Axis, UrT < (102,000 * Cb / Fy)^.5, Fb = 0.6 Fy (F3)਍ഀ I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12,000 Cb Af / 0 * d)਍ഀ 264a਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Ds9nr: Arthur Ashworth, PE਍ഀ Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202਍ഀ Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ t਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ Steel Beam Desi਍ഀ n਍ഀ Page 2਍ഀ (0 983-2003 ENERCALC E਍ഀ s਍ഀ naineerino Software਍ഀ g਍ഀ SSOO.ecw:Roof Beams਍ഀ Description਍ഀ Roof Beam - RB33਍ഀ Section Properties਍ഀ W1 2X30਍ഀ Depth਍ഀ 12.340 in਍ഀ Weight਍ഀ 29.86 #/ft਍ഀ Web Thick਍ഀ 0.260 in਍ഀ Ixx਍ഀ 238.000 in4਍ഀ Width਍ഀ 6.520 in਍ഀ lyy਍ഀ 20.300 in4਍ഀ Flange Thick਍ഀ 0.440 in਍ഀ Sxx਍ഀ 38.600 in3਍ഀ Area਍ഀ 8.79 in2਍ഀ Syy਍ഀ 6.240 in3਍ഀ Rt਍ഀ 1.730 in਍ഀ R-xx਍ഀ 5.210 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 1.520 in਍ഀ J਍ഀ 0.460 in4਍ഀ Zx਍ഀ 43.100 in3਍ഀ Cw਍ഀ 719.00 in6਍ഀ Zy਍ഀ 9.560 in3਍ഀ K਍ഀ 0.740 in਍ഀ F 1਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ r1 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ L 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:Roof Beams਍ഀ Description Roof Beam - RB34਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress਍ഀ 50.00 ks਍ഀ Load Duration Factor 1.00਍ഀ Spans Considered Conti਍ഀ nuous Over Suppo਍ഀ rts਍ഀ Span Information਍ഀ Description਍ഀ Cant਍ഀ Span W.਍ഀ Span ft਍ഀ 3.00਍ഀ 16.00਍ഀ Steel Section਍ഀ w12X19਍ഀ w12X19਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Unbraced Length ft਍ഀ 3.00਍ഀ 4.00਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Dead Load k/ft਍ഀ 0.240਍ഀ 0.240਍ഀ Live Load k/ft਍ഀ 0.800਍ഀ 0.800਍ഀ Results਍ഀ _"q W਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ 0.00਍ഀ 30.98਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 8.32਍ഀ Max @ Left End਍ഀ k-ft਍ഀ 0.00਍ഀ -4.68਍ഀ Max @ Right End਍ഀ k-ft਍ഀ i਍ഀ -4.68਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi਍ഀ 2,626.6਍ഀ 17,387.1਍ഀ Fb : Allowable਍ഀ psi਍ഀ 33,000.0਍ഀ 29,568.6਍ഀ fv : Actual਍ഀ Bending OK਍ഀ Bending OK਍ഀ psi਍ഀ 1,091.8਍ഀ 3,013.9਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ i਍ഀ - - -਍ഀ Shear @ Left k਍ഀ 0.00਍ഀ 8.61਍ഀ Shear @ Right k਍ഀ 3.12਍ഀ 8.03਍ഀ Reactions...਍ഀ DL @ Left k਍ഀ 0.00਍ഀ 2.71਍ഀ LL @ Left k਍ഀ 0.00਍ഀ 9.02਍ഀ Total @ Left k਍ഀ 0.00਍ഀ 11.73਍ഀ DL @ Right k਍ഀ 2.71਍ഀ 1.85਍ഀ LL @ Right k਍ഀ 9.02਍ഀ 6.17਍ഀ Total @ Right k਍ഀ 11.73਍ഀ 8.03਍ഀ Max. Deflection in i਍ഀ 0.205਍ഀ -0.372਍ഀ @X= ft਍ഀ 0.00਍ഀ 8.11਍ഀ Span/Deflection Ratio I਍ഀ 350.9਍ഀ 515.4਍ഀ Location਍ഀ ft l਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k਍ഀ 0.00਍ഀ 8.61਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ k ft਍ഀ 0.00਍ഀ -4.68਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ ax. Deflection਍ഀ n i਍ഀ .2052਍ഀ .0000਍ഀ .0000਍ഀ .0000਍ഀ 0.00 0.00 0.00਍ഀ 0.00 0.00 0.00਍ഀ 0.00 0.00 0.00਍ഀ 0.0000 0.0000 0.0000 0.0000਍ഀ Monroe & Newell Engineers, Inc਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ R- eannna਍ഀ Title : Vail's Front Door - Spa Job # 5500.02਍ഀ Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ User. KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design Page 1਍ഀ ! (c)7983-2003 ENERCALC Engineering Software 5500.ecw:Roof Beams਍ഀ Description Roof Beam - RB35਍ഀ General Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Steel Section : W12X14 Fy 50.00ksi਍ഀ Pinned-Pinned Load Duration Factor 1.00਍ഀ Center Span 6.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi਍ഀ Left Cant. 0.00 It LL & ST Act Together਍ഀ R;਍ഀ fight Cant਍ഀ Lu : Unbraced Length਍ഀ 0.00 ft਍ഀ 6.00 ft਍ഀ Point Loads਍ഀ #1਍ഀ Dead Load 2.710਍ഀ #2 #3਍ഀ #4਍ഀ Live Load 9.020਍ഀ Short Term਍ഀ Location 3.000਍ഀ Summary਍ഀ Using: W12X14 section, Span=਍ഀ 6.00ft, Fy = 50.oksi਍ഀ End Fixity = Pinned-Pinned, Lu਍ഀ = 6.00ft, OF = 1.000਍ഀ Actual਍ഀ Allowable਍ഀ Moment਍ഀ 17.659 k-ft਍ഀ 29.735 k-ft਍ഀ fb : Bending Stress਍ഀ 14.222 ksi਍ഀ 23.948 ksi਍ഀ fb / Fb਍ഀ 0.594 :1਍ഀ Shear਍ഀ 5.907 k਍ഀ 47.640 k਍ഀ fv : Shear Stress਍ഀ 2.480 ksi਍ഀ 20.000 ksi਍ഀ fv / Fv਍ഀ 0.124 :1਍ഀ #5਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #6 #7਍ഀ k਍ഀ k਍ഀ k਍ഀ ft਍ഀ Beam OK਍ഀ Static Load Case Governs Stress਍ഀ Max. Deflection -0.036 in਍ഀ Length/DL Defl 8,610.6: 1਍ഀ Length/(DL+LL Defl) 2,019.1: 1਍ഀ r-orce & Stress Summar,਍ഀ Maximum਍ഀ Max. M +਍ഀ 17.66,k-ft਍ഀ Max. M -਍ഀ Max. M @ Left਍ഀ Max. M @ Right਍ഀ Shear @ Left਍ഀ 5.91 k਍ഀ Shear @ Right਍ഀ 5.91 k਍ഀ Center Defl.਍ഀ -0.036 in਍ഀ Left Cant DO਍ഀ 0.000in਍ഀ Right Cant Defl਍ഀ 0.000 in਍ഀ ...Query Defl @਍ഀ 0.000 ft਍ഀ Reaction @ Left਍ഀ 5.91਍ഀ Reaction @ Rt਍ഀ 5.91਍ഀ Fa calc'd per Eq. E2-2, K*L/r > Cc਍ഀ I Beam, Major Axis, (102,000 * Cb / Fy਍ഀ Section Properties਍ഀ W12X14਍ഀ Depth਍ഀ 11.910 in਍ഀ Web Thick਍ഀ 0.200 in਍ഀ Width਍ഀ 3.970 in਍ഀ Flange Thick਍ഀ 0.225 in਍ഀ Area਍ഀ 4.16 in2਍ഀ Rt਍ഀ 0.950 in਍ഀ Values for LRFD Design....਍ഀ J਍ഀ 0.070 in4਍ഀ Cw਍ഀ 80.60 in6਍ഀ These਍ഀ columns are Dead + Live Load਍ഀ placed as noted »਍ഀ DL਍ഀ LL਍ഀ LL+ST਍ഀ LL਍ഀ LL+ST਍ഀ Only਍ഀ @ Center਍ഀ @ Center਍ഀ @ Cants਍ഀ @ Cants਍ഀ 4.13਍ഀ 17.66਍ഀ k-ft਍ഀ k-ft਍ഀ k-ft਍ഀ k-ft਍ഀ 1.40਍ഀ 5.91਍ഀ k਍ഀ 1.40਍ഀ 5.91਍ഀ k਍ഀ -0.008਍ഀ -0.036਍ഀ -0.036਍ഀ 0.000਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ 1.40਍ഀ 5.91਍ഀ 5.91਍ഀ k਍ഀ 1.40਍ഀ 5.91਍ഀ 5.91਍ഀ k਍ഀ L/rT (510,000 * Cb / Fy)A.5 , Fb per Eq. F1-6਍ഀ Weight਍ഀ 14.13 #/ft਍ഀ Ixx਍ഀ 88.600 in4਍ഀ lyy਍ഀ 2.360 in4਍ഀ Sxx਍ഀ 14.900 in3਍ഀ SYy਍ഀ 1.190 in3਍ഀ R-xx਍ഀ 4.620 in਍ഀ R-yy਍ഀ 0.753 in਍ഀ Zx਍ഀ 17.400 in3਍ഀ Zy਍ഀ 1.900 in3਍ഀ K਍ഀ 0.525 in਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202਍ഀ Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ f Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: Kw-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Desi਍ഀ n਍ഀ Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ g਍ഀ SSOO.ecw:Roof Beams਍ഀ Description Roof Beam - RB36਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Steel Section : W12X19਍ഀ Fy 50.00ksi਍ഀ Pinned-Pinned Load Duration Factor 1.00਍ഀ Center Span਍ഀ 7.00 ft਍ഀ Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi਍ഀ Left Cant.਍ഀ 0.00 ft਍ഀ LL & ST Act Together਍ഀ Right Cant਍ഀ 0.00 ft਍ഀ Lu : Unbraced Length਍ഀ 7.00 ft਍ഀ Point Loads਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #1਍ഀ Dead Load 4਍ഀ 090਍ഀ #2਍ഀ #3 #4 #5 #6 #7਍ഀ .਍ഀ Live Load 13.620਍ഀ k਍ഀ k਍ഀ Short Term਍ഀ k਍ഀ Location 3.500਍ഀ ft਍ഀ r਍ഀ Beam OK਍ഀ Static Load Case Governs Stress਍ഀ Max. Deflection -0.058 in਍ഀ Length/DL Defl 6,146.2 :1਍ഀ Length/(DL+LL Defl) 1,441.4 :1਍ഀ Shear 8.921 k 57.152 k਍ഀ fv : Shear Stress 3.122 ksi 20.000 ksi਍ഀ fv / Fv 0.156 :1਍ഀ Using: W 12X19 section, Span= 7.00ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, Lu਍ഀ = 7.00ft, LDF = 1.000਍ഀ Actual Allowable਍ഀ Moment਍ഀ 31.108 k-ft 38.702 k-ft਍ഀ fb :Bending Stress਍ഀ 17.526 ksi 21.804 ksi਍ഀ fb / Fb਍ഀ 0.804 : 1਍ഀ Force & Stress Summary਍ഀ These columns are Dead + Live Load placed as noted »਍ഀ DL਍ഀ LL LL+ST LL LL+ST਍ഀ Maximum਍ഀ Only਍ഀ @ Center @ Center @ Cants @ Cants਍ഀ Max. M + 31.11 k-ft਍ഀ 7.27਍ഀ 31.11 k-ft਍ഀ Max. M -਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left 8.92 k਍ഀ 2,11਍ഀ 8.92 k਍ഀ Shear @ Right 8.92 k਍ഀ 2,11਍ഀ 8.92 k਍ഀ Center Defl.਍ഀ -0.058 in਍ഀ -0.014਍ഀ -0.058਍ഀ -0.058਍ഀ 0.000਍ഀ 0.000 in਍ഀ Left Cant Defl਍ഀ 0.000in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Defl਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query Defl @਍ഀ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left਍ഀ 8.92਍ഀ 2.11਍ഀ 8.92਍ഀ 8.92਍ഀ k਍ഀ Reaction @ Rt਍ഀ 8.92਍ഀ 2.11਍ഀ 8.92਍ഀ 8.92਍ഀ k਍ഀ Fa calc'd per Eq. E2-2, K'Ur > Cc਍ഀ I Beam, Major Axis, (102,000' Cb / Fy)A.5਍ഀ UrT (510,000 Cb / Fy)A.5, Fb per Eq. F1-6਍ഀ n Properties਍ഀ ~਍ഀ W2X19਍ഀ Depth਍ഀ 12.160 in਍ഀ Weight਍ഀ 18.92 #/ft਍ഀ Web Thick਍ഀ 0.235 in਍ഀ Ixx਍ഀ 130.000 in4਍ഀ Width਍ഀ 4.005 in਍ഀ lyy਍ഀ 3.760 in4਍ഀ Flange Thick਍ഀ 0.350 in਍ഀ Sxx਍ഀ 21.300 in3਍ഀ Area਍ഀ 5.57 in2਍ഀ Syy਍ഀ 1.880 in3਍ഀ Rt਍ഀ 1.000 in਍ഀ R-xx਍ഀ 4.820 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 0.822 in਍ഀ J਍ഀ 0.180 in4਍ഀ Zx਍ഀ 24.700 in3਍ഀ Cw਍ഀ 131.00 in6਍ഀ Zy਍ഀ 2.980 in3਍ഀ K਍ഀ 0.650 in਍ഀ . Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ q Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, ver 5-B.o, 1-Dec-2003 Steel Beam Design਍ഀ (c)1983-2003 ENERCALC Engineering software Description Roof Beam - RB37਍ഀ ~ General Information਍ഀ Steel Section : W12X19਍ഀ Center Span 15.00 ft਍ഀ Left Cant. 0.00 ft਍ഀ Right Cant 0.00 ft਍ഀ Lu : Unbraced Length 4.00 ft਍ഀ Distributed Loads਍ഀ #1 #2਍ഀ DL 0.288਍ഀ LL 0.200਍ഀ ST਍ഀ Start Location਍ഀ End Location 15.000਍ഀ ਍ഀ Job # 5500.02਍ഀ Date: 10:32AM, 14 DEC 05਍ഀ Page 1਍ഀ :Roof Beams਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy 50.00 ksi਍ഀ Pinned-Pinned Load Duration Factor 1.00਍ഀ Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi਍ഀ LL & ST Act Together਍ഀ Point Loads਍ഀ #1਍ഀ Dead Load਍ഀ 1.850਍ഀ Live Load਍ഀ 6.170਍ഀ Short Term਍ഀ Location਍ഀ 7.000਍ഀ #2਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #4 #5 #6 #7਍ഀ k਍ഀ k਍ഀ k਍ഀ ft਍ഀ Summary਍ഀ Using: W 12X19 section, Span਍ഀ = 15.00ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned Pinned, L਍ഀ u = 4.00ft, LDF = 1.000਍ഀ Actual਍ഀ Moment਍ഀ 44.065 k-ft਍ഀ fb : Bending Stress਍ഀ 24.825 ksi਍ഀ fb / Fb਍ഀ 0.840 : 1਍ഀ Shear਍ഀ 8.079 k਍ഀ fv : Shear Stress਍ഀ 2.827 ksi਍ഀ fv / Fv਍ഀ 0.141 : 1਍ഀ Beam OK਍ഀ Static Load Case Governs Stress਍ഀ Allowable਍ഀ 52.484 k-ft਍ഀ Max. Deflection -0.410 in਍ഀ 29.569 ksi਍ഀ Length/DL Defl 1,184.4 :1਍ഀ Length/(DL+LL Defl) 439.0 :1਍ഀ 57.152 k਍ഀ 20.000 ksi਍ഀ Force & Stress Summary਍ഀ « These columns are Dead਍ഀ + Live Load placed as noted »਍ഀ DL਍ഀ LL਍ഀ LL+ST਍ഀ LL਍ഀ LL+ST਍ഀ Maximum਍ഀ Only਍ഀ @ Center਍ഀ @ Center਍ഀ @ Cants਍ഀ @ Cants਍ഀ Max. M + 44.07 k-ft਍ഀ 15.49਍ഀ 44.07਍ഀ k-ft਍ഀ Max. M -਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left 8.08 k਍ഀ 3.29਍ഀ 8.08਍ഀ k਍ഀ Shear @ Right 7.54 k਍ഀ 3.17਍ഀ 7.54਍ഀ k਍ഀ Center Defl. -0.410 in਍ഀ -0.152਍ഀ -0.410਍ഀ -0.410਍ഀ 0.000਍ഀ 0਍ഀ 000 in਍ഀ Left Cant Defl 0.000in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ .਍ഀ 0਍ഀ 000 in਍ഀ Right Cant Defl 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ .਍ഀ 0.000 in਍ഀ ...Query Defl @ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left 8.08਍ഀ 3.29਍ഀ 8.08਍ഀ 8.08਍ഀ k਍ഀ Reaction @ Rt 7.54਍ഀ 3.17਍ഀ 7.54਍ഀ 7.54਍ഀ k਍ഀ Fa calc'd per Eq. E2-2, K'L/r > Cc਍ഀ I Beam, Major Axis, (102,000' Cb / Fy)A.5 UrT (510,000' Cb / Fy)A.5਍ഀ , Fb per Eq. F1-6਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202 Description :Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ve, -Dec-2003਍ഀ o Software Steel Beam Design Page 2਍ഀ (c)79833--2 2003 3 ENE ENERCALC LC En Engineering SSOO.ecw:Roof Beams਍ഀ ZMEMEMEMMEM਍ഀ Description Roof Beam RB37਍ഀ Section Properties਍ഀ W12X19਍ഀ Depth਍ഀ 12.160 in਍ഀ Weight਍ഀ 18.92 #/ft਍ഀ Web Thick਍ഀ 0.235 in਍ഀ Ixx਍ഀ 130.000 in4਍ഀ Width਍ഀ 4.005 in਍ഀ lyy਍ഀ 3.760 in4਍ഀ Flange Thick਍ഀ 0.350 in਍ഀ Sxx਍ഀ 21.300 in3਍ഀ Area਍ഀ 5.57 in2਍ഀ Syy਍ഀ 1.880 1n3਍ഀ Rt਍ഀ 1.000 in਍ഀ R-xx਍ഀ 4.820 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 0.822 in਍ഀ J਍ഀ 0.180 in4਍ഀ Zx਍ഀ 24.700 in3਍ഀ Cw਍ഀ 131.00 in6਍ഀ Zy਍ഀ 2.980 in3਍ഀ K਍ഀ 0.650 in਍ഀ Monroe & Ne਍ഀ well Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE Date਍ഀ : 10:32AM, 14 DEC 05਍ഀ Denver, CO 8਍ഀ 0202਍ഀ Description : Lodge Expansion਍ഀ _਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983.2003 ENERCALC E਍ഀ Multi-Span Steel Beam਍ഀ Page 1਍ഀ ngineering Software਍ഀ 5500 ecwRCOf Beams਍ഀ Description Roof਍ഀ Beam RB38਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Sup਍ഀ ports਍ഀ Span Information਍ഀ Description਍ഀ Span਍ഀ Cant਍ഀ Span ft 8.50਍ഀ 7.50਍ഀ Steel Section਍ഀ w8x15਍ഀ w8x15਍ഀ End Fixity਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length ft਍ഀ 0.50਍ഀ 3.00਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Dead Load Wit਍ഀ 0.120਍ഀ 0.120•਍ഀ Live Load k/ft਍ഀ 0.400਍ഀ 0.400਍ഀ Results਍ഀ Mmax @ Cntr k-ft਍ഀ 0.23਍ഀ 0.00਍ഀ OQ X = ft਍ഀ 0.96਍ഀ 0.00਍ഀ Max @ Left End k-ft਍ഀ l 0.00਍ഀ -14.62਍ഀ Max @ Right End k-ft਍ഀ i -14.62਍ഀ 0.00 '਍ഀ fb : Actual psi਍ഀ ' 14,826.1਍ഀ 14,826.1਍ഀ Fb : Allowable psi਍ഀ 33,000.0਍ഀ 33,000.0਍ഀ fv : Actual਍ഀ Bending CK਍ഀ Bending CK਍ഀ psi਍ഀ 1,978.2਍ഀ 1,962.8਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left k਍ഀ 0.49 1਍ഀ 3.90਍ഀ Shear @ Right k਍ഀ 3.93਍ഀ 0.00਍ഀ Reactions...਍ഀ DL @ Left k਍ഀ 0.11਍ഀ 1.81਍ഀ LL @ Left k਍ഀ 0.38਍ഀ 6.02਍ഀ Total @ Left k਍ഀ 0.49਍ഀ 7.83਍ഀ DL @ Right k਍ഀ 1.81਍ഀ 0.00਍ഀ LL @ Right k਍ഀ 6.02਍ഀ 0.00਍ഀ Total @ Right k਍ഀ 7.83਍ഀ 0.00਍ഀ Max. Deflection in਍ഀ 0.043਍ഀ -0.518਍ഀ @ X = ft l਍ഀ 5.55਍ഀ 7.50਍ഀ Span/Deflection Ratio I਍ഀ 2,379.5਍ഀ 347.3਍ഀ i Query Values਍ഀ Location ft਍ഀ 0.00਍ഀ 0.00 0.00਍ഀ 0.00 0.00 0.00਍ഀ R 0਍ഀ 00 0਍ഀ 00਍ഀ Shear k਍ഀ 0.49਍ഀ 3.90 0.00਍ഀ 0.00 0.00 0.00਍ഀ .਍ഀ .਍ഀ 0.00 0਍ഀ 00਍ഀ Moment k-ft਍ഀ 0.00਍ഀ -14.62 0.00਍ഀ 0.00 0.00 0.00਍ഀ .਍ഀ 0਍ഀ 00 0਍ഀ 00਍ഀ Max. Deflection in਍ഀ 0.0000਍ഀ 0.0000 0.0000਍ഀ 0.0000 0.0000 0.0000਍ഀ .਍ഀ .਍ഀ 0.0000 0.0000਍ഀ r;਍ഀ i਍ഀ 1਍ഀ User: KW-0606238, Ver 5.਍ഀ (c)1983-2003 ENERCALC਍ഀ Description਍ഀ fS4'਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 10:32AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602 Scope:਍ഀ Aware Multi-Span Steel Beam Page 1਍ഀ Roof Beam - RB39਍ഀ 5500.ecw:Roof Beams਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ FY - Yield Stress 50.00 ksi Load Duration Factor਍ഀ 1.00਍ഀ S਍ഀ pans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Span਍ഀ I਍ഀ Span ft਍ഀ cant਍ഀ Steel Section਍ഀ 16.00਍ഀ 3.00਍ഀ End Fixity਍ഀ WlOX30਍ഀ wlOX30਍ഀ I਍ഀ Unbraced Length ft਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ 4.00•਍ഀ 3.00਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ I਍ഀ Dead d k/ft਍ഀ Yes਍ഀ 0਍ഀ 360਍ഀ Yes਍ഀ -਍ഀ I਍ഀ Live Load k/ft਍ഀ .਍ഀ .਍ഀ 1.200਍ഀ 0.360਍ഀ 1.200਍ഀ Results਍ഀ Mmax @ Cntr k-fti਍ഀ 46.47਍ഀ 0਍ഀ 00਍ഀ @ X - ftl਍ഀ 7.68਍ഀ .਍ഀ 0਍ഀ 00਍ഀ M਍ഀ Max @ Left End k-ft਍ഀ 0.00਍ഀ .਍ഀ -7਍ഀ 02਍ഀ Max @ Right End k-ft਍ഀ -7.02਍ഀ .਍ഀ 0.00਍ഀ fb : Actual psi I਍ഀ 17,172.2਍ഀ 2਍ഀ 594਍ഀ 1਍ഀ Fb : Allowable psi਍ഀ 33,000.0਍ഀ ,਍ഀ .਍ഀ 33,000.0਍ഀ fv :Actual਍ഀ Bending OK਍ഀ Bending OK਍ഀ Psi਍ഀ Fv : Allowable਍ഀ 4,112.9਍ഀ 1,490.0਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ ions & Deflections਍ഀ @ Left k਍ഀ t਍ഀ 12.04਍ഀ 4 B8਍ഀ @ Right k਍ഀ 12.92਍ഀ 0਍ഀ 00਍ഀ ons...਍ഀ .਍ഀ DL @ Left k l਍ഀ LL @ Left਍ഀ 2.78਍ഀ 4.06਍ഀ k਍ഀ Total @ Left k਍ഀ 9.26਍ഀ 12਍ഀ 04਍ഀ 13.54਍ഀ DL @ Right k਍ഀ .਍ഀ 17.60਍ഀ LL @ Right k਍ഀ 4.06਍ഀ 0.00਍ഀ Total @ Right k਍ഀ 13.54਍ഀ 17਍ഀ 60਍ഀ 0.00਍ഀ Max. Deflection i਍ഀ .਍ഀ 0.00਍ഀ n਍ഀ @ X = ft਍ഀ -0.427਍ഀ 0.235਍ഀ Span/Deflection Ratio਍ഀ 7.89਍ഀ 3.00਍ഀ 449.4਍ഀ 305.9਍ഀ Query Values਍ഀ Location ft਍ഀ Shear k਍ഀ 0.00਍ഀ 12.04਍ഀ 0.00਍ഀ 4਍ഀ 68਍ഀ -਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ r -਍ഀ 0਍ഀ 00਍ഀ Moment k-ft਍ഀ Max. Deflection਍ഀ i਍ഀ I਍ഀ -0.00਍ഀ .਍ഀ -7.02਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ n਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ .਍ഀ 0.00਍ഀ 00਍ഀ 0.00਍ഀ 0਍ഀ 0000਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0.0000਍ഀ 0.0000਍ഀ 2g1c3Z਍ഀ _ rr਍ഀ M਍ഀ `Q r਍ഀ v r਍ഀ ~ ~a 2~JO t ~~~ta ~.s•਍ഀ ~ ~ 9~~%~ ~ ~ ~ ~ . ~ ~ ~ t rte,਍ഀ i 4 r ---ys -F਍ഀ F ~ a~g ~ GP ~ ~ ~.7 ~ i 1 ~ ti,.f € PA r,~a਍ഀ 17਍ഀ ~~i9~'.~tw.`~~~v fed j g ~ ~ ~Caj .a ~਍ഀ cei 41,਍ഀ Ilk਍ഀ I ,GJ lftY2Zt-t V o਍ഀ ! J਍ഀ not਍ഀ i X318 f--਍ഀ Ile਍ഀ ~rT P rf l gip lr { lZ.e tiz . s It •'i 'P਍ഀ O.਍ഀ FYI"਍ഀ P~Jr~~ Jt`L 2 Ail c 1! Fell* °਍ഀ ਍ഀ r਍ഀ m਍ഀ f਍ഀ IZ(3 I o3਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ i 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238,ver 5.8.0, 1-Dec-2003 Multi all Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 1਍ഀ 5500 ecw8195 Beams਍ഀ Description Roof Beam - RB101਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC 2003 NFPA 5000਍ഀ Fy Yield Stress 50.00 ksl Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ r) ' t'਍ഀ v Ion਍ഀ Left Cant਍ഀ Span਍ഀ Span਍ഀ ft਍ഀ 3.00਍ഀ 4.00਍ഀ Steel Section਍ഀ waxio਍ഀ waxio਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Unbraced Length਍ഀ ft਍ഀ 3.00਍ഀ 4.00਍ഀ Loads਍ഀ Live Load Used This Span ?zI Yes਍ഀ Dead Load k/ft 0.150਍ഀ Live Load k/ft 0.500਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ @X=਍ഀ Max @ Left End਍ഀ Max @ Right End਍ഀ fb : Actual਍ഀ Fb : Allowable਍ഀ fv : Actual਍ഀ Fv : Allowable਍ഀ Yes਍ഀ 0.150਍ഀ 0.500਍ഀ k-ft਍ഀ 0.00਍ഀ -਍ഀ 0.25 u਍ഀ ft਍ഀ 0.00਍ഀ 3.12਍ഀ k-ft਍ഀ k-ft਍ഀ 0.00਍ഀ -2.92਍ഀ -2.92਍ഀ 0.00਍ഀ psi਍ഀ 41495.8਍ഀ 4,495.8਍ഀ psii਍ഀ 30,000.0਍ഀ 29,492.2਍ഀ Bending OK਍ഀ Bending OK਍ഀ psi਍ഀ 1,453.8਍ഀ 1,514.4਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 2.03਍ഀ Shear @ Right k਍ഀ 1.95਍ഀ 0.57਍ഀ Reactions...਍ഀ DL @ Left k਍ഀ 0.00਍ഀ 0.92਍ഀ LL @ Left k਍ഀ 0.00਍ഀ 3.06਍ഀ Total @ Left k਍ഀ 0.00਍ഀ 3.98਍ഀ DL @ Right k਍ഀ 0.92਍ഀ 0.13਍ഀ LL @ Right k਍ഀ 3.06਍ഀ 0.44਍ഀ Total @ Right k਍ഀ 3.98਍ഀ 0.57਍ഀ Max. Deflection in਍ഀ -0.025਍ഀ 0.002਍ഀ @ X = ft਍ഀ 0.00਍ഀ 1.12਍ഀ Span/Deflection Ratio਍ഀ 2,853.2਍ഀ 24,200.3਍ഀ Query Values਍ഀ Location I਍ഀ ft਍ഀ Shear਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ -਍ഀ 0.00਍ഀ -਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ k਍ഀ Moment k-ft਍ഀ 0.00਍ഀ 0.00਍ഀ 2.03਍ഀ -2਍ഀ 92਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ Max. Deflection in I਍ഀ -0.0252਍ഀ .਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ .਍ഀ 0਍ഀ 0000਍ഀ 0.00਍ഀ 0਍ഀ 0000਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ .਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ I~)਍ഀ Rev: 580007਍ഀ User: KW-0606,਍ഀ (0)1983.2003 Et਍ഀ -----r_.਍ഀ 5.8.0, 1-Dec-2003਍ഀ C Engineering Software਍ഀ Roof Beam - RB102਍ഀ Page 1਍ഀ 5500.ecw:8195 Beams਍ഀ General Information Code Ref: AISC 9th ASD 1997 UBC 2003 IBC 2003 NFPA 5000਍ഀ Fy Yield Stress 50 00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ rticn, uu~rrnailOn਍ഀ Description਍ഀ Span਍ഀ Steel Section਍ഀ End Fixity਍ഀ Unbraced Length਍ഀ Dead Load਍ഀ Live Load਍ഀ This਍ഀ Len cant਍ഀ Span਍ഀ ft਍ഀ 1.00਍ഀ 4.00਍ഀ wsx10਍ഀ wsxio਍ഀ ft਍ഀ Free-Pin਍ഀ 1.00਍ഀ Pin-Pin਍ഀ 4.00਍ഀ v਍ഀ Yes਍ഀ Yes਍ഀ k/ft਍ഀ 0.150਍ഀ 0.150਍ഀ kJft਍ഀ 0.500਍ഀ 0.500਍ഀ ncauR.7਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ 0.00਍ഀ 1.14਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 2.13਍ഀ Max @ Left End਍ഀ k-ft਍ഀ . 0.00਍ഀ -0਍ഀ 32਍ഀ Max @ Right End਍ഀ k-ft਍ഀ j -0.32਍ഀ .਍ഀ 0.00਍ഀ fb : Actual਍ഀ psii਍ഀ 499.5਍ഀ 1,756.1਍ഀ Fb : Allowable਍ഀ psi਍ഀ 30;000.0਍ഀ 29,492.2਍ഀ fv : Actual਍ഀ Bending OK਍ഀ Bending OK਍ഀ Fv : Allowable਍ഀ psi਍ഀ psi਍ഀ 484.6਍ഀ 20,000.0਍ഀ 1,029.8਍ഀ 20,000.0਍ഀ Heactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ Shear @ Right਍ഀ k਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ LL @ Left਍ഀ k਍ഀ Total @ Left਍ഀ k਍ഀ DL @ Right਍ഀ k਍ഀ LL @ Right਍ഀ k਍ഀ Total @ Right਍ഀ k I਍ഀ Max. Deflection਍ഀ @ X=਍ഀ in਍ഀ ft਍ഀ Span/Deflection Ratio਍ഀ ,਍ഀ 0.00਍ഀ 1.38਍ഀ 0.65਍ഀ 1,22਍ഀ 0.00਍ഀ 0.47਍ഀ 0.00਍ഀ 1.56਍ഀ 0.00਍ഀ 2.03਍ഀ 0.47਍ഀ 0.28਍ഀ 1.56਍ഀ 0.94਍ഀ 2.03਍ഀ 1.22਍ഀ 0.002਍ഀ -0.004਍ഀ 0.00਍ഀ 2.05਍ഀ 10,123.8਍ഀ 13,463.9਍ഀ query values਍ഀ Location਍ഀ Shear਍ഀ ft਍ഀ 0 00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ 0਍ഀ 00਍ഀ Moment਍ഀ k਍ഀ k-ft਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ 1.38਍ഀ -0਍ഀ 32਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ Max. Deflection਍ഀ in਍ഀ .਍ഀ 0.0024਍ഀ .਍ഀ 0.0000਍ഀ 0.00਍ഀ 0਍ഀ 0000਍ഀ 0.00਍ഀ 0਍ഀ 0000਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0.਍ഀ 00਍ഀ .਍ഀ .਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 2f~i~4-਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602 Scope਍ഀ Multi-Span Steel Beam਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ / 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ L਍ഀ 303.623.4927਍ഀ Scope਍ഀ s 4' Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: 03 EERCA -Dec-2003਍ഀ (c)11983-2 9834003 ENERCALC Engineering g Software਍ഀ Steel Beam Design Page 1਍ഀ 5500.ecw:8195 Beams਍ഀ Description Roof Beam - RB103 Y T਍ഀ Center Span਍ഀ Left Cant.਍ഀ Right Cant਍ഀ Lu : Unbraced Length਍ഀ Pinned-Pinned਍ഀ Bm Wt. Added to Loads਍ഀ LL & ST Act Together਍ഀ Load Duration Factor਍ഀ Elastic Modulus਍ഀ 1.00਍ഀ 29, 000.0 ksi਍ഀ 4.00 ft਍ഀ 0.00 ft਍ഀ 0.00 ft਍ഀ 4.00 ft਍ഀ ~ Distributed Loads਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #1਍ഀ DL 0.150਍ഀ #2 #3਍ഀ #4 -#5~਍ഀ #6 #7਍ഀ LL 0.500਍ഀ k/ft਍ഀ ST਍ഀ k/ft਍ഀ Start Location਍ഀ k/ft਍ഀ End Location਍ഀ ft਍ഀ ft਍ഀ Summary਍ഀ L਍ഀ Bem OK਍ഀ a਍ഀ Using: W8X10 section, Span = 4.OOft, Fy = 50.Oksi਍ഀ Static Load Case Governs਍ഀ Stress਍ഀ End Fixity = Pinned-Pinned, Lu਍ഀ = 4.OOft, LDF = 1.000਍ഀ Actual਍ഀ Allowable਍ഀ Moment਍ഀ 1.320 k-ft਍ഀ 19਍ഀ 194 k -ft਍ഀ fb : Bending Stress਍ഀ 2.028 ksi਍ഀ .਍ഀ 29.492 ksi਍ഀ Max. Deflection -0.004 in਍ഀ fb / Fb਍ഀ 0.069:1਍ഀ Length/DL Defl 46,506.3: 1਍ഀ Shear਍ഀ 1.320 k਍ഀ 26਍ഀ 826 k਍ഀ Length/(DL+LL Defl) 11,277.1: 1਍ഀ fv : Shear Stress਍ഀ 0.984 ksi਍ഀ .਍ഀ 20.000 ksi਍ഀ fv / Fv਍ഀ 0.049 : 1਍ഀ Force & Stress Summary਍ഀ These columns are Dead + Live Load placed as noted »਍ഀ Maximum਍ഀ DL਍ഀ Only਍ഀ LL LL+ST਍ഀ @ Center @ Center਍ഀ LL LL+ST਍ഀ @ Cants @ Cants਍ഀ Max. M + 1.32 k-ft਍ഀ 0.32਍ഀ 1਍ഀ 32਍ഀ Max. M -਍ഀ .਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left 1.32 k਍ഀ 0.32਍ഀ 1਍ഀ 32਍ഀ k-ft਍ഀ Shear @ Right 1.32 k਍ഀ 0,32਍ഀ .਍ഀ 1਍ഀ 32਍ഀ k਍ഀ .਍ഀ k਍ഀ Center Defl. -0.004 in਍ഀ Left Cant DO 0਍ഀ 000 in਍ഀ -0.001਍ഀ -0.004਍ഀ -0.004਍ഀ 0.000਍ഀ 0.000 in਍ഀ .਍ഀ Right Cant Defl 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0਍ഀ 000਍ഀ 0.000਍ഀ 0਍ഀ 000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Qu1ery DO @ 0.000 ft਍ഀ 0.000਍ഀ .਍ഀ 0.000਍ഀ .਍ഀ 0਍ഀ 000਍ഀ 0.000਍ഀ 0਍ഀ 00਍ഀ 0.000 in਍ഀ .਍ഀ .਍ഀ 0਍ഀ 0.000 in਍ഀ Reaction @ Left 1.32਍ഀ 0.32਍ഀ 1.32਍ഀ 1਍ഀ 32਍ഀ Reaction @ Rt 1.32਍ഀ 0.32਍ഀ 1.32਍ഀ .਍ഀ 1਍ഀ 32਍ഀ k਍ഀ Fa calc'd per Eq. E2.2, K'Ur > Cc਍ഀ .਍ഀ k਍ഀ I Beam, Major Axis, 002,000 ` Cb / Fy)A,5਍ഀ UrT (510,000' Cb / Fy)A.5਍ഀ , Fb per Eq. F1-6਍ഀ Z~, roc,਍ഀ 1 Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ Y! Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ user: KW-0606238, ver 5.8.0, 1-Dec•2003 Steel Beam Design਍ഀ (c)1983.2003 ENERCALC Engineering Software Page 2਍ഀ ms਍ഀ Description Roof Beam - RB103 5500.ecw:8195 Bea਍ഀ .1c"wn rroperttes਍ഀ W8X10਍ഀ Dept. h਍ഀ 7.890 in਍ഀ Weight਍ഀ s਍ഀ 10਍ഀ 05 #/ft਍ഀ Web Thick਍ഀ 0.170 in਍ഀ Ixx਍ഀ .਍ഀ 30.800 in4਍ഀ Width਍ഀ 3.940 in਍ഀ lyy਍ഀ 2.090 in4਍ഀ Flange Thick਍ഀ 0.205 in਍ഀ Sxx਍ഀ 7.810 in3਍ഀ Area਍ഀ 2.96 in2਍ഀ Syy਍ഀ 1.060 in3਍ഀ Rt਍ഀ 0.990 in਍ഀ 8-਍ഀ 3.220 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 0.841 in਍ഀ J਍ഀ 0.040 in4਍ഀ Zx਍ഀ 8.870 in3਍ഀ Cw਍ഀ 30.90 in6਍ഀ Zy਍ഀ 1.660 in3਍ഀ K਍ഀ 0.505 in਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ 7l Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver 5.8.01 1 -Dec-2003 Steel Beam Design Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Roof Beam - RB104਍ഀ General Information Code Ref: AisC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Steel Section : W8X18 Fy 50.00ksi਍ഀ Pinned-Pinned Load Duration Factor 1.00਍ഀ Center Span 8.00 ft BM Wt. Added to Loads Elastic Modulus 29,000.0 ksi਍ഀ Left Cant. 0.00 ft LL & ST Act Together਍ഀ Right Cant 0.00 ft਍ഀ Lu : Unbraced Length 8.00 ft਍ഀ umtrinuted Loads਍ഀ • #1਍ഀ #2 #਍ഀ 3਍ഀ DL 0.150਍ഀ LL 0.500਍ഀ ST਍ഀ Start Location਍ഀ End Location 8.000਍ഀ S਍ഀ ummary਍ഀ Using: W8X18 section, Span = 8.00ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, Lu਍ഀ = 8.OOft, LDF = 1.000਍ഀ Actual਍ഀ Moment਍ഀ 5.343 k-ft਍ഀ fb : Bending Stress਍ഀ 4.218 ksi਍ഀ fb / Fb਍ഀ 0.159 : 1਍ഀ Shear਍ഀ 2.671 k਍ഀ fv : Shear Stress਍ഀ 1.427 ksi਍ഀ fv / Fv਍ഀ 0.071 : 1਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ Beam OK਍ഀ Static Load Case Governs Stress਍ഀ Allowable਍ഀ 33.699 k-ft਍ഀ Max. Deflection -0਍ഀ 034 in਍ഀ 26.605 ksi਍ഀ .਍ഀ Length/DL Defl 11,139.5 :1਍ഀ Length/(DL+LL Defl) 2,799.9 :1਍ഀ 37.444 k਍ഀ 20.000 ksi਍ഀ t-orce & Stress 5um਍ഀ These columns are Dead + Live Load਍ഀ placed as noted »਍ഀ DL਍ഀ LL਍ഀ LL+ST਍ഀ LL਍ഀ LL+ST਍ഀ Maximum਍ഀ Only਍ഀ @ Center਍ഀ @ Center਍ഀ @ Cants਍ഀ @ Cants਍ഀ Max. M +਍ഀ 5.34 k-ft਍ഀ 1.34਍ഀ 5਍ഀ 34਍ഀ Max. M਍ഀ .਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k -ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ k-ft਍ഀ Shear @ Left਍ഀ 2.67 k਍ഀ 0.67਍ഀ 2਍ഀ 67਍ഀ Shear @ Right਍ഀ 2.67 k਍ഀ 0.67਍ഀ .਍ഀ 2਍ഀ 67਍ഀ k਍ഀ .਍ഀ k਍ഀ Center Defl.਍ഀ Left Cant Defl਍ഀ -0.034 in਍ഀ 000 in਍ഀ 0਍ഀ -0.009਍ഀ -0.034਍ഀ -0.034਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Defl਍ഀ .਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0਍ഀ 000਍ഀ 0.000਍ഀ 0਍ഀ 000਍ഀ 0.000਍ഀ 0.000 in਍ഀ .਍ഀ .਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query DO @਍ഀ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left਍ഀ 2.67਍ഀ 0.67਍ഀ 2.67਍ഀ 2.67਍ഀ k਍ഀ Reaction @ Rt਍ഀ 2.67਍ഀ 0.67਍ഀ 2.67਍ഀ 2.67਍ഀ k਍ഀ Fa calc'd per Eq. E2-2, K*Ur > Cc਍ഀ #4'਍ഀ #5਍ഀ #6਍ഀ #7਍ഀ k/ft਍ഀ k/ft਍ഀ k/ft਍ഀ ft਍ഀ ft਍ഀ I Beam, Major Axis, (102,000 * Cb / Fy)A.5 UrT (510,000 * Cb / Fy)A.5 , Fb per Eq. F1-6਍ഀ I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12,000 Cb Af / (I * d)਍ഀ V-r:~ !ob਍ഀ JOE) S OODU.UY਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, V -Dec-2003਍ഀ Steel Beam Design Page 2਍ഀ (c)19833--2 2003 3 ENERCALC ALC Engineering g Software 5500 ecw:8195 Beams਍ഀ Description Roof Beam - RB104਍ഀ aeciion rroperties਍ഀ Depth਍ഀ Web Thick਍ഀ Width਍ഀ Flange Thick਍ഀ Area਍ഀ Rt਍ഀ Values for LRFD Design....਍ഀ J਍ഀ Cw਍ഀ W8X18਍ഀ ਍ഀ -਍ഀ -਍ഀ 8.140 in਍ഀ Weight਍ഀ 17.87 #/ft਍ഀ 0.230 in਍ഀ Ixx਍ഀ 61.900 in4਍ഀ 5.250 in਍ഀ lyy਍ഀ 7.970 in4਍ഀ 0.330 in਍ഀ Sxx਍ഀ 15.200 in3਍ഀ 5.26 in2਍ഀ Syy਍ഀ 3.040 in3਍ഀ 1.390 in਍ഀ R-xx਍ഀ 3.430 in਍ഀ R-yy਍ഀ 1.230 in਍ഀ 0.170 in4਍ഀ Zx਍ഀ 17.000 in3਍ഀ 122.00 in6਍ഀ Zy਍ഀ 4.660 in3਍ഀ K਍ഀ 0.630 in਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 10:14AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Roof Beam - RB105਍ഀ Multi-Span Steel Beam਍ഀ _-f,਍ഀ Page 1਍ഀ 5500.ecw:8195 Beams਍ഀ ueneral Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Left Cant਍ഀ Span਍ഀ Span਍ഀ ft਍ഀ 3.00਍ഀ 18.50਍ഀ Steel Section਍ഀ w12x26਍ഀ w12x26਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Unbraced Length਍ഀ ft਍ഀ 3.00਍ഀ 0.50਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Dead Load਍ഀ k/ft਍ഀ 0.075਍ഀ 0.075਍ഀ Live Load਍ഀ k/ft਍ഀ 0.250਍ഀ 0.250਍ഀ Point #1 DL਍ഀ k਍ഀ 0.920਍ഀ LL਍ഀ k਍ഀ 3.060਍ഀ @ X਍ഀ ft਍ഀ 4.500਍ഀ Point #2 DL਍ഀ k਍ഀ 0.470਍ഀ LL਍ഀ k਍ഀ 1.560਍ഀ @ X਍ഀ ft਍ഀ •9.000਍ഀ Point #3 DL਍ഀ k਍ഀ 0.650਍ഀ LL਍ഀ k I਍ഀ 2.000਍ഀ @ X਍ഀ ft I਍ഀ 12.000਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ 0.00਍ഀ 40.10਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 9.00਍ഀ Max @ Left End਍ഀ k-ft਍ഀ 0.00਍ഀ -1.46਍ഀ Max @ Right End਍ഀ k-ft l਍ഀ -1.46਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi਍ഀ 525.6਍ഀ 14,411.9਍ഀ Fb : Allowable਍ഀ psi਍ഀ 33,000.0਍ഀ 33,000.0਍ഀ fv : Actual਍ഀ Bending OK਍ഀ Bending OK਍ഀ psi਍ഀ 346.9਍ഀ 2,871.5਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 8.07਍ഀ Shear @ Right਍ഀ k਍ഀ 0.97਍ഀ 6.60਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k !਍ഀ 0.00਍ഀ 2.10਍ഀ LL @ Left਍ഀ k~਍ഀ 0.00਍ഀ 6.94਍ഀ Total @ Left਍ഀ k j਍ഀ 0.00਍ഀ 9.05਍ഀ DL @ Right਍ഀ k i਍ഀ 2.10਍ഀ 1.55਍ഀ LL @ Right਍ഀ k਍ഀ 6.94਍ഀ 5.05਍ഀ Total @ Right਍ഀ k਍ഀ 9.05਍ഀ 6.60਍ഀ Max. Deflection਍ഀ in਍ഀ 0.208਍ഀ -0.407਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 9.13਍ഀ Span/Deflection Ratio਍ഀ I਍ഀ 345.4਍ഀ 545.8਍ഀ ouery Values਍ഀ Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00਍ഀ Shear k 0.00 8.07 0.00 0.00 0.00 0.00 0.00 0.00਍ഀ Moment k-ft 0.00 -1.46 0.00 0.00 0.00 0.00 0.00 0.00਍ഀ Max. Deflection in ~ 0.2085 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope :਍ഀ Fax: 303.623.6602਍ഀ RovSannn~਍ഀ User: -20 , Ve, -Dec-2003਍ഀ g So Multi-Span Steel Beam Page 1਍ഀ (c)19833-2003 3 ENE ENERCALC LC Engineering Software 5500.ecw:8195 Beams਍ഀ i -M7 Description Roof Beam - RB106਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor਍ഀ 1.00਍ഀ Spans Considered Continuous Over Su਍ഀ pports਍ഀ Span Information਍ഀ Description਍ഀ I Left Cant਍ഀ Span਍ഀ Right Cant਍ഀ Span ft਍ഀ 3.00਍ഀ 18.50਍ഀ 6.50਍ഀ Steel Section਍ഀ w8x24਍ഀ w8x24਍ഀ w8x24਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length ft਍ഀ 3.00਍ഀ 0.50਍ഀ 6.50਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Yes਍ഀ Dead Load k/ft਍ഀ 0.150਍ഀ 0.150਍ഀ 0.150਍ഀ Live Load k/ft਍ഀ 0.500਍ഀ 0.500਍ഀ 0.500਍ഀ Results਍ഀ Mmax @ Cntr k-ft਍ഀ 0.00਍ഀ 19.74਍ഀ 0.00਍ഀ @ X = ft਍ഀ l਍ഀ 0.00਍ഀ 8.39਍ഀ 6.50਍ഀ Max @ Left End k -ft਍ഀ 0.00਍ഀ -2.92਍ഀ -13.73਍ഀ Max @ Right End k-ft਍ഀ -2.92਍ഀ -13.73਍ഀ 0.00਍ഀ fb : Actual psi਍ഀ i 1,682.8਍ഀ 11,358.1਍ഀ 7,900.0਍ഀ Fb : Allowable psi!਍ഀ 33,000.0਍ഀ 33,000.0਍ഀ 30,000.0਍ഀ fv : Actual਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ psi਍ഀ 1,003.7਍ഀ 3,395.3਍ഀ 2,174.6਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left k਍ഀ 0.00਍ഀ 5.43਍ഀ 4.22਍ഀ Shear @ Right k਍ഀ 1.95਍ഀ 6.60਍ഀ 0.00਍ഀ Reactions...਍ഀ DL @ Left k਍ഀ 0.00਍ഀ 1.70਍ഀ 2.50਍ഀ LL @ Left k਍ഀ 0.00਍ഀ 5.68਍ഀ 8.32਍ഀ Total @ Left k਍ഀ 0.00਍ഀ 7.38਍ഀ 10.82਍ഀ DL @ Right k਍ഀ 1.70਍ഀ 2.50਍ഀ 0.00਍ഀ LL @ Right k j਍ഀ 5.68਍ഀ 8.32਍ഀ 0.00਍ഀ Total @ Right k I਍ഀ 7.38਍ഀ 10.82਍ഀ 0.00਍ഀ Max. Deflection in਍ഀ 0.238਍ഀ -0.459਍ഀ 0.255਍ഀ @ X = ft਍ഀ 0.00਍ഀ 8.88਍ഀ 6.50਍ഀ Span/Deflection Ratio਍ഀ 302.8਍ഀ 483.9਍ഀ 612.4਍ഀ Query Values਍ഀ Location ft j 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00 0.00਍ഀ 0਍ഀ 00਍ഀ Shear k਍ഀ 0.00਍ഀ 5.43਍ഀ 4.22਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00 0.00਍ഀ .਍ഀ 0.00਍ഀ Moment k-ft਍ഀ Max਍ഀ D਍ഀ fl਍ഀ ti਍ഀ 0.00਍ഀ -2.92਍ഀ -13.73਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00 0.00਍ഀ 0.00਍ഀ .਍ഀ e਍ഀ ec਍ഀ on in!਍ഀ 0.2378਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000 0.0000਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Ds9nr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580017਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Roof Beam - RB107਍ഀ Multi-Span Steel Beam਍ഀ -਍ഀ Page 1਍ഀ 5500.ecw:8195 Beam਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Cant਍ഀ Span਍ഀ Span ft਍ഀ 4.00਍ഀ 4.50਍ഀ Steel Section਍ഀ wlox12਍ഀ Wlox12਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Unbraced Length ft਍ഀ 4.00਍ഀ 4.50਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Dead Load k/ft਍ഀ 0.180਍ഀ 0.180਍ഀ Live Load k/ft I਍ഀ 0.600਍ഀ 0.600਍ഀ Hesui'ts਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ 0.00਍ഀ 0.09਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 4.02਍ഀ Max @ Left End਍ഀ k-ft਍ഀ 0.00਍ഀ -6.24਍ഀ Max @ Right End਍ഀ k-,ft਍ഀ -6.24਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi'਍ഀ 6,868.6਍ഀ 6,868.6਍ഀ Fb : Allowable਍ഀ psi਍ഀ 29,248.4਍ഀ 28,163.3਍ഀ fv:Actual਍ഀ Bending OK਍ഀ Bending OK਍ഀ psi਍ഀ 1,663.7਍ഀ 1,675.3਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 3.14਍ഀ Shear @ Right਍ഀ k਍ഀ 3.12਍ഀ 0.37਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 1.44਍ഀ LL @ Left਍ഀ k਍ഀ 0.00਍ഀ 4.82਍ഀ Total @ Left਍ഀ k਍ഀ ~਍ഀ 0.00਍ഀ 6.26਍ഀ DL @ Right਍ഀ k਍ഀ 1.44਍ഀ 0.08਍ഀ LL @ Right਍ഀ k਍ഀ 4.82਍ഀ 0.28਍ഀ Total @ Right਍ഀ k਍ഀ 6.26਍ഀ 0.37਍ഀ Max. Deflection਍ഀ in਍ഀ -0.056਍ഀ 0.005਍ഀ @ X =਍ഀ ft l਍ഀ 0.00਍ഀ 1.56਍ഀ Span/Deflection Ratio਍ഀ I਍ഀ 1,713.7਍ഀ 11,652.0਍ഀ Query Values਍ഀ m _ x .਍ഀ Location਍ഀ ft j਍ഀ .਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ 0਍ഀ 00਍ഀ Shear਍ഀ k਍ഀ 0.00਍ഀ 3.14਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ Moment਍ഀ Ma਍ഀ D਍ഀ fl਍ഀ i਍ഀ k-ft਍ഀ !਍ഀ 0.00਍ഀ -6.24਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ x.਍ഀ e਍ഀ ect਍ഀ on਍ഀ in਍ഀ -0.0560਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ (c)1983-2003 ENEF਍ഀ Description਍ഀ Z.t,~਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ 5.8.0, 1-Dec-2003 Multi -Span Steel Beam Page 1਍ഀ C Engineering Software਍ഀ 5500.ecw:8195 Beams਍ഀ Roof Beam - RB108਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC 2003 NFPA 5000਍ഀ Fy Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ De਍ഀ Loads਍ഀ mmmommiagms਍ഀ Live Load Used਍ഀ Dead Load਍ഀ Live Load਍ഀ Scrip on਍ഀ Span਍ഀ Cant਍ഀ Span਍ഀ ft਍ഀ 4.00਍ഀ 6.00਍ഀ Steel Section਍ഀ w8x10਍ഀ wsxio਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Unbraced Length਍ഀ ft਍ഀ 4.00.਍ഀ 6.00਍ഀ ? I Yes Yes਍ഀ k/ft I 0.150 0.150਍ഀ k/ft 0.500 0.500਍ഀ Query Values਍ഀ Location ft 0.00਍ഀ Shear k 0.00਍ഀ Moment k-ft 0.00਍ഀ Max. Deflection in I -0.0756਍ഀ rsesu Its਍ഀ Mmax @ Cntr k-ft਍ഀ 0.00਍ഀ 0.90਍ഀ @ X = ft਍ഀ 0.00਍ഀ 4.32਍ഀ Max @ Left End k-ft਍ഀ 0.00਍ഀ -5.20਍ഀ Max @ Right End k-ft਍ഀ ;਍ഀ -5.20਍ഀ 0.00਍ഀ fb : Actual psi਍ഀ l਍ഀ 7,992.5਍ഀ 7,992.5਍ഀ Fb : Allowable psi਍ഀ 29,492.2਍ഀ 24,690.8਍ഀ fv :Actual਍ഀ Bending OK਍ഀ Bending OK਍ഀ psi਍ഀ 1,938.4਍ഀ 2,100.0਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left k਍ഀ 0.00਍ഀ 2਍ഀ 82਍ഀ Shear @ Right k਍ഀ 2.60਍ഀ .਍ഀ 1.08਍ഀ Reactions...਍ഀ DL @ Left k਍ഀ 0.00਍ഀ 1.25਍ഀ LL @ Left k਍ഀ 0.00਍ഀ 4.17਍ഀ Total @ Left k i਍ഀ 0.00਍ഀ 5.42਍ഀ DL @ Right k਍ഀ 1.25਍ഀ 0.25਍ഀ LL @ Right k਍ഀ 4.17਍ഀ 0.83਍ഀ Total @ Right k਍ഀ 5,42਍ഀ 1.08਍ഀ Max. Deflection in i਍ഀ -0.076਍ഀ 0.005਍ഀ @ X = ft j਍ഀ 0.00਍ഀ 1.28਍ഀ Span/Deflection Ratio਍ഀ 1,269.0਍ഀ 15,028.1਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ 2.82਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ -5.20਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ 8000fi਍ഀ Description਍ഀ i--'b i t਍ഀ Title : Vail's Front Door - Spa Job # 5500.02਍ഀ Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Ver5.8.0, 1-Dec-2003਍ഀ CALC Engineering Software਍ഀ Roof Beam - RB109਍ഀ General Information਍ഀ Steel Section : W8X10਍ഀ Center Span਍ഀ Left Cant.਍ഀ Right Cant਍ഀ Lu : Unbraced Length਍ഀ Distributed Loads਍ഀ #1਍ഀ DL 0.150਍ഀ LL 0.500਍ഀ ST਍ഀ Start Location਍ഀ End Location਍ഀ -਍ഀ Steel Beam Design਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy 50.00k si਍ഀ Pinned-Pinned Load Duration Factor 1.00਍ഀ 11.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi਍ഀ 0.00 ft LL & ST Act Together਍ഀ 0.00 ft਍ഀ 0.50 ft਍ഀ #2 #3਍ഀ Using: W8X10 section, Span = 11.00ft, Fy = 50.0ksi਍ഀ End Fixity = Pinned-Pinned, Lu = 0.50ft, LDF = 1.000਍ഀ Actual਍ഀ Moment਍ഀ 9.983 k-ft਍ഀ fb : Bending Stress਍ഀ 15.339 ksi਍ഀ fb / Fb਍ഀ 0.511 : 1਍ഀ Shear਍ഀ 3.630 k਍ഀ fv : Shear Stress਍ഀ 2.707 ksi਍ഀ fv / Fv਍ഀ 0.135 : 1਍ഀ Force & Stress Summa਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #4 #5 #6 #7਍ഀ k/ft਍ഀ k/ft਍ഀ k/ft਍ഀ ft਍ഀ ft਍ഀ Beam OK਍ഀ Static Load Case Governs Stress਍ഀ Allowable਍ഀ 19.525 k-ft਍ഀ 30.000 ksi਍ഀ Max. Deflection -0.243 in਍ഀ Length/DL Defl 2,236.2: 1਍ഀ Length/(DL+LL Defl) 542.3: 1਍ഀ 26.826 k਍ഀ 20.000 ksi਍ഀ <<-- These columns are Dead + Live Load਍ഀ placed as noted਍ഀ Maximum਍ഀ DL LL਍ഀ Only @ Center਍ഀ LL+ST਍ഀ @ Center਍ഀ LL਍ഀ @ Cants਍ഀ LL+ST਍ഀ @ Cants਍ഀ Max. M +਍ഀ 9.98 k-ft਍ഀ 2.42਍ഀ 9਍ഀ 98਍ഀ Max. M -਍ഀ .਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left਍ഀ 3.63 k਍ഀ 0.88਍ഀ 3਍ഀ 63਍ഀ k-ft਍ഀ Shear @ Right਍ഀ 3.63 k਍ഀ 0.88਍ഀ .਍ഀ 3਍ഀ 63਍ഀ k਍ഀ .਍ഀ k਍ഀ Center Defl.਍ഀ Left Cant Defl਍ഀ -0.243 in਍ഀ 000in਍ഀ 0਍ഀ -0.059਍ഀ -0.243਍ഀ -0.243਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Defl਍ഀ .਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0਍ഀ 000਍ഀ 0.000਍ഀ 0਍ഀ 000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query DO @਍ഀ 0.000 ft਍ഀ 0.000਍ഀ .਍ഀ 0.000਍ഀ .਍ഀ 0਍ഀ 000਍ഀ 0.000਍ഀ 0਍ഀ 00਍ഀ 0.000 in਍ഀ .਍ഀ .਍ഀ 0਍ഀ 0.000 in਍ഀ Reaction @ Left਍ഀ 3.63਍ഀ 0.88਍ഀ 3.63਍ഀ 3਍ഀ 63਍ഀ Reaction @ Rt਍ഀ 3.63਍ഀ 0.88਍ഀ 3.63਍ഀ .਍ഀ 3਍ഀ 63਍ഀ k਍ഀ Fa calc'd per Eq. E2-਍ഀ 1, K'L/r < Cc਍ഀ .਍ഀ k਍ഀ I Beam Passes Table B5.1 but Non-Compact, Fb Per Eq. F1-4਍ഀ Page 1਍ഀ 5500.ecw:8195 Beams਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa਍ഀ # 5500਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, J13 DEC 05 02਍ഀ z` 5 Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602 Scope:਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2਍ഀ Description Roof Beam - RB109 ssoo.ecws,ss seams਍ഀ Section Properties W8X10਍ഀ Depth਍ഀ Web Thick਍ഀ 7.890 in਍ഀ Weight਍ഀ 10.05 #/ft਍ഀ Width਍ഀ 0.170 in਍ഀ Ixx਍ഀ 30.800 in4਍ഀ Flange Thick਍ഀ 3.940 in਍ഀ lyy਍ഀ 2.090 in4਍ഀ Area਍ഀ 0.205 in਍ഀ Sxx਍ഀ 7.810 in3਍ഀ Rt਍ഀ 2.96 in2਍ഀ Syy਍ഀ 1.060 in3਍ഀ 0.990 in਍ഀ R-xx਍ഀ 3.220 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 0.841 in਍ഀ 1਍ഀ 0.040 in4਍ഀ Zx਍ഀ 8.870 in3਍ഀ Cw਍ഀ 30.90 in6਍ഀ Zy਍ഀ 1.660 in3਍ഀ K਍ഀ 0.505 in਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope਍ഀ T' f Fax: 303.623.6602਍ഀ Rev: 580006 Page 1਍ഀ User: KW-0606238, ver 5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ (c)1983.2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Roof Beam - RB110਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Steel Section : W8X18਍ഀ Fy਍ഀ 50.00ksi਍ഀ Pinned-Pinned਍ഀ Load Duration Factor਍ഀ 1.00਍ഀ Center Span਍ഀ 15.00 ft਍ഀ Bm Wt. Added to Loads਍ഀ Elastic Modulus਍ഀ 29,000.Oksi਍ഀ Left Cant.਍ഀ 0.00 ft਍ഀ LL & ST Act Together਍ഀ Right Cant਍ഀ 0.00 ft਍ഀ Lu : Unbraced Length਍ഀ 0.50 It਍ഀ Distributed Loads਍ഀ Note! Short Term Loads Are WIND Loads. III਍ഀ A਍ഀ MMM਍ഀ #1਍ഀ #2਍ഀ #3 #4਍ഀ #5 #6਍ഀ #7਍ഀ DL 0.150਍ഀ krft਍ഀ LL 0.500਍ഀ k/ft਍ഀ ST਍ഀ k/ft਍ഀ Start Location਍ഀ ft਍ഀ End Location਍ഀ ft਍ഀ Summary਍ഀ Beam OK਍ഀ Static Load Case਍ഀ Governs Stress਍ഀ Using: W8X18 section, Span =਍ഀ 15.00ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, Lu਍ഀ = 0.50ft, LDF = 1.000਍ഀ Actual਍ഀ Allowable਍ഀ Moment਍ഀ 18.784 k-ft਍ഀ 41.800 k-ft਍ഀ Max. Deflection਍ഀ -0.424 in਍ഀ fb : Bending Stress਍ഀ 14.829 ksi਍ഀ .33.000 ksi਍ഀ Length/DL Defl਍ഀ 1,689.9 :1਍ഀ fb / Fb਍ഀ 0.449 : 1਍ഀ Length/(DL+LL Defi)਍ഀ 424.8 :1਍ഀ Shear਍ഀ 5.009 k਍ഀ 37.444 k਍ഀ fv : Shear Stress਍ഀ 2.675 ksi਍ഀ 20.000 ksi਍ഀ fv / Fv਍ഀ 0.134 : 1਍ഀ Force & Stress Summary਍ഀ These columns are Dead + Live Load placed as noted਍ഀ DL਍ഀ LL LL+ST LL LL+ST਍ഀ Maximum਍ഀ Only਍ഀ @ Center @ Center @ Cants @ Cants਍ഀ Max. M + 18.78 k-ft਍ഀ 4.72਍ഀ 18.78 k-ft਍ഀ Max. M -਍ഀ k-ft਍ഀ Max਍ഀ M @ Left਍ഀ k-ft਍ഀ .਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left 5.01 k਍ഀ 1.26਍ഀ 5.01 k਍ഀ Shear @ Right 5.01 k਍ഀ 1.26਍ഀ 5.01 k਍ഀ Center Defl. -0.424 in਍ഀ -0.107਍ഀ -0.424਍ഀ Left Cant DefI O.000in਍ഀ 0.000਍ഀ 0.000਍ഀ Right Cant Defl 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ ...Query Defl @ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ Reaction @ Left 5.01਍ഀ 1.26਍ഀ 5.01਍ഀ Reaction @ Rt 5.01਍ഀ 1.26਍ഀ 5.01਍ഀ Fa calc'd per Eq. E2-1, K'L/r < Cc਍ഀ I Beam Passes Table B5.1, Fb per Eq.਍ഀ F1-1, Fb = 0.66 FY਍ഀ -0.424਍ഀ 0.000਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ 5.01਍ഀ k਍ഀ 5.01਍ഀ k਍ഀ A 1U਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ f Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design Page 2਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Roof Beam - RB110਍ഀ Section Properties਍ഀ W8X18਍ഀ Depth਍ഀ 8.140 in਍ഀ Weight਍ഀ 17.87 #/ft਍ഀ Web Thick਍ഀ 0.230 in਍ഀ Ixx਍ഀ 61.900 in4਍ഀ Width਍ഀ 5.250 in਍ഀ lyy਍ഀ 7.970 in4਍ഀ Flange Thick਍ഀ 0.330 in਍ഀ Sxx਍ഀ 15.200 in3਍ഀ Area਍ഀ 5.26 in2਍ഀ Syy਍ഀ 3.040 in3਍ഀ Rt਍ഀ 1.390 in਍ഀ R-xx਍ഀ 3.430 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 1.230 in਍ഀ 1਍ഀ 0.170 in4਍ഀ Zx਍ഀ 17.000 in3਍ഀ Cw਍ഀ 122.00 in6਍ഀ Zy਍ഀ 4.660 in3਍ഀ K਍ഀ 0.630 in਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ i 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 3:54PM, 13 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ 5500.ecw:8195 Beams਍ഀ Description Roof Beam - RB111਍ഀ General information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Steel Section : W8X35਍ഀ Fy 50.00ksi਍ഀ Pinned-Pinned Load Duration Factor 1.00਍ഀ Center Span਍ഀ 20.00 ft਍ഀ Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi਍ഀ Left Cant.਍ഀ 0.00 ft਍ഀ LL & ST Act Together਍ഀ Right Cant਍ഀ 0.00 ft਍ഀ Lu : Unbraced Length਍ഀ 0.50 ft਍ഀ Distributed Loads਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #1਍ഀ #2਍ഀ #3 #4 #5 9rn #7਍ഀ DL 0.150਍ഀ k/ft਍ഀ LL 0.500਍ഀ k/ft਍ഀ ST਍ഀ k/ft਍ഀ Start Location਍ഀ ft਍ഀ End Location਍ഀ ft਍ഀ Summary਍ഀ I਍ഀ Beam OK਍ഀ Static Load Case਍ഀ Governs Stress਍ഀ Using: W BX35 section, Span = 20.00ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, Lu = 0.50ft, LDF = 1.000਍ഀ Actual਍ഀ Allowable਍ഀ Moment 34.249 k-ft਍ഀ 85.800 k-ft਍ഀ Max. Deflection਍ഀ -0.670 in਍ഀ fb : Bending Stress 13.173 ksi਍ഀ 33.000 ksi਍ഀ Length/DL Defl਍ഀ 1,327.3: 1਍ഀ fb / Fb 0.399 : 1਍ഀ Length/(DL+LL Defl)਍ഀ 358.5: 1਍ഀ Shear 6.850 k਍ഀ 50.344 k਍ഀ fv : Shear Stress 2.721 ksi਍ഀ 20.000 ksi਍ഀ fv / Fv 0.136 : 1਍ഀ Force & Stress Summary਍ഀ « These columns are Dead + Live Load placed as noted »਍ഀ DL LL LL+ST LL LL+ST਍ഀ Maximum Only @ Center @ Center @ Cants @ Cants਍ഀ Max. M + 34.25 k-ft 9.25 34.25 k-ft਍ഀ Max. M -਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left 6.85 k਍ഀ 1.85਍ഀ 6.85਍ഀ k਍ഀ Shear @ Right 6.85 k਍ഀ 1.85਍ഀ 6.85਍ഀ k਍ഀ Center Defl. -0.670 in਍ഀ -0.181਍ഀ -0.670਍ഀ -0.670਍ഀ 0.000਍ഀ 0.000 in਍ഀ Left Cant Defl 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Defl 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query DO @ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left 6.85਍ഀ 1.85਍ഀ 6.85਍ഀ 6.85਍ഀ k਍ഀ Reaction @ Rt 6.85਍ഀ 1.85਍ഀ 6.85਍ഀ 6.85਍ഀ k਍ഀ Fa calc'd per Eq. E2-1, K'Ur < Cc਍ഀ I Beam Passes Table B5.1, Fb per Eq. F਍ഀ 1-1, Fb = 0.66 Fy਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 3:54PM, 13 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Scope਍ഀ f਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver5.8.਍ഀ 0, 1-Dec-2003 Steel Beam Design਍ഀ Page 2਍ഀ (c)1983-2003 ENERCALC E਍ഀ ngineering Software _਍ഀ 5500.ecw:8195 Beams਍ഀ Description Roof Beam - RB111਍ഀ ਍ഀ Section Properties਍ഀ W8X35਍ഀ Depth਍ഀ 8.120 in਍ഀ Weight਍ഀ 34.99 #/ft਍ഀ Web Thick਍ഀ 0.310 in਍ഀ ixx਍ഀ 127.000 in4਍ഀ Width਍ഀ 8.020 in਍ഀ lyy਍ഀ 42.600 in4਍ഀ Flange Thick਍ഀ 0.495 in਍ഀ Sxx਍ഀ 31.200 in3਍ഀ Area਍ഀ 10.30 in2਍ഀ Syy਍ഀ 10.600 in3਍ഀ Rt਍ഀ 2.200 in਍ഀ R-xx਍ഀ 3.510 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 2.030 in਍ഀ J਍ഀ 0.770 in4਍ഀ Zx਍ഀ 34.700 in3਍ഀ Cw਍ഀ 619.00 in6਍ഀ Zy਍ഀ 16.100 in3਍ഀ K਍ഀ 0.889 in਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa Job # 5500.02਍ഀ Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ r a;.਍ഀ Description Roof Beam - RB112਍ഀ 777਍ഀ Page 1਍ഀ 5500.ecw:8195 Beams਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Span਍ഀ Steel Section਍ഀ End Fixity਍ഀ Unbraced Length਍ഀ Loads਍ഀ Live Load Used This਍ഀ Dead Load਍ഀ Live Load਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ @X=਍ഀ Max @ Left End਍ഀ Max @ Right End਍ഀ fb : Actual਍ഀ Fb : Allowable਍ഀ fv : Actual਍ഀ Fv : Allowable਍ഀ ft਍ഀ ft਍ഀ k/ft਍ഀ k/ft਍ഀ k-ft਍ഀ ft਍ഀ k-ft਍ഀ k-ft਍ഀ psi਍ഀ psi਍ഀ psi਍ഀ psi਍ഀ Span਍ഀ cant਍ഀ 12.00਍ഀ 6.50਍ഀ waxes਍ഀ wsxla਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ 12.00਍ഀ 6.50਍ഀ Yes Yes਍ഀ 0.150 0.150਍ഀ 0.500 0.500਍ഀ 5.84਍ഀ 0.00਍ഀ 4.24਍ഀ 6.50਍ഀ 0.00਍ഀ -13.73਍ഀ -13.73਍ഀ 0.00਍ഀ 10,834.2਍ഀ 10,834.2਍ഀ 17,736.5਍ഀ 30,000.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ 2,694.3਍ഀ 2,256.7਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 2.76਍ഀ 4.22਍ഀ Shear @ Right਍ഀ k਍ഀ 5.04਍ഀ 0.00਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.64਍ഀ 2.14਍ഀ LL @ Left਍ഀ k਍ഀ 2.12਍ഀ 7.13਍ഀ Total @ Left਍ഀ k਍ഀ 2.76਍ഀ 9.27਍ഀ DL @ Right਍ഀ k਍ഀ 2.14਍ഀ 0.00਍ഀ LL @ Right਍ഀ k਍ഀ 7.13਍ഀ 0.00਍ഀ Total @ Right਍ഀ k਍ഀ 9.27਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ -0.054਍ഀ -0.190਍ഀ @ X =਍ഀ ft਍ഀ 4.72਍ഀ 6.50਍ഀ Span/Deflection Ratio਍ഀ 2,652.0਍ഀ 820.0਍ഀ (query Values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k਍ഀ 2.76਍ഀ 4.22਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ k-ft਍ഀ 0.00਍ഀ -13.73਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 3:53PM, 13 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ "਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ Page 1਍ഀ (c)1983-2003 ENERCALC਍ഀ Enaineerina Software਍ഀ 5500.ecw:8195 Beams਍ഀ Description Roof Beam - RB113਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Steel Section : W8X18਍ഀ Pinned-Pinned Load Duration Factor 1.00਍ഀ Center Span਍ഀ 4.00 ft Bm Wt. Added to Loads਍ഀ Elastic Modulus 29,000.0 ksi਍ഀ Left Cant.਍ഀ 0.00 ft LL & ST Act Together਍ഀ Right Cant਍ഀ 0.00 ft਍ഀ Lu : Unbraced Length਍ഀ 4.00 ft਍ഀ Distributed Loads਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #1਍ഀ #2 #3 #4਍ഀ #5 #6 #7਍ഀ DL 0.120਍ഀ k/ft਍ഀ LL 0.300਍ഀ k/ft਍ഀ ST਍ഀ k/ft਍ഀ Start Location਍ഀ ft਍ഀ End Location਍ഀ ft਍ഀ Summary਍ഀ Beam OK਍ഀ Static Load Case Governs Stress਍ഀ Using: W8X18 section, Span = 4.00ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, Lu = 4.00ft, LDF = 1.000਍ഀ Actual਍ഀ Allowable਍ഀ Moment 0.876 k-ft਍ഀ 41.800 k-ft਍ഀ Max. Deflection਍ഀ -0.001 in਍ഀ fb : Bending Stress 0.691 ksi਍ഀ 33.000 ksi਍ഀ Length/DL DO਍ഀ 108507.4: 1਍ഀ fb / Fb 0.021 : 1਍ഀ Length/(DL+LL Defl)਍ഀ 34,164.6: 1਍ഀ Shear 0.876 k਍ഀ 37.444 k਍ഀ fv : Shear Stress 0.468 ksi਍ഀ 20.000 ksi਍ഀ fv / Fv 0.023 : 1਍ഀ Force & Stress Summary਍ഀ These columns are Dead + Live Load placed as noted »਍ഀ DL LL LL+ST LL LL+ST਍ഀ Maximum Only @ Center @ Center @ Cants @ Cants਍ഀ Max. M + 0.88 k-ft 0.28 0.88 k-ft਍ഀ Max. M -਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left 0.88 k਍ഀ 0.28਍ഀ 0.88਍ഀ k਍ഀ Shear @ Right 0.88 k਍ഀ 0.28਍ഀ 0.88਍ഀ k਍ഀ Center Defl. -0.001 in਍ഀ -0.000਍ഀ -0.001਍ഀ -0.001਍ഀ 0.000਍ഀ 0.000 in਍ഀ Left Cant Defl 0.000in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Defl 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query DO @ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left 0.88਍ഀ 0.28਍ഀ 0.88਍ഀ 0.88਍ഀ k਍ഀ Reaction @ Rt 0.88਍ഀ 0.28਍ഀ 0.88਍ഀ 0.88਍ഀ k਍ഀ Fa caldd per Eq. E2-1, K*Ur < Cc਍ഀ I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy਍ഀ ( gy਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:53PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006 Page 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Roof Beam - RB113਍ഀ Section Properties਍ഀ W8X18਍ഀ Depth਍ഀ 8.140 in਍ഀ Weight਍ഀ 17.87 #/ft਍ഀ Web Thick਍ഀ 0.230 in਍ഀ Ixx਍ഀ 61.900 in4਍ഀ Width਍ഀ 5.250 in਍ഀ lyy਍ഀ 7.970 in4਍ഀ Flange Thick਍ഀ 0.330 in਍ഀ Sxx਍ഀ 15.200 in3਍ഀ Area਍ഀ 5.26 in2਍ഀ Syy਍ഀ 3.040 in3਍ഀ Rt਍ഀ 1.390 in਍ഀ R-xx਍ഀ 3.430 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 1.230 in਍ഀ J਍ഀ 0.170 in4਍ഀ Zx਍ഀ 17.000 in3਍ഀ Cw਍ഀ 122.00 in6਍ഀ Zy਍ഀ 4.660 in3਍ഀ K਍ഀ 0.630 in਍ഀ 7,Y ?਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ t 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:53PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope :਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006 Page 1਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ (c)1983.2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Roof Beam - RB114਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Steel Section : W12X40਍ഀ Fy 50.00ksi਍ഀ Pinned-Pinned Load Duration Factor 1.00਍ഀ Center Span਍ഀ 22.00 ft਍ഀ Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi਍ഀ Left Cant.਍ഀ 0.00 ft਍ഀ LL & ST Act Together਍ഀ Right Cant਍ഀ 0.00 ft਍ഀ Lu : Unbraced Length਍ഀ 5.00 ft਍ഀ Distributed Loads਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #1਍ഀ #2਍ഀ #3 #4 #5 #6 #7਍ഀ DL 0.300਍ഀ k/ft਍ഀ LL 1.000਍ഀ k/ft਍ഀ ST਍ഀ k/ft਍ഀ Start Location਍ഀ ft਍ഀ End Location 22.000਍ഀ ft਍ഀ Summary਍ഀ Beam OK਍ഀ ਍ഀ Static Load Case਍ഀ Governs Stress਍ഀ Using: W 12X40 section, Span = 22.00ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, Lu = 5.00ft, LDF = 1.000਍ഀ Actual਍ഀ Allowable਍ഀ Moment 81.075 k-ft਍ഀ 141.625 k-ft਍ഀ Max. Deflection਍ഀ -0.793 in਍ഀ fb : Bending Stress 18.891 ksi਍ഀ 33.000 ksi਍ഀ Length/DL Defl਍ഀ 1,311.3: 1਍ഀ fb / Fb 0.572 : 1਍ഀ Length/(DL+LL Defl)਍ഀ 332.8: 1਍ഀ Shear 14.741 k਍ഀ 70.446 k਍ഀ fv : Shear Stress 4.185 ksi਍ഀ 20.000 ksi਍ഀ fv / Fv 0.209 : 1਍ഀ LForce & Stress Summary਍ഀ <<- These columns are Dead + Live Load placed as noted »਍ഀ DL LL LL+ST LL LL+ST਍ഀ Maximum Only @ Center @ Center @ Cants @ Cants਍ഀ Max. M + 81.07 k-ft 20.57 81.07 k-ft਍ഀ Max. M -਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left 14.74 k਍ഀ 3.74਍ഀ 14.74਍ഀ k਍ഀ Shear @ Right 14.74 k਍ഀ 3.74਍ഀ 14.74਍ഀ k਍ഀ Center Defl. -0.793 in਍ഀ -0.201਍ഀ -0.793਍ഀ -0.793਍ഀ 0.000਍ഀ 0.000 in਍ഀ Left Cant DefI O.000in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Def! 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query DO @ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left 14.74਍ഀ 3.74਍ഀ 14.74਍ഀ 14.74਍ഀ k਍ഀ Reaction @ Rt 14.74਍ഀ 3.74਍ഀ 14.74਍ഀ 14.74਍ഀ k਍ഀ Fa calc'd per Eq. E2-1, K*Ur < Cc਍ഀ I Beam Passes Table B5.1, Fb per Eq. F਍ഀ 1-1, Fb = 0.66 Fy਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 3:53PM, 13 DEC 05਍ഀ Description :Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Scope :਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ Page 2਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ 5500.ecw:8195 Beams਍ഀ Description਍ഀ Roof Beam - RB114਍ഀ Section Properties਍ഀ W12X40਍ഀ Depth਍ഀ 11.940 in਍ഀ Weight਍ഀ 40.08 #/ft਍ഀ Web Thick਍ഀ 0.295 in਍ഀ Ixx਍ഀ 307.000 in4਍ഀ Width਍ഀ 8.005 in਍ഀ lyy਍ഀ 44.100 in4਍ഀ Flange Thick਍ഀ 0.515 in਍ഀ Sxx਍ഀ 51.500 in3਍ഀ Area਍ഀ 11.80 in2਍ഀ Syy਍ഀ 11.000 in3਍ഀ Rt਍ഀ 2.140 in਍ഀ R-xx਍ഀ 5.130 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 1.940 in਍ഀ J਍ഀ 0.950 in4਍ഀ Zx਍ഀ 57.000 in3਍ഀ Cw਍ഀ 1,440.00 in6਍ഀ Zy਍ഀ 16.800 in3਍ഀ K਍ഀ 1.020 in਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ i਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:53PM, 13 DEC 05 Denver, CO 80202 Description Lodge Expansion਍ഀ 303.623.4927 Scope :਍ഀ _਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006 Page 1਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ sAIA਍ഀ Description Roof Beam - RB115਍ഀ General Information਍ഀ Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Steel Section : W16X31਍ഀ Fy਍ഀ 50.00ksi਍ഀ Pinned Pinned਍ഀ Load Duration Factor਍ഀ 1.00਍ഀ Center Span਍ഀ 26.00 ft਍ഀ Bm Wt. Added to Loads਍ഀ Elastic Modulus਍ഀ 29,000.0 ksi਍ഀ Left Cant.਍ഀ 0.00 ft਍ഀ LL & ST Act Together਍ഀ Right Cant਍ഀ 0.00 ft਍ഀ Lu : Unbraced Length਍ഀ 4.00 ft਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ Trapezoidal Loads਍ഀ mm- 77਍ഀ ^਍ഀ #1 DL @ Left਍ഀ 0.270਍ഀ LL @ Left਍ഀ 0.900਍ഀ ST @ Left਍ഀ k/ft਍ഀ Start ft਍ഀ DL @ Righi਍ഀ 0.270਍ഀ LL @ Right਍ഀ 0.900਍ഀ ST @ Right਍ഀ k/ft਍ഀ End 7.000 ft਍ഀ #2 DL @ Left਍ഀ 0.270਍ഀ LL @ Left਍ഀ 0.900਍ഀ ST @ Left਍ഀ k/ft਍ഀ Start 7.000 ft਍ഀ DL @ Righi਍ഀ 0.090਍ഀ LL @ Right਍ഀ 0.300਍ഀ ST @ Righi਍ഀ k/ft਍ഀ End 26.000 ft਍ഀ Summary਍ഀ Beam OK਍ഀ -F਍ഀ Static Load Case਍ഀ Governs Stress਍ഀ Using: W 16X31 section, Span = 26.00ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, Lu = 4.00ft, LDF = 1.000਍ഀ Actual਍ഀ Allowable਍ഀ Moment 80.080 k-ft਍ഀ 129.800 k-ft਍ഀ Max. Deflection਍ഀ -0.888 in਍ഀ fb : Bending Stress 20.359 ksi਍ഀ 33.000 ksi਍ഀ Length/DL DO਍ഀ 1,372.2: 1਍ഀ fb / Fb 0.617 : 1਍ഀ Length/(DL+LL Defl)਍ഀ 351.5: 1਍ഀ Shear 13.808 k਍ഀ 87.340 k਍ഀ fv : Shear Stress 3.162 ksi਍ഀ 20.000 ksi਍ഀ fv / Fv 0.158 : 1਍ഀ Force & Stress Summary਍ഀ These columns are Dead + Live Load placed as noted »਍ഀ DL LL LL+ST LL LL+ST਍ഀ Maximum Only @ Center @ Center @ Cants @ Cants਍ഀ Max. M + 80.08 k-ft 20.48 80.08 k-ft਍ഀ Max. M -਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ Shear @ Left਍ഀ 13.81 k਍ഀ 3.50਍ഀ 13.81਍ഀ k਍ഀ Shear @ Right਍ഀ 10.01 k਍ഀ 2.62਍ഀ 10.01਍ഀ k਍ഀ Center Defl.਍ഀ -0.888 in਍ഀ -0.227਍ഀ -0.888਍ഀ -0.888਍ഀ 0.000਍ഀ 0.000 in਍ഀ Left Cant Defl਍ഀ 0.000in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Defl਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query Defl @਍ഀ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left਍ഀ 13.81਍ഀ 3.50਍ഀ 13.81਍ഀ 13.81਍ഀ k਍ഀ Reaction @ Rt਍ഀ 10.01਍ഀ 2.62਍ഀ 10.01਍ഀ 10.01਍ഀ k਍ഀ Fa calc'd per Eq. E2-1, K'Ur < Cc਍ഀ I Beam Passes Table਍ഀ B5.1, Fb per Eq. F1਍ഀ -1, Fb = 0.66 Fy਍ഀ Section Properties਍ഀ W16X31਍ഀ 11 ffil"਍ഀ Depth਍ഀ 15.880 in਍ഀ Weight਍ഀ 30.98 #/ft਍ഀ Web Thick਍ഀ 0.275 in਍ഀ Ixx਍ഀ 375.000 in4਍ഀ Width਍ഀ 5.525 in਍ഀ lyy਍ഀ 12.400 in4਍ഀ Flange Thick਍ഀ 0.440 in਍ഀ Sxx਍ഀ 47.200 in3਍ഀ Area਍ഀ 9.12 in2਍ഀ Syy਍ഀ 4.490 in3਍ഀ Rt਍ഀ 1.390 in਍ഀ R-xx਍ഀ 6.410 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 1.170 in਍ഀ 1਍ഀ 0.460 in4਍ഀ Zx਍ഀ 54.000 in3਍ഀ Cw਍ഀ 739.00 in6਍ഀ Zy਍ഀ 7.030 in3਍ഀ K਍ഀ 0.842 in਍ഀ Company Monroe & Newell Engineers, Inc. Dec 14, 2005਍ഀ Designer Arthur Ashworth, PE 6:41 AM਍ഀ Job Number : 5500.02 Roof Beam - RB116 - Bent Checked By:਍ഀ Basic Load Cases਍ഀ i aeaa UL - I I਍ഀ 9 i Gnnw I SL I i I 11 1 2 !਍ഀ Joint Boundary Conditions਍ഀ I N3 Reaction Reaction Reaction਍ഀ Hot Rolled Steel Design Parameters -਍ഀ Joint Coordinates and Temperatures਍ഀ Label਍ഀ X fft਍ഀ Y ],ft਍ഀ Z ft Temp F Detach From Dia਍ഀ 1 N1਍ഀ 6਍ഀ 0਍ഀ 0_਍ഀ 0਍ഀ 2 N2਍ഀ 11.5਍ഀ 3.916667਍ഀ - 0਍ഀ 0਍ഀ ਍ഀ 3 N3਍ഀ 17਍ഀ 2.083਍ഀ __-0਍ഀ ~਍ഀ 0਍ഀ Envelope Joint Displacements਍ഀ 1਍ഀ JUII II਍ഀ N1਍ഀ max਍ഀ n ul਍ഀ 0਍ഀ rt.਍ഀ 18਍ഀ u਍ഀ 0਍ഀ ਍ഀ 18਍ഀ 0਍ഀ ਍ഀ 1 0 1 0਍ഀ ਍ഀ 1਍ഀ ਍ഀ 0਍ഀ 4਍ഀ 2`਍ഀ min਍ഀ 0਍ഀ 4਍ഀ 0਍ഀ 4 1਍ഀ 0'਍ഀ 1 0 1 0਍ഀ 1਍ഀ 0਍ഀ 18਍ഀ 3਍ഀ N2਍ഀ max਍ഀ 188਍ഀ 4਍ഀ 08਍ഀ 181਍ഀ 0਍ഀ 1 0 1 0਍ഀ 1਍ഀ 4.459e-3਍ഀ 4਍ഀ 4਍ഀ min਍ഀ .027਍ഀ 18਍ഀ -.557਍ഀ 4਍ഀ 0਍ഀ 1 0 1 0਍ഀ 1਍ഀ 6.368e-4਍ഀ 18਍ഀ 5਍ഀ N3਍ഀ max਍ഀ .373਍ഀ 4 1਍ഀ 0'਍ഀ 18਍ഀ 0਍ഀ 1 0 1 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 6਍ഀ min਍ഀ .053਍ഀ 18਍ഀ 0਍ഀ 4਍ഀ 0਍ഀ 1 1 0 1 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ Envelope Joint Reactions -਍ഀ r. ev rl, Lal I.. K A7 n. w In਍ഀ JUII IL਍ഀ 1 N1਍ഀ max਍ഀ /n਍ഀ 467਍ഀ w਍ഀ 4਍ഀ 10.366 4 0਍ഀ 1਍ഀ 0਍ഀ 1 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 2-਍ഀ min਍ഀ 28਍ഀ 18਍ഀ 1.525 18 0:਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 0''਍ഀ 1਍ഀ 3 N3਍ഀ max਍ഀ 0਍ഀ 1਍ഀ 15.109 4 1 0 1਍ഀ -਍ഀ 1਍ഀ 0 1਍ഀ i਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1 1਍ഀ 4 i਍ഀ min 0਍ഀ 1਍ഀ 7਍ഀ 2.19 ' 18 " 0 j਍ഀ 1਍ഀ ,1਍ഀ 0 '਍ഀ 1਍ഀ 0਍ഀ h 1਍ഀ 0਍ഀ 1਍ഀ 5 1 Totals: 1਍ഀ max 467਍ഀ 4਍ഀ 25.475 1 4 0਍ഀ 1਍ഀ 6 1਍ഀ min .28਍ഀ 18਍ഀ 3.715 18 0਍ഀ 1਍ഀ Member Distributed Loads (BLC 1 • dead)਍ഀ 1 1 Ml Y I I~ to U I਍ഀ MP y -.15 -.15 { 0 0਍ഀ Member Distributed Loads (BLC 2: snow)਍ഀ RISA-3D Version 5.Od [D:\Projects\5500\Roof Beam - RB116 - Bent.r3d] Page 1਍ഀ Company Monroe & Newell Engineers, Inc. Dec 14, 2005਍ഀ Designer Arthur Ashworth, PE 6:41 AM਍ഀ Job Number : 5500.02 Roof Beam - RB116 - Bent Checked By:਍ഀ Joint Loads and Enforced Displacements (BLC 1 - dead)਍ഀ Joint Loads and Enforced Displacements (BLC 2: snow)਍ഀ Member Point Loads਍ഀ Hot Rolled Steel Properties਍ഀ ..n. aan I V7.J.UL,i1਍ഀ Label t Ksi਍ഀ u KJI਍ഀ Ilu਍ഀ 3਍ഀ 65਍ഀ 49਍ഀ ਍ഀ 36਍ഀ 1਍ഀ A36 29000਍ഀ 11154਍ഀ .਍ഀ .਍ഀ .਍ഀ 2਍ഀ A572G'rade50 29000਍ഀ 11154਍ഀ .3਍ഀ .65 `਍ഀ 49਍ഀ 50਍ഀ 3਍ഀ A992 29000਍ഀ 11154਍ഀ .3਍ഀ .65਍ഀ .49਍ഀ 50਍ഀ 4਍ഀ A500 42 29000਍ഀ 11154਍ഀ 3਍ഀ .65਍ഀ .49਍ഀ 42਍ഀ 5਍ഀ A500 46 29000਍ഀ 11154਍ഀ .3਍ഀ .65਍ഀ .49 1਍ഀ 46਍ഀ Envelope Member Section Deflections਍ഀ Member਍ഀ Sec਍ഀ x m਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ NC਍ഀ 1਍ഀ ਍ഀ NC਍ഀ 1਍ഀ 1਍ഀ M1਍ഀ 1਍ഀ i਍ഀ max਍ഀ `min਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ NC਍ഀ 1਍ഀ NC਍ഀ 1਍ഀ 2਍ഀ 2਍ഀ max਍ഀ 0 1਍ഀ 18!਍ഀ 044਍ഀ -਍ഀ 18਍ഀ 0਍ഀ 1 1਍ഀ 0 1਍ഀ 1 1਍ഀ 6491.306਍ഀ 18਍ഀ NC਍ഀ 1਍ഀ 3਍ഀ 4਍ഀ I਍ഀ min਍ഀ 0਍ഀ 4਍ഀ .਍ഀ -.305਍ഀ '4਍ഀ 0਍ഀ 11਍ഀ 0਍ഀ 1 1਍ഀ 922.251 1਍ഀ 4਍ഀ NC (਍ഀ 1਍ഀ 5਍ഀ 3਍ഀ max਍ഀ 0 !਍ഀ 18਍ഀ -.077਍ഀ 18਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1 1਍ഀ 4164.824਍ഀ 18਍ഀ NC਍ഀ 1਍ഀ 6਍ഀ min਍ഀ 0਍ഀ 4਍ഀ -.54਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 592.909਍ഀ 4' I਍ഀ NC਍ഀ 1਍ഀ 7਍ഀ 4਍ഀ max਍ഀ 0਍ഀ 18਍ഀ -.093 1਍ഀ 18਍ഀ 0 1਍ഀ 1 1਍ഀ 0਍ഀ 1਍ഀ 4933.627਍ഀ 18਍ഀ NC l਍ഀ i਍ഀ 8਍ഀ min਍ഀ -`.001਍ഀ 4(਍ഀ -.648 i਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 704.359 1਍ഀ 4਍ഀ NC਍ഀ 1਍ഀ 9਍ഀ 1਍ഀ 5਍ഀ max਍ഀ 0 1਍ഀ 18਍ഀ -.085 1਍ഀ 18਍ഀ 0਍ഀ 1 1਍ഀ 0਍ഀ 1਍ഀ NC਍ഀ 18਍ഀ NC਍ഀ 1਍ഀ 101਍ഀ min਍ഀ -.002਍ഀ 4਍ഀ -.588਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1 1਍ഀ NC਍ഀ 4਍ഀ NC਍ഀ 1਍ഀ 11਍ഀ M2਍ഀ 1਍ഀ Imax਍ഀ .355਍ഀ 4਍ഀ -.068਍ഀ 181਍ഀ 0਍ഀ 1 I਍ഀ 0਍ഀ 1)਍ഀ NC 1਍ഀ 181਍ഀ NC 1਍ഀ 1਍ഀ 12਍ഀ min਍ഀ .051਍ഀ 18਍ഀ -.469਍ഀ 4਍ഀ 0਍ഀ 1 '਍ഀ 0਍ഀ 1 I਍ഀ NC਍ഀ 1.4਍ഀ NC਍ഀ 1਍ഀ 13਍ഀ 2਍ഀ max਍ഀ .355਍ഀ 4਍ഀ -.052਍ഀ 18਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ NC਍ഀ 18਍ഀ `਍ഀ 1 NC਍ഀ 1਍ഀ 14਍ഀ min਍ഀ .051਍ഀ 18਍ഀ =.363਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 1701.388਍ഀ 4਍ഀ NC਍ഀ 1਍ഀ 15਍ഀ 3਍ഀ max਍ഀ .354਍ഀ 4਍ഀ -.032਍ഀ 18਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ NC਍ഀ 18਍ഀ NC਍ഀ 1਍ഀ 16਍ഀ I਍ഀ min਍ഀ .051਍ഀ 18਍ഀ -.223਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 1472.997਍ഀ 4਍ഀ NC਍ഀ 1਍ഀ 17਍ഀ 4਍ഀ max਍ഀ .354਍ഀ 4਍ഀ -.009਍ഀ 18਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 11਍ഀ NC਍ഀ 18਍ഀ '਍ഀ NC਍ഀ 1਍ഀ 18਍ഀ min਍ഀ .051਍ഀ 18਍ഀ -.059਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 2338.187਍ഀ 4਍ഀ NC਍ഀ 1਍ഀ RISA-3D Version 5.Od [D:\Projects\5500\Roof Beam - R131 16 - Bent.r3d] Page 2਍ഀ Member Primary Data਍ഀ Member Advanced Data਍ഀ f /਍ഀ Company Monroe & Newell Engineers, Inc. Dec 14, 2005਍ഀ Designer Arthur Ashworth, PE 6:41 AM਍ഀ Job Number : 5500.02 Roof Beam - RB116 - Bent Checked By:਍ഀ Envelope Member Section Deflections (Continued)਍ഀ 20 1 1 min 1 .051 1 18 1 .017 118 1 0 1 1 0 1 1 1 NC 1 181 NC 1 1਍ഀ Envelope Member Section Forces਍ഀ nn i_ _ n~ __-r1., i.. T.........n. w h nA.....n L. ~An r,+f L_f+l Ir਍ഀ 1਍ഀ M 1 y 1'਍ഀ max਍ഀ 3 784 1਍ഀ 4਍ഀ 9.662਍ഀ 4 0 1਍ഀ 0਍ഀ 1 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 2਍ഀ [਍ഀ min਍ഀ .757 '਍ഀ 118਍ഀ 1 ' 1.353 '਍ഀ 0਍ഀ 1181਍ഀ 1਍ഀ 0਍ഀ 1 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 1਍ഀ max਍ഀ 3.073 1਍ഀ 1਍ഀ 4਍ഀ 819਍ഀ 4 1਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1 0਍ഀ 1਍ഀ -3.741਍ഀ 18਍ഀ 4਍ഀ 2਍ഀ m਍ഀ .624਍ഀ 8਍ഀ 1਍ഀ 1਍ഀ 18਍ഀ 1 0਍ഀ 1਍ഀ 0਍ഀ 1 0਍ഀ 1਍ഀ -26.547਍ഀ 14਍ഀ 5਍ഀ 3 I਍ഀ max਍ഀ 2.362਍ഀ 4਍ഀ 5.976਍ഀ 4 I਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ -6.742਍ഀ 18਍ഀ 6਍ഀ I min਍ഀ .491 '਍ഀ 181਍ഀ .866਍ഀ 18਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 0 '਍ഀ 1਍ഀ -47.495਍ഀ 4਍ഀ 7਍ഀ 4਍ഀ max਍ഀ 1.65਍ഀ 4਍ഀ 4.132਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ -9.004਍ഀ 18਍ഀ 8਍ഀ min਍ഀ l` .358 '਍ഀ 18਍ഀ .623 '਍ഀ 18਍ഀ 0਍ഀ 1 1਍ഀ 0਍ഀ 1 1਍ഀ 0਍ഀ 1਍ഀ -62.845 +਍ഀ 4'਍ഀ 9਍ഀ 5਍ഀ max,਍ഀ .939਍ഀ 4਍ഀ 0਍ഀ 1 1਍ഀ 0਍ഀ 1਍ഀ -10.527਍ഀ 1਍ഀ 81਍ഀ 10਍ഀ •਍ഀ min਍ഀ ..225਍ഀ 18਍ഀ ' .38਍ഀ 18਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1 1਍ഀ -72.597਍ഀ 4਍ഀ 11਍ഀ M2਍ഀ 1਍ഀ max਍ഀ 3.73਍ഀ 4 1਍ഀ -1.554਍ഀ 18਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ -10.527਍ഀ 18਍ഀ 12਍ഀ min਍ഀ .614 "਍ഀ 18਍ഀ -10.71਍ഀ 4਍ഀ " 0਍ഀ 1 1਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ -72.597਍ഀ 4਍ഀ 13਍ഀ 2਍ഀ max਍ഀ 3.992਍ഀ 4 11਍ഀ -1.685਍ഀ 18਍ഀ 0਍ഀ 1਍ഀ 0 1 1਍ഀ 0਍ഀ 1਍ഀ -8.18 1਍ഀ 18਍ഀ 14਍ഀ L਍ഀ min਍ഀ .633 1਍ഀ 181਍ഀ -11.6161਍ഀ 4 1਍ഀ ' 0਍ഀ 1਍ഀ 0 1਍ഀ 0਍ഀ 1਍ഀ -56.417਍ഀ 4਍ഀ 15਍ഀ 3਍ഀ max਍ഀ 4.254 1਍ഀ 4 1਍ഀ -1.816 1਍ഀ 181਍ഀ 0 1਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ -5.643਍ഀ 18਍ഀ 16 '਍ഀ I਍ഀ min਍ഀ .653 1਍ഀ 18,਍ഀ -12.522਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ " 0਍ഀ 1਍ഀ -.38.924਍ഀ 4਍ഀ 17਍ഀ 1਍ഀ 4 l਍ഀ max਍ഀ 4.516਍ഀ 4਍ഀ -1.947਍ഀ 18਍ഀ 0 1਍ഀ 1 1਍ഀ 0 1਍ഀ 1਍ഀ 1 0਍ഀ 1਍ഀ -2.916 1਍ഀ 18਍ഀ 18਍ഀ I਍ഀ min਍ഀ .673 1਍ഀ 181਍ഀ -13.427਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 1 0਍ഀ 1 1਍ഀ -20.118਍ഀ 4਍ഀ 19਍ഀ 5਍ഀ max਍ഀ 4.779਍ഀ 4਍ഀ -2.078਍ഀ 18਍ഀ 0 1਍ഀ 1 1਍ഀ 0਍ഀ 1 1਍ഀ 0਍ഀ 1 1਍ഀ 0਍ഀ 1਍ഀ 20਍ഀ I਍ഀ min਍ഀ .693. 1਍ഀ 181਍ഀ -14.333਍ഀ 4਍ഀ - 0 1਍ഀ 1਍ഀ - 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 0'਍ഀ 1਍ഀ Envelope Member Section Stresses਍ഀ 1਍ഀ M1਍ഀ 1਍ഀ max਍ഀ .495਍ഀ 4 3.438 4 0਍ഀ 1 0਍ഀ 1਍ഀ 14 0 1਍ഀ 0 1਍ഀ 0਍ഀ 1਍ഀ 2਍ഀ min਍ഀ .099਍ഀ .482 18! 0਍ഀ ( 1' 0਍ഀ 1਍ഀ 0 1਍ഀ 0 1਍ഀ 0਍ഀ 1਍ഀ 3਍ഀ 2਍ഀ max.਍ഀ .402਍ഀ 4਍ഀ 2.782 14਍ഀ 1 0਍ഀ 1 1਍ഀ 9.541਍ഀ 4਍ഀ -1.344਍ഀ 18਍ഀ 1 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 4਍ഀ min਍ഀ 1 .082਍ഀ 18਍ഀ .395਍ഀ 18਍ഀ 0਍ഀ 1਍ഀ 1.344਍ഀ 18਍ഀ -9.541਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 5਍ഀ 3਍ഀ max਍ഀ .309਍ഀ 4਍ഀ 2.126਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ 17.07਍ഀ 4਍ഀ .-2.423਍ഀ 118਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 6਍ഀ min਍ഀ .064਍ഀ 18਍ഀ .308਍ഀ 118਍ഀ 1 0਍ഀ 1਍ഀ 2.423਍ഀ 18਍ഀ =17.07਍ഀ 1 4਍ഀ 0਍ഀ i 1਍ഀ 0਍ഀ 1਍ഀ 7਍ഀ 4਍ഀ max਍ഀ .216਍ഀ 4਍ഀ 1.47਍ഀ 4 1਍ഀ 0਍ഀ 1਍ഀ 22.587਍ഀ 4਍ഀ -3.236਍ഀ 18਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1 1਍ഀ 8਍ഀ !਍ഀ 'min਍ഀ - O47਍ഀ 18਍ഀ 1 .222:਍ഀ 18਍ഀ 0਍ഀ 1਍ഀ -:3.236਍ഀ 18਍ഀ 2.587਍ഀ 14਍ഀ 0਍ഀ 1਍ഀ 0 :਍ഀ 1਍ഀ 9਍ഀ 5਍ഀ max਍ഀ .123਍ഀ 4਍ഀ .814 1਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ 26.092਍ഀ 4 1਍ഀ -3.783਍ഀ 18਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 10`਍ഀ I min਍ഀ .029਍ഀ 18਍ഀ .135਍ഀ 11`8਍ഀ 0਍ഀ 1਍ഀ 3.783਍ഀ 181਍ഀ -26.092਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ '0਍ഀ 1਍ഀ i 11 1਍ഀ M2 1਍ഀ 1 i਍ഀ max਍ഀ .488਍ഀ 4਍ഀ -.553 1਍ഀ 1811਍ഀ 0 1਍ഀ 1਍ഀ 26.092਍ഀ 4਍ഀ -3.783਍ഀ 181਍ഀ 0਍ഀ 1਍ഀ 0 1਍ഀ 1਍ഀ 12਍ഀ 1਍ഀ min਍ഀ .08਍ഀ 181਍ഀ -3.811਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ 3.783਍ഀ 18਍ഀ -26.092਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 13਍ഀ 2਍ഀ max਍ഀ .522 1਍ഀ 4 1਍ഀ -.599 1਍ഀ 18਍ഀ 0਍ഀ 1਍ഀ 20.277਍ഀ 4਍ഀ -2.94 1਍ഀ 181਍ഀ 0਍ഀ 1 1਍ഀ 0਍ഀ 1਍ഀ 14਍ഀ min਍ഀ .083਍ഀ 18਍ഀ -4.133਍ഀ 4਍ഀ 0਍ഀ 1਍ഀ 2.94਍ഀ 8਍ഀ . -20.277਍ഀ 4਍ഀ 0਍ഀ 1 1਍ഀ 0਍ഀ 1਍ഀ 15਍ഀ 3਍ഀ max਍ഀ .556 1਍ഀ 4਍ഀ -.646 1਍ഀ 18਍ഀ 0਍ഀ 1਍ഀ 13.99਍ഀ 4਍ഀ -2.028਍ഀ 18਍ഀ 0 1਍ഀ 1 1਍ഀ 0਍ഀ 1਍ഀ 16਍ഀ min 1਍ഀ .085਍ഀ 18;਍ഀ _4.455 1਍ഀ 41਍ഀ 0਍ഀ 1਍ഀ 2.02811਍ഀ 181਍ഀ " =13.99਍ഀ `4 1਍ഀ 0਍ഀ 1 .਍ഀ 0਍ഀ 1਍ഀ 17਍ഀ 1਍ഀ 4਍ഀ max.਍ഀ .59਍ഀ 4਍ഀ -.693਍ഀ 181਍ഀ 0 1਍ഀ 1 1਍ഀ 7.231਍ഀ 4 1਍ഀ -1.048਍ഀ 18'਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 18਍ഀ min਍ഀ .088਍ഀ 18਍ഀ -4.777਍ഀ 4`਍ഀ 0 I਍ഀ 1਍ഀ 1.048਍ഀ 18਍ഀ -7.231਍ഀ ` 4਍ഀ - 0-਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ 19 !਍ഀ 5 1਍ഀ max 1਍ഀ .625 1਍ഀ 4਍ഀ -.739 1਍ഀ 181਍ഀ 0 1਍ഀ 1 1਍ഀ 0 1਍ഀ 1 1਍ഀ 0਍ഀ 1 1਍ഀ 0਍ഀ 1 1਍ഀ 0਍ഀ 1਍ഀ 20 1਍ഀ '਍ഀ '਍ഀ min਍ഀ .091਍ഀ 181਍ഀ -5.1-਍ഀ 4`਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1 1਍ഀ 0 1਍ഀ 1 1਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 1਍ഀ Hot Rolled Steel Section Sets਍ഀ Label Shape Desi n List Type Material Design Rules A in2 I in4 Izz in4 J in4਍ഀ Li Beam I W12X26 Wide Flange Beam A992 Typical 7.65 1 17.3 204 .3 1਍ഀ RISA-3D Version 5.0d [D:\Projects\5500\Roof Beam - RB116 - Bent.r3d] Page 3਍ഀ Company Monroe & Newell Engineers, Inc. Dec 14, 2005਍ഀ Designer Arthur Ashworth, PE 6:41 AM਍ഀ Job Number : 5500.02 Roof Beam - RB116 - Bent Checked By:਍ഀ Envelope ASD Steel Code Checks਍ഀ RISA-3D Version 5.Od [D:\Projects\5500\Roof Beam - RB116 - Bent.r3d] Page 4਍ഀ i(_,t,~ „e,)਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:39AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ z' 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007 Page 1਍ഀ User: -0606238, Multi-Span Steel Beam਍ഀ (c)1983.2003 ENERCALC Engineering Software 5500.ecw:8196 Beams਍ഀ Description Roof Beam - RB117਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ L Cant਍ഀ Span਍ഀ R Cant਍ഀ Span਍ഀ ft਍ഀ 3.50਍ഀ 15.00਍ഀ 5.00਍ഀ Steel Section਍ഀ wax10਍ഀ w8x10਍ഀ w8x10਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length਍ഀ ft਍ഀ 3.50਍ഀ 4.00਍ഀ 5.00਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Yes਍ഀ Dead Load਍ഀ k/ft਍ഀ 0.075਍ഀ 0.075਍ഀ 0.075਍ഀ Live Load਍ഀ k/ft਍ഀ 0.250਍ഀ 0.250਍ഀ 0.250਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ 0.00਍ഀ 6.14਍ഀ 0.00਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 7.10਍ഀ 0.00਍ഀ Max @ Left End਍ഀ k-ft਍ഀ 0.00਍ഀ -1.99਍ഀ -4.06਍ഀ Max @ Right End਍ഀ k-ft਍ഀ -1.99਍ഀ -4.06਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi਍ഀ 3,059.6਍ഀ 9,442.3਍ഀ 6,244.1਍ഀ Fb : Allowable਍ഀ psi਍ഀ 30,000.0਍ഀ 29,492.2਍ഀ 27,331.5਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv : Actual਍ഀ psi਍ഀ 848.1਍ഀ 1,920.2਍ഀ 1,211.5਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 2.30਍ഀ 1.62਍ഀ Shear @ Right਍ഀ k਍ഀ 1.14਍ഀ 2.58਍ഀ 0.00਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 0.79਍ഀ 0.97਍ഀ LL @ Left਍ഀ k਍ഀ 0.00਍ഀ 2.64਍ഀ 3.23਍ഀ Total @ Left਍ഀ k਍ഀ 0.00਍ഀ 3.44਍ഀ 4.20਍ഀ DL @ Right਍ഀ k਍ഀ 0.79਍ഀ 0.97਍ഀ 0.00਍ഀ LL @ Right਍ഀ k਍ഀ 2.64਍ഀ 3.23਍ഀ 0.00਍ഀ Total @ Right਍ഀ k਍ഀ 3.44਍ഀ 4.20਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ 0.162਍ഀ -0.250਍ഀ 0.148਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 7.30਍ഀ 5.00਍ഀ Span/Deflection Ratio਍ഀ 518.6਍ഀ 720.0਍ഀ 812.6਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k਍ഀ 0.00਍ഀ 2.30਍ഀ 1.62਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ k-ft਍ഀ 0.00਍ഀ -1.99਍ഀ -4.06਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ 0.1620਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ _ J,਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:39AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007 Page 1਍ഀ User: KW-0606238,Ver 5.8.0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ (c)1983.2003 ENERCALC Engineering Software _ 5500.ecw:8195 Beams਍ഀ Description Roof Beam - RB118਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ L Cant਍ഀ Span਍ഀ Span਍ഀ ft਍ഀ 3.50਍ഀ 5.00਍ഀ Steel Section਍ഀ wsx10਍ഀ w8x10਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Unbraced Length਍ഀ ft਍ഀ 3.50਍ഀ 5.00਍ഀ Loads਍ഀ -਍ഀ Used This Span ?਍ഀ =1਍ഀ Yes਍ഀ Yes਍ഀ k/ft਍ഀ Dead Load਍ഀ 0.180਍ഀ 0.180਍ഀ .਍ഀ Live Load k/ft਍ഀ 0.600਍ഀ 0.600਍ഀ Results਍ഀ `਍ഀ Mmax @ Cntr k-ft਍ഀ 0.00਍ഀ 0.63਍ഀ @ X = ft਍ഀ 0.00਍ഀ 3.73਍ഀ Max @ Left End k-ft਍ഀ 0.00਍ഀ -4.78਍ഀ Max @ Right End k-ft਍ഀ -4.78਍ഀ 0.00਍ഀ fb : Actual psi਍ഀ 7,343.1਍ഀ 7,343.1਍ഀ Fb : Allowable psi਍ഀ , 30,000.0਍ഀ 27,331.5਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv : Actual psi਍ഀ 2,035.3਍ഀ 2,166.2਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ E eactions & Deflections਍ഀ R਍ഀ Shear @ Left k਍ഀ 0.00਍ഀ 2.91਍ഀ Shear @ Right k਍ഀ 2.73਍ഀ 0.99਍ഀ Reactions...਍ഀ ,਍ഀ DL @ Left k਍ഀ 0.00਍ഀ 1.30਍ഀ LL @ Left k਍ഀ 0.00਍ഀ 4.33਍ഀ Total @ Left k਍ഀ 0.00਍ഀ 5.64਍ഀ DL @ Right k਍ഀ 1.30਍ഀ 0.23਍ഀ LL @ Right k਍ഀ 4.33਍ഀ 0.76਍ഀ Total @ Right k਍ഀ 5.64਍ഀ 0.99਍ഀ Max. Deflection in਍ഀ -0.055਍ഀ 0.004਍ഀ @ X = ft਍ഀ 0.00਍ഀ 1.23਍ഀ Span/Deflection Ratio਍ഀ 1,530.3਍ഀ 15,429.4਍ഀ Query Values਍ഀ Location ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear k਍ഀ 0.00਍ഀ 2.91਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment k-ft਍ഀ 0.00਍ഀ -4.78਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection in਍ഀ j -0.0549਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ a Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:39AM, 14 DEC 05਍ഀ Description :Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007 Page 1਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Roof Beam - R6119਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ L Cant਍ഀ Span਍ഀ R Cant਍ഀ Span਍ഀ ft਍ഀ 3.50਍ഀ 6.00਍ഀ 2.00਍ഀ Steel Section਍ഀ wlox12਍ഀ WlOX12਍ഀ WIox12਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length਍ഀ ft਍ഀ 3.50਍ഀ 4.00਍ഀ 2.00਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Yes਍ഀ Dead Load਍ഀ k/ft਍ഀ 0.195਍ഀ 0.195਍ഀ 0.195਍ഀ Live Load਍ഀ k/ft਍ഀ 0.650਍ഀ 0.650਍ഀ 0.650਍ഀ Point #1 DL਍ഀ k਍ഀ 1.480਍ഀ LL਍ഀ k਍ഀ 4.950਍ഀ @ X਍ഀ ft਍ഀ 2.000਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k-fti਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ @ X =਍ഀ ft I਍ഀ 0.00਍ഀ 0.00਍ഀ 2.00਍ഀ Max @ Left End਍ഀ k-ft਍ഀ 0.00਍ഀ -5.18਍ഀ -14.55਍ഀ Max @ Right End਍ഀ k-ft i਍ഀ -5.18਍ഀ -14.55਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi਍ഀ 5,697.0਍ഀ 16,015.8਍ഀ 16,015.8਍ഀ Fb : Allowable਍ഀ psi਍ഀ 30,000.0਍ഀ 29,248.4਍ഀ 30,000.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv:Actual਍ഀ psi਍ഀ 1,577.1਍ഀ 2,184.9਍ഀ 4,330.0਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflecti਍ഀ ons਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 0.97਍ഀ 8.12਍ഀ Shear @ Right਍ഀ k਍ഀ 2.96਍ഀ 4.10਍ഀ 6.43਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 0.91਍ഀ 2.81਍ഀ LL @ Left਍ഀ k਍ഀ 0.00਍ഀ 3.02਍ഀ 9.40਍ഀ Total @ Left਍ഀ k਍ഀ 0.00਍ഀ 3.93਍ഀ 12.22਍ഀ DL @ Right਍ഀ k1਍ഀ 0.91਍ഀ 2.81਍ഀ 0.00਍ഀ LL @ Right਍ഀ k਍ഀ 3.02਍ഀ 9.40਍ഀ 0.00਍ഀ Total @ Right਍ഀ k਍ഀ 3.93਍ഀ 12.22਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ -0.084਍ഀ 0.034਍ഀ -0.080਍ഀ @ X =਍ഀ ft 1਍ഀ 0.00਍ഀ 3.36਍ഀ 2.00਍ഀ Span/Deflection Ratio਍ഀ 995.4਍ഀ 2,127.1਍ഀ 599.5਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k਍ഀ 0.00਍ഀ 0.97਍ഀ 8.12਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ k-ft਍ഀ 0.00਍ഀ -5.18਍ഀ -14.55਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in 1਍ഀ -0.0844਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 6:39AM, 14 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ Page 1਍ഀ B਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ 5500.ecw:8195਍ഀ eams਍ഀ Description Roof Beam - RB120਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ _਍ഀ ਍ഀ Description਍ഀ L Span R Span਍ഀ Span਍ഀ ft 15.00 8.00਍ഀ Steel Section਍ഀ waxes waxes਍ഀ End Fixity਍ഀ Pin-Pin Pin-Pin਍ഀ Unbraced Length਍ഀ ft 5.00 5.00਍ഀ Loads਍ഀ Live Load Used This Span ? Yes Yes਍ഀ Dead Load਍ഀ k/ft 0.240 0.120਍ഀ Live Load਍ഀ k/ft 0.800 0.400਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ 19.89 0.00਍ഀ @ X =਍ഀ ft਍ഀ 6.20 8.00਍ഀ Max @ Left End਍ഀ k-ft਍ഀ l 0.00 -20.52਍ഀ 0਍ഀ 0਍ഀ Max @ Right End਍ഀ k-ft਍ഀ i -20.52਍ഀ .਍ഀ 0਍ഀ fb : Actual਍ഀ psi਍ഀ 16,193.0 16,193.0਍ഀ Fb : Allowable਍ഀ psi਍ഀ 30,000.0 30,000.0਍ഀ Sending OK Bending OK਍ഀ fv : Actual਍ഀ psi਍ഀ 4,897.0 2,481.2਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 6.43਍ഀ 4.65਍ഀ Shear @ Right਍ഀ k਍ഀ 9.17਍ഀ 0.49਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 1.48਍ഀ 3.19਍ഀ LL @ Left਍ഀ k਍ഀ 4.95਍ഀ 10.63਍ഀ Total @ Left਍ഀ k਍ഀ 6.43਍ഀ 13.81਍ഀ DL @ Right਍ഀ k਍ഀ 3.19਍ഀ -0.11਍ഀ LL @ Right਍ഀ k਍ഀ 10.63਍ഀ -0.37਍ഀ Total @ Right਍ഀ k਍ഀ 13.81਍ഀ -0.49਍ഀ Max. Deflection਍ഀ in਍ഀ -0.386਍ഀ 0.056਍ഀ @ X =਍ഀ ft਍ഀ 6.80਍ഀ 3.09਍ഀ Span/Deflection Ratio਍ഀ 466.1਍ഀ 1,727.7਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k਍ഀ 6.43਍ഀ 4.65਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ k-ft਍ഀ 0.00਍ഀ -20.52਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ t 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:39AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006 Page 1਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ (c)1983.2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Roof Beam - RB121਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Steel Section : W14X22਍ഀ Fy 50.00ksi਍ഀ Pinned-Pinned਍ഀ Load Duration Factor 1.00਍ഀ Center Span਍ഀ 18.00 ft਍ഀ Bm Wt. Added to Loads਍ഀ Elastic Modulus 29,000.0 ksi਍ഀ Left Cant.਍ഀ 0.00 ft਍ഀ LL & ST Act Together਍ഀ Right Cant਍ഀ 0.00 ft਍ഀ Lu : Unbraced Length਍ഀ 4.00 ft਍ഀ Trapezoidal Loads਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #1 DL @ Left 0.345਍ഀ LL @ Left਍ഀ 1.150 ST @, Left਍ഀ k/ft Start it਍ഀ DL @ Righi 0.120਍ഀ LL @ Right਍ഀ 0.400 ST @ Righi਍ഀ k/ft End ft਍ഀ Summary਍ഀ Beam OK਍ഀ - - """~'"'--~""'B '਍ഀ Static Load Case਍ഀ Governs Stress਍ഀ Using: W 14X22 section, Span =਍ഀ 18.00ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, Lu਍ഀ = 4.00ft, LDF = 1.000਍ഀ Actual਍ഀ Allowable਍ഀ Moment਍ഀ 41.953 k-ft਍ഀ 79.750 k-ft਍ഀ Max. Deflection਍ഀ -0.422 in਍ഀ fb : Bending Stress਍ഀ 17.360 ksi਍ഀ 33.000 ksi਍ഀ Length/DL Defl਍ഀ 2,072.6 :1਍ഀ fb / Fb਍ഀ 0.526 : 1਍ഀ Length/(DL+LL Defl)਍ഀ 512.4: 1਍ഀ Shear਍ഀ 10.728 k਍ഀ 63.204 k਍ഀ fv : Shear Stress਍ഀ 3.395 ksi਍ഀ 20.000 ksi਍ഀ fv / Fv਍ഀ 0.170 : 1਍ഀ Force & Stress Summary਍ഀ « - These columns are Dead + Live Load placed as noted »਍ഀ DL਍ഀ LL LL+ST਍ഀ LL LL+ST਍ഀ Maximum਍ഀ Only਍ഀ @ Center @ Center਍ഀ @ Cants @ Cants਍ഀ Max. M + 41.95 k-ft਍ഀ 10.36਍ഀ 41.95਍ഀ k-ft਍ഀ Max. M -਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left 10.73 k਍ഀ 2.63਍ഀ 10.73਍ഀ k਍ഀ Shear @ Right 7.80 k਍ഀ 1.95਍ഀ 7.80਍ഀ k਍ഀ Center Defl. -0.422 in਍ഀ -0.104਍ഀ -0.422਍ഀ -0.422਍ഀ 0.000਍ഀ 0.000 in਍ഀ Left Cant Defl 0.000in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant DO 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query Defl @ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left 10.73਍ഀ 2.63਍ഀ 10.73਍ഀ 10.73਍ഀ k਍ഀ Reaction @ Rt 7.80਍ഀ 1.95਍ഀ 7.80਍ഀ 7.80਍ഀ k਍ഀ Fa calc'd per Eq. E2-1, K'Ur < Cc਍ഀ I Beam Passes Table B5.1, Fb per Eq. F਍ഀ 1-1, Fb = 0.66 Fy਍ഀ Section Properties W1 4X22਍ഀ Depth਍ഀ Web Thick਍ഀ Width਍ഀ Flange Thick਍ഀ Area਍ഀ Rt਍ഀ 13.740 in਍ഀ 0.230 in਍ഀ 5.000 in਍ഀ 0.335 in਍ഀ 6.49 in2਍ഀ 1.250 in਍ഀ Weight਍ഀ Ixx਍ഀ lyy਍ഀ Sxx਍ഀ Syy਍ഀ R-xx਍ഀ R-yy਍ഀ Zx਍ഀ Zy਍ഀ K਍ഀ 22.04 #/ft਍ഀ 199.000 in4਍ഀ 7.000 in4਍ഀ 29.000 in3਍ഀ 2.800 in3਍ഀ 5.540 in਍ഀ 1.040 in਍ഀ Values for LRFD Design....਍ഀ 1 0.210 in4਍ഀ Cw 314.00 in6਍ഀ 33.200 in3਍ഀ 4.390 in3਍ഀ 0.735 in਍ഀ L Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa਍ഀ 1701 Wynkoop Street; Suite 200 Dsgnr: Arthur Ashworth, PE਍ഀ Description :Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5-8.0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Roof Beam - RB122਍ഀ v਍ഀ Job # 5500.02਍ഀ Date: 6:39AM, 14 DEC 05਍ഀ Page 1਍ഀ 5500.ecw:8195 Beams਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress rvW-_ 50.00 ksi~ WLoad Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ a L Cant਍ഀ Span਍ഀ Span ft਍ഀ 5.00਍ഀ 18.00਍ഀ Steel Section਍ഀ w14x22਍ഀ w14x22਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Unbraced Length ft਍ഀ 5.00਍ഀ 5.00਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ DL @ Left k/ft਍ഀ 0.120਍ഀ DL @ Right k/ft਍ഀ 0.270਍ഀ LL @ Left k/ft਍ഀ 0.400਍ഀ LL @ Right k/ft਍ഀ 0.900਍ഀ Start ft਍ഀ End ft਍ഀ 5.000਍ഀ 18.000਍ഀ Results਍ഀ - - -਍ഀ Mmax @ Cntr k-ft਍ഀ 0.00਍ഀ 22.53਍ഀ @ X = ft਍ഀ 0.00਍ഀ 10.80਍ഀ Max @ Left End k-ft ~਍ഀ 0.00਍ഀ -4.33਍ഀ Max @ Right End k-ft'਍ഀ -4.33਍ഀ 0.00਍ഀ fb : Actual psi਍ഀ 1,795.0਍ഀ 9,332.3਍ഀ Fb : Allowable psi਍ഀ 29,568.6਍ഀ 29,568.6਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv : Actual psi਍ഀ 411.4਍ഀ 2,145.2਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 3.75਍ഀ Shear @ Right਍ഀ k਍ഀ 1.30਍ഀ 6.78਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 1.17਍ഀ LL @ Left਍ഀ k਍ഀ 0.00਍ഀ 3.89਍ഀ Total @ Left਍ഀ k਍ഀ 0.00਍ഀ 5.05਍ഀ DL @ Right਍ഀ k!਍ഀ 1.17਍ഀ 1.56਍ഀ LL @ Right਍ഀ k,਍ഀ 3.89਍ഀ 5.21਍ഀ Total @ Right਍ഀ k!਍ഀ 5.05਍ഀ 6.78਍ഀ Max. Deflection਍ഀ in਍ഀ 0.149਍ഀ -0.214਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 9.48਍ഀ Span/Deflection Ratio਍ഀ 804.5਍ഀ 1,009.1਍ഀ Query Values਍ഀ Location਍ഀ ft l਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k਍ഀ 0.00਍ഀ 3.75਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ k-1਍ഀ 0.00਍ഀ -4.33਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ 0.1492਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ r਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ .਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 6:39AM, 14 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ Page 1਍ഀ (c)1983.2003 ENERCALC਍ഀ Engineering Software਍ഀ 5500.ecw:8195 Beams -਍ഀ Description਍ഀ Roof Beam - 46123਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ L Cant਍ഀ Span਍ഀ Span਍ഀ ft਍ഀ 3.00਍ഀ 8.00਍ഀ Steel Section਍ഀ waxes਍ഀ wsxls਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Unbraced Length਍ഀ ft਍ഀ 3.00਍ഀ 5.00਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes Yes਍ഀ Dead Load k/ft਍ഀ 0.120 0.120਍ഀ Live Load k/ft਍ഀ 0.400 0.400਍ഀ Point #1 DL k਍ഀ 1.000਍ഀ LL k਍ഀ 2.500਍ഀ @X ft਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ !਍ഀ 0.00਍ഀ 0.22਍ഀ @ X =਍ഀ ft਍ഀ ;਍ഀ 0.00਍ഀ 7.09਍ഀ Max @ Left End਍ഀ k-ft਍ഀ 0.00਍ഀ -12.84਍ഀ Max @ Right End਍ഀ k-ft਍ഀ -12.84਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi਍ഀ 10,130.7਍ഀ 10,130.7਍ഀ Fb : Allowable਍ഀ psi਍ഀ 33,000.0਍ഀ 30,000.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv:Actual਍ഀ psi਍ഀ 2,702.7਍ഀ 1,968.3਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflecti਍ഀ ons਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 3.68਍ഀ Shear @ Right਍ഀ k :਍ഀ 5.06਍ഀ 0.48਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 2.28਍ഀ LL @ Left਍ഀ k਍ഀ 0.00਍ഀ 6.46਍ഀ Total @ Left਍ഀ k਍ഀ 0.00਍ഀ 8.74਍ഀ DL @ Right਍ഀ k਍ഀ 2.28਍ഀ 0.04਍ഀ LL @ Right਍ഀ k਍ഀ 6.46਍ഀ 0.44਍ഀ Total @ Right਍ഀ k਍ഀ 8.74਍ഀ 0.48਍ഀ Max. Deflection਍ഀ in਍ഀ -0.102਍ഀ 0.026਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 2.72਍ഀ Span/Deflection Ratio਍ഀ 706.5਍ഀ 3,744.2਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k਍ഀ 0.00਍ഀ 3.68਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ k-ft਍ഀ 0.00਍ഀ -12.84਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ -0.1019਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ ਍ഀ 1701 Wynkoop Street, Suite 200 Ds9nr: Arthur Ashworth, PE Date: 6:39AM, 14 DEC 05਍ഀ ਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ ` 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ 580006਍ഀ KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design Page 1਍ഀ 3-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams 11਍ഀ Description Roof Beam - RB124਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Steel Section : W8X10਍ഀ Fy 50.00ksi਍ഀ Pinned-Pinned਍ഀ Load Duration Factor 1.00਍ഀ Center Span਍ഀ 8.00 ft਍ഀ Bm Wt. Added to Loads਍ഀ Elastic Modulus 29,000.0 ksi਍ഀ Left Cant.਍ഀ 0.00 ft਍ഀ LL & ST Act Together਍ഀ Right Cant਍ഀ 0.00 ft਍ഀ Lu : Unbraced Length਍ഀ 4.00 ft਍ഀ Distributed Loads਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #1਍ഀ #2਍ഀ #3 #4਍ഀ #5 #6 #7਍ഀ DL 0.120਍ഀ k/ft਍ഀ LL 0.400਍ഀ k/ft਍ഀ ST਍ഀ k/ft਍ഀ Start Location਍ഀ ft਍ഀ End Location 8.000਍ഀ ft਍ഀ >ummary਍ഀ Beam OK਍ഀ Static Load Case਍ഀ Governs Stress਍ഀ Using: W8X10 section, Span = 8.00ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, Lu = 4.00ft, LDF = 1.000਍ഀ Actual਍ഀ Allowable਍ഀ Moment 4.240 k-ft਍ഀ 19.194 k-ft਍ഀ Max. Deflection਍ഀ -0.055 in਍ഀ fb : Bending Stress 6.515 ksi਍ഀ 29.492 ksi਍ഀ Length/DL Defl਍ഀ 7,154.3: 1਍ഀ fb / Fb 0.221 : 1਍ഀ Length/(DL+LL Defl)਍ഀ 1,755.4: 1਍ഀ Shear 2.120 k਍ഀ 26.826 k਍ഀ fv : Shear Stress 1.581 ksi਍ഀ 20.000 ksi਍ഀ fv / Fv 0.079 : 1਍ഀ Force & Stress Summary਍ഀ These columns are Dead + Live Load placed as noted »਍ഀ DL਍ഀ LL LL+ST LL LL+ST਍ഀ Maximum਍ഀ Only਍ഀ @ Center @ Center @ Cants @ Cants਍ഀ Max. M + 4.24 k-ft਍ഀ 1.04਍ഀ 4.24 k-ft਍ഀ Max. M -਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left 2.12 k਍ഀ 0.52਍ഀ 2.12 k਍ഀ Shear @ Right 2.12 k਍ഀ 0.52਍ഀ 2.12 k਍ഀ Center Defl. -0.055 in਍ഀ -0.013਍ഀ -0.055਍ഀ -0.055਍ഀ 0.000਍ഀ 0.000 in਍ഀ Left Cant DefI 0.000in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Defl 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query DO @ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left 2.12਍ഀ 0.52਍ഀ 2.12਍ഀ 2.12਍ഀ k਍ഀ Reaction @ Rt 2.12਍ഀ 0.52਍ഀ 2.12਍ഀ 2.12਍ഀ k਍ഀ Fa calc'd per Eq. E2-2, K'L/r > Cc਍ഀ I Beam, Maior Axis, (102,000' Cb / Fy)A.਍ഀ 5 UrT (510,਍ഀ 000' Cb / Fy)A.5਍ഀ , Fb per Eq. F1-6਍ഀ r43 k-5b਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:39AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ z 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006 Page 2਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ (c)1983-2003 ENERCALC Engineering Software SSOO.ecw:8195 Beams਍ഀ Description Roof Beam - RB124਍ഀ Section Properties਍ഀ W8X10਍ഀ Depth਍ഀ 7.890 in਍ഀ Weight਍ഀ 10.05 #/ft਍ഀ Web Thick਍ഀ 0.170 in਍ഀ Ixx਍ഀ 30.800 in4਍ഀ Width਍ഀ 3.940 in਍ഀ lyy਍ഀ 2.090 in4਍ഀ Flange Thick਍ഀ 0.205 in਍ഀ Sxx਍ഀ 7.810 in3਍ഀ Area਍ഀ 2.96 in2਍ഀ Syy਍ഀ 1.060 in3਍ഀ Rt਍ഀ 0.990 in਍ഀ R-xx਍ഀ 3.220 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 0.841 in਍ഀ J਍ഀ 0.040 in4਍ഀ Zx਍ഀ 8.870 in3਍ഀ Cw਍ഀ 30.90 in6਍ഀ Zy਍ഀ 1.660 in3਍ഀ K਍ഀ 0.505 in਍ഀ 'K-Sr 13 "i਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 6:39AM, 14 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ ਍ഀ Page 1਍ഀ ~55510001.ecw:819556eams਍ഀ c)1983.2003 ENERCALC Engineering Softwae਍ഀ (਍ഀ -਍ഀ Description਍ഀ Roof Beam - RB125਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ General Information਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ L Cant਍ഀ L Span਍ഀ R Span਍ഀ Span਍ഀ ft਍ഀ 100਍ഀ 16.00਍ഀ 11.00਍ഀ Steel Section਍ഀ W32X26਍ഀ W12X26਍ഀ W12x26਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Pin-Pin਍ഀ th਍ഀ Unbraced Len਍ഀ ft਍ഀ 3.00਍ഀ 5.00਍ഀ 5.00਍ഀ g਍ഀ Loads਍ഀ m਍ഀ -਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Yes਍ഀ Dead Load਍ഀ k/ft਍ഀ 0.360਍ഀ 0.285਍ഀ 0.150਍ഀ Live Load਍ഀ k/ft਍ഀ 1.200਍ഀ 0.950਍ഀ 0.500਍ഀ Point #1 DL਍ഀ k਍ഀ 1.910਍ഀ LL਍ഀ k਍ഀ 6.250਍ഀ @ X਍ഀ ft਍ഀ 10.000਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k -ft਍ഀ 0.00਍ഀ 40.85਍ഀ 0.00਍ഀ @ X =਍ഀ ft਍ഀ 0.00.਍ഀ 8.85਍ഀ 11.00਍ഀ Max @ Left End਍ഀ k-ft਍ഀ 0.00਍ഀ -7.02਍ഀ -40.08਍ഀ Max @ Right End਍ഀ k-ft਍ഀ -7.02਍ഀ -40.08਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi਍ഀ 2,523.1਍ഀ 14,681.8਍ഀ 14,404.5਍ഀ Fb : Allowable਍ഀ psi਍ഀ , 33,000.0਍ഀ 33,000.0਍ഀ 33,000.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv:Actual਍ഀ psi਍ഀ 1,665.1਍ഀ 6,064.9਍ഀ 2,568.3਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 10.87਍ഀ 7.22਍ഀ Shear @ Right਍ഀ k਍ഀ 4.68਍ഀ 17.05਍ഀ 0.07਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 3.60਍ഀ 5.62਍ഀ LL @ Left਍ഀ k਍ഀ 0.00਍ഀ 11.96਍ഀ 18.64਍ഀ Total @ Left਍ഀ k਍ഀ 0.00਍ഀ 15.55਍ഀ 24.26਍ഀ DL @ Right਍ഀ k਍ഀ 3.60਍ഀ 5.62਍ഀ -0.02਍ഀ LL @ Right਍ഀ k਍ഀ 11.96਍ഀ 18.64਍ഀ -0.05਍ഀ Total @ Right਍ഀ k਍ഀ 15.55਍ഀ 24.26਍ഀ -0.07਍ഀ Max. Deflection਍ഀ in਍ഀ 0.151਍ഀ -0.274਍ഀ 0.056਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 7.79਍ഀ 4.11਍ഀ Span/Deflection Ratio਍ഀ 476.2਍ഀ 701.2਍ഀ 2,340.0਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 00਍ഀ 0਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ Shear਍ഀ k਍ഀ 0.00਍ഀ 10.87਍ഀ 02਍ഀ 7਍ഀ 7.22਍ഀ 08਍ഀ -40਍ഀ 0.00਍ഀ 00਍ഀ 0਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ Moment਍ഀ Max. Deflection਍ഀ k-ft਍ഀ in਍ഀ 0.00਍ഀ 0.1512਍ഀ .਍ഀ -਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ k '_ft) 14-v਍ഀ t Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:39AM, 14 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007 Page 1਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Steel Beam 5500.ecw:8195 Beams਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ Description Roof Beam - RB126਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Spans Considered Continuous Over Supports਍ഀ 1.00਍ഀ Span Information਍ഀ BEEN,਍ഀ Description਍ഀ L Cant਍ഀ Span਍ഀ Span਍ഀ ft਍ഀ 100਍ഀ 15.00਍ഀ Steel Section਍ഀ w8x18਍ഀ wsxis਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Unbraced Length਍ഀ ft਍ഀ 3.00਍ഀ 5.00਍ഀ Loads਍ഀ Live Load Used This Span ? I਍ഀ Yes਍ഀ Yes਍ഀ Dead Load਍ഀ k/ft਍ഀ 0.180਍ഀ Live Load਍ഀ k/ft਍ഀ 0.600਍ഀ DL @ Left਍ഀ k/ft਍ഀ 0.270਍ഀ DL @ Right਍ഀ k/ft਍ഀ LL @ Left਍ഀ k/ft ;਍ഀ 0.900਍ഀ LL @ Right਍ഀ k/ft਍ഀ Start਍ഀ ft਍ഀ End਍ഀ ft਍ഀ 15.000਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ 0.00਍ഀ 14.90਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 6.70਍ഀ Max @ Left End਍ഀ k-ft਍ഀ 0.00਍ഀ -3.51਍ഀ Max @ Right End਍ഀ k-ft਍ഀ -3.51਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi਍ഀ 2,769.4਍ഀ 11,758.3਍ഀ Fb : Allowable਍ഀ psi਍ഀ 33,000.0਍ഀ 30,000.0਍ഀ Bending OK਍ഀ 'Bending OK਍ഀ fv : Actual਍ഀ psi਍ഀ 1,249.9਍ഀ 3,249.7਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ Shear @ Right਍ഀ k਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ LL @ Left਍ഀ k਍ഀ Total @ Left਍ഀ k਍ഀ DL @ Right਍ഀ k਍ഀ LL @ Right਍ഀ k਍ഀ Total @ Right਍ഀ k਍ഀ Max. Deflection਍ഀ in਍ഀ @X=਍ഀ ft਍ഀ Span/Deflection Ratio਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ Shear਍ഀ k਍ഀ Moment਍ഀ k-ft਍ഀ Max. Deflection਍ഀ in਍ഀ 0.00 6.08਍ഀ 2.34 2.69਍ഀ 0.00 1.94਍ഀ 0.00 6.48਍ഀ 0.00 8.42਍ഀ 1.94 0.62਍ഀ 6.48 2.07਍ഀ 8.42 2.69਍ഀ 0.194 -0.324਍ഀ 0.00 7.30਍ഀ 370.9 555.7਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 00਍ഀ 0਍ഀ 6.08਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ -3.51਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.1941਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ ਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 6:39AM, 14 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Scope਍ഀ `਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ Page 1਍ഀ 5500.ecw:8195 Beams਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description਍ഀ Roof Beam - RB127਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Im"gi਍ഀ Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Cant਍ഀ Span਍ഀ Span਍ഀ ft਍ഀ 3.00਍ഀ 10.00਍ഀ Steel Section਍ഀ W10x12਍ഀ wiox12਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ Unbraced Length਍ഀ ft਍ഀ 3.00਍ഀ 5.00਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Dead Load k/ft਍ഀ 0.360਍ഀ Live Load k/ft਍ഀ 1.200਍ഀ Dead Load k/ft਍ഀ 0.360਍ഀ Live Load k/ft਍ഀ 1.200਍ഀ Start ft਍ഀ End ft਍ഀ 3.000਍ഀ 4.000਍ഀ DL @ Left k/ft਍ഀ 0.360਍ഀ DL @ Right k/ft਍ഀ LL @ Left k/ft਍ഀ 1.200਍ഀ LL @ Right k/ft਍ഀ Start ft਍ഀ 4.000਍ഀ End ft਍ഀ 10.000਍ഀ Results਍ഀ _਍ഀ k-ft਍ഀ Mmax @ Cntr਍ഀ 0.00਍ഀ 11.36਍ഀ @ X = ft਍ഀ 0.00਍ഀ 4.93਍ഀ Max @ Left End k ft਍ഀ 0.00਍ഀ -7.02਍ഀ Max @ Right End k-ft!਍ഀ -7.02਍ഀ 0.00਍ഀ fb : Actual psi਍ഀ 7,727.2਍ഀ 12,501.6਍ഀ Fb : Allowable psi਍ഀ 30,000.0਍ഀ 26,950.6਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv : Actual psi਍ഀ 2,495.6਍ഀ 4,034.6਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left k਍ഀ 0.00਍ഀ 7.57਍ഀ Shear @ Right k਍ഀ 4.68਍ഀ 3.35਍ഀ Reactions...਍ഀ DL @ Left k਍ഀ 0.00਍ഀ 2.83਍ഀ LL @ Left k਍ഀ 0.00਍ഀ 9.42਍ഀ Total @ Left k਍ഀ 0.00਍ഀ 12.25਍ഀ DL @ Right k਍ഀ 2.83਍ഀ 0.77਍ഀ LL @ Right k਍ഀ 9.42਍ഀ 2.58਍ഀ Total @ Right k਍ഀ 12.25਍ഀ 3.35਍ഀ Max. Deflection in਍ഀ 0.075਍ഀ -0.121਍ഀ @ X = ft਍ഀ 0.00਍ഀ 5.07਍ഀ Span/Deflection Ratio਍ഀ 964.0਍ഀ 992.3਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ U.UU਍ഀ U.UU਍ഀ 00਍ഀ 0਍ഀ U.UU਍ഀ 0਍ഀ 00਍ഀ V.u~਍ഀ 00਍ഀ 0਍ഀ Shear਍ഀ k਍ഀ 0.00਍ഀ 7.57਍ഀ 02਍ഀ 7਍ഀ 0.00਍ഀ 00਍ഀ 0਍ഀ 0.00਍ഀ 00਍ഀ 0਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ Moment਍ഀ Max. Deflection਍ഀ k-ft਍ഀ in਍ഀ 0.00਍ഀ 0.0747਍ഀ .਍ഀ -਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc.਍ഀ C' 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Ver5.8.0, 1-Dec-2003਍ഀ CALC Engineering Software਍ഀ Description Floor Beam - FB1਍ഀ Composite Steel Beam਍ഀ Page 1਍ഀ 5500.ecw:8182 beams਍ഀ Design Input਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name਍ഀ W12X14਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 22.500 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 5.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation਍ഀ Perpendicular਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location਍ഀ Slab Both Sides਍ഀ Dead Loads਍ഀ (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1਍ഀ 0.350 k/ft਍ഀ #1 k ft਍ഀ Live Loads਍ഀ (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ a਍ഀ Point Loads...਍ഀ # 1 0.500 k/ft # 1 k ft਍ഀ Summary OK Shored & Unshored਍ഀ Using: W12X14, Span = 22.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab E਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 25,842.7 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Unshored DL Stress Actual =਍ഀ 18,584.9 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Actual Shear Stress Actual =਍ഀ 4,081.2 psi਍ഀ Allowable =਍ഀ 20,000.0 psi਍ഀ OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) 'Actual =਍ഀ 33,537.9 psi਍ഀ Allowable =਍ഀ 45,000.0 psi਍ഀ OK਍ഀ MII / Strans(top) Actual =਍ഀ 344.4 psi਍ഀ Allowable =਍ഀ 1,575.0 psi਍ഀ OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII਍ഀ ) / Ss਍ഀ 44,104.5਍ഀ 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top' n)਍ഀ 595.3਍ഀ 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 5 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 26.00 k਍ഀ Total req'd 1/2 Span 3 studs Vh @ 100% 104.00k Vh : Used 61.98 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 3.750 It , Use਍ഀ 2 studs਍ഀ Zone 2 from਍ഀ 3.750 ft਍ഀ to਍ഀ 7.500 ft , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 7.500 ft਍ഀ to਍ഀ 11.250 ft , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 11.250 ft਍ഀ to਍ഀ 15.000 ft , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 15.000 ft਍ഀ to਍ഀ 18.750 It , Use਍ഀ 2 studs਍ഀ Zone 6 from਍ഀ 18.750 ft਍ഀ to਍ഀ 22.500 ft , Use਍ഀ 2 studs਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001 Composite Steel Beam਍ഀ User: KW-0606238, Ver 5.8.0, 1 -Dec-2003਍ഀ Page 2਍ഀ 5500.ecw:8182 beams਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ Description਍ഀ Floor Beam - FB1਍ഀ Deflections਍ഀ f਍ഀ I :Transformed਍ഀ 383.25 in4਍ഀ I : Effective 316.07in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.229 in਍ഀ (after shores removed)਍ഀ 0.817 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.314 in਍ഀ 0.314 in਍ഀ Total Uncured Deflection਍ഀ 0.229 in਍ഀ L / 1179.2਍ഀ 0.817 in L / 330.6਍ഀ Composite Deflection਍ഀ 0.544 in਍ഀ L / 496.7਍ഀ 1.131 in L / 238.7਍ഀ ~i Reactions਍ഀ Load Combinations... b਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 4.10k਍ഀ 4.10 k਍ഀ Composite਍ഀ 5.62 k਍ഀ 5.62 k਍ഀ Max DL + LL਍ഀ 9.72 k਍ഀ 9.72 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Dead Load Alone਍ഀ Dead + Const਍ഀ Live Load Only਍ഀ Dead + Live਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ Shear @ Right਍ഀ 23.04 k-ft਍ഀ Fb : Allow 33.00 psi਍ഀ 23.04 k-ft਍ഀ n : Strength 8.60਍ഀ 31.64 k-ft਍ഀ n : Deflection 8.51਍ഀ 54.68 k-ft਍ഀ 9.72 k਍ഀ 9.72 k਍ഀ Effective Flange Width...਍ഀ Based on Beam Span 5.625 It਍ഀ Based on Beam Spacing 5.000 ft਍ഀ Effective Width 5.000 ft਍ഀ Section Properties਍ഀ Section Name਍ഀ Depth਍ഀ Width਍ഀ Flange Thick਍ഀ Web Thick਍ഀ Area਍ഀ Weight਍ഀ I-steel਍ഀ S steel : top਍ഀ S steel : bottom਍ഀ W12X14਍ഀ 11.910 in਍ഀ 3.970 in਍ഀ 0.225 in਍ഀ 0.200 in਍ഀ 4.160 in2਍ഀ 14.130 #/ft਍ഀ 88.60 in4਍ഀ 14.88 in3਍ഀ 14.88 in3਍ഀ Ixx : Steel Section਍ഀ I transformed਍ഀ Strans : top਍ഀ Strans : bot਍ഀ Strans : eff @ bot਍ഀ n`Strans : Ef @ top਍ഀ X-X Axis from Bot਍ഀ Vh @ 100%਍ഀ 88.60 in4਍ഀ 382.59 in4਍ഀ 128.18 in3਍ഀ 28.50 in3਍ഀ 25.39 in3਍ഀ 880.2 in3਍ഀ 13.43 in਍ഀ 104.00 k਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ 1701 Wynkoop Street, Suite 200 Description਍ഀ Denver, CO 80202 Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ ;i Fax: 303.623.6602਍ഀ Rev: 580001 Page 1਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam 5500.ecw:8182 beams਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB2਍ഀ -਍ഀ Design Input਍ഀ Code Ref: AI st਍ഀ Section Name਍ഀ W10X12਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 14.000 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 5.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation਍ഀ Perpendicular਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location਍ഀ Slab Both Sides਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ # 1 0.350 k/ft਍ഀ Point Loads...਍ഀ # 1਍ഀ k ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.500 k/ft਍ഀ # 1਍ഀ k ft਍ഀ Summary਍ഀ OK Shored & Unshored.਍ഀ Using: W10X12, Span = 14.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac=਍ഀ 6.00in, Rib Width= 1.75in w/ Slab E਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 15,314.6 psi਍ഀ Allowable =਍ഀ 33,3310 psi OK਍ഀ Unshored DL Stress Actual = 9,763.1 psi਍ഀ Allowable =਍ഀ 33,333.0 psi OK਍ഀ Actual Shear Stress Actual = 3,217.7 psi਍ഀ Allowable =਍ഀ 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 18,646.1 psi Allowable = 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 213.0 psi Allowable = 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 23,247.2 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + Mil) / (Strans:top' n) 367.2 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs਍ഀ Total req'd 1/2 Span਍ഀ Zone 1 from਍ഀ Zone 2 from਍ഀ Zone 3 from਍ഀ Zone 4 from਍ഀ Zone 5 from਍ഀ Zone 6 from਍ഀ 2 per 1/2 beam span਍ഀ Stud Capacity਍ഀ 12.40 k਍ഀ V'h : min 22.13 k਍ഀ 2studs਍ഀ Vh @ 100%਍ഀ 88.50k਍ഀ Vh : Used 24.79 k਍ഀ 0.000 ft਍ഀ to਍ഀ 2.333 ft , Use਍ഀ 1 studs਍ഀ 2.333 ft਍ഀ to਍ഀ 4.667 ft , Use਍ഀ 1 studs਍ഀ 4.6667 ft਍ഀ to਍ഀ 7.000 ft , Use਍ഀ 0 studs਍ഀ 7.000 ft਍ഀ to਍ഀ 9.333 ft , Use਍ഀ 0 studs਍ഀ 9.333 ft਍ഀ to਍ഀ 11.667ft , Use਍ഀ 1 studs਍ഀ 11.667 ft਍ഀ to਍ഀ 14.000ft , Use਍ഀ 1 studs਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 200਍ഀ i਍ഀ S਍ഀ Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ te਍ഀ u਍ഀ 1701 Wynkoop Street,਍ഀ i਍ഀ i਍ഀ pt਍ഀ Descr਍ഀ on : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Scope਍ഀ 623.6602਍ഀ Fax: 303਍ഀ .਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 COt71(JO$Ite S਍ഀ teel Bec'3111਍ഀ Page 2਍ഀ 5500.ecw:8,82 beams਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB2਍ഀ Deflections਍ഀ I : Transformed 244.80 in4਍ഀ I : Effective 154.Kin4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing 0.070 in (after shores removed) 0.200 in਍ഀ Construction Loads Only 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing 0.096 in਍ഀ 0.096 in਍ഀ Total Uncured Deflection 0.070 in L / 2412.8਍ഀ 0.200 in L / 838.1਍ഀ Composite Deflection 0.166 in L/1012-9਍ഀ 0.297 in L / 566.4਍ഀ Reactions਍ഀ NEW=਍ഀ Load Combinations... @ Left਍ഀ @ Right਍ഀ Dead + Constuction 2.53 k਍ഀ 2.53 k਍ഀ Composite 3.50 k਍ഀ 3.50 k਍ഀ Max DL + LL 6.03 k਍ഀ 6.03 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone 8.87 k-ft Fb : Allow਍ഀ 33.00 psi Based on Beam Span਍ഀ 3.500 ft਍ഀ Dead + Const 8.87 k-ft n : Strength਍ഀ 8.60 Based on Beam Spacing਍ഀ 5.000 ft਍ഀ Live Load Only 12.25 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live 21.12 k-ft਍ഀ Effective Width਍ഀ 3.500 ft਍ഀ Support Shears਍ഀ Shear @ Left 6.03 k਍ഀ Shear @ Right 6.03 k਍ഀ section Properties਍ഀ Section Name W10X12਍ഀ Depth 9.870 in Ixx : Steel Section਍ഀ 53.80 in4਍ഀ Width 3.960 in I transformed਍ഀ 244.31 in4਍ഀ Flange Thick 0.210 in Strans : top਍ഀ 80.26 in3਍ഀ Web Thick 0.190 in Strans : bot਍ഀ 21.57 in3਍ഀ Area 3.540 in2 Strans : eff @ bot਍ഀ 16.55 in3਍ഀ Weight 12.024 #/ft n`Strans : Ef @ top਍ഀ 409.4 in3਍ഀ I-steel 53.80 in4 X-X Axis from Bot਍ഀ 11.33 in਍ഀ S steel : top 10.90 in3 Vh @ 100%਍ഀ 88.50 k਍ഀ S steel : bottom 10.90 in3਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1-11਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Rev: 580001 p਍ഀ User: KW-0606238,Ver 5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB3਍ഀ Page 1਍ഀ 5500.ecw:8182 beams਍ഀ Design In਍ഀ Section Name਍ഀ Beam Span਍ഀ Beam Spacing਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFFA bUUU਍ഀ W12X26 Fy 50.00 ksi਍ഀ 22.500 ft f'c 3,500.00 psi਍ഀ 5.000 ft Concrete Density 145.00 pcf਍ഀ Slab Thickness 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Perpendicular਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab Both Sides਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ 77-਍ഀ Point Loads...਍ഀ # 1 0.350 k/ft਍ഀ # 1 5.170 k 4.000ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.500 k/ft਍ഀ # 1 10.100 k 4.000 ft਍ഀ OK Shored & Unshored਍ഀ Using: W 12X26, Span = 22.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spec= 6.00in, Rib Width= 1.75in w/ Slab E਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam਍ഀ Actual = 24,114.9 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Unshored DL Stress਍ഀ Actual = 12,671.4 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Actual Shear Stress਍ഀ Actual = 7,973.4 psi਍ഀ Allowable =਍ഀ 20,000.0 psi਍ഀ OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans)਍ഀ 'Actual = 27,396.3 psi਍ഀ Allowable =਍ഀ 45,000.0 psi਍ഀ OK਍ഀ MII / Strans(top)਍ഀ Actual = 442.0 psi਍ഀ Allowable =਍ഀ 1,575.0 psi਍ഀ OK਍ഀ Alternate Unshored Stress਍ഀ Check : (Mdl + MII) / Ss਍ഀ 32,411.3਍ഀ 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans(top " n)਍ഀ 723.8਍ഀ 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 5 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 47.81 k਍ഀ Total req'd 1/2 Span 4studs Vh @ 100% 191.25k Vh : Used 61.98 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 2.700 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 2 from਍ഀ 2.700 ft਍ഀ to਍ഀ 5.400 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 5.400 ft਍ഀ to਍ഀ 8.100 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 8.100 ft਍ഀ to਍ഀ 12.900 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 12.900 ft਍ഀ to਍ഀ 17.700 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 6 from਍ഀ 17.700 ft਍ഀ to਍ഀ 22.500 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ '਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver 5਍ഀ .8.0, 1-Dec-2003 Composite Steel Beam਍ഀ Page 2਍ഀ 5500.ecw:8182 beams਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ Description਍ഀ Floor Beam - FB3਍ഀ Deflections਍ഀ I : Transformed਍ഀ 686.16 in4਍ഀ Shored਍ഀ Before 75 % Curing਍ഀ 0.235 in (after shores removed)਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.361 in਍ഀ Total Uncured Deflection਍ഀ 0.235 in L/1150.2਍ഀ Composite Deflection਍ഀ 0.596 in L / 452.8਍ഀ I : Effective਍ഀ Unshored਍ഀ 0.551 in਍ഀ 0.000 in਍ഀ 0.361 in਍ഀ 0.551 in਍ഀ 0.912 in਍ഀ L / 490.4਍ഀ L / 296.0਍ഀ n4਍ഀ Reactions਍ഀ _ W-਍ഀ Load Combinations...਍ഀ Dead + Constuction਍ഀ Composite਍ഀ Max DL + LL਍ഀ - -:_W_ .਍ഀ ;਍ഀ @ Left਍ഀ @ Right਍ഀ 8.48 k਍ഀ 5.15 k਍ഀ 13.93k਍ഀ 7.42 k਍ഀ 22.41 k਍ഀ 12.57 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Dead Load Alone਍ഀ 35.26 k-ft Fb : Allow਍ഀ Dead + Const਍ഀ 35.26 k-ft n : Strength਍ഀ Live Load Only਍ഀ 55.06 k-ft n : Deflection਍ഀ Dead + Live਍ഀ 90.18 k-ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 22.41 k਍ഀ Shear @ Right਍ഀ 12.57 k਍ഀ Effective Flange Width...਍ഀ 33.00 psi Based on Beam Span 5.625 ft਍ഀ 8.60 Based on Beam Spacing 5.000 ft਍ഀ 8.51਍ഀ Effective Width 5.000 ft਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X26਍ഀ Depth਍ഀ 12.220 in਍ഀ Ixx : Steel Section਍ഀ 204.00 in4਍ഀ Width਍ഀ 6.490 in਍ഀ I transformed਍ഀ 684.65 in4਍ഀ Flange Thick਍ഀ 0.380 in਍ഀ Strans : top਍ഀ 173.84 in3਍ഀ Web Thick਍ഀ 0.230 in਍ഀ Strans : bot਍ഀ 53.57 in3਍ഀ Area਍ഀ 7.650 in2਍ഀ Strains : eff @ bot਍ഀ 44.87 in3਍ഀ Weight਍ഀ 25.985 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 974.7 in3਍ഀ I-steel਍ഀ 204.00 in4਍ഀ X-X Axis from Bot਍ഀ 12.78 in਍ഀ S steel : top਍ഀ 33.39 in3਍ഀ Vh @ 100%਍ഀ 191.25 k਍ഀ S steel : bottom਍ഀ 33.39 in3਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ "਍ഀ 303.623.4927਍ഀ Scope:਍ഀ °i਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ Page 1਍ഀ ecw:8182 beams਍ഀ 5500਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ .਍ഀ Description਍ഀ Floor Beam - FB4 - Non comp਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Dead Load k/ft਍ഀ 0.350਍ഀ 0.350਍ഀ Live Load k/ft਍ഀ 0.500਍ഀ 0.500਍ഀ Point #1 DL k਍ഀ 8.310਍ഀ 26.520਍ഀ LL k਍ഀ 2.230਍ഀ 23.070਍ഀ @ X ft਍ഀ 4.000਍ഀ 2.500਍ഀ Results਍ഀ Mmax @ Cntr k-ft਍ഀ 43.53਍ഀ 0.00਍ഀ @ X = . ft਍ഀ 4.05਍ഀ 0.00਍ഀ Max @ Left End k-ft !਍ഀ ~਍ഀ 0:00਍ഀ -126.63਍ഀ 0਍ഀ 00਍ഀ Max @ Right End k-ft਍ഀ -126.63਍ഀ .਍ഀ fb : Actual psi਍ഀ 24,249.3਍ഀ 24,249.3਍ഀ Fb : Allowable psi਍ഀ 33,000.0਍ഀ 33,000.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv : Actual psi਍ഀ 4,095.8਍ഀ 12,412.7਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ Shear @ Right਍ഀ k਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ LL @ Left਍ഀ k਍ഀ Total @ Left਍ഀ k਍ഀ DL @ Right਍ഀ k਍ഀ LL @ Right਍ഀ k਍ഀ Total @ Right਍ഀ k਍ഀ Max. Deflection਍ഀ in਍ഀ @ X=਍ഀ ft਍ഀ Span/Deflection Ratio਍ഀ 12.60਍ഀ 17.06਍ഀ 7.77਍ഀ 4.83਍ഀ 12.60਍ഀ 35.81਍ഀ 32.97਍ഀ 68.78਍ഀ 0.102਍ഀ 18.30਍ഀ 2,640.6਍ഀ 51.71਍ഀ 49.59਍ഀ 35.81਍ഀ 32.97਍ഀ 68.78਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ -0.173਍ഀ 2.50਍ഀ 347.6਍ഀ M _ -਍ഀ Query Values਍ഀ j - -਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k਍ഀ 12.60਍ഀ 51.71਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ k-ft I਍ഀ -0.00਍ഀ -126.63਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in,਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa Job # 5500.02਍ഀ Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003਍ഀ Multi-Span Steel Beam਍ഀ Page 1਍ഀ 5500.ecw:8182 beams ,਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - 1`135 - Non comp਍ഀ IGeneral Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress 50.00 ksi਍ഀ Load Duration Factor਍ഀ 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ an Information਍ഀ Description਍ഀ Span਍ഀ Cant਍ഀ Span ft਍ഀ 22.50਍ഀ 2.50਍ഀ Steel Section਍ഀ W14X43਍ഀ W14X43਍ഀ End Fixity਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length ft਍ഀ 0.50਍ഀ 0.20਍ഀ L਍ഀ oads਍ഀ E਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Dead Load k/ft਍ഀ 0.350਍ഀ 0.350਍ഀ Live Load k/ft਍ഀ 0.500਍ഀ 0.500਍ഀ Point #1 DL k਍ഀ 14.670਍ഀ 7.530਍ഀ LL k਍ഀ 33.790਍ഀ 6.690਍ഀ @ X ft਍ഀ 4.000਍ഀ 2.500਍ഀ Results਍ഀ Mmax @ Cntr k-ft਍ഀ 183.83਍ഀ 0.00਍ഀ @ X = ft਍ഀ 4.05਍ഀ 0.00਍ഀ Max @ Left End k-ft਍ഀ 0.00਍ഀ -38.21਍ഀ Max @ Right End k-ft਍ഀ -38.21਍ഀ 0-00਍ഀ fb : Actual psi਍ഀ 35,202.3਍ഀ 7,316.3਍ഀ Fb : Allowable psi਍ഀ 33,000.0਍ഀ 33,000.0਍ഀ overstress਍ഀ Sending OK਍ഀ fv : Actual psi਍ഀ 11,451.2਍ഀ 3,923.1਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left k਍ഀ 47.71਍ഀ 16.34਍ഀ Shear @ Right k਍ഀ 19.88਍ഀ 14.22਍ഀ Reactions...਍ഀ DL @ Left k਍ഀ 15.11਍ഀ 15.84਍ഀ LL @ Left k਍ഀ 32.60਍ഀ 20.38਍ഀ Total @ Left k਍ഀ 47.71਍ഀ 36.22਍ഀ DL @ Right k਍ഀ 15.84਍ഀ 0.00਍ഀ LL @ Right k਍ഀ 20.38਍ഀ 0.00਍ഀ Total @ Right k਍ഀ 36.22਍ഀ 0.00਍ഀ Max. Deflection in਍ഀ -1.064਍ഀ 0.272਍ഀ @ X = ft਍ഀ 9.90਍ഀ 2.50਍ഀ Span/Deflection Ratio਍ഀ 253.8਍ഀ 220.5਍ഀ Query Values਍ഀ Location ft਍ഀ 0.00਍ഀ 0.00 0.00 0.00਍ഀ 0.00 0.00 0.00 0.00਍ഀ Shear k਍ഀ 47.71਍ഀ 16.34 0.00 0.00਍ഀ 0.00 0.00 0.00 0.00਍ഀ Moment k-ft਍ഀ -0.00਍ഀ -38.21 0.00 0.00਍ഀ 0.00 0.00 0.00 0.00਍ഀ Max. Deflection in਍ഀ 0.0000਍ഀ 0.0000 0.0000 0.0000਍ഀ 0.0000 0.0000 0.0000 0.0000਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ }਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.਍ഀ 1111਍ഀ 0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ Page 1਍ഀ ecw:8182 beams਍ഀ 5500਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ .਍ഀ Description Floor Beam - FB6 - Non comp਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Span਍ഀ Cant਍ഀ Span਍ഀ ft਍ഀ 22.50਍ഀ 2.50਍ഀ Steel Section਍ഀ W14X30਍ഀ W14x30਍ഀ End Fixity਍ഀ Pin-Pin਍ഀ Pin-Free਍ഀ Unbraced Length਍ഀ ft਍ഀ 0.50਍ഀ 0.20਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Dead Load਍ഀ k/ft਍ഀ 0.350਍ഀ 0.350਍ഀ Live Load਍ഀ k/ft਍ഀ 0.500਍ഀ 0.500਍ഀ Point #1 DL਍ഀ k਍ഀ 10.810਍ഀ 11.250਍ഀ LL਍ഀ k਍ഀ 15.700਍ഀ 9.770਍ഀ @ X਍ഀ ft਍ഀ 4.000਍ഀ 2.500਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ ~਍ഀ 108.77਍ഀ 0.00਍ഀ @ X=਍ഀ ft਍ഀ 4.05਍ഀ 0.00਍ഀ Max @ Left End਍ഀ k-ft਍ഀ 0.00਍ഀ -55.21਍ഀ Max @ Right End਍ഀ k-ft i਍ഀ -55.21਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi਍ഀ 31,039.5਍ഀ 15,753.7਍ഀ Fb : Allowable਍ഀ psi਍ഀ 33,000.0਍ഀ 33,000.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv : Actual਍ഀ psi਍ഀ 7,735.5਍ഀ 6,1918਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left a਍ഀ k਍ഀ 28.91਍ഀ 23.14਍ഀ Shear @ Right਍ഀ k਍ഀ 16.73਍ഀ 21.02਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 11.53਍ഀ 19.28਍ഀ LL @ Left਍ഀ k਍ഀ 17.38਍ഀ 20.59਍ഀ Total @ Left਍ഀ k਍ഀ 28.91਍ഀ 39.87਍ഀ DL @ Right਍ഀ k਍ഀ 19.28਍ഀ 0.00 .਍ഀ LL @ Right਍ഀ k਍ഀ 20.59਍ഀ 0.00਍ഀ Total @ Right਍ഀ k਍ഀ 39.87਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ -0.905਍ഀ 0.169਍ഀ @ X =਍ഀ ft਍ഀ 9.60਍ഀ 2.50਍ഀ Span/Deflection Ratio਍ഀ 298.4਍ഀ 354.9਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k਍ഀ 28.91਍ഀ 23.14਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ k-ft 's਍ഀ -0.00਍ഀ -55.21਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in,਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Description਍ഀ 5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ C Engineering Software਍ഀ Floor Beam - FB7਍ഀ Page 1਍ഀ 5500.ecw:8182 beams਍ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W1 2X22 Fy 50.00 ksi਍ഀ Beam Span 22.500 ft f'c 3,500.00 psi਍ഀ Beam Spacing 5.000 ft Concrete Density 1145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Rib Orientation਍ഀ Perpendicular਍ഀ Beam Location਍ഀ Slab One Side਍ഀ Stud Diameter 0.750 in਍ഀ Stud Height 3.000 in਍ഀ Beam Weight Added Internally਍ഀ Using Partial Composite Action਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ I Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads... Point Loads...਍ഀ # 1 0.210 k/ft # 1 4.640 k 7.000ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads... Point Loads...਍ഀ # 1 0.300 k/ft # 1 6.500 k 7.000 It਍ഀ Summary OK Shored & Unshored਍ഀ Using: W 12X22, Span = 22,50ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab C਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 28,895.3 psi Allowable = 33,333.0 psi OK਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 3 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 33.47 k਍ഀ Total req'd 1/2 Span 3 studs Vh @ 100% 133.88k Vh : Used 37.19 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 2.350 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 2 from਍ഀ 2.350 It਍ഀ to਍ഀ 4.700 It਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 4.700 ft਍ഀ to਍ഀ 7.050 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 4 from਍ഀ 7.050 ft਍ഀ to਍ഀ 12.200 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 5 from਍ഀ 12.200 It਍ഀ to਍ഀ 17.350 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 6 from਍ഀ 17.350 ft਍ഀ to਍ഀ 22.500 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Unshored DL Stress Actual = 16,542.0 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Actual Shear Stress Actual = 4,267.7 psi਍ഀ Allowable =਍ഀ 20,000.0 psi਍ഀ OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 33,203.3 psi਍ഀ Allowable =਍ഀ 45,000.0 psi਍ഀ OK਍ഀ MII / Strans(top) Actual = 665.0 psi਍ഀ Allowable =਍ഀ 1,575.0 psi਍ഀ OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss਍ഀ 39,070.1਍ഀ 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top' n)਍ഀ 1,153.4਍ഀ 1,575.0 psi਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ w: 580001਍ഀ er: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ 1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB7਍ഀ Page 2਍ഀ 5500.ecw:8182 beams਍ഀ Deflections਍ഀ I : Transformed਍ഀ 500.74 in4਍ഀ I : Effective 337.7Cin4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.295 in (after shores removed)਍ഀ 0.639 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.399 in਍ഀ 0.399 in਍ഀ Total Uncured Deflection਍ഀ 0.295 in L / 914.1਍ഀ 0.639 in L / 422.3਍ഀ Composite Deflection਍ഀ 0.695 in L / 388.6਍ഀ 1.039 in L / 260.0਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 5.81 k਍ഀ 4.05 k਍ഀ Composite਍ഀ 7.85 k਍ഀ 5.40 k਍ഀ Max DL + LL਍ഀ 13.66 k਍ഀ 9.45 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 34.94 k-ft Fb : Allow਍ഀ 33.00 psi Based on Beam Span 2.812 ft਍ഀ Dead + Const਍ഀ 34.94 k-ft n : Strength਍ഀ 8.60 Based on Beam Spacing 2.500 ft਍ഀ Live Load Only਍ഀ 47.58 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 82.52 k-ft਍ഀ Effective Width 2.500 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 13.66 k਍ഀ Shear @ Right਍ഀ 9.45 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X22਍ഀ Depth਍ഀ 12.310 in਍ഀ Ixx : Steel Section਍ഀ 156.00 in4਍ഀ Width਍ഀ 4.003 in਍ഀ I transformed਍ഀ 499.27 in4਍ഀ Flange Thick਍ഀ 0.425 in਍ഀ Strans : top਍ഀ 99.84 in3਍ഀ Web Thick਍ഀ 0.260 in਍ഀ Strans : bot਍ഀ 42.28 in3਍ഀ Area਍ഀ 6.480 in2਍ഀ Strans : eff @ bot਍ഀ 34.27 in3਍ഀ Weight਍ഀ 22.011 9/ft਍ഀ n'Strans : Ef @ top਍ഀ 555.6 in3਍ഀ ksteel਍ഀ 156.00 in4਍ഀ X-X Axis from Bot਍ഀ 11.81 in਍ഀ S steel : top਍ഀ 25.35 in3਍ഀ Vh @ 100%਍ഀ 133.88 k਍ഀ S steel : bottom਍ഀ 25.35 in3਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ y~Fax: 303.623.6602਍ഀ Composite Steel Beam਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description਍ഀ Floor Beam - FB8਍ഀ Job # 5500.02਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Page 1਍ഀ 5500.ecw:8182 beams਍ഀ Design Input਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name ^ W10X12਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 9.000 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 5.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Perpendicular਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab Both਍ഀ Sides਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1 0.350 k/ft਍ഀ #1 k ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.500 k/ft # 1 k ft਍ഀ Qa,਍ഀ Summary OK Shored & Unshored਍ഀ Using: W10X12, Span = 9.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spec= 6.00in, Rib Width= 1.75in w/ Slab B਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 6,483.8 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Unshored DL Stress Actual =਍ഀ 4,034.8 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Actual Shear Stress Actual =਍ഀ 2,068.5 psi਍ഀ Allowable =਍ഀ 20,000.0 psi਍ഀ OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual =਍ഀ 7,795.6 psi਍ഀ Allowable =਍ഀ 45,000.0 psi਍ഀ OK਍ഀ MII / Strans(top) Actual =਍ഀ 116.2 psi਍ഀ Allowable =਍ഀ 1,575.0 psi਍ഀ OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII)਍ഀ / Ss਍ഀ 9,607.3਍ഀ 38,000.0 psi਍ഀ Shored Concrete Stress Check. ...(Mdl + MII) /਍ഀ (Strans(top " n)਍ഀ 200.4਍ഀ 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 2 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 22.13 k਍ഀ Total req'd 112 Span 2studs Vh @ 100% 88.50k Vh : Used 24.79 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 1.500 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 2 from਍ഀ 1.500 ft਍ഀ to਍ഀ 3.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 3 from਍ഀ 3.000 ft਍ഀ to਍ഀ 4.500 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 4 from਍ഀ 4.500 ft਍ഀ to਍ഀ 6.000 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 5 from਍ഀ 6.000 ft਍ഀ to਍ഀ 7.500 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 6from਍ഀ 7.500 ft਍ഀ to਍ഀ 9.000ft਍ഀ , Use਍ഀ 1 studs਍ഀ i \਍ഀ Monroe & Newell Engineers, Inc਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ 33-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB8਍ഀ Composite Steel Beam਍ഀ - -਍ഀ Page 2਍ഀ 5500.ecw:8182 beams਍ഀ Deflections਍ഀ I : Transformed਍ഀ 223.42 in4਍ഀ I : Effective 143.5Ein4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.013 in਍ഀ (after shores removed) 0.034 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.018 in਍ഀ 0.018 in਍ഀ Total Uncured Deflection਍ഀ 0.013 in਍ഀ L/8418.5਍ഀ 0.034 in L / 3154.5਍ഀ Composite Deflectio਍ഀ n 0.031 in਍ഀ L/3534.0਍ഀ 0.052 in L / 2078.7਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 1.63 k਍ഀ 1.63 k਍ഀ Composite਍ഀ 2.25 k਍ഀ 2.25 k਍ഀ Max DL + LL਍ഀ 3.88 k਍ഀ 3.88 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 3.67 k-ft Fb਍ഀ : Allow਍ഀ 33.00 psi Based on Beam Span 2.250 ft਍ഀ Dead + Const਍ഀ 3.67 k-ft n :਍ഀ Strength਍ഀ 8.60 Based on Beam Spacing 5.000 ft਍ഀ Live Load Only਍ഀ 5.06 k-ft n :਍ഀ Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 8.73 k-ft਍ഀ Effective Width 2.250 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 3.88 k਍ഀ Shear @ Right਍ഀ 3.88 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W10X12਍ഀ Depth਍ഀ 9.870 in਍ഀ Ixx : Steel Section਍ഀ 53.80 in4਍ഀ Width਍ഀ 3.960 in਍ഀ I transformed਍ഀ 222.87 in4਍ഀ Flange Thick਍ഀ 0.210 in਍ഀ Strans : top਍ഀ 60.77 in3਍ഀ Web Thick਍ഀ 0.190 in਍ഀ Strans : bot਍ഀ 20.82 in3 .਍ഀ Area਍ഀ 3.540 in2਍ഀ Strains : eff @ bot਍ഀ 16.15 in3਍ഀ Weight਍ഀ 12.024 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 320.7 in3਍ഀ I-steel਍ഀ 53.80 in4਍ഀ X-X Axis from Bot਍ഀ 10.70 in਍ഀ S steel : top਍ഀ 10.90 in3਍ഀ Vh @ 100%਍ഀ 88.50 k਍ഀ S steel : bottom਍ഀ 10.90 in3਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ L਍ഀ 303.623.4927਍ഀ Scope਍ഀ `I਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, ver 5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ Page 1਍ഀ 550o.ecw:8182 beams਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description਍ഀ Floor Beam - F139਍ഀ Design Input਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 ibU, 2uua NrrH ouuu਍ഀ Section Name਍ഀ W12X14਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 13.000 It਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 10.000 It਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation਍ഀ Parallel਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location਍ഀ Slab One Side਍ഀ Dead Loads (applied before 75% curing)਍ഀ am .਍ഀ Full Span Uniform Loads... Point Loads...਍ഀ # 1 0.700 k/ft # 1 k ft Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads... Point Loads...਍ഀ # 1 1.000 k/ft # 1 k ft਍ഀ Summary OK Shored & Unshored਍ഀ Using: W 12X14, Span = 13.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab C਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 21,095.4 psi Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual = 12,167.6 psi Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual = 4,677.5 psi Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 24,474.3 psi Allowable = 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 468.7 psi Allowable = 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 29,205.8 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top ' n) 803.3 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 3 per 1/2 beam span਍ഀ Stud Capacity 8.75 k V'h : min 24.93 k਍ഀ Total req'd 1/2 Span 3studs Vh @ 100% 99.71 k Vh : Used 26.25 k਍ഀ Zone 1 from਍ഀ Zone 2 from਍ഀ Zone 3 from਍ഀ Zone 4 from਍ഀ Zone 5 from਍ഀ Zone 6 from਍ഀ 0.000 ft਍ഀ to਍ഀ 2.167 ft਍ഀ , Use਍ഀ 1 studs਍ഀ 2.167 ft਍ഀ to਍ഀ 4.333 ft਍ഀ , Use਍ഀ 2 studs਍ഀ 4.333 ft਍ഀ to਍ഀ 6.500 ft਍ഀ , Use਍ഀ 0 studs਍ഀ 6.500 ft਍ഀ to਍ഀ 8.667 ft਍ഀ , Use਍ഀ 0 studs਍ഀ 8.667 ft਍ഀ to਍ഀ 10.833 ft਍ഀ , Use਍ഀ 2 studs਍ഀ 10.833 ft਍ഀ to਍ഀ 13.000 It਍ഀ , Use਍ഀ 1 studs਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB9਍ഀ ਍ഀ Page 2਍ഀ 5500.ecw:8182 beams਍ഀ Deflections਍ഀ I : Transformed 302.96 in4਍ഀ I : Effective 198.5ein4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing 0.080 in਍ഀ (after shores removed) 0.179 in਍ഀ Construction Loads Only 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing 0.112 in਍ഀ 0.112 in਍ഀ Total Uncured Deflection 0.080 in਍ഀ L / 1958.7਍ഀ 0.179 in L / 873.9਍ഀ Composite Deflection 0.191 in਍ഀ L / 815.7਍ഀ 0.290 in L / 537.8਍ഀ Reactions਍ഀ Load Combinations... @ Left਍ഀ @ Right਍ഀ Dead + Constuction 4.64 k਍ഀ 4.64 k਍ഀ Composite 6.50 k਍ഀ 6.50 k਍ഀ Max DL + LL 11.14 k਍ഀ 11.14 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone 15.09 k-ft Fb਍ഀ : Allow਍ഀ 33.00 psi Based on Beam Span 1.625 ft਍ഀ Dead + Const 15.09 k-ft n :਍ഀ Strength਍ഀ 8.60 Based on Beam Spacing 5.000 ft਍ഀ Live Load Only 21.12 k-ft n :਍ഀ Deflection਍ഀ 8.51਍ഀ Dead + Live 36.21 k-ft਍ഀ Effective Width 1.625 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 11.14 k਍ഀ Shear @ Right਍ഀ 11.14 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X14਍ഀ Depth਍ഀ 11.910 in਍ഀ Ixx : Steel Section਍ഀ 88.60 in4਍ഀ Width਍ഀ 3.970 in਍ഀ I transformed਍ഀ 302.09 in4਍ഀ Flange Thick਍ഀ 0.225 in਍ഀ Strans : top਍ഀ 62.90 in3਍ഀ Web Thick਍ഀ 0.200 in਍ഀ Strans : bot਍ഀ 26.03 in3਍ഀ Area਍ഀ 4.160 in2਍ഀ Strans : eff @ bot਍ഀ 20.60 in3਍ഀ Weight਍ഀ 14.130 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 339.8 in3਍ഀ I-steel਍ഀ 88.60 in4਍ഀ X-X Axis from Bot਍ഀ 11.61 in਍ഀ S steel : top਍ഀ 14.88 in3਍ഀ Vh @ 100%਍ഀ 99.71 k਍ഀ S steel : bottom਍ഀ 14.88 in3਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ 'r Fax: 303.623.6602਍ഀ V: 580001 Page 1਍ഀ er: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ 1983-2003 ENERCALC Engineering Software 5500.ecw:8182 beams਍ഀ -A਍ഀ Description Floor Beam - FB10਍ഀ Design Input਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W14X30਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 17.000 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 10.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Parallel਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab One Side਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1 0.700 k/ft਍ഀ #1 4.050 k 4.500ft਍ഀ #2 k/ft਍ഀ #2 7.060 k 4.500ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 1.000 k/ft਍ഀ # 2 k/ft਍ഀ # 1਍ഀ # 2਍ഀ 5.400 k਍ഀ 6.140 k਍ഀ 4.500 ft਍ഀ 4.500 ft਍ഀ iummary਍ഀ OK Shored & Unshored਍ഀ Using: W 14X30, Span = 17.00ft, Slab Thickness = 4.500in, Deck Rib H਍ഀ t= 1.50in, Rib Spec= 6.00in, Rib Width=਍ഀ 1.75in w/ Slab C਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 29,255.8 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Unshored DL Stress Actual = 16,349.1 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Actual Shear Stress Actual = 8,392.2 psi਍ഀ Allowable =਍ഀ 20,000.0 psi਍ഀ OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 32,118.4 psi਍ഀ Allowable =਍ഀ 45,000.0 psi਍ഀ OK਍ഀ MII / Strans(top) Actual = 785.0 psi਍ഀ Allowable =਍ഀ 1,575.0 psi਍ഀ OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss਍ഀ 35,341.3਍ഀ 38,000.0 psi਍ഀ Shored Concrete Stress Check (MdI + MII) / (Strans:top' n)਍ഀ 1,456.3਍ഀ 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 3 per 1/2 beam span਍ഀ Stud Capacity 8.75 k V'h : min 32.60 k਍ഀ Total req'd 112 Span 4studs Vh @ 100% 130.39k Vh : Used 26.25 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 1.662 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 2 from਍ഀ 1.662 ft਍ഀ to਍ഀ 3.324 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 3.324 ft਍ഀ to਍ഀ 4.987 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 4 from਍ഀ 4.987 ft਍ഀ to਍ഀ 8.991 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 5 from਍ഀ 8.991 ft਍ഀ to਍ഀ 12.996ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 6 from਍ഀ 12.996 ft਍ഀ to਍ഀ 17.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ ~ CJ I਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ L 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ 580001਍ഀ KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam Page 2਍ഀ 33-2003 ENERCALC Engineering Software 5500.ecw:8182 beams਍ഀ Description Floor Beam - FB10਍ഀ Deflections਍ഀ I : Transformed਍ഀ 745.62 in4਍ഀ I : Effective 494.98n4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.195 in਍ഀ (after shores removed) 0.331 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.234 in਍ഀ 0.234 in਍ഀ Total Uncured Deflection਍ഀ 0.195 in਍ഀ L / 1047.2 0.331 in L / 615.6਍ഀ Composite Deflection਍ഀ 0.429 in਍ഀ L / 475.7 0.565 in L / 360.9਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 14.37 k਍ഀ 9.15 k਍ഀ Composite਍ഀ 16.99 k਍ഀ 11.55 k਍ഀ Max DL + LL਍ഀ 31.36 k਍ഀ 20.70 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 57.29 k-ft਍ഀ Fb : Allow਍ഀ 33.00 psi Based on Beam Span 2.125 ft਍ഀ Dead + Const਍ഀ 57.29'k-ft਍ഀ n : Strength਍ഀ 8.60 Based on Beam Spacing 5.000 ft਍ഀ Live Load Only਍ഀ 66.76 k-ft਍ഀ n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 123.85 k-ft਍ഀ Effective Width 2.125 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 31.36 k਍ഀ Shear @ Right਍ഀ 20.70 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W1 4X30਍ഀ Depth਍ഀ 13.840 in਍ഀ Ixx : Steel Section਍ഀ 291.00 in4਍ഀ Width਍ഀ 6.730 in਍ഀ I transformed਍ഀ 743.28 in4਍ഀ Flange Thick਍ഀ 0.385 in਍ഀ Strans : top਍ഀ 118.67 in3਍ഀ Web Thick਍ഀ 0.270 in਍ഀ Strans : bot਍ഀ 61.55 in3਍ഀ Area਍ഀ 8.850 in2਍ഀ Strains : eff @ bot਍ഀ 50.80 in3਍ഀ Weight਍ഀ 30.061 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 657.3 in3਍ഀ I-steel਍ഀ 291.00 in4਍ഀ X-X Axis from Bot਍ഀ 12.08 in਍ഀ S steel : top਍ഀ 42.05 in3਍ഀ Vh @ 100%਍ഀ 130.39 k਍ഀ S steel : bottom਍ഀ 42.05 in3਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001 - Page 1਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8182 beams਍ഀ Description Floor Beam - FB11਍ഀ [Design Input਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name਍ഀ W12X22਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 18.000 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 22.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation਍ഀ Parallel਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location਍ഀ Slab One Side਍ഀ Dead Loads਍ഀ (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1਍ഀ 0.840 k/ft਍ഀ #1 k ft਍ഀ Live Loads਍ഀ (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 1.200 k/ft # 1਍ഀ Summary਍ഀ Using: W 12X22, Span = 18.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac=਍ഀ k਍ഀ ft਍ഀ OK Shored & Unshored਍ഀ 6.00in, Rib Width= 1.75in w/ Slab C਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 29,839.2 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Unshored DL Stress Actual =਍ഀ 16,529.2 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Actual Shear Stress Actual =਍ഀ 5,798.3 psi਍ഀ Allowable =਍ഀ 20,000.0 psi਍ഀ OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual =਍ഀ 33,894.3 psi਍ഀ Allowable =਍ഀ 45,000.0 psi਍ഀ OK਍ഀ MII / Strans(top) Actual =਍ഀ 710.8 psi਍ഀ Allowable =਍ഀ 1,575.0 psi਍ഀ OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII਍ഀ ) / Ss਍ഀ 39,539.4਍ഀ 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top' n)਍ഀ 1,221.5਍ഀ 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 4 per 1/2 beam span਍ഀ Stud Capacity 8.75 k V'h : min 34.51 k਍ഀ Total req'd 1/2 Span 4studs Vh @ 100% 138.06k Vh : Used 35.00 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 3.000ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 2 from਍ഀ 3.000 ft਍ഀ to਍ഀ 6.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 3 from਍ഀ 6.000 ft਍ഀ to਍ഀ 9.000ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 9.000 ft਍ഀ to਍ഀ 12.000ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 12.000 ft਍ഀ to਍ഀ 15.000ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 6 from਍ഀ 15.000 ft਍ഀ to਍ഀ 18.000ft਍ഀ , Use਍ഀ 2 studs਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Description :Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope:਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001 Page 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)1983.2003 ENERCALC Engineering Software 5500.ecw:8182 beams਍ഀ Description Floor Beam - FB11਍ഀ Deflections਍ഀ -਍ഀ I : Transformed਍ഀ 489.28 in4਍ഀ I . Effective 323.81in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.217 in (after shores removed)਍ഀ 0.450 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.302 in਍ഀ 0.302 in਍ഀ Total Uncured Deflection਍ഀ 0.217 in L / 996.7਍ഀ 0.450 in L / 480.2਍ഀ Composite Deflection਍ഀ 0.519 in L/ 416.5਍ഀ 0.752 in L / 287.4਍ഀ Reactions਍ഀ __.3. _ -਍ഀ - -਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 7.76 k਍ഀ 7.76 k਍ഀ Composite਍ഀ 10.80 k਍ഀ 10.80 k਍ഀ Max DL + LL਍ഀ 18.56 k਍ഀ 18.56 k਍ഀ Analysis Values਍ഀ 9: _S਍ഀ i਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 34.91 k-ft਍ഀ Fb : Allow਍ഀ 33.00 psi Based on Beam Span 2.250 ft਍ഀ Dead + Const਍ഀ 34.91 k-ft਍ഀ n : Strength਍ഀ 8.60 Based on Beam Spacing 11.000 ft਍ഀ Live Load Only਍ഀ 48.60 k-ft਍ഀ n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 83.51 k-ft਍ഀ Effective Width 2.250 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 18.56 k਍ഀ Shear @ Right਍ഀ 18.56 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X22਍ഀ Depth਍ഀ 12.310 in਍ഀ Ixx : Steel Section਍ഀ 156.00 in4਍ഀ Width਍ഀ 4.003 in਍ഀ I transformed਍ഀ 487.85 in4਍ഀ Flange Thick਍ഀ 0.425 in਍ഀ Strains : top਍ഀ 95.40 in3਍ഀ Web Thick਍ഀ 0.260 in਍ഀ Strans : bot਍ഀ 41.71 in3਍ഀ Area਍ഀ 6.480 in2਍ഀ Strans : eff @ bot਍ഀ 33.58 in3਍ഀ Weight਍ഀ 22.011 #/ft਍ഀ n*Strans : Ef @ too਍ഀ 521.3 in3਍ഀ I-steel਍ഀ 156.00 in4਍ഀ X-X Axis from Bot਍ഀ 11.70 in਍ഀ S steel : top਍ഀ 25.35 in3਍ഀ Vh @ 100%਍ഀ 138.06 k਍ഀ S steel : bottom਍ഀ 25.35 in3਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope਍ഀ dr Fax: 303.623.6602਍ഀ r਍ഀ Rev: 580001 Page਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8182 beams਍ഀ Description Floor Beam - FB12਍ഀ Design Input਍ഀ Code Ref: RISC 9th ASD 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X22਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 12.000 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 22.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation਍ഀ Parallel਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab One Side਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1 0.840 k/ft਍ഀ #1 5.150 k 7.500ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 1.200 k/ft # 1 7.420 k 7.500 ft਍ഀ Summary OK Shored & Unshored਍ഀ ` Using: W12X22, Span = 12.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab C਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 4 per 1/2 beam span਍ഀ Stud Capacity 8.75 k V'h : min 23.01 k਍ഀ Total req'd 1/2 Span 3 studs Vh Q 100% 92.04k Vh : Used 35.00 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 2.480 ft , Use਍ഀ 1 studs਍ഀ Zone 2 from਍ഀ 2.480 ft਍ഀ to਍ഀ 4.960 ft , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 4.960 ft਍ഀ to਍ഀ 7.440 ft , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 7.440 ft਍ഀ to਍ഀ 8.960 ft , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 8.960 ft਍ഀ to਍ഀ 10.480 ft , Use਍ഀ 1 studs਍ഀ Zone 6 from਍ഀ 10.480 ft਍ഀ to਍ഀ 12.000 ft , Use਍ഀ 2 studs਍ഀ Q Bottom of Beam Actual =਍ഀ 24,438.5 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Unshored DL Stress Actual =਍ഀ 13,726.1 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Actual Shear Stress Actual =਍ഀ 6,320.2 psi਍ഀ Allowable =਍ഀ 20,000.0 psi਍ഀ OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual =਍ഀ 28,050.2 psi਍ഀ Allowable =਍ഀ 45,000.0 psi਍ഀ OK਍ഀ MII / Strans(top) Actual =਍ഀ 792.2 psi਍ഀ Allowable =਍ഀ 1,575.0 psi਍ഀ OK਍ഀ Alternate Unshored Stress Check : (Mdl +਍ഀ MII) / Ss਍ഀ 33,165.3਍ഀ 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top ° n)਍ഀ 1,351.6਍ഀ 1,575.0 psi਍ഀ +-6 'L 1਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001 Page਍ഀ 2਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8182 beams਍ഀ Description Floor Beam - FB12਍ഀ Deflections਍ഀ I : Transformed਍ഀ 434.55 in4਍ഀ I : Effective 327.77in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.073 in਍ഀ (after shores removed) 0.154 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.103 in਍ഀ 0.103 in਍ഀ Total Uncured Deflection਍ഀ 0.073 in਍ഀ L / 1967.8 0.154 in L / 936.6਍ഀ Composite Deflection਍ഀ 0.177 in਍ഀ L / 815.4 0.257 in L / 560.0਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 7.10k਍ഀ 8.39 k਍ഀ Composite਍ഀ 9.98 k਍ഀ 11.84 k਍ഀ Max DL + LL਍ഀ 17.09 k਍ഀ 20.23 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 28.99 k-ft. Fb : Allow਍ഀ 33.00 psi Based on Beam Span .਍ഀ 1.500 ft਍ഀ Dead + Const਍ഀ 28.99 k-ft n : Strength਍ഀ 8.60 Based on Beam Spacing਍ഀ 11.000 ft਍ഀ Live Load Only਍ഀ 41.06 k-fit n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 70.05 k-ft਍ഀ Effective Width਍ഀ 1.500 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 17.09 k਍ഀ Shear @ Right਍ഀ 20.23 k਍ഀ Section Properties਍ഀ F.਍ഀ Section Name਍ഀ W12X22਍ഀ Depth਍ഀ 12.310 in਍ഀ Ixx : Steel Section਍ഀ 156.00 in4਍ഀ Width਍ഀ 4.003 in਍ഀ I transformed਍ഀ 433.08 in4਍ഀ Flange Thick਍ഀ 0.425 in਍ഀ Strans : top਍ഀ 72.32 in3਍ഀ Web Thick਍ഀ 0.260 in਍ഀ Strans : bot਍ഀ 40.02 in3਍ഀ Area਍ഀ 6.480 in2਍ഀ Strans : eff @ bot਍ഀ 34.40 in3਍ഀ Weight਍ഀ 22.011 #/ft਍ഀ n*Strans : Ef @ top਍ഀ 467.1 in3਍ഀ I-steel਍ഀ 156.00 in4਍ഀ X-X Axis from Bot਍ഀ 10.82 in਍ഀ S steel : top਍ഀ 25.35 in3਍ഀ Vh @ 100%਍ഀ 92.04 k਍ഀ S steel : bottom਍ഀ 25.35 in3਍ഀ r i71i(i਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ ' 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 1਍ഀ (c)1983.2003 ENERCALC Enoineerina Software 5500.ecw:8182 beams਍ഀ Description Floor Beam - FB13਍ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X14 Fy 50.00 ksi਍ഀ Beam Span 9.000 ft f'c 3,500.00 psi਍ഀ Beam Spacing 5.000 ft Concrete Density 145.00 pcf਍ഀ Slab Thickness 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Perpendicular਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab Both Sides਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ .Point Loads...਍ഀ # 1 0.350 k/ft਍ഀ # 1 k ft਍ഀ Live Loads (applied after 75% curing)਍ഀ f਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.500 k/ft # 1 k ft਍ഀ Summary OK Shored & Unshored਍ഀ Using: W12X14, Span = 9.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab B਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 4,532.0 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual =਍ഀ 2,973.6 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual =਍ഀ 1,632.5 psi਍ഀ : Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 5,595.9 psi਍ഀ MII / Strans(top) Actual= 91.7 psi਍ഀ Alternate Unshored Stress Check : (Mdl + M11) / Ss਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top ' n)਍ഀ Allowable =਍ഀ Allowable =਍ഀ 7,056.7਍ഀ 158.4਍ഀ 45,000.0 psi OK਍ഀ 1,575.0 psi OK਍ഀ 38,000.0 psi਍ഀ 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 4 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 26.00 k਍ഀ Total req'd 1/2 Span 3studs Vh @ 100% 104.00k Vh : Used 49.58 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 1.500ft , Use਍ഀ 2 studs਍ഀ Zone 2 from਍ഀ 1.500 ft਍ഀ to਍ഀ 3.000ft , Use਍ഀ 1 studs਍ഀ Zone 3 from਍ഀ 3.000 ft਍ഀ to਍ഀ 4.500 ft , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 4.500 ft਍ഀ to਍ഀ 6.000ft , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 6.000 ft਍ഀ to਍ഀ 7.500ft , Use਍ഀ 1 studs਍ഀ Zone 6 from਍ഀ 7.500 ft਍ഀ to਍ഀ 9.000 ft , Use਍ഀ 2 studs਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001 Page਍ഀ User: KW-0606238, Ve, 1-Dec-2003 Composite Steel Beam (c)19833-2003 3 ENE ENERCALC LC En Engineering Software 5500.ecw:8182 beams਍ഀ Description Floor Beam - FB13਍ഀ Deflections਍ഀ I : Transformed 327.90 in4 I : Effective 253.83in4਍ഀ Shored Unshored਍ഀ Before 75 % Curing 0.007 in (after shores removed) 0.021 in਍ഀ Construction Loads Only 0.000 in 0.000 in਍ഀ After 75% Curing 0.010 in 0.010 in਍ഀ Total Uncured Deflection 0.007 in L/####.# 0.021 in L / 5164.9਍ഀ Composite Deflection 0.017 in L/6232.6 0.031 in L / 3491.5਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 1.64 k਍ഀ 1.64 k਍ഀ Composite਍ഀ 2.25 k਍ഀ 2.25 k਍ഀ Max DL + LL਍ഀ 3.89 k਍ഀ 3.89 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 3.69 k-ft Fb : Allow਍ഀ 33.00 psi Based on Beam Span 2.250 ft਍ഀ Dead + Const਍ഀ 3.69 k-ft n : Strength਍ഀ 8.60 Based on Beam Spacing 5.000 ft਍ഀ Live Load Only਍ഀ 5.06 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 8.75 k-ft਍ഀ Effective Width 2.250 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 3.89 k਍ഀ Shear @ Right਍ഀ 3.89 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X14਍ഀ Depth਍ഀ 11.910 in਍ഀ Ixx : Steel Section਍ഀ 88.60 in4਍ഀ Width਍ഀ 3.970 in਍ഀ I transformed਍ഀ 327.06 in4਍ഀ Flange Thick਍ഀ 0.225 in਍ഀ Strans : top਍ഀ 77.07 in3਍ഀ Web Thick਍ഀ 0.200 in਍ഀ Strans : bot਍ഀ 26.88 in3਍ഀ Area਍ഀ 4.160 in2਍ഀ Strans : eff @ bot਍ഀ 23.17 in3਍ഀ Weight਍ഀ 14.130 #/ft਍ഀ n`Strans : Ef @ top਍ഀ 497.3 in3਍ഀ [-steel਍ഀ 88.60 in4਍ഀ X-X Axis from Bot਍ഀ 12.17 in਍ഀ S steel : top਍ഀ 14.88 in3਍ഀ Vh @ 100%਍ഀ 104.00 k਍ഀ S steel : bottom਍ഀ 14.88 in3਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE਍ഀ Description :Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope਍ഀ ` Fax: 303.623.6602਍ഀ Job # 5500.02਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ (01983-2003 ENERCALC Enqineering Software਍ഀ Description਍ഀ . - - _-----A=-਍ഀ Beam - FB14਍ഀ Page 1਍ഀ 5500.ecw:8182 beams਍ഀ Design Input਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X14਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 18.000 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 5.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Perpendicular਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab One Side਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1 0.175k/ft਍ഀ #1 k ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.250 k/ft # 1 k ft਍ഀ Summary OK Shored & Unshored਍ഀ Using: W 12X14, Span = 18.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab C਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 9,212.3 psi Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual = 6,178.0 psi Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual = 1,659.2 psi Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 11,422.6 psi਍ഀ Allowable = 45,000.0 psi OK਍ഀ Mill / Strans(top) Actual = 183.3 psi਍ഀ Allowable = 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss਍ഀ 14,344.2 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top' n)਍ഀ 322.0 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 4 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 26.00 k਍ഀ Total req'd 112 Span 3 studs Vh @ 100% 104.00k Vh : Used 49.58 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 3.000 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 2 from਍ഀ 3.000 ft਍ഀ to਍ഀ 6.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 3 from਍ഀ 6.000 ft਍ഀ to਍ഀ 9.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 9.000 ft਍ഀ to਍ഀ 12.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 12.000 ft਍ഀ to਍ഀ 15.000ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 6 from਍ഀ 15.000 ft਍ഀ to਍ഀ 18.000 ft਍ഀ , Use਍ഀ 2 studs਍ഀ ~ _ ~j r਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door -Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602 _਍ഀ Rev: 580001 Page 2਍ഀ User: KW-0606238, Very-8-0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8182 beams਍ഀ Description Floor Beam - FB14਍ഀ Deflections਍ഀ LEV਍ഀ I : Transformed਍ഀ 327.90 in4਍ഀ I : Effective 253.82in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.061 in਍ഀ (alter shores removed)਍ഀ 0.174 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.080 in਍ഀ 0.080 in਍ഀ Total Uncured Deflection਍ഀ 0.061 in਍ഀ L /3561.1਍ഀ 0.174 in L / 1243.0਍ഀ Composite Deflection਍ഀ 0.141 in਍ഀ L / 1533.1਍ഀ 0.254 in L / 850.6਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 1.70 k਍ഀ 1.70 k਍ഀ Composite਍ഀ 2.25 k਍ഀ 2.25 k਍ഀ Max DL + LL਍ഀ 3.95 k਍ഀ 3.95 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 7.66 k-ft Fb : Allow਍ഀ 33.00 psi Based on Beam Span 2.250 ft਍ഀ Dead + Const਍ഀ 7.66 k-ft n : Strength਍ഀ 8.60 Based on Beam Spacing 2.500 ft਍ഀ Live Load Only਍ഀ 10.12 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 17.78 k-ft਍ഀ Effective Width 2.250 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 3.95 k਍ഀ Shear @ Right਍ഀ 3.95 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X14,਍ഀ Depth਍ഀ 11.910 in਍ഀ Ixx : Steel Section਍ഀ 88.60 in4਍ഀ Width਍ഀ 3.970 in਍ഀ I transformed਍ഀ 327.06 in4਍ഀ Flange Thick਍ഀ 0.225 in਍ഀ Strans : top਍ഀ 77.07 in3਍ഀ Web Thick਍ഀ 0.200 in਍ഀ Strans : bot਍ഀ 26.88 in3਍ഀ Area਍ഀ 4.160 in2਍ഀ Strans : eff @ bot਍ഀ 23.17 in3਍ഀ Weight਍ഀ 14.130 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 497.3 in3਍ഀ I-steel਍ഀ 88.60 in4਍ഀ X-X Axis from Bot਍ഀ 12.17 in਍ഀ S steel : top਍ഀ 14.88 in3਍ഀ Vh @ 100%਍ഀ 104.00 k਍ഀ S steel : bottom਍ഀ 14.88 in3਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope:਍ഀ Job # 5500.02਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ -25321MMUM SEE=਍ഀ Description Floor Beam - FB15਍ഀ Design Input਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 500019਍ഀ Section Name W12X14਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 10.000 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 15.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Parallel਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab Both Sides਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1 0.525 k/ft਍ഀ #1 1.700 k 6.000ft਍ഀ #2 k/ft਍ഀ #2 1.640 k 6.000ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.750 k/ft # 1 2.250 k 6.000 ft਍ഀ # 2 k/ft # 2 2.250 k 6.000 ft਍ഀ OK Shored & Unshored਍ഀ Using: W1 2X14, Span = 10.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab E਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 18,737.2 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual =਍ഀ 11,683.3 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual =਍ഀ 4,680.8 psi਍ഀ Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 22,504.1 psi਍ഀ Allowable =਍ഀ 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 330.9 psi਍ഀ Allowable =਍ഀ 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss਍ഀ 27,652.9਍ഀ 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top ' n)਍ഀ 573.0਍ഀ 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 4 per 1/2 beam span਍ഀ Stud Capacity 8.75 k V'h : min 26.00 k਍ഀ Total req'd 1/2 Span 3studs Vh @ 100% 104.00k Vh : Used 35.00 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 2.000 ft , Use਍ഀ 1 studs਍ഀ Zone 2 from਍ഀ 2.000 ft਍ഀ to਍ഀ 4.000ft , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 4.000 ft਍ഀ to਍ഀ 6.000ft , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 6.000 ft਍ഀ to਍ഀ 7.333 ft , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 7.333 ft਍ഀ to਍ഀ 8.667 ft , Use਍ഀ 1 studs਍ഀ Zone 6 from਍ഀ 8.667 ft਍ഀ to਍ഀ 10.000 ft , Use਍ഀ 2 studs਍ഀ Page 1਍ഀ 5500.ecw:8182 beams਍ഀ rr? I, t਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Page 2਍ഀ Lev5 a0?0 01਍ഀ W-0606238, V er 5.8.0, 1-Dec-2003 Comp„osite Steel Beam਍ഀ 3-2003 ENERCALC Engineering Software r 5500.ecw:8182 beams਍ഀ Description Floor Beam - FB15਍ഀ Deflections਍ഀ I : Transformed਍ഀ 336.37 in4਍ഀ I : Effective 232.34in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.035 in਍ഀ (after shores removed)਍ഀ 0.091 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.048 in਍ഀ 0.048 in਍ഀ Total Uncured Deflection਍ഀ 0.035 in਍ഀ L/3440.8਍ഀ 0.091 in L / 1312.1਍ഀ Composite Deflection਍ഀ 0.083 in਍ഀ L / 1451.5਍ഀ 0.139 in L / 861.9਍ഀ LReactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Riqht਍ഀ Dead + Constuction਍ഀ 4.03 k਍ഀ 4.70 k਍ഀ Composite਍ഀ 5.55 k਍ഀ 6.45 k਍ഀ Max DL + LL਍ഀ 9.58 k਍ഀ 11.15 k਍ഀ Analysis Values਍ഀ i਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 14.49 k-ft Fb : Allow਍ഀ 33.00 psi Based on Beam Span 2.500 ft਍ഀ Dead + Const਍ഀ 14.49 k-ft n : Strength਍ഀ 8.60 Based on Beam Spacing 15.000 ft਍ഀ Live Load Only਍ഀ 19.80 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 34.29 k-ft਍ഀ Effective Width 2.500 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 9.58 k਍ഀ Shear @ Right਍ഀ 11.15 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X14਍ഀ Depth਍ഀ 11.910 in਍ഀ Ixx : Steel Section਍ഀ 88.60 in4਍ഀ Width਍ഀ 3.970 in਍ഀ I transformed਍ഀ 335.57 in4਍ഀ Flange Thick਍ഀ 0.225 in਍ഀ Strans : top਍ഀ 83.49 in3਍ഀ Web Thick਍ഀ 0.200 in਍ഀ Strans : bot਍ഀ 27.08 in3਍ഀ Area਍ഀ 4.160 in2਍ഀ Strans : eff @ bot਍ഀ 21.96 in3਍ഀ Weight਍ഀ 14.130 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 470.3 in3਍ഀ ]-steel਍ഀ 88.60 in4਍ഀ X-X Axis from Bot਍ഀ 12.39 in਍ഀ S steel : top਍ഀ 14.88 in3਍ഀ Vh @ 100%਍ഀ 104.00 k਍ഀ S steel : bottom਍ഀ 14.88 in3਍ഀ Rev: 580007਍ഀ User: KW-06C਍ഀ (c) 1983-2003਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa Job # 5500.02਍ഀ Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ 1-Dec-2003 Multi-Span Steel Beam਍ഀ ineering Software਍ഀ Description਍ഀ Floor Beam - FB16 - Non comp਍ഀ Page 1਍ഀ 5500.ecw:8182 beams਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ -਍ഀ -MM Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Left਍ഀ Right਍ഀ Span ft਍ഀ 20.00਍ഀ 8.50਍ഀ Steel Section਍ഀ w14x43਍ഀ w14x43਍ഀ End Fixity਍ഀ Pin-Pin਍ഀ Pin-Pin਍ഀ Unbraced Length ft਍ഀ 0.50਍ഀ 0.50਍ഀ Loads਍ഀ uve Load used i his span Y਍ഀ Dead Load਍ഀ k/ft਍ഀ Live Load਍ഀ k/ft਍ഀ Point #1 DL਍ഀ k਍ഀ LL਍ഀ k਍ഀ @X਍ഀ ft਍ഀ Point #2 DL਍ഀ k਍ഀ LL਍ഀ k਍ഀ @X਍ഀ ft਍ഀ Point #3 DL਍ഀ k਍ഀ LL਍ഀ k਍ഀ @X਍ഀ ft਍ഀ ਍ഀ Yes਍ഀ Yes਍ഀ 0.350਍ഀ 0.350਍ഀ 0.500਍ഀ 0.500਍ഀ 14.560਍ഀ 5.150਍ഀ 25.041਍ഀ 7.420਍ഀ 14.500਍ഀ 2.500਍ഀ 4.030਍ഀ 5.550਍ഀ 2.500਍ഀ 4.540਍ഀ 6.250਍ഀ 5.000਍ഀ Results਍ഀ _2-_਍ഀ Mmax @ Cntr਍ഀ k-ft 1਍ഀ 88.63਍ഀ 0.00਍ഀ @ X =਍ഀ ft਍ഀ 14.40਍ഀ 8.50਍ഀ Max @ Left End਍ഀ k-ft਍ഀ 0.00਍ഀ -142.31਍ഀ Max @ Right End਍ഀ k-ft਍ഀ -142.31਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi਍ഀ 27,251.9਍ഀ 27,251.9਍ഀ Fb ; Allowable਍ഀ psi਍ഀ 33,000.0਍ഀ 33,000.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv : Actual਍ഀ psi਍ഀ 10,639.2਍ഀ 9,704.8਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k~਍ഀ 12.27਍ഀ 40.43਍ഀ Shear @ Right਍ഀ k਍ഀ 44.33਍ഀ 0.27਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 4.78਍ഀ 33.02਍ഀ LL @ Left਍ഀ k਍ഀ 7.49਍ഀ 51.74਍ഀ Total @ Left਍ഀ k'਍ഀ 12.27਍ഀ 84.76਍ഀ DL @ Right਍ഀ k,਍ഀ 33.02਍ഀ 0.45਍ഀ LL @ Right਍ഀ k਍ഀ 51.74਍ഀ -0.72਍ഀ Total @ Right਍ഀ k਍ഀ 84.76਍ഀ -0.27਍ഀ Max. Deflection਍ഀ in l਍ഀ -0.433਍ഀ 0.037਍ഀ @ X =਍ഀ ft਍ഀ 10.13਍ഀ 2.78਍ഀ Span/Deflection Ratio਍ഀ 554.5਍ഀ 2,743.5਍ഀ Query Values਍ഀ Location਍ഀ ft 1਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ k I਍ഀ 12.27਍ഀ 40.43਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ k-ft਍ഀ -0.00਍ഀ -142.31਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in !਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Ds9nr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Enqineerinq Software 5500.ecw:8182 beams਍ഀ Description Floor Beam - FB17਍ഀ Design Input਍ഀ Code Ref: AISC 9th ASD 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X14਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 15.000 It਍ഀ ft 3,500.00 psi਍ഀ Beam Spacing਍ഀ 5.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Perpen਍ഀ dicular਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab Both Sides਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1 0.350 k/ft਍ഀ #1 k ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.500 k/ft # 1 k ft਍ഀ aurnrnary OK Shored & Unshored਍ഀ Using: W 12X14, Span = 15.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab E਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 12,206.4 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual =਍ഀ 8,260.0 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual =਍ഀ 2,720.8 psi਍ഀ Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 15,322.8 psi਍ഀ MII / Strans(top) Actual = 181.9 psi਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans(top ` n)਍ഀ Allowable = 45,000.0 psi OK਍ഀ Allowable = 1,575.0 psi OK਍ഀ 19,602.0 38,000.0 psi਍ഀ 314.5 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 4 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 26.00 k਍ഀ Total req'd 1/2 Span 3studs Vh @ 100% 104.00k Vh : Used 49.58 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 2.500 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 2 from਍ഀ 2.500 ft਍ഀ to਍ഀ 5.000 It਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 3 from਍ഀ 5.000 ft਍ഀ to਍ഀ 7.500 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 7.500 ft਍ഀ to਍ഀ 10.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 10.000 ft਍ഀ to਍ഀ 12.500 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 6 from਍ഀ 12.500 ft਍ഀ to਍ഀ 15.000 ft਍ഀ , Use਍ഀ 2 studs਍ഀ ~_S30਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ L 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001 Page 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8182 beams਍ഀ Description Floor Beam - FB17਍ഀ Deflections਍ഀ I : Transformed਍ഀ Before 75 % Curing਍ഀ Construction Loads Only਍ഀ After 75% Curing਍ഀ Total Uncured Deflection਍ഀ Composite Deflection਍ഀ 11਍ഀ - _਍ഀ -_N___਍ഀ 364.81 in4਍ഀ I : Effective 279.32in4਍ഀ Shored਍ഀ Unshored਍ഀ 0.051 in (aRershoresremoved)਍ഀ 0.161 in਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ 0.070 in਍ഀ 0.070 in਍ഀ 0.051 in L/3517.1਍ഀ 0.161 in L/ 1115.6਍ഀ 0.122 in L / 1481.4਍ഀ 0.232 in L/ 777.1਍ഀ Reactions਍ഀ Load Combinations...਍ഀ Dead + Constuction਍ഀ Composite਍ഀ Max DL + LL਍ഀ @ Left @ Rioht਍ഀ 2.73 k 2.73 k਍ഀ 3.75 k 3.75 k਍ഀ 6.48 k਍ഀ 6.48 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Dead Load Alone਍ഀ Dead + Const਍ഀ Live Load Only਍ഀ Dead + Live਍ഀ 10.24 k-ft . Fb : Allow਍ഀ 10.24 k-ft n : Strength਍ഀ 14.06 k-ft n : Deflection਍ഀ 24.30 k-ft਍ഀ Effective Flange Width...਍ഀ 33.00 psi Based on Beam Span 3.750 ft਍ഀ 8.60 Based on Beam Spacing 5.000 ft਍ഀ 8.51਍ഀ Effective Width 3.750 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 6.48 k਍ഀ Shear @ Right਍ഀ 6.48 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X14਍ഀ Depth਍ഀ 11.910 in਍ഀ Ixx : Steel Section਍ഀ 88.60 in4਍ഀ Width਍ഀ 3.970 in਍ഀ I transformed਍ഀ 364.09 in4਍ഀ Flange Thick਍ഀ 0.225 in਍ഀ Strans : top਍ഀ 107.85 in3਍ഀ Web Thick਍ഀ 0.200 in਍ഀ Strains : bot਍ഀ 27.93 in3਍ഀ Area਍ഀ 4.160 in2਍ഀ Strans : eff @ bot਍ഀ 23.89 in3਍ഀ Weight਍ഀ 14.130 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 680.0 in3਍ഀ ]-steel਍ഀ 88.60 in4਍ഀ X-X Axis from Bot਍ഀ 13.03 in਍ഀ S steel : top਍ഀ 14.88 in3਍ഀ Vh @ 100%਍ഀ 104.00 k਍ഀ S steel : bottom਍ഀ 14.88 in3਍ഀ !-('-r਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Description :Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User; KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Encineerinc Software 5500.ecw:8182 beams਍ഀ Description Floor Beam --F518਍ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X14 Fy 50.00 ksi਍ഀ Beam Span 9.000 ft f'c 3,500.00 psi਍ഀ Beam Spacing 5.000 ft Concrete Density 145.00 pcf਍ഀ Slab Thickness 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Perpendicular਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab Both Sides਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.350 k/ft਍ഀ # 1 k ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.500 k/ft # 1 k ft਍ഀ 17uuuuai y OK Shored &Unshored਍ഀ Using: W 12X14, Span = 9.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spec= 6.00in, Rib Width= 1.75in w/ Slab B਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 4,532.0 psi Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual = 2,973.6 psi Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual = 1,632.5 psi Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 5,595.9 psi਍ഀ Allowable =਍ഀ 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 91.7 psi਍ഀ Allowable =਍ഀ 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss਍ഀ 7,056.7਍ഀ 38,000.0 psi਍ഀ Shored Concrete Stress Check....(Mdl + MII) / (Strans(top ' n)਍ഀ 158.4਍ഀ 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 4 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 26.00 k਍ഀ Total req'd 1/2 Span 3studs Vh @ 100% 104.00k Vh : Used 49.58 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 1.500 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 2 from਍ഀ 1.500 ft਍ഀ to਍ഀ 3.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 3 from਍ഀ 3.000 ft਍ഀ to਍ഀ 4.500 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 4.500 ft਍ഀ to਍ഀ 6.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 6.000 ft਍ഀ to਍ഀ 7.500 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 6 from਍ഀ 7.500 ft਍ഀ to਍ഀ 9.000 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Monroe & Newell Engineers, Inc.਍ഀ ' 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Y' Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 2਍ഀ (c)1983.2003 ENERCALC Engineering Software 5500.ecw:8182 beams਍ഀ Description Floor Beam - F1318਍ഀ Deflections਍ഀ I : Transformed 327.90 in4 I : Effective 253.85in4਍ഀ Shored Unshored਍ഀ Before 75 % Curing 0.007 in (after shores removed) 0.021 in਍ഀ Construction Loads Only 0.000 in 0.000 in਍ഀ After 75% Curing 0.010 in 0.010 in਍ഀ Total Uncured Deflection 0.007 in L/####.# 0.021 in L/ 5164.9਍ഀ Composite Deflection 0.017 in L/6232.6 0.031 in L / 3491.5਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 1.64 k਍ഀ 1464 k਍ഀ Composite਍ഀ 2425 k਍ഀ 2.25 k਍ഀ Max DL + LL਍ഀ 3.89 k਍ഀ 3.89 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 3.69 k-ft Fb : Allow਍ഀ 33.00 psi Based on Beam Span 2.250 ft਍ഀ Dead + Const਍ഀ 3469 k-ft n : Strength਍ഀ 8.60 Based on Beam Spacing 5.000 ft਍ഀ Live Load Only਍ഀ 5.06 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 8.75 k-ft਍ഀ Effective Width 2.250 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 3.89 k਍ഀ Shear @ Right਍ഀ 3.89 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X14਍ഀ Depth਍ഀ 11.910 in਍ഀ Ixx : Steel Section਍ഀ 88.60 in4਍ഀ Width਍ഀ 3.970 in਍ഀ I transformed਍ഀ 327.06 in4਍ഀ Flange Thick਍ഀ 0.225 in਍ഀ Strans : top਍ഀ 77.07 in3਍ഀ Web Thick਍ഀ 0.200 in਍ഀ Strans : bot਍ഀ 26.88 in3਍ഀ Area਍ഀ 4.160 in2਍ഀ Strans : eff @ bot਍ഀ 23.17 in3਍ഀ Weight਍ഀ 14.130 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 497.3 in3਍ഀ I-steel਍ഀ 88.60 in4਍ഀ X-X Axis from Bot਍ഀ 12.17 in਍ഀ S steel : top਍ഀ 14.88 in3਍ഀ Vh @ 100%਍ഀ 104.00 k਍ഀ S steel : bottom਍ഀ 14.88 in3਍ഀ !"1:3 5਍ഀ ? Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope :਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001 Page 1਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam 5500.ecw:8182 beams਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB19਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Design Input਍ഀ Y.਍ഀ Section Name਍ഀ W12X14਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 12.000 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 5.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation਍ഀ Perpendicular਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location਍ഀ Slab Both Sides਍ഀ Dead Loads਍ഀ (applied before 75% curing)਍ഀ Full Span Uniform Loads... t਍ഀ Point Loads...਍ഀ #1਍ഀ 0.350 k/ft਍ഀ #1 k ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ # 1 0.500 k/ft਍ഀ ਍ഀ Mm=਍ഀ Point Loads...਍ഀ #1 k਍ഀ ft਍ഀ Summary - OK Shored & Unshored਍ഀ Using: W12X14, Span = 12.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab E਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 7,913.8 psi Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual = 5,286.4 psi Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual = 2,176.6 psi Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 9,865.4 psi Allowable = 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 134.3 psi Allowable = 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 12,545.3 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top ` n) 232.1 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 4 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 26.00 k਍ഀ Total redd 1/2 Span 3 studs Vh @ 100% 104.00k Vh : Used 49.58 k਍ഀ Zone 1 from਍ഀ 0.000 It਍ഀ to਍ഀ 2.000ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 2 from਍ഀ 2.000 ft਍ഀ to਍ഀ 4.000ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 3 from਍ഀ 4.000 ft਍ഀ to਍ഀ 6.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 6.000 It਍ഀ to਍ഀ 8.000ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 8.000 ft਍ഀ to਍ഀ 10.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 6 from਍ഀ 10.000 ft਍ഀ to਍ഀ 12.000 ft਍ഀ , Use਍ഀ 2 studs਍ഀ 1 n .਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ Pa e 2਍ഀ g਍ഀ (c)1983-2003 ENERCALC Enqineerinq Software਍ഀ 5500.ecw:8182 beams਍ഀ Description Floor Beam - FB19਍ഀ Deflections਍ഀ I : Transformed਍ഀ 349.38 in4਍ഀ I : Effective 268.67in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.022 in (after shores removed)਍ഀ 0.066 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.030 in਍ഀ 0.030 in਍ഀ Total Uncured Deflection਍ഀ 0.022 in L / 6607.3਍ഀ 0.066 in L / 2178.9਍ഀ Composite Deflection਍ഀ 0.052 in L/2783.0਍ഀ 0.096 in L / 1499.8਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Rioht਍ഀ Dead + Constuction਍ഀ 2.18 k਍ഀ 2.18 k਍ഀ Composite਍ഀ 3.00 k਍ഀ 3.00 k਍ഀ MaxDL+LL਍ഀ 5.18k਍ഀ 5.18k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 6.55 k-ft਍ഀ Fb : Allow 33.00 psi Based on Beam Span 3.000 ft਍ഀ Dead + Const਍ഀ 6.55 k-ft਍ഀ n : Strength 8.60 Based on Beam Spacing 5.000 ft਍ഀ Live Load Only਍ഀ 9.00 k-ft਍ഀ n : Deflection 8.51਍ഀ Dead + Live਍ഀ 15.55 k-ft਍ഀ Effective Width 3.000 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 5.18 k਍ഀ Shear @ Right਍ഀ 5.18 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X14਍ഀ Depth਍ഀ 11.910 in਍ഀ Ixx : Steel Section਍ഀ 88.60 in4਍ഀ Width਍ഀ 3.970 in਍ഀ I transformed਍ഀ 348.61 in4਍ഀ Flange Thick਍ഀ 0.225 in਍ഀ Strans : top਍ഀ 93.50 in3਍ഀ Web Thick਍ഀ 0.200 in਍ഀ Strans : bot਍ഀ 27.49 in3਍ഀ Area਍ഀ 4.160 in2਍ഀ Strans : eff @ bot਍ഀ 23.59 in3਍ഀ Weight਍ഀ 14.130 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 594.8 in3਍ഀ I-steel਍ഀ 88.60 in4਍ഀ X-X Axis from Bot਍ഀ 12.68 in਍ഀ S steel : top਍ഀ 14.88 in3਍ഀ Vh @ 100%਍ഀ 104.00 k਍ഀ S steel : bottom਍ഀ 14.88 in3਍ഀ t~ jc਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 6:09AM, 15 DEC 05਍ഀ Description :Lodge Expansion਍ഀ Denver, CO 80202਍ഀ L 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver5-8.0, 1-Dec-2003 Composite Steel Beam Page 1਍ഀ (c)1983.2003 ENERCALC Engineering Software 5500.ecw:8182 beams਍ഀ Description Floor Beam - FB20਍ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W14X22 Fy 50.00 ksi਍ഀ Beam Span 19.000 ft f'c 3,500.00 psi਍ഀ Beam Spacing 5.000 ft Concrete Density 145.00 pcf਍ഀ Slab Thickness 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Parallel਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab Both Sides਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1 0.700 k/ft਍ഀ #1 k਍ഀ ft਍ഀ Live Loads (applied after 75% curing)਍ഀ -਍ഀ -਍ഀ ਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 1.000 k/ft਍ഀ Summary਍ഀ #1 k਍ഀ ft਍ഀ OK Shored & Unshored਍ഀ Using: W 14X22, Span = 19.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab E਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 23,926.1 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual =਍ഀ 13,497.9 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual =਍ഀ 5,176.7 psi਍ഀ Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 27,391.9 psi Allowable = 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 356.3 psi Allowable = 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + VIII) / Ss 32,191.9 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans(top " n) 613.5 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 5 per 1/2 beam span਍ഀ Stud Capacity 8.75 k V'h : min 40.56 k਍ഀ Total req'd 1/2 Span 5studs Vh @ 100% 162.25k Vh : Used 43.75 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 3.167 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 2 from਍ഀ 3.167 ft਍ഀ to਍ഀ 6.333 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 6.333 ft਍ഀ to਍ഀ 9.500 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 9.500 ft਍ഀ to਍ഀ 12.667 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 12.667 ft਍ഀ to਍ഀ 15.833 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 6 from਍ഀ 15.833 ft਍ഀ to਍ഀ 19.000 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ User: M (-0 06238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB20਍ഀ Composite Steel Beam਍ഀ 2 __-,E - &਍ഀ Page 2਍ഀ 5500.ecw:8182 beams਍ഀ Deflections਍ഀ I : Transformed਍ഀ 692.61 in4਍ഀ I਍ഀ : Effective 455.32in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.160 in਍ഀ (after shores removed)਍ഀ 0.367 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.222 in਍ഀ 0.222 in਍ഀ Total Uncured Deflection਍ഀ 0.160 in਍ഀ L / 1422.7਍ഀ 0.367 in L / 621.8਍ഀ Composite Deflection਍ഀ 0.382 in਍ഀ L / 596.3਍ഀ 0.589 in L / 387.3਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 6.86 k਍ഀ 6.86 k਍ഀ Composite਍ഀ 9.50 k਍ഀ 9.50 k਍ഀ Max DL + LL਍ഀ 16.36 k਍ഀ 16.36 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 32.58 k-ft Fb : Allow਍ഀ 33.00 psi Based on Beam Span 4.750 ft਍ഀ Dead + Const਍ഀ 32.58 k-ft n : Strength਍ഀ 8.60 Based on Beam Spacing 5.000 ft਍ഀ Live Load Only਍ഀ 45.12 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 77.71 k-ft਍ഀ Effective Width 4.750 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 16.36 k਍ഀ Shear @ Right਍ഀ 16.36 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W14X22਍ഀ Depth਍ഀ 13.740 in਍ഀ Ixx : Steel Section਍ഀ 199.00 in4਍ഀ Width਍ഀ 5.000 in਍ഀ I transformed਍ഀ 691.20 in4਍ഀ Flange Thick਍ഀ 0.335 in਍ഀ Strans : top਍ഀ 176.73 in3਍ഀ Web Thick਍ഀ 0.230 in਍ഀ Strans : bot਍ഀ 48.24 in3਍ഀ Area਍ഀ 6.490 1n2਍ഀ Strans : eff @ bot਍ഀ 38.97 in3਍ഀ Weight਍ഀ 22.045 #/ft਍ഀ n`Strans : Ef @ top਍ഀ 909.0 in3਍ഀ I-steel਍ഀ 199.00 in4਍ഀ X-X Axis from Bot਍ഀ 14.33 in਍ഀ S steel : top਍ഀ 28.97 in3਍ഀ Vh @ 100%਍ഀ 162.25 k਍ഀ S steel : bottom਍ഀ 28.97 in3਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Job # 5500.02਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ nev. 580001਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB21਍ഀ Composite Steel Beam਍ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X14 Fy 50.00 ksi਍ഀ Beam Span 8.000 ft f'c 3,500.00 psi਍ഀ Beam Spacing 10.000 ft Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ Deck Rib Height਍ഀ Rib Spacing਍ഀ Rib Width਍ഀ Rib Orientation਍ഀ Beam Location਍ഀ 4.500 in਍ഀ 1.500 in਍ഀ 6.000 in਍ഀ 1.750 in਍ഀ Parallel਍ഀ Slab One Side਍ഀ Stud Diameter 0.750 in਍ഀ Stud Height 3.000 in਍ഀ Beam Weight Added Internally਍ഀ Using Partial Composite Action਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads... Point Loads...਍ഀ # 1 0.350 k/ft # 1 k ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads... Point Loads...਍ഀ # 1 0.500 k/ft # 1 k ft਍ഀ Summary਍ഀ OK Shored & Unshored਍ഀ Using: W12X14, Span = 8.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab C਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 3,718.2 psi Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual = 2,349.5 psi Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual = 1,451.1 psi Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 4,500.9 psi Allowable = 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 123.8 psi Allowable = 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 5,575.7 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top * n) 214.0 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 4 per 1/2 beam span਍ഀ Stud Capacity਍ഀ Total req'd 1/2 Span 2 studs Vh @ 100%਍ഀ Page 1਍ഀ 5500.ecw:8182 beams਍ഀ 8.75 k V'h : min 15.34 k਍ഀ 61.36k Vh : Used 35.00 k਍ഀ Zone 1 from਍ഀ 0.000 It਍ഀ to਍ഀ 1.333 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 2 from਍ഀ 1.333 ft਍ഀ to਍ഀ 2.667 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 3 from਍ഀ 2.667 ft਍ഀ to਍ഀ 4.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 4.000 ft਍ഀ to਍ഀ 5.333 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 5.333 ft਍ഀ to਍ഀ 6.667 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 6 from਍ഀ 6.667 ft਍ഀ to਍ഀ 8.000 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User KW-0606238, Ver਍ഀ (c)1983-2003 ENERCAL਍ഀ Description Floor Beam - FB21਍ഀ Composite Steel Beam਍ഀ Page 2਍ഀ 5500.ecw:8182 beams਍ഀ Deflections਍ഀ I : Transformed਍ഀ 262.87 in4 I਍ഀ : Effective਍ഀ 220.22in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.005 in (after shores removed)਍ഀ 0.013 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.007 in਍ഀ 0.007 in਍ഀ Total Uncured Deflection਍ഀ 0.005 in L਍ഀ 0.013 in਍ഀ L / 7353.9਍ഀ Composite Deflection਍ഀ 0.012 in L /7698.9਍ഀ 0.020 in਍ഀ L / 4737.0਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 1.46 k਍ഀ 1.46 k਍ഀ Composite਍ഀ 2.00 k਍ഀ 2.00 k਍ഀ Max DL + LL਍ഀ 3.46 k਍ഀ 3.46 k਍ഀ Analysis Values਍ഀ 1਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 2.91 k-ft਍ഀ Fb : Allow 33.00 psi Based on Beam Span 1.000 ft਍ഀ Dead + Const਍ഀ 2.91 k-ft਍ഀ n : Strength 8.60 Based on Beam Spacing 5.000 ft਍ഀ Live Load Only਍ഀ 4.00 k-ft਍ഀ n : Deflection 8.51਍ഀ Dead + Live਍ഀ 6.91 k-ft਍ഀ Effective Width 1.000 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 3.46 k਍ഀ Shear @ Right਍ഀ 3.46 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X14਍ഀ Depth਍ഀ 11.910 in਍ഀ Ixx : Steel Section਍ഀ 88.60 in4਍ഀ Width਍ഀ 3.970 in਍ഀ I transformed਍ഀ 261.96 in4਍ഀ Flange Thick਍ഀ 0.225 in਍ഀ Strans : top਍ഀ 45.07 in3਍ഀ Web Thick਍ഀ 0.200 in਍ഀ Strans : bot਍ഀ 24.72 in3਍ഀ Area਍ഀ 4.160 in2਍ഀ Strans : eff @ bot਍ഀ 22.31 in3਍ഀ Weight਍ഀ 14.130 #/ft਍ഀ n`Strans : Ef @ top਍ഀ 324.0 in3਍ഀ I-steel਍ഀ 88.60 in4਍ഀ X-X Axis from Bot਍ഀ 10.60 in਍ഀ S steel : top਍ഀ 14.88 in3਍ഀ Vh @ 100%਍ഀ 61.36 k਍ഀ S steel : bottom਍ഀ 14.88 in3਍ഀ Title : Vail's Front Door Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ r~ r'z਍ഀ Job # 5500.02਍ഀ Date: 6:09AM. 15 DEC 05਍ഀ r,਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500਍ഀ 02਍ഀ `਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE Date: 6:09AM,਍ഀ .਍ഀ 15 DEC 05਍ഀ Denver, CO 80202਍ഀ Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: "2਍ഀ 0਍ഀ 1਍ഀ 0਍ഀ 6਍ഀ 06238,਍ഀ er: K3 I ENERCALC LC Engineering V Composite਍ഀ (c)1983-200 ENEginneering eering Software਍ഀ Steel Beam਍ഀ Page 1਍ഀ 5500.ecw:8182 beams਍ഀ Description਍ഀ Floor Beam - FB22਍ഀ Design Input਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name਍ഀ W14X22਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 14.000 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 5.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation਍ഀ Perpendicular਍ഀ Elastic Modulus 29਍ഀ 000.00 ksi਍ഀ Beam Location਍ഀ Slab Both Sides਍ഀ ,਍ഀ Dead Loads (applied before 75% curing)਍ഀ NQ਍ഀ Full Span Uniform Loads...਍ഀ Point Loads....਍ഀ # 1 0.350 k/ft਍ഀ # 1਍ഀ 6.860 k਍ഀ 5.000ft਍ഀ # 2 k/ft਍ഀ # 2਍ഀ 0.970 k਍ഀ 6.000ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.500 k/ft਍ഀ # 1਍ഀ 9.500 k਍ഀ 5.000 ft਍ഀ # 2 k/ft਍ഀ # 2਍ഀ 3.230 k਍ഀ 6.000 ft਍ഀ Summary਍ഀ OK Shored & Unshored਍ഀ Using: W 14X22, Span = 14.00ft, Slab Thickness਍ഀ = 4.500in, Deck Rib਍ഀ Ht= 1.50in, Rib Spac਍ഀ = 6.00in, Rib Widt਍ഀ h= 1.75in w/ Slab E਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 25,830.7 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Unshored DL Stress Actual =਍ഀ 13,731.5 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Actual Shear Stress Actual =਍ഀ 6,019.1 psi਍ഀ Allowable = .਍ഀ 20,000.0 psi਍ഀ OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 29,386.2 psi Allowable = 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 497.3 psi Allowable = 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 34,856.0 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans(top * n) 820.5 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 4 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 40.56 k਍ഀ Total req'd 1/2 Span 4studs Vh @ 100% 162.25k Vh : Used 49.58 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 1.680 ft , Use਍ഀ 1 studs਍ഀ Zone 2 from਍ഀ 1.680 ft਍ഀ to਍ഀ 3.360 ft , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 3.360 ft਍ഀ to਍ഀ 5.040 ft , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 5.040 ft਍ഀ to਍ഀ 8.027 It , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 8.027 ft਍ഀ to਍ഀ 11.013 ft , Use਍ഀ 1 studs਍ഀ Zone 6 from਍ഀ 11.013 ft਍ഀ to਍ഀ 14.000 ft , Use਍ഀ 2 studs਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ 1983-2003਍ഀ Ver 5.8.0, 1-Dec-2003਍ഀ CALC Engineering Software਍ഀ Composite Steel Beam਍ഀ Page 2਍ഀ 5500.ecw:8182 beams਍ഀ Description Floor Beam FB22਍ഀ Deflections਍ഀ I : Transformed਍ഀ 649.71 in4਍ഀ I : Effective 448.1 Ein4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.078 in਍ഀ (after shores removed) 0.177 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.122 in਍ഀ 0.122 in਍ഀ Total Uncured Deflection਍ഀ 0.078 in਍ഀ L/2140.4 0.177 in L / 950.4਍ഀ Composite Deflection਍ഀ 0.200 in਍ഀ L / 839.2 0.298 in : L / 563.0਍ഀ Reactions਍ഀ Load Combinations... @ Left @ Right਍ഀ .Dead + Constuction 7.57 k • 5.47 k਍ഀ Composite਍ഀ 11.45 k਍ഀ 8.28 k਍ഀ Max DL + LL਍ഀ 19.02 k਍ഀ 13.75 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 33.15 k-ft਍ഀ Fb : Allow਍ഀ 33.00 psi਍ഀ Based on Beam Span 3.500 ft਍ഀ Dead + Const਍ഀ 33.15 k-ft਍ഀ n : Strength਍ഀ 8.60਍ഀ Based on Beam Spacing 5.000 ft਍ഀ Live Load Only਍ഀ 50.99 k-ft਍ഀ n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 84.14 k-ft਍ഀ Effective Width 3.500 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 19.02 k਍ഀ Shear @ Right਍ഀ 13.75 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W14X22਍ഀ Depth਍ഀ 13.740 in਍ഀ Ixx : Steel Section਍ഀ 199.00 in4਍ഀ Width਍ഀ 5.000 in਍ഀ I transformed਍ഀ 648.14 in4਍ഀ Flange Thick਍ഀ 0.335 in਍ഀ Strans : top਍ഀ 143.08 in3਍ഀ Web Thick਍ഀ 0.230 in਍ഀ Strans : bot਍ഀ 47.27 in3਍ഀ Area਍ഀ 6.490 in2਍ഀ Strans : eff @ bot਍ഀ 39.09 in3਍ഀ Weight਍ഀ 22.045 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 791.6 in3਍ഀ I-steel਍ഀ 199.00 in4਍ഀ X-X Axis from Bot਍ഀ 13.71 in਍ഀ S steel : top਍ഀ 28.97 in3਍ഀ Vh @ 100%਍ഀ 162.25 k਍ഀ S steel : bottom਍ഀ 28.97 in3਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Denver, CO 80202਍ഀ Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope :਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi -Span Steel -Beam਍ഀ (c)1983-2003 ENERCALC Engineering software਍ഀ Page 1਍ഀ 5500.ecw:8182 beams਍ഀ Description Floor Beam - FB23 - Non Comp਍ഀ General Information਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ Cant span਍ഀ I਍ഀ Span ft 4.00 15.00਍ഀ Steel Section w14x30 w14x30਍ഀ End Fixity Free-Pin Pin-Pin਍ഀ Unbraced Length ft 4.00 0.50਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes Yes਍ഀ Dead Load k/ft਍ഀ 0.175 0.350਍ഀ Live Load k/ft਍ഀ 0.250 0.500਍ഀ Point #1 DL k਍ഀ 1.460 1.140਍ഀ LL k਍ഀ 2.000 3.750਍ഀ @ X ft਍ഀ 1.000਍ഀ Point #2 DL k਍ഀ 1.300 6.860਍ഀ LL k਍ഀ 4.330 9.500਍ഀ @ X ft਍ഀ 6.000਍ഀ Point #3 DL k਍ഀ 2.810਍ഀ LL k਍ഀ 9.400਍ഀ @ X ft਍ഀ 7.000਍ഀ ~ Results਍ഀ Mmax @ Cntr਍ഀ k-ft਍ഀ 0.00਍ഀ 103.14਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 7.00਍ഀ Max @ Left End਍ഀ k-ft ~਍ഀ 0.00਍ഀ -39.76਍ഀ Max @ Right End਍ഀ k-ft਍ഀ -39.76਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi਍ഀ 11,345.7਍ഀ 29,431.8਍ഀ Fb : Allowable਍ഀ psi਍ഀ 33,000.0਍ഀ 33,000.0਍ഀ fv : Actual਍ഀ Bending OK਍ഀ Bending OK਍ഀ psi਍ഀ 2,887.5਍ഀ 8,006.2਍ഀ Fv : Allowable਍ഀ psi i਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ is਍ഀ -਍ഀ -਍ഀ _਍ഀ .਍ഀ ਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 29.92਍ഀ Shear @ Right਍ഀ k਍ഀ 10.79਍ഀ 16.29਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 13.59਍ഀ LL @ Left਍ഀ k਍ഀ 0.00਍ഀ 27.11਍ഀ Total @ Left਍ഀ k;਍ഀ 0.00਍ഀ 40.71਍ഀ DL @ Right਍ഀ k j਍ഀ 13.59਍ഀ 5.93਍ഀ LL @ Right਍ഀ k j਍ഀ 27.11਍ഀ 10.37਍ഀ Total @ Right਍ഀ k਍ഀ 40.71਍ഀ 16.29਍ഀ Max. Deflection਍ഀ in਍ഀ 0.245਍ഀ -0.411਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 7.40਍ഀ Span/Deflection Ratio਍ഀ 392.6਍ഀ 437.7਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0਍ഀ 00਍ഀ 0਍ഀ 00਍ഀ Shear਍ഀ k਍ഀ 0.00਍ഀ 29.92਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ Moment਍ഀ k-ft਍ഀ 0.00਍ഀ -39.76਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ .਍ഀ 0਍ഀ 00਍ഀ Max. Deflection਍ഀ in਍ഀ 0.2445਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description or Beam - FB24਍ഀ Page 1਍ഀ 5500.ecw:8182 beams਍ഀ Design Input਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name਍ഀ W1 2X14਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 8.000 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 10.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation਍ഀ Perpendicular਍ഀ Elastic Modulus 29਍ഀ 000਍ഀ 00 ksi਍ഀ Beam Location਍ഀ Slab One Side਍ഀ ,਍ഀ .਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads... Point Loads...਍ഀ # 1 0.350 k/ft # 1 k ft਍ഀ Live Loads਍ഀ (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.500 k/ft਍ഀ # 1਍ഀ k਍ഀ ft਍ഀ Summary਍ഀ _਍ഀ OK Shor਍ഀ ed & Unshored਍ഀ Using: W 12X14, Span= 8.00ft, Slab Thickness= 4.500in, Deck Rib H਍ഀ t= 1.50in, Rib Spac=਍ഀ 6.00in, Rib Width਍ഀ = 1.75in w/ Slab C਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 3,396.5 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Unshored DL Stress Actual = 2,349.5 psi਍ഀ Allowable =਍ഀ 33,333.0 psi਍ഀ OK਍ഀ Actual Shear Stress Actual = 1,451.1 psi਍ഀ Allowable =਍ഀ 20,000.0 psi਍ഀ OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 4,314.8 psi਍ഀ Allowable =਍ഀ 45,000.0 psi਍ഀ OK਍ഀ MII / Strans(top) Actual = 128.5 psi਍ഀ Allowable =਍ഀ 1,575.0 psi਍ഀ OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss਍ഀ 5,575.7਍ഀ 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans(top ' n)਍ഀ 222.1਍ഀ 1,575.0 psi਍ഀ 5near Studs & Shear Transfer਍ഀ Actual # Studs਍ഀ Total req'd 112 Span਍ഀ Zone 1 from਍ഀ Zone 2 from਍ഀ Zone 3 from਍ഀ Zone 4 from਍ഀ Zone 5 from਍ഀ Zone 6 from਍ഀ 4 per 1/2 beam span਍ഀ Stud Capacity਍ഀ 2 studs਍ഀ Vh @ 100%਍ഀ 0.000 ft਍ഀ to਍ഀ 1.333 ft਍ഀ to਍ഀ 2.667 ft਍ഀ to਍ഀ 4.000 ft਍ഀ to਍ഀ 5.333 ft਍ഀ to਍ഀ 6.667 ft਍ഀ to਍ഀ 12.40 k਍ഀ 53.55 k਍ഀ 1.333 ft , Use਍ഀ 2.667 ft , Use਍ഀ 4.000ft , Use਍ഀ 5.333 ft , Use਍ഀ 6.667 ft Use਍ഀ 8.000ft , Use਍ഀ 2 studs਍ഀ 1 studs਍ഀ 1 studs਍ഀ 1 studs਍ഀ 1 studs਍ഀ 2 studs਍ഀ V'h : min 13.39 k਍ഀ Vh : Used 49.58 k਍ഀ r਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Denver, CO 80202਍ഀ Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Scope :਍ഀ Rev: 580001਍ഀ User: KW-0606238, V0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)19833-2 -2003 3 ENERCALC ALC E Engineering Software਍ഀ Page 2਍ഀ 5500.ecw:8182 beams਍ഀ Description਍ഀ Floor Beam - FB24਍ഀ Deflections਍ഀ I Transformed 260.00 in4਍ഀ I : Effective 253.53in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.005 in (after shores rem਍ഀ oved) 0.013 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.006 in਍ഀ 0.006 in਍ഀ Total Uncured Deflection਍ഀ 0.005 in਍ഀ 0.013 in L / 7353.9਍ഀ Composite Deflection਍ഀ 0.011 in L/8863.4਍ഀ 0.019 in L / 4969.3਍ഀ Reactions਍ഀ Load Combinations਍ഀ 22਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction 1.46 k਍ഀ 1.46 k਍ഀ Composite 2.00 k਍ഀ 2.00 k਍ഀ Max DL + LL 3.46 k਍ഀ 3.46 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone 2.91 k-ft .਍ഀ Fb : Allow਍ഀ 33.00 psi Based on Beam Span 1.000 ft਍ഀ Dead + Const 2.91 k-ft਍ഀ n : Strength਍ഀ 8.60 Based on Beam Spacing 5.000 ft਍ഀ Live Load Only 4.00 k-ft਍ഀ n : Deflection਍ഀ 8.51਍ഀ Dead + Live 6.91 k-ft਍ഀ Effective Width 1.000 ft਍ഀ Support Shears਍ഀ Shear @ Left 3.46 k਍ഀ Shear @ Right 3.46 k਍ഀ Section Properties਍ഀ Section Name W12X14਍ഀ Depth 11.910 in਍ഀ Ixx : Steel Section਍ഀ 88.60 in4਍ഀ Width 3.970 in਍ഀ I transformed਍ഀ 259.06 in4਍ഀ Flange Thick 0.225 in਍ഀ Strans : top਍ഀ 43.44 in3਍ഀ Web Thick 0.200 in਍ഀ Strans : bot਍ഀ 24.80 in3਍ഀ Area 4.160 in2਍ഀ Strans : eff @ bot਍ഀ 24.42 in3਍ഀ Weight 14.130 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 364.3 in3਍ഀ I-steel 88.60 in4਍ഀ X-X Axis from Bot਍ഀ 10.45 in਍ഀ S steel : top 14.88 in3਍ഀ Vh @ 100%਍ഀ 53.55 k਍ഀ S steel : bottom 14.88 in3਍ഀ Monroe & Newell Engineers, Inc.਍ഀ ( 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ ~annni਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ ~~,4r,-਍ഀ Job # 5500.02਍ഀ Date: 6:46AM, 15 DEC 05਍ഀ User: -2KW-0606238, Ver 5.8.0, -Dec-2003਍ഀ (c)19833-2003 3 ENE NERCALC ALC Engineering Software਍ഀ g Software Composite Steel Beam Page 1਍ഀ 5500.ecwV82 beams਍ഀ Description Floor Beam - FB25਍ഀ Design Input਍ഀ Section Name਍ഀ Beam Span਍ഀ Beam Spacing਍ഀ Slab Thickness਍ഀ Deck Rib Height਍ഀ Rib Spacing਍ഀ Rib Width਍ഀ Rib Orientation਍ഀ Beam Location਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ W14X26਍ഀ Fy 50.00 ksi਍ഀ 18.000 ft਍ഀ f'c 3,500.00 psi਍ഀ 16.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Parallel਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Slab Both Sides਍ഀ veaa LOaCIS (applied before 75% curing)਍ഀ - -7, . .਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 1.120 k/ft # 1 k ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads... Point Loads.., a਍ഀ #1 1.600 k/ft # 1 k ft਍ഀ r = OK Shored & Unshored਍ഀ Using: W14X26, Span = 18.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab E਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 28,658.7 psi Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual = 15,812.4 psi Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual = 6,967.8 psi Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check਍ഀ (Mdl/Ss + MII/Strans) Actual = 32,510.1 psi Allowable = 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 487.9 psi Allowable = 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 37,886.7 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans(top * n) 837.3 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs਍ഀ Total req'd 1/2 Span਍ഀ Zone 1 from਍ഀ Zone 2 from਍ഀ Zone 3 from਍ഀ Zone 4 from਍ഀ Zone 5 from਍ഀ Zone 6 from਍ഀ 6 per 1/2 beam span਍ഀ Stud Capacity਍ഀ 6 studs Vh @ 100%਍ഀ 8.75 k V'h : min 48.06 k਍ഀ 192.25k Vh : Used 52.50 k਍ഀ 0.000 ft਍ഀ to਍ഀ 3.000 ft , Use਍ഀ 2 studs਍ഀ 3.000 ft਍ഀ to਍ഀ 6.000 ft , Use਍ഀ 3 studs਍ഀ 6.000 ft਍ഀ to਍ഀ 9.000 ft , Use਍ഀ 1 studs਍ഀ 9.000 ft਍ഀ to਍ഀ 12.000 ft , Use਍ഀ 1 studs਍ഀ 12.000 ft਍ഀ to਍ഀ 15.000 ft , Use਍ഀ 3 studs਍ഀ 15.000 ft਍ഀ to਍ഀ 18.000 ft , Use਍ഀ 2 studs਍ഀ c~ A,5਍ഀ Monroe & Newell Engineers, Inc਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ L. 303.623.4927਍ഀ ` Fax: 303.623.6602਍ഀ Rev. 580001਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB25਍ഀ Deflections਍ഀ I : Transformed਍ഀ 803.61 in4਍ഀ I : Effective _ 536.92in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.174 in਍ഀ (after shores removed)਍ഀ 0.381 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.243 in਍ഀ 0.243 in਍ഀ Total Uncured Deflection਍ഀ 0.174 in਍ഀ L/1243.0਍ഀ 0.381 in L / 567.2਍ഀ Composite Deflection਍ഀ 0.417 in਍ഀ L / 518.6਍ഀ 0.623 in L / 346.5਍ഀ Reactions਍ഀ Load Combinations਍ഀ R਍ഀ ਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 10.32 k਍ഀ 10.32 k਍ഀ Composite਍ഀ 14.40 k਍ഀ 14.40 k਍ഀ Max DL + LL਍ഀ 24.72 k਍ഀ 24.72 k਍ഀ Analysis values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone •਍ഀ 46.42 k-ft਍ഀ Fb : Allow਍ഀ 33.00 psi਍ഀ Based on Beam Span 4.500 ft਍ഀ Dead + Const਍ഀ 46.42 k-ft਍ഀ n : Strength਍ഀ 8.60਍ഀ Based on Beam Spacing 16.000 ft਍ഀ Live Load Only਍ഀ 64.80 k-ft਍ഀ n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 111.22 k-ft਍ഀ Effective Width 4.500 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 24.72 k਍ഀ Shear @ Right਍ഀ 24.72 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W14X26਍ഀ Depth਍ഀ 13.910 in਍ഀ Ixx : Steel Section਍ഀ 245.00 in4਍ഀ Width਍ഀ 5.025 in਍ഀ I transformed਍ഀ 801.82 in4਍ഀ Flange Thick਍ഀ 0.420 in਍ഀ Strans : top਍ഀ 185.34 in3਍ഀ Web Thick਍ഀ 0.255 in਍ഀ Strans : bot਍ഀ 56.93 in3਍ഀ Area਍ഀ 7.690 in2਍ഀ Strans : eff @ bot਍ഀ 46.57 in3਍ഀ Weight਍ഀ 26.121 #/ft਍ഀ n*Strans : Ef @ top਍ഀ 977.6 in3਍ഀ I-steel਍ഀ 245.00 in4਍ഀ X-X Axis from Bot਍ഀ 14.08 in਍ഀ S steel : top਍ഀ 35.23 in3਍ഀ Vh @ 100%਍ഀ 192.25 k਍ഀ S steel : bottom਍ഀ 35.23 in3਍ഀ Title : Vail's Front Door - Spa Job # 5500.02਍ഀ Dsgnr: Arthur Ashworth, PE Date: 6:46AM, 15 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Composite Steel Beam਍ഀ Page 2਍ഀ 5500.ecw:8182 h--਍ഀ ਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 6:09AM, 15 DEC 05਍ഀ Denver, CO 80202਍ഀ Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Scope਍ഀ Rev: 580007਍ഀ User: KW-0606238, ver5.8.0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Page 1਍ഀ 5500.ecw:8182 beams਍ഀ Description਍ഀ Floor Beam - FB26਍ഀ General Information਍ഀ Code Ref: AisC stn ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi਍ഀ Load Duration Factor 1.00਍ഀ Spans Considered Conti਍ഀ nuous Over Supports਍ഀ Span Information਍ഀ Description਍ഀ L Span਍ഀ Mid Span਍ഀ R Span਍ഀ Span ft਍ഀ I਍ഀ 18.00਍ഀ 8.50਍ഀ 8.50਍ഀ Steel Section਍ഀ W14X26਍ഀ W14X26਍ഀ W14X26਍ഀ End Fixity਍ഀ Pin-Pin਍ഀ Pin-Pin਍ഀ Pin-Pin਍ഀ Unbraced Length ft਍ഀ I਍ഀ 5.00਍ഀ 5.00਍ഀ 5.00਍ഀ Loads਍ഀ u਍ഀ Live Load Used This਍ഀ Span?਍ഀ Yes਍ഀ Yes਍ഀ Yes਍ഀ Dead Load k/ft਍ഀ 1.120਍ഀ 1.120਍ഀ 1.120਍ഀ Live Load k/ft਍ഀ 1.600਍ഀ 1.600਍ഀ 1਍ഀ 600਍ഀ Point #1 DL k਍ഀ 8.480਍ഀ .਍ഀ 4.780਍ഀ LL k਍ഀ 13.930਍ഀ 7.490਍ഀ @ X ft਍ഀ 7.500਍ഀ 3.000਍ഀ Results਍ഀ -਍ഀ ਍ഀ Mmax @ Cntr k-ft਍ഀ j਍ഀ 72.75਍ഀ 0.00਍ഀ 31.93਍ഀ @ X = ft਍ഀ 7.32਍ഀ 0.00਍ഀ 3.63਍ഀ Max @ Left End k-ft਍ഀ 0.00਍ഀ -82.55਍ഀ -23.04਍ഀ Max @ Right End k-ft਍ഀ -82.55਍ഀ -23.04਍ഀ 0.00਍ഀ fb : Actual psi I਍ഀ 28,122.4਍ഀ 28,122.4਍ഀ 10,877.7਍ഀ Fb : Allowable psi਍ഀ 30,000.0਍ഀ 30,000.0਍ഀ 30,000.0਍ഀ fv : Actual਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ psi਍ഀ 8,194.5਍ഀ 6,859.7਍ഀ 6਍ഀ 261.5਍ഀ Fv : Allowable psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ ,਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ 0._:..਍ഀ ਍ഀ Shear @ Left k਍ഀ 19.89਍ഀ 21.20਍ഀ 22.21਍ഀ Shear @ Right k਍ഀ 29.07਍ഀ 24.33਍ഀ 13.18਍ഀ Reactions...਍ഀ DL @ Left k਍ഀ 8.19਍ഀ 20.66਍ഀ 18.21਍ഀ LL @ Left k਍ഀ 11.70਍ഀ 29.60਍ഀ 28.33਍ഀ Total @ Left k਍ഀ 19.89਍ഀ 50.26਍ഀ 46.54਍ഀ DL @ Right k਍ഀ 20.66਍ഀ 18.21਍ഀ 5਍ഀ 39਍ഀ LL @ Right k i਍ഀ 29.60਍ഀ 28.33਍ഀ .਍ഀ 7.79਍ഀ Total @ Right k਍ഀ 50.26਍ഀ 46.54਍ഀ 13.18਍ഀ Max. Deflection in਍ഀ I਍ഀ 0.504਍ഀ 0.051਍ഀ -0.053਍ഀ @ X= ft਍ഀ 8.16਍ഀ 3.06਍ഀ 4.31਍ഀ Span/Deflection Ratio਍ഀ 428.4਍ഀ 1,981.6਍ഀ 1,910.9਍ഀ Query Values਍ഀ Location ftI਍ഀ 0.00 0.00਍ഀ 0.00਍ഀ 0.00 0.00਍ഀ 0਍ഀ 00 0਍ഀ 00਍ഀ 0਍ഀ 00਍ഀ Shear਍ഀ k਍ഀ Moment k-ft 1਍ഀ 19.89਍ഀ -0਍ഀ 00਍ഀ 21.20਍ഀ -82਍ഀ 55਍ഀ 22.21਍ഀ -23਍ഀ 04਍ഀ .਍ഀ .਍ഀ 0.00 0.00 0.00 0.00਍ഀ .਍ഀ 0.00਍ഀ Max. Deflection in!਍ഀ .਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ .਍ഀ 0.0000਍ഀ 0.00 0.00 0.00 0.00਍ഀ 0.0000 0.0000 0.0000 0.0000਍ഀ 0.00਍ഀ 0.0000਍ഀ C-.►r'~~ 1~. _ _ _ ~ i - - _ I g,d-Icy ~1~~0 ~ 1 ~ ~,.~1t II਍ഀ "A l -਍ഀ S -਍ഀ ਍ഀ ਍ഀ tMA਍ഀ - rl ,.kt~ t do NWn"10'~ _ - _ n਍ഀ -low n -1Oo਍ഀ - -ld law 1„tdpd NpP a1ISodW _ _ \ 1] 9~`{7 -਍ഀ ~1~~7N0 7਍ഀ 40਍ഀ 4,141਍ഀ VIX _਍ഀ ~ ttl - pC Z►M ~t - ~ O _਍ഀ 0 t400਍ഀ ti p Xt~਍ഀ ਍ഀ s„y਍ഀ 143 91XZIM LL'L DnX -਍ഀ Fz਍ഀ L¢.਍ഀ ObX I S?JI`dl5਍ഀ ;312Z17N07਍ഀ q W ~7`d1d਍ഀ NI LGV'D ~਍ഀ 91XZ► ~ 1 I ,1•਍ഀ M_਍ഀ do ,y IQIQ) V-91਍ഀ 71bg"i's(~f਍ഀ ld 3 ,4਍ഀ .IlyIX~ 00 ~Z. ~ a~c_.t - ~਍ഀ A, -V I਍ഀ I 1,1...:....:਍ഀ ~ - ~ I I _ ~5H '•9 •.r.~: •..i i an਍ഀ i ~ ~ . t ~M I` ~j:::':•~.~:::::. 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Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver 5.6.0, 1-Dec-2003 Composite Steel Beam Page 1਍ഀ (c)1983.2003 ENERCALC Enqineerinq Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FBI 01਍ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X22 Fy 50.00 ksi਍ഀ Beam Span 19.000 ft f'c 3,500.00 psi਍ഀ Beam Spacing 8.000 ft Concrete Density 145.00 pcf਍ഀ Slab Thickness 4.500 in Stud Diameter 0.750 in਍ഀ Deck Rib Height 1.500 in Stud Height 3.000 in਍ഀ Rib Spacing 6.000 in Beam Weight Added Internally਍ഀ Rib Width 1.750 in Using Partial Composite Action਍ഀ Rib Orientation Perpendicular Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab Both Sides਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads... Point Loads...਍ഀ # 1 0.320 k/ft # 1 4.850 k 16.000ft਍ഀ Trapezoidal Loads...਍ഀ # 1 @ Left 0.360 k/ft @ Right 0.360 k/ft 16.000 19.000 ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads... Point Loads...਍ഀ # 1 0.560 k/ft # 1 15.240 k 16.000 ft਍ഀ Trapezoidal Loads...਍ഀ # 1 @ Left 0.480 k/ft @ Right 0.480 k/ft 16.000 19.000 ft਍ഀ Sum਍ഀ Using: W 12X22, Span = 19.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac=਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 27,487.5 psi Allowable =਍ഀ Unshored DL Stress Actual = 11,636.1 psi Allowable =਍ഀ Actual Shear Stress Actual = 8,688.4 psi Allowable =਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 30,724.7 psi Allowable =਍ഀ MII / Strans(top) Actual = 494.7 psi Allowable =਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 37,415.6਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans(top * n) 712.3਍ഀ OK Shored & Unshored਍ഀ 6.00in, Rib Width= 1.75in w/ Slab E਍ഀ 33,333.0 psi OK਍ഀ 33,333.0 psi OK਍ഀ 20,000.0 psi OK਍ഀ 45,000.0 psi OK਍ഀ 1,575.0 psi OK਍ഀ 38,000.0 psi਍ഀ 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 3 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 40.50 k਍ഀ Total req'd 1/2 Span 4studs Vh @ 100% 162.00k Vh : Used 37.19 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 4.433 ft , Use਍ഀ 1 studs਍ഀ Zone 2 from਍ഀ 4.433 ft਍ഀ to਍ഀ 8.867 ft , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 8.867 ft਍ഀ to਍ഀ 13.300 ft , Use਍ഀ 0 studs਍ഀ Zone 4 from਍ഀ 13.300 ft਍ഀ to਍ഀ 15.200 ft , Use਍ഀ 0 studs਍ഀ Zone 5 from਍ഀ 15.200 ft਍ഀ to਍ഀ 17.100 ft , Use਍ഀ 2 studs਍ഀ Zone 6 from਍ഀ 17.100 ft਍ഀ to਍ഀ 19.000 ft , Use਍ഀ 1 studs਍ഀ I-, ~ a J਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ j 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 2਍ഀ (c)1983.2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB101਍ഀ Deflections਍ഀ I : Transformed਍ഀ 581.78 in4 I਍ഀ : Effective 360.00n4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.155 in (after shores removed)਍ഀ 0.358 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.332 in਍ഀ 0.332 in਍ഀ Total Uncured Deflection਍ഀ 0.155 in L/1471.5਍ഀ 0.358 in L / 637.7਍ഀ Composite Deflection਍ഀ 0.487 in L / 468.0਍ഀ 0.690 in L / 330.6਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 4.10 k਍ഀ 8.33 k਍ഀ Composite਍ഀ 7.84 k਍ഀ 19.48 k਍ഀ Max DL + LL਍ഀ 11.94 k਍ഀ 27.81 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 24.58 k-ft Fb : Allow਍ഀ 33.00 psi਍ഀ Based on Beam Span 4.750 ft਍ഀ Dead + Const਍ഀ 24.58 k-ft n : Strength਍ഀ 8.60਍ഀ Based on Beam Spacing 8.000 ft਍ഀ Live Load Only਍ഀ 54.88 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 79.03 k-ft਍ഀ Effective Width 4.750 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 11.94 k਍ഀ Shear @ Right਍ഀ 27.81 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X22਍ഀ Depth਍ഀ 12.310 in਍ഀ Ixx : Steel Section਍ഀ 156.00 in4਍ഀ Width਍ഀ 4.003 in਍ഀ I transformed਍ഀ 580.54 in4਍ഀ Flange Thick਍ഀ 0.425 in਍ഀ Strans : top਍ഀ 154.80 in3਍ഀ Web Thick਍ഀ 0.260 in਍ഀ Strans : bot਍ഀ 44.45 in3਍ഀ Area਍ഀ 6.480 in2਍ഀ Strans : eff @ bot਍ഀ 34.50 in3਍ഀ Weight਍ഀ 22.011 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 751.4 in3਍ഀ I-steel਍ഀ 156.00 in4਍ഀ X-X Axis from Bot਍ഀ 13.06 in਍ഀ S steel : top਍ഀ 25.35 in3਍ഀ Vh @ 100%਍ഀ 162.00 k਍ഀ S steel : bottom਍ഀ 25.35 in3਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB102਍ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X19 Fy 50.00 ksi਍ഀ Beam Span 19.000 ft f'c 3,500.00 psi਍ഀ Beam Spacing 5.000 ft Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Perpen਍ഀ dicular਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab Both Sides਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.350 k/ft਍ഀ # 1 4.850 k 16.000ft਍ഀ Trapezoidal Loads...਍ഀ # 1 @ Left 0.180 k/ft਍ഀ @ Right਍ഀ 0.180 k/ft 16.000 19.000 ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.200 k/ft # 1 15.240 k 16.000 ft਍ഀ Trapezoidal Loads...਍ഀ # 1 @ Left 0.240 k/ft @ Right 0.240 k/ft 16.000 19.000 ft਍ഀ Summary਍ഀ Using: W1 2X1 9, Span = 19.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac=਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 26,384.1 psi Allowable =਍ഀ Unshored DL Stress Actual = 14,150.3 psi Allowable =਍ഀ Actual Shear Stress Actual = 8,217.8 psi Allowable =਍ഀ Unshored Stress Check.... .਍ഀ (Mdl/Ss + MII/Strans) Actual = 31,762.9 psi Allowable =਍ഀ MII / Strans(top) Actual = 426.7 psi Allowable =਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 37,130.1਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top ' n) 639.1਍ഀ OK Shored & Unshored਍ഀ 6.00in, Rib Width= 1.75in w/ Slab E਍ഀ 33,333.0 psi OK਍ഀ 33,333.0 psi OK਍ഀ 20,000.0 psi OK਍ഀ 45,000.0 psi OK਍ഀ 1,575.0 psi OK਍ഀ 38,000.0 psi਍ഀ 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 3 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 34.81 k਍ഀ Total req'd 1/2 Span 3studs Vh @ 100% 139.25k Vh : Used 37.19 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 5.067 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 2 from਍ഀ 5.067 ft਍ഀ to਍ഀ 10.133 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 10.133 ft਍ഀ to਍ഀ 15.200 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 4 from਍ഀ 15.200 ft਍ഀ to਍ഀ 16.467 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 5 from਍ഀ 16.467 ft਍ഀ to਍ഀ 17.733 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 6 from਍ഀ 17.733 ft਍ഀ to਍ഀ 19.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001 Pa e 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam g਍ഀ (61983-2003 ENERCALC Enaineerina Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB102਍ഀ Deflections਍ഀ _z _ - -਍ഀ -L" M__਍ഀ I : Transformed 504.66 in4 I : Effective 323.61in4਍ഀ Shored Unshored਍ഀ Before 75 % Curing 0.177 in (after shores removed) 0.442 in਍ഀ Construction Loads Only 0.000 in 0.000 in਍ഀ After 75% Curing 0.254 in 0.254 in਍ഀ Total Uncured Deflection 0.177 in L / 1285.2 0.442 in L / 516.3਍ഀ Composite Deflection 0.431 in L / 529.4 0.695 in L / 328.0਍ഀ Reactions਍ഀ Load Combinations... @ Left @ Right਍ഀ Dead + Constuction 4.31 k 8.09 k਍ഀ Composite 4.36 k 15.40 k਍ഀ Max DL + LL 8.68 k 23.48 k਍ഀ Analysis Values਍ഀ 9਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 25.21 k-ft Fb : Allow਍ഀ 33.00 psi Based on Beam Span 4.750 ft਍ഀ Dead + Const਍ഀ 25.21 k-ft n : Strength਍ഀ 8.60 Based on Beam Spacing 5.000 ft਍ഀ Live Load Only਍ഀ 44.16 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead , Live਍ഀ 66.16 k-ft਍ഀ Effective Width 4.750 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 8.68 k਍ഀ Shear @ Right਍ഀ 2148 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X19਍ഀ Depth਍ഀ 12.160 in਍ഀ Ixx : Steel Section਍ഀ 130.00 in4਍ഀ Width਍ഀ 4.005 in਍ഀ I transformed਍ഀ 503.65 in4਍ഀ Flange Thick਍ഀ 0.350 in਍ഀ Strans : top਍ഀ 144.44 in3਍ഀ Web Thick਍ഀ 0.235 in਍ഀ Strans : bot਍ഀ 38.23 in3਍ഀ Area਍ഀ 5.570 in2਍ഀ Strans : eff @ bot਍ഀ 30.09 in3਍ഀ Weight਍ഀ 18.920 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 730.8 in3਍ഀ I-steel਍ഀ 130.00 in4਍ഀ X-X Axis from Bot਍ഀ 13.17 in਍ഀ S steel : top਍ഀ 21.38 in3਍ഀ Vh @ 100%਍ഀ 139.25 k਍ഀ S steel : bottom਍ഀ 21.38 in3਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 3' 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 8:50AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Enqineerina Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB103਍ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X40 Fy 50.00 ksi਍ഀ Beam Span 24.000 ft f'c 3,500.00 psi਍ഀ Beam Spacing 4.000 ft Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Perpendicular਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab Both Sides਍ഀ Dead Loads (applied before 75% curing)਍ഀ n..਍ഀ -਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.560 k/ft਍ഀ # 1 5.950 k 5.000ft਍ഀ # 2 k/ft਍ഀ # 2 6.680 k 5.000ft਍ഀ # 3 k/ft਍ഀ # 3 4.060 k 21.000 ft਍ഀ Trapezoidal Loads...਍ഀ # 1 @ Left 0.360 k/ft਍ഀ @ Right਍ഀ 0.360 k/ft 21.000 24.000 ft਍ഀ Llve LOadS (applied after 75% curing)਍ഀ Full Span Uniform Loads਍ഀ Point Loads...਍ഀ # 1 0.320 k/ft਍ഀ # 2 k/ft਍ഀ # 3 k/ft਍ഀ Trapezoidal Loads...਍ഀ # 1 , @ Left 0.480 k/ft਍ഀ # 2 @ Left 0.480 k/ft਍ഀ #1਍ഀ #2਍ഀ #3਍ഀ @ Right 0.480 k/ft ;਍ഀ @ Right 0.480 k/ft਍ഀ 13.630 k 5.000 ft਍ഀ 4.650 k 5.000 ft਍ഀ 13.540 k 21.000 ft਍ഀ 5.000 ft਍ഀ 21.000 24.000 ft਍ഀ uuin~c~~਍ഀ Overstressed਍ഀ Using: W12X40, Span = 24.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab E਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 35,514.3 psi਍ഀ Allowable = 33,333.0 psi NG਍ഀ Unshored DL Stress Actual =਍ഀ 19,882.4 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual =਍ഀ 11,361.6 psi਍ഀ Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 39,311.8 psi਍ഀ MII / Strans(top) Actual = 839.2 psi਍ഀ Alternate Unshored Stress Check : (Mdl + VIII) / Ss਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top * n)਍ഀ Allowable =਍ഀ 45,000.0 psi OK਍ഀ Allowable =਍ഀ 1,575.0 psi OK਍ഀ 43,172.6਍ഀ 38,000.0 psi਍ഀ 1,533.9਍ഀ 1,575.0 psi਍ഀ i Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 8:50AM, 14 DEC 05਍ഀ Description :Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ F : 580001਍ഀ r: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 2਍ഀ 983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB103਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 3 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 75.99 k਍ഀ Total req'd 1/2 Span 7studs Vh @ 100% 214.20k Vh : Used 37.19 k਍ഀ Zone 1 from 0.000 ft਍ഀ to਍ഀ 2.453 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 2 from 2.453 ft਍ഀ to਍ഀ 4.907 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 3 from 4.907 ft਍ഀ to਍ഀ 7.360 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 4 from 7.360 ft਍ഀ to਍ഀ 12.907 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 5 from 12.907 ft਍ഀ to਍ഀ 18.453 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 6 from 18.453 ft਍ഀ to਍ഀ 24.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Deflections਍ഀ I : Transformed 879.13 in4਍ഀ I਍ഀ : Effective 545.39in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.571 in਍ഀ (after shores removed)਍ഀ 1.015 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.678 in਍ഀ 0.678 in਍ഀ Total Uncured Deflection਍ഀ 0.571 in਍ഀ L / 504.1਍ഀ 1.015 in L / 283.8਍ഀ Composite Deflection਍ഀ 1.250 in਍ഀ L / 230.4਍ഀ 1.693 in L / 170.1਍ഀ Reactions਍ഀ K਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 17.77 k਍ഀ 14.40 k਍ഀ Composite਍ഀ 22.24 k਍ഀ 21.10 k਍ഀ Max DL + LL਍ഀ 40.02 k਍ഀ 35.49 k਍ഀ Analysis Values਍ഀ lr਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 85.20 k-ft Fb : Allow਍ഀ 33.00 psi਍ഀ Based on Beam Span 6.000 ft਍ഀ Dead + Const਍ഀ 85.20 k-ft n : Strength਍ഀ 8.60਍ഀ Based on Beam Spacing 4.000 ft਍ഀ Live Load Only਍ഀ 101.22 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 185.01 k-ft਍ഀ Effective Width 4.000 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 40.02 k਍ഀ Shear @ Right਍ഀ 35.49 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X40਍ഀ Depth਍ഀ 11.940 in਍ഀ Ixx : Steel Section਍ഀ 307.00 in4਍ഀ Width਍ഀ 8.005 in਍ഀ I transformed਍ഀ 876.51 in4਍ഀ Flange Thick਍ഀ 0.515 in਍ഀ Strans : top਍ഀ 168.30 in3਍ഀ Web Thick਍ഀ 0.295 in਍ഀ Strans : bot਍ഀ 78.04 in3਍ഀ Area਍ഀ 11.800 in2਍ഀ Strans : eff @ bot਍ഀ 62.51 in3਍ഀ Weight਍ഀ 40.081 #/ft਍ഀ n`Strans : Ef @ top਍ഀ 861.0 in3਍ഀ I-steel਍ഀ 307.00 in4਍ഀ X-X Axis from Bot਍ഀ 11.23 in਍ഀ S steel : top਍ഀ 51.42 in3਍ഀ Vh @ 100%਍ഀ 214.20 k਍ഀ S steel : bottom਍ഀ 51.42 in3਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 8:50AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ ` Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Pagel਍ഀ (c)1983.2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB104਍ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X58 Fy 50.00 ksi਍ഀ Beam Span 24.000 ft f'c 3,500.00 psi਍ഀ Beam Spacing 8.000 ft Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Perpen਍ഀ dicular਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab Both Sides਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.560 k/ft਍ഀ # 1 9.370 k਍ഀ 5.000ft਍ഀ # 2 k/ft਍ഀ # 2 6.680 k਍ഀ 5.000ft਍ഀ # 3 k/ft਍ഀ # 3 6.680 k਍ഀ 5.000 ft਍ഀ # 4 k/ft਍ഀ # 4 2.280 k 21.000ft਍ഀ Trapezoidal Loads...਍ഀ # 1 @ Left 0.360 k/ft਍ഀ @ Right਍ഀ 0.360 k/ft 21.000਍ഀ 24.000 ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.320 k/ft਍ഀ # 1਍ഀ 14.070 k਍ഀ 5.000 ft਍ഀ # 2 k/ft਍ഀ # 2਍ഀ 4.650 k਍ഀ 5.000 ft਍ഀ # 3 k/ft਍ഀ # 3਍ഀ 4.650 k਍ഀ 5.000 ft਍ഀ # 4 k/ft਍ഀ # 4਍ഀ 7.390 k਍ഀ 21.000 ft਍ഀ Trapezoidal Loads...਍ഀ # 1 @ Left 0.480 k/ft @ Right਍ഀ 0.480 k/ft਍ഀ ਍ഀ 5.000 ft਍ഀ # 2 @ Left 0.480 k/ft @ Right਍ഀ 0.480 k/ft਍ഀ 21.000਍ഀ 24.000 ft਍ഀ OK Shored & Unshored਍ഀ Using: W12X58, Span = 24.00ft, Slab Thickness = 4.5001n, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab E਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 31,511.6 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual =਍ഀ 18,641.7 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual =਍ഀ 11,681.9 psi਍ഀ Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 34,148.5 psi਍ഀ MII / Strans(top) Actual = 635.2 psi਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top " n)਍ഀ Allowable =਍ഀ 45,000.0 psi OK਍ഀ Allowable =਍ഀ 1,575.0 psi OK਍ഀ 36,703.5਍ഀ 38,000.0 psi਍ഀ 1,290.8਍ഀ 1,575.0 psi਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 8:50AM, 14 DEC 05਍ഀ nev. oouuui਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB104਍ഀ Page 2਍ഀ 5500.ecw:8195 Beams਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 3 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 80.33 k਍ഀ Total req'd 1/2 Span 7studs Vh @ 100% 321.30k Vh : Used 37.19 k਍ഀ Zone 1 from 0.000 ft਍ഀ to਍ഀ 1.707 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 2 from 1.707 ft਍ഀ to਍ഀ 3.413 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 3 from 3.413 ft਍ഀ to਍ഀ 5.120 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 4 from 5.120 ft਍ഀ to਍ഀ 11.413 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 5 from 11.413 ft਍ഀ to਍ഀ 17.707 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 6 from 17.707 ft਍ഀ to਍ഀ 24.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Deflections਍ഀ I : Transformed 1,336.3਍ഀ 1 in4਍ഀ I਍ഀ : Effective 768.02in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.532 in਍ഀ (after shores removed)਍ഀ 0.860 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.500 in਍ഀ 0.500 in਍ഀ Total Uncured Deflection਍ഀ 0.532 in਍ഀ L / 541.5਍ഀ 0.860 in L / 334.9਍ഀ Composite Deflection਍ഀ 1:032 in਍ഀ : L / 279.1਍ഀ 1.360 in L / 211.8਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Rioht਍ഀ Dead + Constuction਍ഀ 25.76 k਍ഀ 15.16 k਍ഀ Composite਍ഀ 25.50 k਍ഀ 16.77 k਍ഀ Max DL + LL਍ഀ 51.27 k਍ഀ 31.93 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 121.07 k-ft Fb : Allow਍ഀ 33.00 psi Based on Beam Span਍ഀ 6.000 ft਍ഀ Dead + Const਍ഀ 121.07 k-ft n : Strength਍ഀ 8.60 Based on Beam Spacing਍ഀ 8.000 ft਍ഀ Live Load Only਍ഀ 117.30 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 238.37 k-ft਍ഀ Effective Width਍ഀ 6.000 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 51.27 k਍ഀ Shear @ Right਍ഀ 31.93 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X58਍ഀ Depth਍ഀ 12.190 in਍ഀ Ixx : Steel Section਍ഀ 475.00 in4਍ഀ Width਍ഀ 10.010 in਍ഀ I transformed਍ഀ 1,332.45 in4਍ഀ Flange Thick਍ഀ 0.640 in਍ഀ Strans : top਍ഀ 257.67 in3਍ഀ Web Thick਍ഀ 0.360 in਍ഀ Strans : bot਍ഀ 115.68 in3਍ഀ Area਍ഀ 17.000 in2਍ഀ Strans : eff @ bot਍ഀ 90.77 in3਍ഀ Weight਍ഀ 57.744 #/ft਍ഀ n*Strans : Ef @ top਍ഀ 1,196.1 in3਍ഀ I-steel਍ഀ 475.00 in4਍ഀ X-X Axis from Bot਍ഀ 11.52 in਍ഀ S steel : top਍ഀ 77.93 in3਍ഀ Vh @ 100%਍ഀ 321.30 k਍ഀ S steel : bottom਍ഀ 77.93 in3਍ഀ i-r5(i~਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Description :Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Enoineerino Software 55oo.ecw:8195 Beams਍ഀ Description Floor Beam - FB105਍ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X22 Fy 50.00 ksi਍ഀ Beam Span 15.500 ft f'c 3,500.00 psi਍ഀ Beam Spacing 12.000 ft Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation਍ഀ Parallel਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab Bot਍ഀ h Sides਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.840 k/ft਍ഀ # 1 k ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.200 k/ft਍ഀ # 2 0.400 k/ft਍ഀ #1 k਍ഀ #2 k਍ഀ ft਍ഀ ft਍ഀ Summary OK Shored & Unshored਍ഀ Using: W1 2X22, Span = 15.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab E਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 15,092.5 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual =਍ഀ 12,256.6 psi਍ഀ Allowable = 33,333.0 psi; OK਍ഀ Actual Shear Stress Actual =਍ഀ 3,540.1 psi਍ഀ Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 18,450.5 psi਍ഀ Allowable = 45,000.0 psi OK਍ഀ Mill / Strans(top) Actual = 184.1 psi਍ഀ Allowable = 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss਍ഀ 20,787.8 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top * n)਍ഀ 448.7 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 0 per 1/2 beam span਍ഀ Stud Capacity 8.75 k V'h : min 40.50 k਍ഀ Total req'd 1/2 Span 5 studs Vh @ 100% 162.00k Vh : Used 43.75 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 2.583 ft , Use਍ഀ 2 studs਍ഀ Zone 2 from਍ഀ 2.583 ft਍ഀ to਍ഀ 5.167 ft , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 5.167 ft਍ഀ to਍ഀ 7.750 ft , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 7.750 ft਍ഀ to਍ഀ 10.333 ft , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 10.333 ft਍ഀ to਍ഀ 12.917 ft , Use਍ഀ 2 studs਍ഀ Zone 6from਍ഀ 12.917 ft਍ഀ to਍ഀ 15.500 ft , Use਍ഀ 2 studs਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ " 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ `z਍ഀ Rev: 580001 Pa I 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam g਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB105਍ഀ Deflections਍ഀ I : Transformed਍ഀ 558.28 in4਍ഀ I : Effective 365.05in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.106 in਍ഀ (after shores removed) 0.247 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.074 in਍ഀ 0.074 in਍ഀ Total Uncured Deflection਍ഀ 0.106 in਍ഀ L / 1759.8 0.247 in L / 752.0਍ഀ Composite Deflection਍ഀ 0.179 in਍ഀ L / 1037.1 0.321 in L / 579.6਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 6.68 k਍ഀ 6.68 k਍ഀ Composite਍ഀ 4.65 k਍ഀ 4.65 k਍ഀ Max DL + LL਍ഀ 11.33 k਍ഀ 11.33 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 25.89 k-ft Fb : Allow਍ഀ 33.00 psi Based on Beam Span 3.875 ft਍ഀ Dead + Const਍ഀ 25.89 k-ft n : Strength਍ഀ 8.60 Based, on Beam Spacing 12.000 ft਍ഀ Live Load Only਍ഀ 18.02 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 43.91 k-ft਍ഀ Effective Width 3.875 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 11.33 k਍ഀ Shear @ Right਍ഀ 11.33 k਍ഀ Section Properties਍ഀ E਍ഀ Section Name਍ഀ W12X22਍ഀ Depth਍ഀ 12.310 in਍ഀ Ixx : Steel Section਍ഀ 156.00 in4਍ഀ Width਍ഀ 4.003 in਍ഀ I transformed਍ഀ 556.98 in4਍ഀ Flange Thick਍ഀ 0.425 in਍ഀ Strans : top਍ഀ 136.55 in3਍ഀ Web Thick਍ഀ 0.260 in਍ഀ Strans : bot਍ഀ 43.75 in3਍ഀ Area਍ഀ 6.480 in2਍ഀ Strans : eff @ bot਍ഀ 34.91 in3਍ഀ Weight਍ഀ 22.011 #/ft਍ഀ n*Strans : Ef @ top਍ഀ 714.9 in3਍ഀ I-steel਍ഀ 156.00 in4਍ഀ X-X Axis from Bot਍ഀ 12.73 in਍ഀ S steel : top਍ഀ 25.35 in3਍ഀ Vh @ 100%਍ഀ 162.00 k਍ഀ S steel : bottom਍ഀ 25.35 in3਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ ' 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB106਍ഀ Design Input Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 111਍ഀ Section Name W12X22 Fy 50.00 ksi਍ഀ Beam Span 8.000 ft f'c 3,500.00 'psi਍ഀ Beam Spacing 15.000 ft Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation਍ഀ Parallel਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location਍ഀ Slab Both Sides਍ഀ Dead Loads਍ഀ ( applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1਍ഀ 1.050 k/ft਍ഀ # 1 k ft਍ഀ Live Loads਍ഀ (applied after਍ഀ 75% curing)਍ഀ s - _ - _਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1਍ഀ 0.400 k/ft਍ഀ # 1 k ft਍ഀ # 2਍ഀ 0.500 k/ft਍ഀ # 2 k ft਍ഀ Summary OK Shored & Unshored਍ഀ Using: W 12X22, Span= 8.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab B਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 5,595.6 psi Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual = 4,060.4 psi Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual = 2,464.6 psi Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 6,614.2 psi਍ഀ Allowable =਍ഀ 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 114.1 psi਍ഀ Allowable =਍ഀ 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss਍ഀ 7,469.4਍ഀ 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top ' n)਍ഀ 250.0਍ഀ 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 0 per 1/2 beam span਍ഀ Stud Capacity 8.75 k V'h : min 30.68 k਍ഀ Total req'd 1/2 Span 4studs Vh @ 100% 122.72k Vh : Used 35.00 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 1.333 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 2 from਍ഀ 1.333 ft਍ഀ to਍ഀ 2.667 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 3 from਍ഀ 2.667 ft਍ഀ to਍ഀ 4.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 4.000 ft਍ഀ to਍ഀ 5.333 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 5.333 ft਍ഀ to਍ഀ 6.667 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 6 from਍ഀ 6.667 ft਍ഀ to਍ഀ 8.000 ft਍ഀ , Use਍ഀ 2 studs਍ഀ t Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ s਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001 Page 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ 77' 0_775਍ഀ Description Floor Beam - FB106਍ഀ Deflections਍ഀ I : Transformed਍ഀ 473.55 in4਍ഀ I : Effective 325.5Ein4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.010 in (after shores removed)਍ഀ 0.022 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.009 in਍ഀ 0.009 in਍ഀ Total Uncured Deflection਍ഀ 0.010 in L/9179.3਍ഀ 0.022 in L / 4398.1਍ഀ Composite Deflection਍ഀ 0.019 in L /4987.9਍ഀ 0.031 in L / 3136.5਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 4.29 k਍ഀ 4.29 k਍ഀ Composite਍ഀ 3.60 k਍ഀ 3.60 k਍ഀ Max DL + LL਍ഀ 7.89 k਍ഀ 7.89 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 8.58 k-ft Fb : Allow਍ഀ •33.00 psi Based on Beam Span 2.000 ft਍ഀ Dead + Const਍ഀ 8.58 k-ft n : Strength਍ഀ 8.60 Based on Beam Spacing 15.000 ft਍ഀ Live Load Only਍ഀ 7.20 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 15.78 k-ft਍ഀ Effective Width 2.000 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 7.89 k਍ഀ Shear @ Right਍ഀ 7.89 k਍ഀ Section Properties਍ഀ r4਍ഀ Section Name਍ഀ W1 2;22਍ഀ Depth਍ഀ 12.310 in਍ഀ Ixx : Steel Section਍ഀ 156.00 in4਍ഀ Width਍ഀ 4.003 in਍ഀ I transformed਍ഀ 472.10 in4਍ഀ Flange Thick਍ഀ 0.425 in਍ഀ Strans : top਍ഀ 88.05 in3਍ഀ Web Thick਍ഀ 0.260 in਍ഀ Strans : bot਍ഀ 41.24 in3਍ഀ Area਍ഀ 6.480 in2਍ഀ Strans : eff @ bot਍ഀ 33.83 in3਍ഀ Weight਍ഀ 22.011 #/ft਍ഀ n`Strans : Ef @ top਍ഀ 505.9 in3਍ഀ I-steel਍ഀ 156.00 in4਍ഀ X-X Axis from Bot਍ഀ 11.45 in਍ഀ S steel : top਍ഀ 25.35 in3਍ഀ Vh @ 100%਍ഀ 122.72 k਍ഀ S steel : bottom਍ഀ 25.35 in3਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 9:01AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Very-8.0, 1-Dec-2003 Composite Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB107਍ഀ Design Input਍ഀ Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X22਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 8.000 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 15.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Parallel਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab Both Sides਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1 1.050 k/ft਍ഀ #1 10.570 k 7.000ft਍ഀ Llve Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.600 k/ft # 1 18.540 k 7.000 ft਍ഀ OK Shored & Unshored਍ഀ Using: W 12X22, Span = 8.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab B਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 11,311.2 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual =਍ഀ 6,948.2 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual =਍ഀ 10,047.9 psi਍ഀ Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 13,444.5 psi਍ഀ MII / Strans(top) Actual = 290.3 psi਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss .਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans(top ' n)਍ഀ Allowable =਍ഀ 45,000.0 psi OK਍ഀ Allowable =਍ഀ 1,575.0 psi OK਍ഀ 15,098.9਍ഀ 38,000.0 psi਍ഀ 505.4਍ഀ 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 0 per 1/2 beam span਍ഀ Stud Capacity 8.75 k V'h : min 30.68 k਍ഀ Total req'd 1/2 Span 4studs Vh @ 100% 122.72k Vh : Used 35.00 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 2.062 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 2 from਍ഀ 2.062 ft਍ഀ to਍ഀ 4.124 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 4.124 ft਍ഀ to਍ഀ 6.187 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 4 from਍ഀ 6.187 ft਍ഀ to਍ഀ 6.791 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 5 from਍ഀ 6.791 ft਍ഀ to਍ഀ 7.396 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 6 from਍ഀ 7.396 ft਍ഀ to਍ഀ 8.000 ft਍ഀ , Use਍ഀ 2 studs਍ഀ I°r~ll਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ (l 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 9:01AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001 Page਍ഀ 2਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)1983-2003 ENERCALC Enaineerina Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB107਍ഀ Deflections਍ഀ I : Transformed਍ഀ 473.55 in4਍ഀ I : Effective 325.5~in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.018 in (after shores removed)਍ഀ 0.038 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.019 in਍ഀ 0.019 in਍ഀ Total Uncured Deflection਍ഀ 0.018 in L/5302.4਍ഀ 0.038 in L / 2540.6਍ഀ Composite Deflection਍ഀ 0.037 in L / 2563.4਍ഀ 0.057 in L / 1680.1਍ഀ Reactions਍ഀ rv਍ഀ Load Combinations...਍ഀ Left਍ഀ @਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 5.61 k •਍ഀ 13.54 k਍ഀ Composite਍ഀ 4.72 k਍ഀ 18.62 k਍ഀ Max DL + LL਍ഀ 10.33 k਍ഀ 32.16 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 14.68 k-ft Fb : Allow਍ഀ 33.00 psi Based on Beam Span 2.OOOft਍ഀ Dead + Const਍ഀ 14.68 k-ft n : Strength਍ഀ 8.60 Based on Beam Spacing 15.000 ft਍ഀ Live Load Only਍ഀ 18.32 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 31.89 k-ft਍ഀ Effective Width 2.000ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 10.33 k਍ഀ Shear @ Right਍ഀ 32.16 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X22਍ഀ Depth਍ഀ 12.310 in਍ഀ Ixx : Steel Section਍ഀ 156.00 in4਍ഀ Width਍ഀ 4.003 in਍ഀ I transformed਍ഀ 472.10 in4਍ഀ Flange Thick਍ഀ 0.425 in਍ഀ Strans : top਍ഀ 88.05 in3਍ഀ Web Thick਍ഀ 0.260 in਍ഀ Strans : bot਍ഀ 41.24 in3਍ഀ Area਍ഀ 6.480 in2਍ഀ Strans : eff @ bot਍ഀ 33.83 in3਍ഀ Weight਍ഀ 22.011 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 505.9 in3਍ഀ I-steel਍ഀ 156.00 in4਍ഀ X-X Axis from Bot਍ഀ 11.45 in਍ഀ S steel : top਍ഀ 25.35 in3਍ഀ Vh @ 100%਍ഀ 122.72 k਍ഀ S steel bottom਍ഀ 25.35 in3਍ഀ \:b਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ j 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB108਍ഀ Design Input਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X14਍ഀ 59M -1 1਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 15.000 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 8.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Perpen਍ഀ dicular਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab Both Sides਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1 0.560 k/ft਍ഀ #1 k 13.000ft਍ഀ Trapezoidal Loads...਍ഀ #1 @ Left 0.180 k/ft਍ഀ @ Right਍ഀ 0.180 k/ft 13.000 15.000 ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.320 k/ft # 1 k ft਍ഀ Trapezoidal Loads...਍ഀ # 1 @ Left 0.240 k/ft @ Right 0.240 k/ft 13.000 15.000 ft਍ഀ immary਍ഀ Using: W 12X14, Span = 15.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac=਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 13,525.3 psi Allowable =਍ഀ Unshored DL Stress Actual = 13,168.8 psi Allowable =਍ഀ Actual Shear Stress Actual = 3,144.4 psi Allowable਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 18,057.5 psi Allowable =਍ഀ MII / Strans(top) Actual = 119.6 psi Allowable =਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 20,622.2਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top ' n) 330.8਍ഀ OK Shored & Unshored਍ഀ 6.00in, Rib Width= 1.75in w/ Slab E਍ഀ 33,333.0 psi OK਍ഀ 33,333.0 psi OK਍ഀ 20,000.0 psi OK਍ഀ 45,000.0 psi OK਍ഀ 1,575.0 psi OK਍ഀ 38,000.0 psi਍ഀ 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 3 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 26.00 k਍ഀ Total req'd 1/2 Span 3studs Vh @ 100% 104.00k Vh : Used 37.19 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 2.533 ft , Use਍ഀ 1 studs਍ഀ Zone 2 from਍ഀ 2.533 ft਍ഀ to਍ഀ 5.067 ft , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 5.067 ft਍ഀ to਍ഀ 7.600 ft , Use਍ഀ 0 studs਍ഀ Zone 4 from਍ഀ 7.600 ft਍ഀ to਍ഀ 10.067 ft , Use਍ഀ 0 studs਍ഀ Zone 5 from਍ഀ 10.067 ft਍ഀ to਍ഀ 12.533 ft , Use਍ഀ 2 studs਍ഀ Zone 6 from਍ഀ 12.533 ft਍ഀ to਍ഀ 15.000 ft , Use਍ഀ 1 studs਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ i' 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001 Pa e 2਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam g਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB108਍ഀ Deflections਍ഀ I : Transformed਍ഀ 364.81 in4 I਍ഀ : Effective 253.77in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.090 in (after shores removed)਍ഀ 0.258 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.051 in਍ഀ 0.051 in਍ഀ Total Uncured Deflection਍ഀ 0.090 in L/2000.0਍ഀ 0.258 in L / 698.3਍ഀ Composite Deflection਍ഀ 0.141 in L / 1275.5਍ഀ 0.309 in L / 582.8਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction •਍ഀ 4.33 k਍ഀ 4.64 k਍ഀ Composite਍ഀ 2.43 k਍ഀ 2.85 k਍ഀ Max DL + LL਍ഀ 6.76 k਍ഀ 7.49 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 16.33 k-ft Fb : Allow਍ഀ 33.00 psi Based on -Beam Span 3.750 ft਍ഀ Dead + Const਍ഀ 16.33 k-ft n : Strength਍ഀ 8.60 Based on Beam Spacing 8.000 ft਍ഀ Live Load Only਍ഀ 9.24 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 25.57 k-ft਍ഀ Effective Width 3.750 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 6.76 k਍ഀ Shear @ Right਍ഀ 7.49 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X14਍ഀ Depth਍ഀ 11.910 in਍ഀ Ixx : Steel Section਍ഀ 88.60 in4਍ഀ Width਍ഀ 3.970 in਍ഀ I transformed਍ഀ 364.09 in4਍ഀ Flange Thick਍ഀ 0.225 in਍ഀ Strans : top਍ഀ 107.85 in3਍ഀ Web Thick਍ഀ 0.200 in਍ഀ Strans : bot਍ഀ 27.93 in3਍ഀ Area਍ഀ 4.160 in2਍ഀ Strans : eff @ bot਍ഀ 22.68 in3਍ഀ Weight਍ഀ 14.130 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 606.0 in3਍ഀ I-steel਍ഀ 88.60 in4਍ഀ X-X Axis from Bot਍ഀ 13.03 in਍ഀ S steel : top਍ഀ 14.88 in3਍ഀ Vh @ 100%਍ഀ 104.00 k਍ഀ S steel : bottom਍ഀ 14.88 in3਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ ' Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 3:54PM, 13 DEC 05਍ഀ Mev. Jov~VI਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB109਍ഀ Page 1਍ഀ 5500.ecw:8195 Beams਍ഀ Design Input਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X14਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 13.000 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 13.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Parallel਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab One Side਍ഀ Dead Is (applied before 75% curing)਍ഀ _ r਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1 0.455 k/ft਍ഀ #1 0.780 k 4.000ft਍ഀ #2 k/ft਍ഀ # 2 0.780 k 12.000ft਍ഀ Trapezoidal Loads...਍ഀ #1 @ Left 0.173 k/ft਍ഀ @ Right਍ഀ 0.173 k/ft 4.000 12.000 ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1 0.260 k/ft਍ഀ #1 2.630 k 4.000 ft਍ഀ #2 k/ft਍ഀ # 2 2.630 k 12.000 ft਍ഀ Trapezoidal Loads...਍ഀ #1 @ Left 0.400 k/ft਍ഀ @ Right਍ഀ 0.400 k/ft 4.000 12.000 ft਍ഀ a਍ഀ OK Shored & Unshored਍ഀ Using: W12X14, Span = 13.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab C਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 19,619.1 psi Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual = 11,924.1 psi Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual = 4,935.8 psi Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 22,948.7 psi਍ഀ Allowable = 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 419.8 psi਍ഀ Allowable = 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss਍ഀ 27,162.0 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top * n)਍ഀ 747.1 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 3 per 1/2 beam span਍ഀ Stud Capacity 8.75 k V'h : min 24.93 k਍ഀ Total req'd 1/2 Span 3 studs Vh @ 100% 99.71 k Vh : Used 26.25 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 2.051 ft , Use਍ഀ 1 studs਍ഀ Zone 2 from਍ഀ 2.051 ft਍ഀ to਍ഀ 4.102 ft , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 4.102 ft਍ഀ to਍ഀ 6.153 ft , Use਍ഀ 0 studs਍ഀ Zone 4 from਍ഀ 6.153 ft਍ഀ to਍ഀ 8.436 ft , Use਍ഀ 0 studs਍ഀ Zone 5 from਍ഀ 8.436 ft਍ഀ to਍ഀ 10.718 ft , Use਍ഀ 2 studs਍ഀ Zone 6 from਍ഀ 10.718 ft਍ഀ to਍ഀ 13.000ft , Use਍ഀ 1 studs਍ഀ F3itq਍ഀ Monroe & Newell Engineers, Inc਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 3:54PM, 13 DEC 05਍ഀ User: K0-0606238, Val 5.8.0, 1-Dec-2003਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB109਍ഀ Composite Steel Beam Page 2਍ഀ Composite 5500.acw:8195 Beams਍ഀ Deflections਍ഀ I : Transformed਍ഀ 302.96 in4਍ഀ I : Effective 198.5&in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.078 in (after shores removed)਍ഀ 0.176 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.101 in਍ഀ 0.101 in਍ഀ Total Uncured Deflection਍ഀ 0.078 in L/1991.7਍ഀ 0.176 in L / 888.6਍ഀ Composite Deflection਍ഀ 0.179 in L / 870.2਍ഀ 0.276 in L / 564.3਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 4.18 k਍ഀ 4.86 k਍ഀ Composite਍ഀ 4.94 k਍ഀ 6.90 k਍ഀ Max DL + LL਍ഀ 9.13 k਍ഀ 11.76 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 14.78 k-ft Fb : Allow਍ഀ 33:00 psi Based on Beam Span 1.625 ft਍ഀ Dead + Const਍ഀ 14.78 k-ft n : Strength਍ഀ 8.60 Based on Beam Spacing 6.500 ft਍ഀ Live Load Only਍ഀ 18.92 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 33.68 k-ft਍ഀ Effective Width i.625ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 9.13 k਍ഀ Shear @ Right਍ഀ 11.76 k਍ഀ Section Properties਍ഀ -Section Name਍ഀ W12X14਍ഀ Depth਍ഀ 11.910 in਍ഀ Ixx : Steel Section਍ഀ 88.60 in4਍ഀ Width਍ഀ 3.970 in਍ഀ I transformed਍ഀ 302.09 in4਍ഀ Flange Thick਍ഀ 0.225 in਍ഀ Strans : top਍ഀ 62.90 in3਍ഀ Web Thick਍ഀ 0.200 in਍ഀ Strans : bot਍ഀ 26.03 in3਍ഀ Area਍ഀ 4.160 in2਍ഀ Strans : eff @ bot਍ഀ 20.60 in3਍ഀ Weight਍ഀ 14.130 #/ft਍ഀ n*Strans : Ef @ top਍ഀ 339.8 in3਍ഀ I-steel਍ഀ 88.60 in4਍ഀ X-X Axis from Bot਍ഀ 11.61 in਍ഀ S steel : top਍ഀ 14.88 in3਍ഀ Vh @ 100%਍ഀ 99.71 k਍ഀ S steel : bottom਍ഀ 11 4.88 in3਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa਍ഀ I, 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ #1਍ഀ #2਍ഀ #3਍ഀ ReV: 580001਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB110਍ഀ Page 1਍ഀ 5500.ecw:8195 Beams਍ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X14 Fy 50.00 ksi਍ഀ Beam Span 13.000 ft f'c 3,500.00 psi਍ഀ Beam Spacing 4.000 ft Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Perpen਍ഀ dicular਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab On਍ഀ e Side਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.280 k/ft਍ഀ # 1 0.710 k 3.500ft਍ഀ # 2 k/ft਍ഀ # 2 0.710 k 9.500ft਍ഀ # 3 k/ft਍ഀ # 3 1.110 k 13.000 ft਍ഀ Trapezoidal Loads...਍ഀ # 1 @ Left 0.173 k/ft਍ഀ @ Right਍ഀ 0.173 k/ft 3.500 9.000 ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ # 1 0.160 k/ft਍ഀ # 2 k/ft਍ഀ # 3 k/ft਍ഀ Trapezoidal Loads...਍ഀ # 1 @ Left 0.150 k/ft਍ഀ @ Right 0.150 k/ft਍ഀ kZ਍ഀ Job # 5500.02਍ഀ Date: 9:38AM, 14 DEC 05਍ഀ 3.500 9.000 ft਍ഀ Summary OK Shored & Unshored਍ഀ Using: W12X14, Span = 13.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab C਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 13,223.9 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual =਍ഀ 8,978.1 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual =਍ഀ 4,750.3 psi਍ഀ Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + Mll/Strans) Actual = 16,195.8 psi Allowable = 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 303.9 psi Allowable = 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 19,756.7 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans(top * n) 556.8 1,575.0 psi਍ഀ Shear Studs & Shear Train sfer਍ഀ Actual # Studs 3 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 21.75 k਍ഀ Total req'd 1/2 Span 2 studs Vh @ 100% 87.02k Vh : Used 37.19 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 2.196 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 2 from਍ഀ 2.196 ft਍ഀ to਍ഀ 4.391 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 4.391 ft਍ഀ to਍ഀ 9.587 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 4 from਍ഀ 6.587 ft਍ഀ to਍ഀ 8.724 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 5 from਍ഀ 8.724 ft਍ഀ to਍ഀ 10.862 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 6 from਍ഀ 10.862 ft਍ഀ to਍ഀ 13.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ 2.100 k 3.500 ft਍ഀ 2.100 k 9.000 ft਍ഀ 3.670 k 13.000 ft਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 9:38AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 2਍ഀ (c)1983-2003 ENERCALC Enqineerinq Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB110਍ഀ Deflections਍ഀ I : Transformed਍ഀ 301.61 in4਍ഀ I : Effective 227.85n4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.051 in (after shores removed)਍ഀ 0.132 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.063 in਍ഀ 0.063 in਍ഀ Total Uncured Deflection਍ഀ 0.051 in L / 3032.6਍ഀ 0.132 in L/ 1179.2਍ഀ Composite Deflection਍ഀ 0.115 in L / 1360.1਍ഀ 0.196 in L / 797.9਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 3.12 k਍ഀ 4.19 k਍ഀ Composite਍ഀ 3.65 k਍ഀ 7.13 k਍ഀ Max DL + LL਍ഀ 6.77 k਍ഀ 11.32 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 11.13 k-ft Fb : Allow਍ഀ 33.00 psi Based on Beam Span 1.625 ft਍ഀ Dead + Const਍ഀ 11.13 k-ft n : Strength਍ഀ 8.60 Based on Beam Spacing 2.000 ft਍ഀ Live Load Only਍ഀ 13.37 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 24.50 k-ft਍ഀ Effective Width 1.625 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 6.77 k਍ഀ Shear @ Right਍ഀ 11.32 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X14਍ഀ Depth਍ഀ 11.910 in਍ഀ Ixx : Steel Section਍ഀ 88.60 in4਍ഀ Width਍ഀ 3.970 in਍ഀ I transformed਍ഀ 300.71 in4਍ഀ Flange Thick਍ഀ 0.225 in਍ഀ Strans : top਍ഀ 61.39 in3਍ഀ Web Thick਍ഀ 0.200 in਍ഀ Strans : bot਍ഀ 26.12 in3਍ഀ Area਍ഀ 4.160 in2਍ഀ Strans : eff @ bot਍ഀ 22.23 in3਍ഀ Weight਍ഀ 14.130 #/ft਍ഀ n*Strans : Ef @ top਍ഀ 389.4 in3਍ഀ I-steel਍ഀ 88.60 in4਍ഀ X-X Axis from Bot਍ഀ 11.51 in਍ഀ S steel : top਍ഀ 14.88 in3਍ഀ Vh @ 100%਍ഀ 87.02 k਍ഀ S steel : bottom਍ഀ 14.88 1 n3਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 9:38AM, 14 DEC 05਍ഀ Denver, CO 80202਍ഀ Description : Lodge Expansion਍ഀ "਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Steel Beam਍ഀ Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ 5500.ecw:8195 Beams਍ഀ I਍ഀ Description਍ഀ Floor Beam - FB110 - Non comp਍ഀ General Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00਍ഀ Spans Considered Continuous Over Supports਍ഀ Span Information਍ഀ Description Cant span਍ഀ Span ft 3.00 10.00਍ഀ Steel Section w12X14 w12X14਍ഀ End Fixity Free-Pin Pin-Pin਍ഀ Unbraced Length ft 3.00 0.50਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes Yes਍ഀ Dead Load k/ft਍ഀ 0.280 0.280਍ഀ Live Load k/ft਍ഀ 0.160 0.160਍ഀ DL @ Left k/ft਍ഀ 0.173਍ഀ DL @ Right k/ft਍ഀ 0.173਍ഀ LL @ Left k/ft਍ഀ 0.150਍ഀ LL @ Right k/ft਍ഀ 0.150਍ഀ Start ft਍ഀ I 0.500਍ഀ End ft਍ഀ 6.500਍ഀ Point #1 DL k਍ഀ 1.110 0.710਍ഀ LL k਍ഀ I 3.670 2.100਍ഀ @ X ft਍ഀ 0.500਍ഀ Point #2 DL k਍ഀ 0.710਍ഀ LL k਍ഀ 2.100਍ഀ @ X ft਍ഀ 6.500਍ഀ Results਍ഀ Mmax @ Cntr k-ftj਍ഀ 0.00 8.51਍ഀ @ X = ft਍ഀ 0.00 6.47਍ഀ Max @ Left End k-ft਍ഀ 0.00 -16.32਍ഀ Max @ Right End k-ft਍ഀ -16.32 0.00਍ഀ fb : Actual psi਍ഀ 13,162.5 13,162.5਍ഀ Fb : Allowable psi਍ഀ 30,000.0 33,000.0਍ഀ Bending OK Bending OK਍ഀ fv : Actual psi਍ഀ 2,560.9 3,671.1਍ഀ Fv : Allowable psi਍ഀ 20,000.0 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 8.74਍ഀ Shear @ Right਍ഀ k਍ഀ , 6.10਍ഀ 3.21਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 5.41਍ഀ LL @ Left਍ഀ k਍ഀ 0.00਍ഀ 9.44਍ഀ Total @ Left਍ഀ k਍ഀ 0.00਍ഀ 14.84਍ഀ DL @ Right਍ഀ k਍ഀ 5.41਍ഀ 1.80਍ഀ LL @ Right਍ഀ k਍ഀ 9.44਍ഀ 1.41਍ഀ Total @ Right਍ഀ k:਍ഀ 14.84਍ഀ 3.21਍ഀ Max. Deflection਍ഀ in਍ഀ 0.047਍ഀ -0.034਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 6.07਍ഀ Span/Deflection Ratio਍ഀ 1,531.7਍ഀ 3,547.1਍ഀ Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00਍ഀ Shear k 0.00 8.74 0.00 0.00 0.00 0.00 0.00 0.00਍ഀ Moment k-ft 0.00 -16.32 0.00 0.00 0.00 0.00 0.00 0.00਍ഀ Max. Deflection in,l -0.0470 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB111਍ഀ Design Input਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W1 2X79਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 29.000 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 13.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Parallel਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab One Side਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1 k/ft਍ഀ #1 1.110 k 4.000ft਍ഀ #2 k/ft਍ഀ #2 2.610 k 8.000ft਍ഀ #3 k/ft਍ഀ # 3 4.510 k 19.000 ft਍ഀ Trapezoidal Loads...਍ഀ #1 @ Left 0.420 k/ft਍ഀ @ Right਍ഀ 0.420 k/ft 4.000 29.000 ft਍ഀ #2 @ Left 0.075 k/ft਍ഀ @ Right਍ഀ 0.075 k/ft 4.000 19.000 ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1 k/ft਍ഀ #1 3.670 k 4.000 ft਍ഀ #2 k/ft਍ഀ # 2 8.710 k 8.000 ft਍ഀ #3 k/ft਍ഀ #3 15.000 k 19.000 ft਍ഀ Trapezoidal Loads...਍ഀ #1 @ Left 0.240 k/ft਍ഀ @ Right਍ഀ 0.240 k/ft 4.000 29.000 ft਍ഀ #2 @ Left .0.080 k/ft਍ഀ @ Right਍ഀ 0.080 k/ft .19.000 26.000 ft਍ഀ #2 @ Left 0.250 k/ft਍ഀ @ Right਍ഀ 0.250 k/ft 4.000 19.000 ft਍ഀ Summary਍ഀ No Good Shored, OK Unshored,਍ഀ Using: W12X79, Span - 29.00ft, Slab Thickness਍ഀ = 4.500in, Deck Rib਍ഀ Ht= 1.50in, Rib Spac= 6.061n, Rib Width=਍ഀ 1.75in w/ Slab C਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 25,603.9 psi਍ഀ Allowable = 33,333.0 psi਍ഀ OK਍ഀ Unshored DL Stress Actual =਍ഀ 10,332.7 psi਍ഀ Allowable = 33,333.0 psi਍ഀ OK਍ഀ Actual Shear Stress Actual =਍ഀ 5,219.0 psi਍ഀ Allowable = 20,000.0 psi਍ഀ OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 26,908.1 psi Allowable = 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 1,087.4 psi Allowable = 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 28,905.0 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top * n) 1,679.6 1,575.0 psi਍ഀ rrp~ 1- -਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ r 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ z 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001 Pa e 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam g਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB111਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs਍ഀ 3 per 1਍ഀ /2 beam span਍ഀ Stud Capacity਍ഀ 8.75 k V'h : min਍ഀ 55.61 k਍ഀ Total req'd 1/2 Span਍ഀ 7studs਍ഀ Vh @ 100% 222.43k Vh : Used਍ഀ 26.25 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to 5.736 ft਍ഀ , Use 1 studs਍ഀ Zone 2 from਍ഀ 5.736 ft਍ഀ to 11.471 ft਍ഀ , Use 2 studs਍ഀ Zone 3 from਍ഀ 11.471 ft਍ഀ to 17.207 ft਍ഀ , Use 0 studs਍ഀ Zone 4 from਍ഀ 17.207 ft਍ഀ to 21.138 ft਍ഀ , Use 0 studs਍ഀ Zone 5 from਍ഀ 21.138 ft਍ഀ to 25.069 ft਍ഀ , Use 2 studs਍ഀ Zone 6 from਍ഀ 25.069 ft਍ഀ to 29.000 ft਍ഀ , Use 1 studs਍ഀ Deflections਍ഀ I : Transformed਍ഀ 1,476.58 in4਍ഀ I : Effective 941.8,3n4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.513 in (after shores removed) 0.729 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.921 in਍ഀ 0.921 in਍ഀ Total Uncured Deflection਍ഀ 0.513 in L / 678.9਍ഀ 0.729 in L / 477.2਍ഀ Composite Deflection਍ഀ 1.434 in L / 242.7਍ഀ 1.650 in L / 210.9਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 10.75 k਍ഀ 11.39 k਍ഀ Composite਍ഀ 19.62 k਍ഀ 18.07.,k਍ഀ Max DL + LL਍ഀ 30.37 k਍ഀ 29.46 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 92.09 k-ft਍ഀ Fb : Allow਍ഀ 33.00 psi Based on Beam Span਍ഀ 3.625 ft਍ഀ Dead + Const਍ഀ 92.09 k-ft਍ഀ n : Strength਍ഀ 8.60 Based on Beam Spacing਍ഀ 6.500 ft਍ഀ Live Load Only਍ഀ 166.77 k-ft਍ഀ n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 257.61 k-ft਍ഀ Effective Width਍ഀ 3.625 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 30.37 k਍ഀ Shear @ Right਍ഀ 29.46 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X79਍ഀ Depth਍ഀ 12.380 in਍ഀ Ixx : Steel Section਍ഀ 662.00 in4਍ഀ Width਍ഀ 12.080 in਍ഀ I transformed਍ഀ 1,471.47 in4਍ഀ Flange Thick਍ഀ 0.735 in਍ഀ Strains : top਍ഀ 214.01 in3਍ഀ Web Thick਍ഀ 0.470 in਍ഀ Strans : bot਍ഀ 147.08 in3਍ഀ Area਍ഀ 23.200 in2਍ഀ Strans : off @ bot਍ഀ 120.74 in3਍ഀ Weight਍ഀ 78.803 #/ft਍ഀ n'Strans: Ef @ top਍ഀ 1,236.0 in3਍ഀ ]-steel਍ഀ 662.00 in4਍ഀ X-X Axis from Bot਍ഀ 10.00 in਍ഀ S steel : top਍ഀ 106.95 in3਍ഀ Vh @ 100%਍ഀ 222.43 k਍ഀ S steel : bottom਍ഀ 106.95 in3਍ഀ x$125਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope :਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB112਍ഀ Design Input਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X14਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 8.000 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 11.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation Parallel਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location Slab One Side਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1 0.575 k/ft਍ഀ #1 k ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ Point Loads...਍ഀ #1 0.500 k/ft਍ഀ #1 k ft਍ഀ Summary OK Shored &Unshored਍ഀ Using: W12X14, Span = 8.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab C਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual = 5,193.0 psi Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual = 3,801.3 psi Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual = 1,828.9 psi Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 6,185.3 psi Allowable = 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 123.8 psi Allowable = 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 7,027.5 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top * n) 269.8 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 0 per 1/2 beam span਍ഀ Stud Capacity 8.75 k V'h : min 15.34 k਍ഀ Total req'd 1/2 Span 2 studs Vh @ 100%0 61.36k Vh : Used 17.50 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 1.333 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 2 from਍ഀ 1.333 ft਍ഀ to਍ഀ 2.667 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 3 from਍ഀ 2.667 ft਍ഀ to਍ഀ 4.000 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 4 from਍ഀ 4.000 ft਍ഀ to਍ഀ 5.333 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 5 from਍ഀ 5.333 ft਍ഀ to਍ഀ 6.667 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 6 from਍ഀ 6.667 ft਍ഀ to਍ഀ 8.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ rQ)gL.਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001 Page਍ഀ 2਍ഀ User: KW-0606238, ver 5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ (c)1983-2003 ENERCALC Enoineerina Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB112਍ഀ Deflections਍ഀ I : Transformed਍ഀ 262.87 in4਍ഀ I : Effective 181.67in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.010 in (after shores removed)਍ഀ 0.021 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.009 in਍ഀ 0.009 in਍ഀ Total Uncured Deflection਍ഀ 0.010 in L/9319.8਍ഀ 0.021 in L / 4545.3਍ഀ Composite Deflection਍ഀ 0.019 in L/5039.1਍ഀ 0.030 in L / 3214.7਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 2.36 k਍ഀ 2.36 k਍ഀ Composite਍ഀ 2.00 k਍ഀ 2.00 k਍ഀ Max DL + LL਍ഀ 4.36 k਍ഀ 4.36 k਍ഀ Analysis Values਍ഀ Maximum Moments਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 4.71 k-ft Fb : Allow਍ഀ 33.00 psi਍ഀ Based on Beam Span 1.000 ft਍ഀ Dead + Const਍ഀ 4.71 k-ft n : Strength.਍ഀ 8.60਍ഀ Based on Beam Spacing 5.500 ft਍ഀ Live Load Only਍ഀ 4.00 k-ft n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 8.71 k-ft਍ഀ Effective Width 1.000 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 4.36 k਍ഀ Shear @ Right਍ഀ 4.36 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W12X14਍ഀ Depth਍ഀ 11.910 in਍ഀ Ixx : Steel Section਍ഀ 88.60 in4਍ഀ Width਍ഀ 3.970 in਍ഀ I transformed਍ഀ 261.96 in4਍ഀ Flange Thick਍ഀ 0.225 in਍ഀ Strans : top਍ഀ 45.07 in3਍ഀ Web Thick਍ഀ 0.200 in਍ഀ Strans : bot਍ഀ 24.72 in3਍ഀ Area਍ഀ 4.160 in2਍ഀ Strans : eff @ bot਍ഀ 20.13 in3਍ഀ Weight਍ഀ 14.130 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 266.6 in3਍ഀ I-steel਍ഀ 88.60 in4਍ഀ X-X Axis from Bot਍ഀ 10.60 in਍ഀ S steel : top਍ഀ 14.88 in3਍ഀ Vh @ 100%਍ഀ 61.36k਍ഀ S steel :bottom਍ഀ 14.88 in3਍ഀ Go,i L-7਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ I! 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ •਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580001਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - F131 13਍ഀ Design Input਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name਍ഀ W8X10਍ഀ Fy 50.00 ksi਍ഀ Beam Span਍ഀ 10.500 ft਍ഀ f'c 3,500.00 psi਍ഀ Beam Spacing਍ഀ 8.000 ft਍ഀ Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Stud Diameter 0.750 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Stud Height 3.000 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Beam Weight Added Internally਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Using Partial Composite Action਍ഀ Rib Orientation਍ഀ Perpendicular਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Beam Location਍ഀ Slab One Side਍ഀ SUn਍ഀ OK Shored & Unshored਍ഀ Using: W8X10, Span = 10.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac=਍ഀ 6.00in, Rib Width= 1.75in w/ Slab Ot਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 20,858.6 psi Allowable =਍ഀ 33,333.0 psi OK਍ഀ Unshored DL Stress Actual =਍ഀ 17,453.7 psi Allowable =਍ഀ 33,333.0 psi OK਍ഀ Actual Shear Stress Actual =਍ഀ 4,776.2 psi Allowable =਍ഀ 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 27,085.1 psi Allowable = 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 418.5 psi Allowable = 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 32,426.7 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top ' n) 906.3 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 0 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 17.57 k਍ഀ Total req'd 1/2 Span 2studs Vh @ 100% 70.28k Vh : Used 24.79 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 1.680ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 2 from਍ഀ 1.680 ft਍ഀ to਍ഀ 3.360 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 3 from਍ഀ 3.360 ft਍ഀ to਍ഀ 5.040 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 4 from਍ഀ 5.040 ft਍ഀ to਍ഀ 6.860 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 5 from਍ഀ 6.860 ft਍ഀ to਍ഀ 8.680 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 6 from਍ഀ 8.680 ft਍ഀ to਍ഀ 10.500 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Monroe & Newell Engineers, Inc਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ f-~\2z,਍ഀ Job # 5500.02਍ഀ Date: 3:54PM, 13 DEC 05਍ഀ User: KW-0606238,Ver 5.8.0, 1-Dec-2003 Composite Steel Beam Page 2਍ഀ (0)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Seams਍ഀ Description Floor Beam - FB113਍ഀ Deflections਍ഀ I : Transformed਍ഀ 128.10 in4਍ഀ I : Effective 88.58in4਍ഀ Shored਍ഀ Unshored਍ഀ Before 75 % Curing਍ഀ 0.080 in (after shores removed)਍ഀ 0.231 in਍ഀ Construction Loads Only਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ After 75% Curing਍ഀ 0.069 in਍ഀ 0.069 in਍ഀ Total Uncured Deflection਍ഀ 0.080 in L / 1567.0਍ഀ 0.231 in L / 544.8਍ഀ Composite Deflection਍ഀ 0.149 in L / 843.6਍ഀ 0.300 in L / 419.7਍ഀ Reactions਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ • 3.45਍ഀ k਍ഀ 3.36 k਍ഀ Composite਍ഀ 2.95਍ഀ k਍ഀ 2.88 k਍ഀ Max DL + LL਍ഀ 6.41਍ഀ k਍ഀ 6.24 k਍ഀ Analysis Values਍ഀ Maximum Moments _਍ഀ Effective Flange Width...਍ഀ Dead Load Alone਍ഀ 11.36 k-ft਍ഀ Fb : Allow਍ഀ 33.00 psi਍ഀ Based on Beam Spari 1.312 ft਍ഀ Dead + Const਍ഀ 11.36 k-ft਍ഀ n : Strength਍ഀ 8.60਍ഀ Based on Beam Spacing 4.000 ft਍ഀ Live Load Only਍ഀ 9.74 k-ft਍ഀ n : Deflection਍ഀ 8.51਍ഀ Dead + Live਍ഀ 21.10 k-ft਍ഀ Effective Width 1.312 ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 6.41 k਍ഀ Shear @ Right਍ഀ 6.24 k਍ഀ Section Properties਍ഀ Section Name਍ഀ W8X10਍ഀ Depth਍ഀ 7.890 in਍ഀ Ixx : Steel Section਍ഀ 30.80 in4਍ഀ Width਍ഀ 3.940 in਍ഀ I transformed਍ഀ 127.70 in4਍ഀ Flange Thick਍ഀ 0.205 in਍ഀ Strans : top਍ഀ 32.48 in3਍ഀ Web Thick਍ഀ 0.170 in਍ഀ Strans : bot਍ഀ 15.10 in3਍ഀ Area਍ഀ 2.960 in2਍ഀ Strans : eff @ bot਍ഀ 12.14 in3਍ഀ Weight਍ഀ 10.054 #/ft਍ഀ n'Strans : Ef @ top਍ഀ 193.2 in3਍ഀ ]-steel਍ഀ 30.80 in4਍ഀ X-X Axis from Bot਍ഀ 8.46 in਍ഀ S steel : top਍ഀ 7.81 in3਍ഀ Vh @ 100%਍ഀ 70.28 k਍ഀ S steel : bottom਍ഀ 7.81 in3਍ഀ Monroe & Newell Engineers, Inc.਍ഀ l' 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fav• 3n3.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ n,. 1਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB114਍ഀ Design Input਍ഀ Section Name W10X12਍ഀ 000 ft਍ഀ 4਍ഀ Beam Span਍ഀ .਍ഀ 8.000 ft਍ഀ Beam Spacing਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Rib Orientation Parallel਍ഀ Beam Location Slab One Side਍ഀ Dead Loads (applied before 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ #1 0.280 k/ft਍ഀ Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads...਍ഀ #1 0.160 k/ft਍ഀ Job # 5500.02਍ഀ Date: 3:54PM, 13 DEC 05਍ഀ . -I-਍ഀ 5500 ecw:8195 Beams਍ഀ Point Loads...਍ഀ # 1 2.950 k 3.000 ft਍ഀ ySummary OK Shored & Unshored਍ഀ 7Striess X12, Span = 4.OOft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab C਍ഀ ks for Shored & Unshored Cases. OK਍ഀ Psi਍ഀ om of Beam Actual = 4,550.5 psi Allowable 33,333.0਍ഀ 3,330.2 Psi Allowable = 33,333.0 psi OK਍ഀ ed DL Stress Actual =਍ഀ Shear Stress Actual = 3,045.7 psi Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check.... 45,000.0 psi OK '਍ഀ (Mdl/Ss + MII/Strans) Actual = 5,363.9 psi Allowable = P਍ഀ MII / Strans(top) Actual = 154.2 Psi Allowable = 1,575.0 psi OK਍ഀ 6,021.2 38,000.0 psi਍ഀ Alternate Unshored Stress Check : (Mdl ± MII) / Ss 345.0 1,575.0 psi਍ഀ OL...... rl r`nnnYPtP ~trASs Check (Mdl + Mil) / (Strans:top ' n)਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs਍ഀ Total req'd 1/2 Span਍ഀ Zone 1 from਍ഀ Zone 2 from਍ഀ Zone 3 from਍ഀ Zone 4 from਍ഀ Zone 5 from਍ഀ Zone 6 from਍ഀ Composite Steel Beam਍ഀ 0 per 1/2 beam span 7.67 k਍ഀ Stud Capacity 8.75 k Vh :min਍ഀ 30.68k V :Used 8.75 k਍ഀ 1 studs Vh @ 100%਍ഀ 0.000 ft਍ഀ to਍ഀ 0.996 ft , Use਍ഀ 0 studs਍ഀ 0.996 ft਍ഀ to਍ഀ 1.991 ft , Use਍ഀ 1 studs਍ഀ 1.991 ft਍ഀ to਍ഀ 2.987 ft , Use਍ഀ 0 studs਍ഀ 2.987 ft਍ഀ to਍ഀ 3.324 ft , Use਍ഀ 0 studs਍ഀ 3.324 ft਍ഀ to਍ഀ 3.662 ft , Use਍ഀ 0 studs਍ഀ 3.662 ft਍ഀ to਍ഀ 4.000 ft , Use਍ഀ 1 studs਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ m~਍ഀ Fy 50.00 ksi਍ഀ f'c 3,500.00 psi਍ഀ Concrete Density 145.00 pcf਍ഀ Stud Diameter 0.750 in਍ഀ Stud Height 3.000 in਍ഀ Beam Weight Added Internally਍ഀ Using Partial Composite Action਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Point Loads... 3.000ft਍ഀ # 1 3.460 k਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail`s Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Job # 5500.02਍ഀ Date: 3:54PM, 13 DEC 05਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Scope਍ഀ 623.6602਍ഀ Fax: 303਍ഀ .਍ഀ Page 2਍ഀ [Rev: seoo01਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam਍ഀ 5500.ecw:8195 Beams਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ ਍ഀ Description਍ഀ Floor Beam - FB114਍ഀ Deflections਍ഀ I : Transformed਍ഀ I਍ഀ Before 75 % Curing਍ഀ Construction Loads Only਍ഀ After 75% Curing਍ഀ Total Uncured Deflection਍ഀ Composite Deflection਍ഀ 140.99 in4਍ഀ Shored਍ഀ 0.002 in਍ഀ (after shores removed)਍ഀ 0.000 in਍ഀ 0.002 in਍ഀ 0.002 in਍ഀ L/####,#਍ഀ 0.004 in਍ഀ L/####.#਍ഀ I : Effective 100.3Ein4਍ഀ Unshored਍ഀ 0.005 in਍ഀ 0.000 in਍ഀ 0.002 in਍ഀ 0.005 in L਍ഀ 0.007 in L / 7298.5਍ഀ Reactions r . a.਍ഀ Load Combinations... @ Left @ Right਍ഀ Dead + Constuction 1.45 k 3.18 k਍ഀ 1.06 k 2.53 k਍ഀ Composite਍ഀ Max DL + LL 2.51 k 5.71 k਍ഀ lysis Values਍ഀ Maximum Moments਍ഀ Dead Load Alone਍ഀ Dead + Const਍ഀ Live Load Only਍ഀ Dead + Live਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ Shear @ Right਍ഀ 3.03 k-ft਍ഀ 3.03 k-ft਍ഀ 2.44 k-ft਍ഀ 5.47 k-ft਍ഀ 2.51 k਍ഀ 5.71 k਍ഀ Effective Flange Width...਍ഀ Fb : Allow 33.00 psi Based on Beam Span਍ഀ n : Strength 8.60 Based on Beam Spacing਍ഀ n : Deflection 8.51਍ഀ Effective Width਍ഀ 0.500 ft਍ഀ 4.000 ft਍ഀ 0.500 ft਍ഀ Section Properties਍ഀ Section Name਍ഀ W10X12਍ഀ Depth਍ഀ 9.870 in਍ഀ Ixx :Steel Section਍ഀ 53.80 in4਍ഀ Width਍ഀ 3.960 in਍ഀ I transformed਍ഀ 140.42 in4਍ഀ Flange Thick਍ഀ 0.210 in਍ഀ Strans : top਍ഀ 22.13 in3਍ഀ Web Thick਍ഀ 0.190 in਍ഀ Strans : bot਍ഀ 17.50 in3਍ഀ Area਍ഀ 3.540 in2਍ഀ Strans : eff @ bot਍ഀ 14.43 in3਍ഀ Weight਍ഀ 12.024 #/ft਍ഀ n*Strans : Ef @ top਍ഀ 145.3 in3਍ഀ I-steel਍ഀ 53.80 in4਍ഀ X-X Axis from Bot਍ഀ 8.02 in਍ഀ S steel : top਍ഀ 10.90 in3਍ഀ Vh @ 100%਍ഀ 30.68 k਍ഀ S steel : bottom਍ഀ 10.90 in3਍ഀ IT਍ഀ ਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description਍ഀ Floor Beam - FB115਍ഀ Composite Steel Beam਍ഀ Page 1਍ഀ 55oo.ecw:8195 Beams਍ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Section Name W12X14 Fy 50.00 ksi਍ഀ Beam Span 18.000 ft f'c 3,500.00 psi਍ഀ Beam Spacing 9.000 ft Concrete Density 145.00 pcf਍ഀ Slab Thickness਍ഀ 4.500 in਍ഀ Deck Rib Height਍ഀ 1.500 in਍ഀ Rib Spacing਍ഀ 6.000 in਍ഀ Rib Width਍ഀ 1.750 in਍ഀ Rib Orientation਍ഀ Perpendicular਍ഀ Beam Location਍ഀ Slab One Side਍ഀ Stud Diameter 0.750 in਍ഀ Stud Height 3.000 in਍ഀ Beam Weight Added Internally਍ഀ Using Partial Composite Action਍ഀ Elastic Modulus 29,000.00 ksi਍ഀ Dead Loads (applied before 75% curing)਍ഀ Trapezoidal Loads...਍ഀ # 1 @ Left 0.690 k/ft @ Right 0.690 k/ft 6.500 18.000 ft਍ഀ i Live Loads (applied after 75% curing)਍ഀ Full Span Uniform Loads... Point Loads...਍ഀ Trapezoidal Loads...਍ഀ # 1 @ Left਍ഀ Summary਍ഀ 0.600 k/ft @ Right 0.600 k/ft਍ഀ Job # 5500.02਍ഀ Date: 3:54PM, 13 DEC 05਍ഀ 6.500 18.000 ft਍ഀ OK Shored & Unshored਍ഀ Using: W1 2X14, Span = 18.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 1.50in, Rib Spac= 6.00in, Rib Width= 1.75in w/ Slab C਍ഀ Stress Checks for Shored & Unshored Cases...਍ഀ @ Bottom of Beam Actual =਍ഀ 21,799.7 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Unshored DL Stress Actual =਍ഀ 17,496.6 psi਍ഀ Allowable = 33,333.0 psi OK਍ഀ Actual Shear Stress Actual =਍ഀ 4,291.9 psi਍ഀ Allowable = 20,000.0 psi OK਍ഀ Unshored Stress Check....਍ഀ (Mdl/Ss + MII/Strans) Actual = 27,493.7 psi Allowable = 45,000.0 psi OK਍ഀ MII / Strans(top) Actual = 332.7 psi Allowable = 1,575.0 psi OK਍ഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 32,316.8 38,000.0 psi਍ഀ Shored Concrete Stress Check (Mdl + MII) / (Strans(top' n) 725.4 1,575.0 psi਍ഀ Shear Studs & Shear Transfer਍ഀ Actual # Studs 0 per 1/2 beam span਍ഀ Stud Capacity 12.40 k V'h : min 26.00 k਍ഀ Total req'd 1/2 Span 3 studs Vh @ 100% 104.00k Vh : Used 37.19 k਍ഀ Zone 1 from਍ഀ 0.000 ft਍ഀ to਍ഀ 3.400 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Zone 2 from਍ഀ 3.400 ft਍ഀ to਍ഀ 6.800 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 3 from਍ഀ 6.800 ft਍ഀ to਍ഀ 10.200 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 4 from਍ഀ 10.200 ft਍ഀ to਍ഀ 12.800 ft਍ഀ , Use਍ഀ 0 studs਍ഀ Zone 5 from਍ഀ 12.800 ft਍ഀ to਍ഀ 15.400 ft਍ഀ , Use਍ഀ 2 studs਍ഀ Zone 6 from਍ഀ 15.400 ft਍ഀ to਍ഀ 18.000 ft਍ഀ , Use਍ഀ 1 studs਍ഀ Title : Vail's Front Door - Spa Job # 5500.02਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ L 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Page 2਍ഀ Rev: 580001 Composite Steel Beam 89 5 Ver 5.8.0, 1-Dec-2003 5500.ecw:19਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB115਍ഀ Deflections਍ഀ I : Transformed਍ഀ Before 75 % Curing਍ഀ Construction Loads Only਍ഀ After 75% Curing਍ഀ Total Uncured Deflection਍ഀ Composite Deflection਍ഀ 327.90 in4਍ഀ Shored਍ഀ 0.179 in (after shores removed)਍ഀ 0.000 in਍ഀ 0.151 in਍ഀ 0.179 in L/1209.8਍ഀ 0.330 in L/655-4਍ഀ I : Effective 231.70n4਍ഀ Unshored਍ഀ 0.467 in਍ഀ 0.000 in਍ഀ 0.151 in਍ഀ 0.467 in L / 462.6਍ഀ 0.618 in L / 349.6਍ഀ Reactions਍ഀ T਍ഀ ਍ഀ Load Combinations...਍ഀ @ Left਍ഀ @ Right਍ഀ Dead + Constuction਍ഀ 2.66 k਍ഀ 5.53 k਍ഀ Composite਍ഀ 2.20 k਍ഀ 4.70 k਍ഀ Max DL + LL਍ഀ 4.87 k਍ഀ 10.22 k਍ഀ i਍ഀ Maximum Moments਍ഀ 69 k-ft਍ഀ 21਍ഀ Effective Flange Width...਍ഀ Fb : Allow 33.00 psi Based on Beam Span 2.250 ft਍ഀ Dead Load Alone਍ഀ .਍ഀ 6b k-ft਍ഀ 21਍ഀ n : Strength 8.60 Based on Beam Spacing 4.500 ft਍ഀ Dead + Const਍ഀ .਍ഀ Live Load Only਍ഀ 18.37 k-ft਍ഀ n : Deflection 8'51 Effective Width 2.250 ft਍ഀ Dead + Live਍ഀ 40.07 k-ft਍ഀ Support Shears਍ഀ Shear @ Left਍ഀ 4.87 k਍ഀ Shear @ Right਍ഀ 10.22 k਍ഀ Section Properties਍ഀ Section Name਍ഀ Depth਍ഀ Width਍ഀ Flange Thick਍ഀ Web Thick਍ഀ Area਍ഀ Weight਍ഀ ]-steel਍ഀ S steel : top਍ഀ S steel : bottom਍ഀ W12X14਍ഀ 11.910 in਍ഀ 3.970 in਍ഀ 0.225 in਍ഀ 0.200 in਍ഀ 4.160 in2਍ഀ 14.130 #/ft਍ഀ 88.60 in4਍ഀ 14.88 in3਍ഀ 14.88 in3਍ഀ Ixx : Steel Section਍ഀ I transformed਍ഀ Strans : top਍ഀ Strans : bot਍ഀ Strans : eff @ bot਍ഀ n'Strans : Ef @ top਍ഀ X-X Axis from Bot਍ഀ Vh @ 100%਍ഀ 88.60 in4਍ഀ 327.06 in4਍ഀ 77.07 in3਍ഀ 26.88 in3਍ഀ 22.06 in3਍ഀ 447.8 in3਍ഀ 12.17 in਍ഀ 104.00 k਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa਍ഀ Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Date: 3:54PM, 13 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Scope਍ഀ Y'਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver 5.8.਍ഀ 0, 1-Dec-2003 Steel Beam Design਍ഀ Page 1਍ഀ 5500.ecw:8195 Beams਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FBI 16 - Non-comp਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 M਍ഀ Steel Section : W14X26 Fy 50.00ksi਍ഀ Pinned-Pinned Load Duration Factor 1.00਍ഀ Center Span 18.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi਍ഀ Left Cant. 0.00 ft LL & ST Act Together਍ഀ Right Cant 0.00 ft਍ഀ Lu : Unbraced Length 6.50 ft਍ഀ Distributed Loads਍ഀ Note! Short Term Loaas Are wINU Loaas.਍ഀ ,਍ഀ # 6 # 7਍ഀ k/ft਍ഀ k/ft਍ഀ k/ft਍ഀ ft਍ഀ ft਍ഀ Beam OK਍ഀ Static Load Case Governs Stress਍ഀ Max. Deflection -0.469 in਍ഀ Length/DL Defl 847.1: 1਍ഀ Length/(DL+LL Defl) 460.4: 1਍ഀ #1਍ഀ #2 #3਍ഀ #4 #5਍ഀ DL 1.035਍ഀ LL 0.900਍ഀ ST਍ഀ Start Location 6.500਍ഀ End Location 18.000਍ഀ Summary਍ഀ i਍ഀ Using: W 14X26 section, Span =਍ഀ 18.00ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, Lu = 6.50ft, LDF = 1.000਍ഀ Actual਍ഀ Allowable਍ഀ Moment਍ഀ 60.301 k-ft਍ഀ 80.207 k-ft਍ഀ fb : Bending Stress਍ഀ 20.499 ksi਍ഀ 27.266 ksi਍ഀ fb / Fb਍ഀ 0.752 : 1਍ഀ Shear਍ഀ 15.379 k਍ഀ 70.941 k਍ഀ fv : Shear Stress਍ഀ 4.336 ksi਍ഀ 20.000 ksi਍ഀ fv/ Fv਍ഀ 0.217 : 1਍ഀ Force & Stress Summary਍ഀ <<-- These columns are Dead + Live Load placed as noted »਍ഀ DL਍ഀ LL਍ഀ LL+ST਍ഀ LL਍ഀ LL+ST਍ഀ Maximum਍ഀ Only਍ഀ @ Center਍ഀ @ Center਍ഀ @ Cants਍ഀ @ Cants਍ഀ M + 60.30 k-ft਍ഀ Max਍ഀ 32.74਍ഀ 60.30਍ഀ k-ft਍ഀ .਍ഀ Max਍ഀ M -਍ഀ -0.00਍ഀ -0.00਍ഀ k-ft਍ഀ .਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ Shear @ Left 7.34 k਍ഀ 4.04਍ഀ 7.34਍ഀ k਍ഀ Shear @ Right 15.38 k਍ഀ 8.34਍ഀ 15.38਍ഀ k਍ഀ Center Defl. -0.469 in਍ഀ -0.255਍ഀ -0.469਍ഀ -0.469਍ഀ 0.000਍ഀ 0.000 in਍ഀ Left Cant DO 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Defl 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query Defl @ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left 7.34਍ഀ 4.04਍ഀ 7.34਍ഀ 7.34਍ഀ k਍ഀ Reaction @ Rt 15.38਍ഀ 8.34਍ഀ 15.38਍ഀ 15.38਍ഀ k਍ഀ Fa calc'd per Eq. E2-2, K'L/r > Cc਍ഀ I Beam, Major Axis, (102,000' Cb / Fy)਍ഀ 11.5 UrT (51਍ഀ 0,000' Cb / Fy)^.5਍ഀ , Fb per Eq. F1-6਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ r Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 3:54PM, 13 DEC 05਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB116 - Non-comp਍ഀ Section Properties਍ഀ W14X26਍ഀ Depth਍ഀ 13.910 in਍ഀ Weight਍ഀ 26.12 #/ft਍ഀ Web Thick਍ഀ 0.255 in਍ഀ Ixx਍ഀ 245.000 in4਍ഀ Width਍ഀ 5.025 in਍ഀ lyy਍ഀ 8.910 in4਍ഀ Flange Thick਍ഀ 0.420 in਍ഀ Sxx਍ഀ 35.300 in3਍ഀ Area਍ഀ 7.69 in2਍ഀ Syy਍ഀ 3.550 in3਍ഀ Rt਍ഀ 1.280 in਍ഀ R-xx਍ഀ 5.650 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 1.080 in਍ഀ J .਍ഀ 0.360 in4਍ഀ Zx਍ഀ 40.200 in3਍ഀ Cw਍ഀ 405.00 in6਍ഀ Zy਍ഀ 5.540 in3਍ഀ K਍ഀ 0.820 in਍ഀ Page 2਍ഀ 5500.ecw:8195 Beams਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580007 Page 1਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Multi-Span Steel Beam 5500.ecw:8195 Beams਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB117 - Non comp਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Dead Load਍ഀ k/ft਍ഀ Live Load਍ഀ k/ft਍ഀ Point #1 DL਍ഀ k਍ഀ LL਍ഀ k਍ഀ @X਍ഀ ft਍ഀ Yes Yes਍ഀ 0.690 0.690਍ഀ 0.600 0.600਍ഀ 9.390਍ഀ 8.170਍ഀ 8.000਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k-ft l਍ഀ 0.89਍ഀ 0.00਍ഀ @ X =਍ഀ ft਍ഀ 1.20਍ഀ 8.00਍ഀ Max @ Left End਍ഀ k ft਍ഀ 0.00਍ഀ 181.76਍ഀ Max @ Right End਍ഀ k-ft਍ഀ -181.76਍ഀ 0.00਍ഀ fb : Actual਍ഀ psi,਍ഀ 23,085.7਍ഀ 23,085.7਍ഀ Fb : Allowable਍ഀ psi਍ഀ 25,888.5਍ഀ 27,451.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ fv : Actual਍ഀ psi਍ഀ 2,742.5਍ഀ 3,522.2਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ • 1.51਍ഀ 27.88਍ഀ Shear @ Right਍ഀ k਍ഀ 21.71਍ഀ 17.56਍ഀ Reactions...਍ഀ DL @ Left਍ഀ k਍ഀ , 0.81਍ഀ 26.52਍ഀ LL @ Left਍ഀ k਍ഀ 0.70਍ഀ 23.07਍ഀ Total @ Left਍ഀ k਍ഀ 1.51਍ഀ 49.59਍ഀ DL @ Right਍ഀ k਍ഀ 26.52਍ഀ 0.00਍ഀ LL @ Right਍ഀ k਍ഀ 23.07਍ഀ 0.00਍ഀ Total @ Right਍ഀ k਍ഀ 49.59਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ 0.128਍ഀ -0.600਍ഀ @ X =਍ഀ ft਍ഀ 11.52਍ഀ 8.00਍ഀ Span/Deflection Ratio਍ഀ 1,691.1਍ഀ 320.2਍ഀ Query values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 00਍ഀ 0਍ഀ 0.00਍ഀ 00਍ഀ 0਍ഀ Shear਍ഀ k਍ഀ 1.51਍ഀ 00਍ഀ ' -0਍ഀ 27.88਍ഀ -181.76਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ Moment਍ഀ Max. Deflection਍ഀ k-ft਍ഀ in਍ഀ .਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ 1701 Wynkoop Street, Suite 200 Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ L' 303.623.4927 Scope :਍ഀ r Fax: 303.623.6602਍ഀ Rev. 58000' Multi-Span Steel Beam਍ഀ User: KW-0606238, Ver5.8.0,1-Dec•2003਍ഀ (c) 1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB118 - Non comp਍ഀ Job # 5500.02਍ഀ Date: 3:54PM, 13 DEC 05਍ഀ Page 1਍ഀ 5500.ecw:8195 Beams਍ഀ KICDn rnnn਍ഀ General Information਍ഀ Fy - Yield Stress 50.00 ksi਍ഀ Spans Considered Continuous Over Supports਍ഀ pan Information਍ഀ Code Ref: AISG yin Hou, taar u-,਍ഀ Description਍ഀ Left Cant਍ഀ Span਍ഀ Span਍ഀ ft਍ഀ 2.00਍ഀ 18.00਍ഀ Steel Section਍ഀ W16X26਍ഀ W16X26਍ഀ End Fixity਍ഀ Free-Pin਍ഀ Pin-Pin਍ഀ 00਍ഀ 9਍ഀ l Inhraced Lenath਍ഀ ft਍ഀ 2.00਍ഀ :਍ഀ k1਍ഀ k਍ഀ k਍ഀ k਍ഀ k਍ഀ k਍ഀ k਍ഀ k਍ഀ in਍ഀ ft਍ഀ Loads਍ഀ Live Load Used This Span ? I਍ഀ Yes਍ഀ Yes਍ഀ Yes਍ഀ Dead Load਍ഀ k/ft਍ഀ 0.690਍ഀ 600਍ഀ 0਍ഀ 0.690਍ഀ 600਍ഀ 0਍ഀ 0.690਍ഀ 0.600਍ഀ Live Load਍ഀ k/ft਍ഀ .਍ഀ .਍ഀ Point #1 DL਍ഀ k਍ഀ 3.290਍ഀ 1.000਍ഀ 000਍ഀ 1਍ഀ LL਍ഀ k਍ഀ 2.860਍ഀ .਍ഀ 000਍ഀ 1਍ഀ @ X਍ഀ ft਍ഀ .਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ k-ftl਍ഀ 0.00਍ഀ 43.66਍ഀ 0.00਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 9.48਍ഀ 1.00਍ഀ Max @ Left End਍ഀ k-ft਍ഀ 0.00਍ഀ -14.88਍ഀ -2.64਍ഀ 00਍ഀ 0਍ഀ Max @ Right End਍ഀ k-ft'਍ഀ -14.88਍ഀ -2.64਍ഀ .਍ഀ fb : Actual਍ഀ psi਍ഀ 4,653.7਍ഀ 13,655.1਍ഀ 827.2਍ഀ Fb : Allowable਍ഀ psi਍ഀ 33,000.0਍ഀ Bending OK਍ഀ 23,029.0਍ഀ Bending OK਍ഀ 33,000.0਍ഀ Bending OK਍ഀ fv : Actual਍ഀ psi਍ഀ 2,225.6਍ഀ 3,133.1਍ഀ 838.8਍ഀ Fv : Allowable਍ഀ psi਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ 20,000.0਍ഀ Reactions & Deflections਍ഀ Shear @ Left਍ഀ Shear @ Right਍ഀ Reactions...਍ഀ DL @ Left਍ഀ LL @ Left਍ഀ Total @ Left਍ഀ DL @ Right਍ഀ LL @ Right਍ഀ Total @ Right਍ഀ Max. Deflection਍ഀ @ X=਍ഀ Span/Deflection Ratio਍ഀ Query Values਍ഀ Location਍ഀ Shear਍ഀ Moment਍ഀ Max. Deflection਍ഀ 0.00਍ഀ 8.73਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 11.25਍ഀ 9.77਍ഀ 21.02਍ഀ 0.082਍ഀ 0.00਍ഀ 582.7਍ഀ Load Duration Factor 1.00਍ഀ 12.29਍ഀ 10.93਍ഀ 11.25਍ഀ 9.77਍ഀ 21.02਍ഀ 7.53਍ഀ 6.69਍ഀ 14.22਍ഀ -0.279਍ഀ 9.24਍ഀ 774.3਍ഀ Right Cant਍ഀ 1.00਍ഀ W16X26਍ഀ Pin-Free਍ഀ 1.00਍ഀ 3.29਍ഀ 2.00਍ഀ 7.53਍ഀ 6.69਍ഀ 14.22਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.050਍ഀ 1.00਍ഀ 483.3਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 00਍ഀ 0਍ഀ 0.00਍ഀ 00਍ഀ 0਍ഀ 0.00਍ഀ 0.00਍ഀ k i਍ഀ 0.00਍ഀ 12.29਍ഀ 3.29਍ഀ 0.00਍ഀ 0.00਍ഀ 00਍ഀ 0਍ഀ .਍ഀ 00਍ഀ 0਍ഀ .਍ഀ 0.00਍ഀ 0.00਍ഀ k-ft਍ഀ 0.00਍ഀ -14.88਍ഀ -2.64਍ഀ 0.00਍ഀ 0000਍ഀ 0਍ഀ .਍ഀ 0000਍ഀ 0਍ഀ .਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ ini਍ഀ 0.0824਍ഀ 0.0000਍ഀ 0.0000਍ഀ .਍ഀ .਍ഀ Job # 5500.02਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door Spa਍ഀ 1701 W nkoo Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ ਍ഀ y p Street, Suite 200 Description : Lodge Expansion਍ഀ T,਍ഀ Denver, CO 80202਍ഀ ' + .1. 303.623.4927 Scope਍ഀ Fax: 303.623.6602 page 1਍ഀ Rev 580007 5500.ecw:8195 Beams i, -2003 (c)19 3 2003 ENERCALC En, nDerng Software Multi-Span Steel Beam -਍ഀ Description Floor Beam - FB119 -Non Comp਍ഀ "or, onn3 iRC;. 2003 NFPA 5000਍ഀ Fy - Yield Stress਍ഀ 50.00 ksi਍ഀ Spans Considered Continuous Over Support:਍ഀ Span Informatio਍ഀ n਍ഀ Description਍ഀ Cant਍ഀ Span਍ഀ 4.00਍ഀ ft਍ഀ Steel Section਍ഀ W14X22਍ഀ Free-Pin਍ഀ End Fixity਍ഀ Unbraced Length਍ഀ I਍ഀ ft 4.00਍ഀ Loads਍ഀ Dead Load਍ഀ Live Load਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ @X=਍ഀ Max @ Left End਍ഀ Max @ Right End਍ഀ fb : Actual਍ഀ Fb : Allowable਍ഀ fv : Actual਍ഀ Fv : Allowable਍ഀ ? Yes਍ഀ k/ft 0.690਍ഀ k/ft 0.600਍ഀ Code Het: AISU aui਍ഀ Load Duration Factor 1.00਍ഀ Span਍ഀ 11.00਍ഀ W14X22਍ഀ Pin-Pin਍ഀ 9.00਍ഀ Yes਍ഀ 0.690਍ഀ 0.600਍ഀ k-ft਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 14.69਍ഀ 6.23਍ഀ k-ft਍ഀ k-ftl਍ഀ 0.00਍ഀ -10.32਍ഀ -10.32਍ഀ 0.00਍ഀ psi i਍ഀ psi I਍ഀ psi਍ഀ psi਍ഀ 4,275.3਍ഀ Be ding OOK਍ഀ 1,632.8਍ഀ 20,000.0਍ഀ 6,086.6 21,135.7਍ഀ Bending OK਍ഀ 2,542.0਍ഀ 20,000.0਍ഀ nonr-tinns & Deflections਍ഀ Shear @ Left਍ഀ k਍ഀ 0.00਍ഀ 8.03਍ഀ 16਍ഀ 6਍ഀ Shear @ Right਍ഀ k਍ഀ 5.16਍ഀ .਍ഀ -Reactions...਍ഀ k਍ഀ 0 00਍ഀ 7.06਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 6.14਍ഀ LL @ Left਍ഀ k਍ഀ 0.00਍ഀ 13.19਍ഀ Total @ Left਍ഀ DL @ Right਍ഀ k਍ഀ 7.06਍ഀ 14਍ഀ 6਍ഀ 3.29਍ഀ 2.86਍ഀ LL @ Right਍ഀ k਍ഀ k਍ഀ .਍ഀ 13.19਍ഀ 6.16਍ഀ Total @ Right਍ഀ Max. Deflection਍ഀ in਍ഀ 0.027਍ഀ 00਍ഀ 0਍ഀ -0.050਍ഀ 5.79਍ഀ @ X =਍ഀ Span/Deflection Ratio਍ഀ ft਍ഀ .਍ഀ 3,500.5਍ഀ 2,614.3਍ഀ Query Values਍ഀ 00਍ഀ 0਍ഀ c.oc਍ഀ 0.00਍ഀ 0.00਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 03਍ഀ 8਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ .਍ഀ 0.00਍ഀ 0.00਍ഀ 00਍ഀ 0਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Shear਍ഀ ft1਍ഀ 0.00਍ഀ 00਍ഀ 0਍ഀ .਍ഀ 10.32਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ 0000਍ഀ 0਍ഀ .਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ Moment਍ഀ k-਍ഀ i਍ഀ .਍ഀ 0 0274਍ഀ 0.0000਍ഀ 0.0000਍ഀ 0.0000਍ഀ .਍ഀ Max. Deflection਍ഀ n਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Description :Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope਍ഀ Y Fax: 303.623.6602਍ഀ [Lu.evr: 580006 Page 1਍ഀ KW-0606238, Ver 5.8.0, 1-Dec-2003 Steel Bear Design 5500.ecw:8195 Beams਍ഀ 83.2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB120 - Non comp਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Fy 50 00 ks!਍ഀ Steel Section : W18X35 Pinned-Pinned Load Duration Factor 1.00਍ഀ Center Span 18.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi਍ഀ Left Cant. 0.00 ft LL & ST Act Together਍ഀ Right Cant 0.00 ft਍ഀ Lu : Unbraced Length 9.00 ft਍ഀ Distributed Loads਍ഀ ~T # 1਍ഀ DL 0.465਍ഀ LL 1.550਍ഀ ST਍ഀ Start Location਍ഀ End Location਍ഀ Note! Snort ! erril LUdUJ .,iG vv nvv wauo.਍ഀ #2 #3਍ഀ Point Loads਍ഀ #1਍ഀ #2 #਍ഀ Dead Load 4.040਍ഀ Live Load 3.300਍ഀ Short Term਍ഀ Location 9.000਍ഀ Summary਍ഀ Using: W1 8X35 section, Span =਍ഀ 18.00ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, Lu਍ഀ = 9.00ft, LDF = 1.000਍ഀ Actual਍ഀ Moment਍ഀ 116.054 k-ft਍ഀ fb : Bending Stress਍ഀ 24.178 ksi਍ഀ fb / Fb਍ഀ 0.977 : 1਍ഀ Shear਍ഀ 22.120 k਍ഀ fv : Shear Stress਍ഀ 4.166 ksi਍ഀ fv / Fv਍ഀ 0.208 : 1਍ഀ ueam ur,਍ഀ Static Load Case Governs Stress਍ഀ Allowable਍ഀ 118.794 k-ft਍ഀ Max. Deflection -0.432 in਍ഀ 24.749 ksi਍ഀ Length/DL DO 1,574.4 :1਍ഀ Length/(DL+LL Defl) 500.5 : 1਍ഀ 106.200 k਍ഀ 20.000 ksi਍ഀ Force & Stress Summ਍ഀ -਍ഀ #4਍ഀ #5਍ഀ #6਍ഀ #7਍ഀ k/ft਍ഀ k/ft਍ഀ k/ft਍ഀ ft਍ഀ ft਍ഀ Note! JnOrt I erin LUdUS hiC vvnvv wauo.਍ഀ #6 #7਍ഀ k਍ഀ k਍ഀ k਍ഀ ft਍ഀ DL਍ഀ Maximum Only਍ഀ <<-- These columns are Dead + Live Load p!aceo as noteo »਍ഀ LL LL+ST . LL LL+ST਍ഀ @ Center @ Center @ Cants @ Cants਍ഀ 16 05 k-ft਍ഀ Max. M+਍ഀ 116.05 k-ft਍ഀ 38.43਍ഀ 1਍ഀ k ft਍ഀ Max. M -਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ Shear @ Left਍ഀ 22.12 k਍ഀ 6.52਍ഀ 22.12਍ഀ k਍ഀ k਍ഀ Shear @ Right਍ഀ 22.12 k਍ഀ 6.52਍ഀ 22.12਍ഀ Center Defl.਍ഀ -0.432 in਍ഀ -0.137਍ഀ -0.432਍ഀ -0.432਍ഀ 000਍ഀ 0਍ഀ 0.000਍ഀ 000਍ഀ 0਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ Left Cant DO਍ഀ 0.000 in਍ഀ i਍ഀ 0.000਍ഀ 000਍ഀ 0਍ഀ 0.000਍ഀ 000਍ഀ 0਍ഀ .਍ഀ 0.000਍ഀ .਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Defl਍ഀ n਍ഀ 0.000਍ഀ .਍ഀ .਍ഀ ...Query Defl @਍ഀ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left਍ഀ 22.12਍ഀ 6.52਍ഀ 22.12਍ഀ 22.12਍ഀ k਍ഀ k਍ഀ Reaction @ Rt਍ഀ 22.12਍ഀ 6.52਍ഀ 22.12਍ഀ 22.12਍ഀ Fa calc'd per Eq. E2-2, K*Ur > Cc਍ഀ I Beam, Major Axis, (਍ഀ 102,000 * Cb / Fy)A.5 UrT (510਍ഀ ,000 * Cb / Fy)A•5਍ഀ , Fb per Eq. F1-6਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006 Page 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design 55oo.ecw:8195 Beams਍ഀ (c)1983-2003 ENERCALC Engineering Software - - -਍ഀ Description Floor Beam - FB120 -Non comp਍ഀ Section Properties਍ഀ W1 8X35਍ഀ Depth਍ഀ 17.700 in਍ഀ Web Thick਍ഀ 0.300 in਍ഀ Width਍ഀ 6.000 in਍ഀ Flange Thick਍ഀ 0.425 in਍ഀ Area਍ഀ 10.30 in2਍ഀ Rt਍ഀ 1.490 in਍ഀ Values for LRFD Design....਍ഀ J਍ഀ 0.510 in4਍ഀ CW਍ഀ 1,140.00 in6਍ഀ Weight਍ഀ 34.99 #/ft਍ഀ Ixx਍ഀ 510.000 in4਍ഀ lyy਍ഀ 15.300 in4਍ഀ Sxx਍ഀ 57.600 in3਍ഀ Syy਍ഀ 5.120 in3਍ഀ R-xx਍ഀ 7.040 in਍ഀ R-yy਍ഀ 1.220 in਍ഀ Zx਍ഀ 66.500 in3਍ഀ Zy਍ഀ 8.060 in3਍ഀ K਍ഀ 0.827 in਍ഀ Monroe & Newell Engineers, Inc.਍ഀ Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Dsgnr: Arthur Ashworth, PE Date: 3:54PM, 13 DEC 05਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006 Steel Bea਍ഀ User: KW-0606238, Ver 5.8.0, 1 -Dec-2003਍ഀ m Design Page 1਍ഀ 5500.ecw:8195 Beams਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB121 -Non comp਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ General Information਍ഀ Sze=਍ഀ Fy 50.00ksi਍ഀ Steel Section : W16X26਍ഀ Pinned-Pinned਍ഀ Load Duration Factor 1.00਍ഀ Center Span 18.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi਍ഀ Left Cant. 0.00 ft LL & ST Act Together਍ഀ Right Cant 0.00 ft਍ഀ Lu : Unbraced Length 9.00 ft਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ Distributed Loads਍ഀ #1 #2 #3਍ഀ #4 #5 #6 #7 k/ft਍ഀ DL 0.020਍ഀ k/ft਍ഀ LL 0.020਍ഀ k/ft਍ഀ ST਍ഀ ft਍ഀ Start Location਍ഀ ft਍ഀ End Location਍ഀ Note! Short Term Loads Are WIND Loads..਍ഀ Point Loads਍ഀ #1 #2 #3਍ഀ #4 #5 #6 #7 k਍ഀ Dead Load 6.640 4.040਍ഀ k਍ഀ Live Load 19.000 3.300਍ഀ k਍ഀ Short Term਍ഀ ft਍ഀ Location 2.500 9.000਍ഀ Summary਍ഀ Load Case਍ഀ St਍ഀ ti਍ഀ Beam OK਍ഀ Governs Stress਍ഀ x਍ഀ Using: W 16X26 section, Span = 18.00ft, Fy = 50.Oksi਍ഀ c਍ഀ a਍ഀ End Fixity = Pinned-Pinned, Lu = 9.00ft, LDF = 1.000਍ഀ Actual਍ഀ Allowable਍ഀ Moment 67.756 k-ft਍ഀ 73.693 k-ft਍ഀ Max. Deflection਍ഀ -0.448 in਍ഀ fb : Bending Stress 21.174 ksi਍ഀ 23.029 ksi਍ഀ Length/DL Defl਍ഀ 1,234.8: 1਍ഀ fb / Fb 0.919 : 1਍ഀ Length/(DL+LL Defl)਍ഀ 482.5: 1਍ഀ Shear 26.344 k਍ഀ 78.450 k਍ഀ fv : Shear Stress 6.716 ksi਍ഀ 20.000 ksi਍ഀ fv / Fv 0.336 : 1਍ഀ Force & Stress Su਍ഀ These columns are Dead + Live Load placed as noted »਍ഀ DL LL LL+ST LL LL+ST਍ഀ Maximum Only @ Center @ Center @ Cants @ Cants਍ഀ k-ft਍ഀ Max. M + 67.76 k-ft਍ഀ 28.35਍ഀ 67.76 .਍ഀ k-ft਍ഀ Max. M -਍ഀ k -ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ Shear @ Left 26.34 k਍ഀ 8.15਍ഀ 26.34਍ഀ k਍ഀ k਍ഀ Shear @ Right 7.83 k਍ഀ 3.36਍ഀ 7.83਍ഀ Center Defl. -0.448 in਍ഀ -0.175਍ഀ -0.448਍ഀ -0.448਍ഀ 0.000਍ഀ 000਍ഀ 0਍ഀ 0.000 in਍ഀ 000 in਍ഀ 0਍ഀ Left Cant Defl 0.000in਍ഀ i਍ഀ 0.000਍ഀ 000਍ഀ 0਍ഀ 0.000਍ഀ 0਍ഀ 000਍ഀ 0.000਍ഀ 0.000਍ഀ .਍ഀ 0.000਍ഀ .਍ഀ 0.000 in਍ഀ n਍ഀ Right Cant Defl 0.000਍ഀ .਍ഀ .਍ഀ ...Query DO @ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left 26.34਍ഀ 8.15਍ഀ 26.34਍ഀ 26.34਍ഀ k਍ഀ k਍ഀ Reaction @ Rt 7.83਍ഀ 3.36਍ഀ 7.83਍ഀ 7.83਍ഀ Fa calc'd per Eq. E2.2, K'L/r > Cc਍ഀ I Beam, Major Axis, (102,000' Cb / Fy)^.5 L/rT (510਍ഀ ,000' Cb / Fy)^.5਍ഀ , Fb per Eq. F1-6਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Job # 5500.02਍ഀ Date: 3:54PM, 13 DEC 05਍ഀ 303.623.4927਍ഀ Scope :਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ (c)1963.2003 ENERCALC Engineering Software਍ഀ Page 2਍ഀ 5500.ecw:8195 Beams਍ഀ Description਍ഀ Floor Beam - FB121 -Non comp਍ഀ Section Properties਍ഀ W16X26਍ഀ Depth਍ഀ 15.690 in਍ഀ Weight਍ഀ 26.09 #/ft਍ഀ Web Thick਍ഀ 0.250 in਍ഀ Ixx਍ഀ 301.000 in4਍ഀ Width਍ഀ 5.500 in਍ഀ lyy਍ഀ 9.590 in4਍ഀ Flange Thick਍ഀ 0.345 in਍ഀ Sxx਍ഀ 38.400 in3਍ഀ Area਍ഀ 7.68 in2਍ഀ Syy਍ഀ 3.490 in3਍ഀ Rt਍ഀ 1.360 in਍ഀ R-xx਍ഀ 6.260 in਍ഀ R-yy਍ഀ 1.120 in਍ഀ Values for LRFD Design....਍ഀ J਍ഀ 0.260 in4਍ഀ Zx਍ഀ 44.200 in3਍ഀ Cw਍ഀ 565.00 in6਍ഀ Zy਍ഀ 5.480 in3਍ഀ K਍ഀ 0.747 in਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ Dsgnr: Arthur Ashworth, PE Date: 7:05AM, 14 DEC 05਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Page 1਍ഀ Re": 56°°06਍ഀ Steel Beam Design਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 5500.ecw:6195 Beams਍ഀ (c)1983-2003 ENERCALC Engineering Software _਍ഀ Description Floor Beam - FB122 - Non Comp਍ഀ General Information਍ഀ Steel Section : W18X50਍ഀ Center Span਍ഀ Left Cant.਍ഀ Right Cant਍ഀ Lu : Unbraced Length਍ഀ Point Loads਍ഀ Code Ref: AISC 9th ASU, 199/ Utbu, zUUO rnu, eu- -r-਍ഀ #1 #2 #3 #4਍ഀ Dead Load 4.040. 2.280 4.730 3.190਍ഀ Live Load 3.300 6.460 5.800 10.630਍ഀ Short Term਍ഀ Location 7.500 8.500 13.500 17.500਍ഀ Using: W1 8X50 section, Span = 23.00ft, Fy = 50.Oksi਍ഀ End Fixity Pinned-Pinned, Lu = 9.00ft, LDF = 1.000਍ഀ Actual਍ഀ Allowable਍ഀ Moment 159.824 k-ft਍ഀ 209.429 k-ft਍ഀ fb : Bending Stress 21.574 ksi਍ഀ 28.269 ksi਍ഀ fb / Fb 0.763 : 1਍ഀ Shear 22.894 k਍ഀ 127.729 k਍ഀ fv : Shear Stress 3.585 ksi਍ഀ 20.000 ksi਍ഀ fv / Fv 0.179 : 1਍ഀ Beam OK਍ഀ Static Load Case Governs Stress਍ഀ Max. Deflection -0.643 in਍ഀ Length/DL Defl 1,140.4: 1਍ഀ Length/(DL+LL Defl) 429.3: 1਍ഀ Force & Stress਍ഀ Maximum਍ഀ Max. M +਍ഀ 159.82 k-ft਍ഀ Max. M -਍ഀ Max. M @ Left਍ഀ Max. M @ Right਍ഀ Shear @ Left਍ഀ 18.68 k਍ഀ Shear @ Right਍ഀ 22.89 k਍ഀ Center Defl.਍ഀ -0.643 in਍ഀ Left Cant DO਍ഀ O.000in਍ഀ Right Cant Defl਍ഀ 0.000 in਍ഀ ...Query Defl @਍ഀ 0.000 ft਍ഀ Reaction @ Left਍ഀ 18.68਍ഀ Reaction @ Fit਍ഀ 22.89਍ഀ Fa calc'd per Eq. E2਍ഀ -2, K*L/r > Cc਍ഀ I Beam, Major Axis, (102,000 * Cb / F~਍ഀ Section Properties਍ഀ W1 8X50਍ഀ Depth਍ഀ 17.990 in਍ഀ Web Thick਍ഀ 0.355 in਍ഀ Width਍ഀ 7.495 in਍ഀ Flange Thick਍ഀ 0.570 in਍ഀ Area਍ഀ 14.70 in2਍ഀ Rt਍ഀ 1.940 in਍ഀ Values for LRFD Design..਍ഀ ਍ഀ J਍ഀ 1.240 in4਍ഀ Cw਍ഀ 3,040.00 in6਍ഀ DL਍ഀ Only਍ഀ 60.36਍ഀ Pinned-Pinned਍ഀ 23.00 ft Bm Wt. Added to Loads਍ഀ 0.00 ft LL & ST Act Together਍ഀ 0.00 ft਍ഀ 9.00 ft਍ഀ 7.45਍ഀ 7.94਍ഀ -0.242਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 7.45਍ഀ 7.94਍ഀ <<-- These਍ഀ columns are Dead + Live Load placed as noted »਍ഀ LL਍ഀ LL+ST਍ഀ LL਍ഀ LL+ST਍ഀ @ Center਍ഀ @ Center਍ഀ @ Cants਍ഀ @ Cants਍ഀ 159.82਍ഀ k-ft਍ഀ k-ft਍ഀ k-ft਍ഀ k-ft਍ഀ 18.68਍ഀ k਍ഀ 22.89਍ഀ k਍ഀ -0.643਍ഀ -0.643਍ഀ 0.000਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ 18.68਍ഀ 18.68਍ഀ k਍ഀ 22.89਍ഀ 22.89਍ഀ k਍ഀ .5 L/rT (510,000 * Cb / FV)^.5 , Fb per Eq. F1-6਍ഀ Weight਍ഀ 49.93 #/ft਍ഀ Ixx਍ഀ 800.000 in4਍ഀ lyy਍ഀ 40.100 in4਍ഀ Sxx਍ഀ 88.900 in3਍ഀ gyy਍ഀ 10.700 in3਍ഀ R-xx਍ഀ 7.380 in਍ഀ R-yy਍ഀ 1.650 in਍ഀ Zx਍ഀ 101.000 in3਍ഀ Zy਍ഀ 16.600 in3਍ഀ K਍ഀ 0.972 in਍ഀ Load Duration Factor 1.00਍ഀ Elastic Modulus 29,000.0 ksi਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #5 #6 #7਍ഀ k਍ഀ k਍ഀ k਍ഀ ft਍ഀ Job # 5500.02਍ഀ Monroe & Newell Engineers, Inc. Title : rt Front Door Spa਍ഀ Dsgnr: Arthur Ashworth, PE Date: 7:05AM, 14 DEC 05਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Description : Lodge਍ഀ Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope :਍ഀ Fax: 303.623.6602਍ഀ Page 1 r਍ഀ Rev: 580006਍ഀ eel Beam Design਍ഀ 003਍ഀ 5500 .ecw8195 Beams਍ഀ User: KW0606238, Ver 5.8.0, 1-Dec-2਍ഀ ਍ഀ c)183.2003 ENERCALC Engineering Software =਍ഀ 4਍ഀ .਍ഀ on਍ഀ Description Floor Beam - F6123 - mp਍ഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ General Information਍ഀ _਍ഀ ooksi਍ഀ 5o਍ഀ Fy਍ഀ .਍ഀ Steel Section : W16X26 Pinned-Pinned Load Duration Factor 1.00਍ഀ Oksi਍ഀ 000਍ഀ 29਍ഀ Ela਍ഀ 00 ft Bm Wt. Added to Loads਍ഀ 18਍ഀ .਍ഀ ,਍ഀ stic Modulus਍ഀ .਍ഀ Center Span਍ഀ 00 ft LL & ST Act Together਍ഀ 0਍ഀ .਍ഀ Left Cant.਍ഀ 00 ft਍ഀ 0਍ഀ .਍ഀ Right Cant਍ഀ Lu : Unbraced Length 6.50 ft਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ Distributed Loads਍ഀ #1 #2 #3 #4 #5਍ഀ # 7਍ഀ #6 k/ft਍ഀ DL 1.035਍ഀ k/ft਍ഀ LL 0.900਍ഀ k/ft਍ഀ ST਍ഀ ft਍ഀ Start Location 6.500਍ഀ ft਍ഀ End Location 18.000਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ Point Loads਍ഀ _਍ഀ #5਍ഀ # 7਍ഀ #6਍ഀ a:.਍ഀ .਍ഀ #1 #2 #3 #4਍ഀ k਍ഀ Dead Load 1.950਍ഀ k਍ഀ Live Load 5.850਍ഀ k਍ഀ Short Term਍ഀ ft਍ഀ Location 6.500਍ഀ Summary਍ഀ Beam OK਍ഀ Static Load Case Governs Stress਍ഀ f Using W 16X26 section, Span= 18.00ft, Fy = 50.Oksi਍ഀ End Fixity - Pinned Pinned, Lu = 6.50ft, LDF = 1.000਍ഀ Allowable਍ഀ Actual਍ഀ 410 k-ft 89.467 k-ft਍ഀ 84਍ഀ Max. Deflection -0.549 in਍ഀ .਍ഀ Moment਍ഀ fb :Bending Stress 26.378 ksi 27,959 ksi਍ഀ Length/DL Defl 866.8 :1਍ഀ fb / Fb 0.943 : 1਍ഀ Length/(DL+LL Defl) 393.5 :1਍ഀ Shear 18.196 k 78.450 k਍ഀ 639 ksi 20.000 ksi਍ഀ 4਍ഀ .਍ഀ fv : Shear Stress਍ഀ fv / Fv 0.232: 1਍ഀ Force & Stress Summary਍ഀ These columns are Dead਍ഀ + Live Load placed a noted਍ഀ »਍ഀ DL LL LL+ST਍ഀ m Only @ Center @ Center਍ഀ i਍ഀ ST਍ഀ @ Cants @ Cants਍ഀ mu਍ഀ Max਍ഀ M + 84.41 k-ft 38.50 84.41਍ഀ Max਍ഀ k ft਍ഀ k-ft਍ഀ .਍ഀ Max. M - -0.00 -0.00਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k਍ഀ Shear @ Left 12.33 k 5.28 12.33਍ഀ 20਍ഀ 18਍ഀ k਍ഀ .਍ഀ Shear @ Right 18.20 k 9.04਍ഀ 0.549 in -0.249 -0.549 -0.549਍ഀ Center Defl.਍ഀ 000 0.000਍ഀ 0਍ഀ 0.000 0.000 in਍ഀ 0.000 0.000 in਍ഀ D਍ഀ .਍ഀ O.O in 0.000 0਍ഀ Left Cant nt਍ഀ .000 0.000਍ഀ 000਍ഀ 0਍ഀ i਍ഀ 0.000 0.000 in਍ഀ D਍ഀ .਍ഀ n਍ഀ Right Cant t Defl 0.000 0਍ഀ 000 0.000 0.000਍ഀ 0਍ഀ 0.000 0.000 in਍ഀ .਍ഀ ...Query DO @ 0.000 ft਍ഀ Reaction @ Left 12.33 5.28 12.33 12.33 18਍ഀ 20 18.20਍ഀ k਍ഀ k਍ഀ .਍ഀ Reaction @ Rt 18.20 9.04਍ഀ Fa calc'd per Eq. E2-2, K'L/r > Cc਍ഀ 5 L/rT (510,000' Cb / FV)".5 , Fb per Eq. F1-6਍ഀ ਍ഀ 0' Cb / F਍ഀ V਍ഀ .਍ഀ I Beam, Maior Axis, (102,00਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ " 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Job # 5500.02਍ഀ Date: 7:05AM, 14 DEC 05਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB123 - Non-comp਍ഀ Page 2਍ഀ 5500.ecw:8195 Beams਍ഀ Section Properties਍ഀ W1 6X26਍ഀ Depth਍ഀ 15.690 in਍ഀ Weight਍ഀ 26.09 #/ft਍ഀ Web Thick਍ഀ 0.250 in਍ഀ Ixx਍ഀ 301.000 in4਍ഀ Width਍ഀ 5.500 in਍ഀ lyy਍ഀ 9.590 in4਍ഀ Flange Thick਍ഀ 0.345 in਍ഀ Sxx਍ഀ 38.400 in3਍ഀ Area਍ഀ 7.68 in2਍ഀ Syy਍ഀ 3.490 in3਍ഀ Rt਍ഀ 1.360 in਍ഀ R-xx਍ഀ 6.260 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 1.120 in਍ഀ J਍ഀ 0.260 in4਍ഀ Zx਍ഀ 44.200 in3਍ഀ CW਍ഀ 565.00 in6਍ഀ Zy਍ഀ 5.480 in3਍ഀ K਍ഀ 0.747 in਍ഀ J "ia਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 7:05AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ •਍ഀ 303.623.4927 Scope:਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design Page 1਍ഀ (c) 1983-2003 ENE RCALC Engineering Software 5500.ecw:8195 Beams਍ഀ "w"਍ഀ Description Floor Beam - FB124 - Non-comp਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Steel Section : W16X36਍ഀ Fy 50.00ksi਍ഀ Pinned-Pinned਍ഀ Load Duration Factor 1.00਍ഀ Center Span਍ഀ 18.00 ft਍ഀ Bm Wt. Added to Loads਍ഀ Elastic Modulus 29,000.0 ksi਍ഀ Left Cant.਍ഀ 0.00 ft਍ഀ LL & ST Act Together਍ഀ Right Cant਍ഀ 0.00 ft਍ഀ Lu : Unbraced Length਍ഀ 6.50 ft਍ഀ Distributed Loads਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #1਍ഀ #2਍ഀ #3 #4਍ഀ #5 #6 #7਍ഀ DL 1.035਍ഀ k/ft਍ഀ LL 0.900਍ഀ k/ft਍ഀ ST਍ഀ k/ft਍ഀ Start Location 6.500਍ഀ ft਍ഀ End Location 18.000਍ഀ ft਍ഀ Point Loads Note! Short Term Loads Are WIND Loads.਍ഀ #1 #2 #3 #4 #5 #6 #7਍ഀ Dead Load 2.630 1.560 k਍ഀ Live Load 8.100 5.210 k਍ഀ Short Term k਍ഀ Location 6.500 6.500 ft਍ഀ zummary਍ഀ Using: W16X36 section, Span਍ഀ = 18.00ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, L਍ഀ u = 6.50ft, LDF = 1.000਍ഀ Actual਍ഀ Moment਍ഀ 120.418 k-ft਍ഀ fb : Bending Stress਍ഀ 25.576 ksi਍ഀ fb / Fb਍ഀ 0.853 : 1਍ഀ Shear਍ഀ 21.788 k਍ഀ fv : Shear Stress਍ഀ 4.657 ksi਍ഀ fv / Fv਍ഀ 0.233 : 1਍ഀ Force & Stress Summary਍ഀ These columns are Dead + Live Load placed as noted »਍ഀ DL਍ഀ LL LL+ST LL਍ഀ LL+ST਍ഀ Maximum਍ഀ Only਍ഀ @ Center @ Center @ Cants਍ഀ @ Cants਍ഀ Max. M +਍ഀ 120.42 k-ft਍ഀ 46.10਍ഀ 120.42਍ഀ k-ft਍ഀ Max. M -਍ഀ -0.00਍ഀ -0.00਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left਍ഀ 18.61 k਍ഀ 6.80਍ഀ 18.61਍ഀ k਍ഀ Shear @ Right਍ഀ 21.79 k਍ഀ 9.94਍ഀ 21.79਍ഀ k਍ഀ Beam OK਍ഀ Static Load Case Governs Stress਍ഀ Allowable਍ഀ 141.250 k-ft਍ഀ Max. Deflection -0.511 in਍ഀ 30.000 ksi਍ഀ Length/DL Defl 1,071.8 : 1਍ഀ Length/(DL+LL Defl) 422.6 :1਍ഀ 93.574 k਍ഀ 20.000 ksi਍ഀ Center Defl. -0.511 in਍ഀ -0.202਍ഀ -0.511਍ഀ -0.511਍ഀ 0.000਍ഀ 0.000 in਍ഀ Left Cant Defl 0.000in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Defl 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query Defl @ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left 18.61਍ഀ 6.80਍ഀ 18.61਍ഀ 18.61਍ഀ k਍ഀ Reaction @ Rt 21.79਍ഀ 9.94਍ഀ 21.79਍ഀ 21.79਍ഀ k਍ഀ Fa calc'd per Eq, E2-1, K`Ur < Cc਍ഀ I Beam, Major Axis, UrT < (102,000 ` Cb਍ഀ / Fy)A.5, Fb = 0.6਍ഀ Fy (F3)਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 7:05AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ Fax: 303.623.6602਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design Page 2਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB124 - Non-comp਍ഀ Section Properties਍ഀ W1 6X36਍ഀ Depth਍ഀ 15.860 in਍ഀ Weight਍ഀ 36.00 #/ft਍ഀ Web Thick਍ഀ 0.295 in਍ഀ Ixx਍ഀ 448.000 in4਍ഀ Width਍ഀ 6.985 in਍ഀ lyy਍ഀ 24.500 in4਍ഀ Flange Thick਍ഀ 0.430 in਍ഀ Sxx਍ഀ 56.500 in3਍ഀ Area਍ഀ 10.60 in2਍ഀ Syy਍ഀ 7.000 in3਍ഀ Rt਍ഀ 1.790 in਍ഀ R-xx਍ഀ 6.510 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 1.520 in਍ഀ J਍ഀ 0.540 in4਍ഀ Zx਍ഀ 64.000 in3਍ഀ Cw਍ഀ 1,460.00 in6਍ഀ Zy਍ഀ 10.800 in3਍ഀ K਍ഀ 0.832 in਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Denver, CO 80202਍ഀ 303.623.4927 Scope਍ഀ Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB125 - Non-comp਍ഀ Job # 5500.02਍ഀ Date: 7:05AM, 14 DEC 05਍ഀ Page 1਍ഀ 5500.ecw:8195 Beams਍ഀ I General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Steel Section : W16X26਍ഀ Fy 50.00ksi਍ഀ Pinned-Pinned਍ഀ Load Duration Factor 1.00਍ഀ Center Span਍ഀ 18.00 ft਍ഀ Bm Wt. Added to Loads਍ഀ Elastic Modulus 29,000.0 ksi਍ഀ Left Cant.਍ഀ 0.00 ft਍ഀ LL & ST Act Together਍ഀ Right Cant਍ഀ 0.00 ft਍ഀ Lu : Unbraced Length਍ഀ 6.50 ft਍ഀ DiStrlbuted LOadS਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #1਍ഀ #2਍ഀ #3 T #4਍ഀ #5 #6 #7਍ഀ .DL 1.035਍ഀ k/ft਍ഀ LL 0.900਍ഀ k/ft਍ഀ ST਍ഀ k/ft਍ഀ Start Location 6.500਍ഀ ft਍ഀ End Location 18.000਍ഀ ft਍ഀ Point Loads਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #1਍ഀ #2਍ഀ #3 #4਍ഀ #5 #6 #7਍ഀ Dead Load 1.170਍ഀ -0.110਍ഀ -0.020 0.040਍ഀ k਍ഀ Live Load 3.890਍ഀ -0.370਍ഀ -0.050 0.440਍ഀ k਍ഀ Short Term k਍ഀ Location 6.500 6.500 6.500 6.500 ft਍ഀ Summary਍ഀ Using: W 16X26 section, Span = 18.00ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, Lu = 6.50ft, LDF = 1.000਍ഀ Actual Allowable਍ഀ Moment 75.258 k-ft 89.467 k-ft਍ഀ fb : Bending Stress 23.518 ksi 27.959 ksi਍ഀ fb / Fb 0.841 : 1਍ഀ Beam OK਍ഀ Static Load Case Governs Stress਍ഀ Max. Deflection -0.489 in਍ഀ Length/DL Defl 936.8 : 1਍ഀ Length/(DL+LL Defl) 442.1 :1਍ഀ Shear 17.181 k 78.450 k਍ഀ fv : Shear Stress 4.380 ksi 20.000 ksi਍ഀ fv / Fv 0.219 : 1਍ഀ Force & Stress Summary਍ഀ These columns are Dead + Live Load placed as noted »਍ഀ DL਍ഀ LL LL+ST LL਍ഀ LL+ST਍ഀ Maximum਍ഀ Only਍ഀ @ Center @ Center @ Cants਍ഀ @ Cants਍ഀ Max. M + 75.26 k-ft਍ഀ 35.87਍ഀ 75.26਍ഀ k-ft਍ഀ Max. M -਍ഀ -0.00਍ഀ -0.00਍ഀ k-ft਍ഀ Max. M @ Left਍ഀ k-ft਍ഀ Max. M @ Right਍ഀ k-ft਍ഀ Shear @ Left 10.53 k਍ഀ 4.73਍ഀ 10.53਍ഀ k਍ഀ Shear @ Right 17.18 k਍ഀ 8.73਍ഀ 17.18਍ഀ k਍ഀ Center Defl. -0.489 in਍ഀ -0.231਍ഀ -0.489਍ഀ -0.489਍ഀ 0.000਍ഀ 0.000 in਍ഀ Left Cant Defl 0.000in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Defl 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query Defl @ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left 10.53਍ഀ 4.73਍ഀ 10.53਍ഀ 10.53਍ഀ k਍ഀ Reaction @ Rt 17.18਍ഀ 8.73਍ഀ 17.18਍ഀ 17.18਍ഀ k਍ഀ Fa calc'd per Eq. E2-2, K'L/r > Cc਍ഀ I Beam, Major Axis, (102,000' Cb / FV)A.਍ഀ 5 L/rT (510,਍ഀ 000' Cb / FV)A.5਍ഀ , Fb per Eq. F1-6਍ഀ V਍ഀ Monroe & Newell Engineers, Inc. Title : Vail's Front Door - Spa Job # 5500.02਍ഀ 1701 Wynkoop Street, Suite 200 Dsgnr: Arthur Ashworth, PE Date: 7:05AM, 14 DEC 05਍ഀ Denver, CO 80202 Description : Lodge Expansion਍ഀ 303.623.4927਍ഀ Scope਍ഀ y ; Fax: 303.623.6602਍ഀ Rev: 580006਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design Page 2਍ഀ (c)1983-2003 ENERCALC Engineering Software 5500.ecw:8195 Beams਍ഀ Description Floor Beam - FB125 - Non-comp਍ഀ Section Properties਍ഀ W1 6X26਍ഀ Depth਍ഀ 15.690 in਍ഀ Weight਍ഀ 26.09 #/ft਍ഀ Web Thick਍ഀ 0.250 in਍ഀ Ixx਍ഀ 301.000 in4਍ഀ Width਍ഀ 5.500 in਍ഀ lyy਍ഀ 9.590 in4਍ഀ Flange Thick਍ഀ 0.345 in਍ഀ Sxx਍ഀ 38.400 in3਍ഀ Area਍ഀ 7.68 in2਍ഀ Syy਍ഀ 3.490 in3਍ഀ Rt਍ഀ 1.360 in਍ഀ R-xx਍ഀ 6.260 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 1.120 in਍ഀ J਍ഀ 0.260 in4਍ഀ Zx਍ഀ 44.200 in3਍ഀ Cw਍ഀ 565.00 in6਍ഀ Zy਍ഀ 5.480 in3਍ഀ K਍ഀ 0.747 in਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 10:04AM, 14 DEC 05਍ഀ n v. oovvvo਍ഀ User: KW-0606238, Very-8.0, 1-Dec-2003 Steel Beam Design਍ഀ (c)1983-2003 ENERCALC Enoineerina Software਍ഀ Description Floor Beam - FB130 - Non comp਍ഀ Page 1਍ഀ 5500.ecw:8195 Beams਍ഀ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000਍ഀ Steel Section : W12X14਍ഀ Pinned-Pinned਍ഀ Load Duration Factor 1.00਍ഀ Center Span਍ഀ 7.50 ft਍ഀ Bm Wt. Added to Loads਍ഀ Elastic Modulus 29,000.Oksi਍ഀ Left Cant.਍ഀ 0.00 ft਍ഀ LL & ST Act Together਍ഀ Right Cant਍ഀ 0.00 ft਍ഀ Lu : Unbraced Length਍ഀ 7.50 ft਍ഀ Distributed Loads਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #1਍ഀ #2਍ഀ #3 #4਍ഀ #5 #6 #7਍ഀ DL਍ഀ 0.020਍ഀ k/ft਍ഀ LL਍ഀ 0.020਍ഀ k/ft਍ഀ ST਍ഀ k/ft਍ഀ Start Location਍ഀ ft਍ഀ End Location਍ഀ 7.500਍ഀ ft਍ഀ Point Loads਍ഀ Note! Short Term Loads Are WIND Loads.਍ഀ #1਍ഀ #2਍ഀ S73 #4਍ഀ #5 #6 #7਍ഀ Dead Load਍ഀ 2.500਍ഀ k਍ഀ Live Load਍ഀ 8.320਍ഀ k਍ഀ Short Term਍ഀ k਍ഀ Location਍ഀ 5.000਍ഀ ft਍ഀ Summary਍ഀ Using: W 12X14 section, Span = 7.50ft, Fy = 50.Oksi਍ഀ End Fixity = Pinned-Pinned, Lu = 7.50ft, LDF = 1.000਍ഀ Actual Allowable਍ഀ Moment 18.301 k-ft 23.180 k-ft਍ഀ fb : Bending Stress 14.739 ksi 18.668 ksi਍ഀ fb / Fb 0.790 : 1਍ഀ Shear 7.416 k 47.640 k਍ഀ fv : Shear Stress 3.113 ksi 20.000 ksi਍ഀ fv / Fv 0.156 : 1਍ഀ Beam OK਍ഀ Static Load Case Governs Stress਍ഀ Max. Deflection -0.056 in਍ഀ Length/DL Defl 6,594.4 :1਍ഀ Length/(DL+LL Defl) 1,593.0 : 1਍ഀ Force & Stress Summary਍ഀ These columns are Dead + Live Load placed as noted਍ഀ DL LL LL+ST LL LL+ST਍ഀ Maximum Only @ Center @ Center @ Cants @ Cants਍ഀ Max. M + 18.30 k-ft 4.36 18.30 k-ft਍ഀ Max. M - k-ft਍ഀ Max. M @ Left k-ft਍ഀ Max. M @ Right k-ft਍ഀ Shear @ Left਍ഀ 3.81 k਍ഀ 0.96਍ഀ 3.81਍ഀ k਍ഀ Shear @ Right਍ഀ 7.42 k਍ഀ 1.79਍ഀ 7.42਍ഀ k਍ഀ Center Defl.਍ഀ -0.056 in਍ഀ -0.014਍ഀ -0.056਍ഀ -0.056਍ഀ 0.000਍ഀ 0.000 in਍ഀ Left Cant Deft਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Right Cant Defl਍ഀ 0.000 in਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ ...Query Defl @਍ഀ 0.000 ft਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000਍ഀ 0.000 in਍ഀ Reaction @ Left਍ഀ 3.81਍ഀ 0.96਍ഀ 3.81਍ഀ 3.81਍ഀ k਍ഀ Reaction @ Rt਍ഀ 7.42਍ഀ 1.79਍ഀ 7.42਍ഀ 7.42਍ഀ k਍ഀ Fa calc'd per Eq. E2-2, K*L/r > Cc਍ഀ I Beam, Major Axis, (਍ഀ 102,000 * Cb / Fy)A.਍ഀ 5 UrT (510,਍ഀ 000 * Cb / Fv)^.5਍ഀ , Fb per Eq. F1-6਍ഀ Monroe & Newell Engineers, Inc.਍ഀ 1701 Wynkoop Street, Suite 200਍ഀ Denver, CO 80202਍ഀ 303.623.4927਍ഀ Fax: 303.623.6602਍ഀ Title : Vail's Front Door - Spa਍ഀ Dsgnr: Arthur Ashworth, PE਍ഀ Description : Lodge Expansion਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 10:04AM. 14 DEC 05਍ഀ nev. Jovvvo਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design਍ഀ (0)1983-2003 ENERCALC Engineering Software਍ഀ Description Floor Beam - FB130 -lNon comp਍ഀ Section Properties਍ഀ W12X14਍ഀ ,਍ഀ Depth਍ഀ 11.910 in਍ഀ Weight਍ഀ 14.13 #/ft਍ഀ Web Thick਍ഀ 0.200 in਍ഀ Ixx਍ഀ 88.600 in4਍ഀ Width਍ഀ 3.970 in਍ഀ lyy਍ഀ 2.360 in4਍ഀ Flange Thick਍ഀ 0.225 in਍ഀ Sxx਍ഀ 14.900 in3਍ഀ Area਍ഀ 4.16 in2਍ഀ Syy਍ഀ 1.190 in3਍ഀ Rt਍ഀ 0.950 in਍ഀ R-xx਍ഀ 4.620 in਍ഀ Values for LRFD Design....਍ഀ R-yy਍ഀ 0.753 in਍ഀ 1਍ഀ 0.070 in4 '਍ഀ Zx਍ഀ 17.400 in3਍ഀ Cw਍ഀ 80.60 in6਍ഀ Zy਍ഀ 1.900 in3਍ഀ K਍ഀ 0.525 in਍ഀ Page 2਍ഀ 5500.ecw:8195 Beams਍ഀ Column Design਍ഀ 4 . vp,'f 10 ERIE-()਍ഀ 14.8 rA <Xo਍ഀ x jctl I OPEN Q C C਍ഀ Z A&਍ഀ a H55 6 N UP਍ഀ 1'16',1 `s0 - X61 ~ %ol਍ഀ ~਍ഀ RED`਍ഀ f TOR਍ഀ LE ti f _ SI, p~ O pQ਍ഀ 1n18Y-106 w1OXk2 ~4j 1NG਍ഀ Op E G਍ഀ G pL MN Up 1,4਍ഀ /f OPEN X Ioy12 J4,਍ഀ .X @1'ffi= 1 ~਍ഀ ' :ter: 8 : • ' ' 3 10~ -਍ഀ ~XI 1/2°{4 X 182',10..਍ഀ OF RETE਍ഀ IRS - ~ --~f-' TOp ~ GONG਍ഀ :~:X gRA ~Xy/4 TRIG p1_{ t•F2''.਍ഀ 5X3X1/4 r 4X~ - T5 3 ER r`~ SL gip.਍ഀ NG 22 y1TE਍ഀ 12X14 [IOj 4 c ME1''IfAO OEG INS਍ഀ )MN UP j18i~~~st :tF ~ : VA਍ഀ VA -*A VT-਍ഀ X~. : ,n112 X14 tkO7 C H2S 6X6XP4਍ഀ X ::::::{i.U3':.". : • ::.:.:';'2:: • COLUMN 11਍ഀ ~ ~ • 4 . Ham? _ U਍ഀ -42਍ഀ i 4਍ഀ VAI਍ഀ 5X3X1/4 i 1/4.... O EXIcJT1N I1, 1਍ഀ IMN UP i 5:X X p IL਍ഀ 22 _ -,4X ` - 1 w12XI4 10਍ഀ - X12 5~ - T਍ഀ - J4਍ഀ 4 1 011: ~ (Q1) T 1 H55 UMN VP਍ഀ ~਍ഀ ~ ~5 (818► GDI-਍ഀ CAST IN 12 [5~ 6X6X'਍ഀ PLACE i 1 Ut'IN Up I਍ഀ CONCRETE 1 VAI, X਍ഀ STAIRS i G f਍ഀ j4 I t5~ I I w,~X,4 U01 G਍ഀ ! _ ~r r Ox਍ഀ t2 [5l w2112 6 '਍ഀ OL਍ഀ - i -਍ഀ C4 IOX12 X4 L~਍ഀ yl਍ഀ C3਍ഀ ~ x਍ഀ a਍ഀ VA% X12 i, _ _ V I X,4਍ഀ x ' = Up / - -਍ഀ 9਍ഀ 77਍ഀ : P = G NGR M਍ഀ FOP'਍ഀ \ 1 J~~਍ഀ i~~ Ql1਍ഀ 4 I` _ b''6 x WITH ~ 516 -q,.਍ഀ 01 AT਍ഀ • 52 ~1~, 5•_6..~ ITH ~ EpGI-t ►^lP'Y 1਍ഀ CP 1 ! X1•_5.਍ഀ 1 1 Ep,GH Vim` TS 6X6X3pT਍ഀ I I ~ ~ 0 1 I 5 - ~IINTERIOR I - ISTING਍ഀ EX NGRETE਍ഀ I 1~ I r GOp~tING ~਍ഀ _ BE਍ഀ O?N~ I I ~ ,I G3 1 i _਍ഀ - 1 I l (5i66 S) 6 Ali i਍ഀ 7; 771਍ഀ GONG.਍ഀ I I STAIRS ~1 ` Q I ' c~ _ ~X 5•_6'਍ഀ I 1 - - y _ _ - 1 o6 AH Wp~r਍ഀ G਍ഀ 1 1 _ 1 (8D,਍ഀ I I 8164'-0° I ~ ,਍ഀ 10,-61, ypTH਍ഀ ~6 AT 5.. Y 1 1 , -o.. j 1 - J਍ഀ -IF 1਍ഀ I - = H ~ _ 1 '1 (t ~ '_I_ 5168 to'4,' ' 1 -਍ഀ 1 - --7--- 1=-----਍ഀ CO oos਍ഀ ~ I਍ഀ I eq-^1 - \਍ഀ 71਍ഀ i਍ഀ C 4-਍ഀ Job Name: Vail's Front Door - Spa਍ഀ M&N # 5500.02਍ഀ Column C1਍ഀ HSS 1਍ഀ 6x6x.5਍ഀ Area਍ഀ 9.74਍ഀ in^2਍ഀ Ix਍ഀ 48.2਍ഀ in^4਍ഀ Iy਍ഀ 48.2਍ഀ in^4਍ഀ Sx਍ഀ 16.1਍ഀ in^3਍ഀ Sy਍ഀ 16.1਍ഀ in^3਍ഀ Axial Load਍ഀ 69.93਍ഀ kip਍ഀ x-x Load਍ഀ 12.61 `਍ഀ kip਍ഀ y-y Load਍ഀ 24.72਍ഀ kip਍ഀ x-x Len਍ഀ 14.00਍ഀ ft਍ഀ y-y Len਍ഀ 14.00਍ഀ ft਍ഀ Cmx਍ഀ 0.85਍ഀ Cmy਍ഀ 0.85 ;਍ഀ Kxlx/rx਍ഀ 75.34਍ഀ Kyly/ry਍ഀ 75.34਍ഀ Fax਍ഀ 18.88਍ഀ ksi਍ഀ fax਍ഀ 7.18਍ഀ ksi਍ഀ Fbx਍ഀ 30.36਍ഀ ksi਍ഀ fbx਍ഀ 4.31਍ഀ ksi਍ഀ Fex਍ഀ 26.31਍ഀ ksi਍ഀ fa/Fax਍ഀ 0.38਍ഀ Use H1-1 & H਍ഀ 1-2਍ഀ 1-11-1਍ഀ 1-11-2਍ഀ H1-3਍ഀ 0.87 < 1.0਍ഀ 0.68 < 1.0਍ഀ 0.80 < 1.0਍ഀ Column Size OK਍ഀ Column Worksheet਍ഀ For Axial Compression and Bending਍ഀ Fy 46 ksi਍ഀ rx 2.23 in਍ഀ ry 2.23 in਍ഀ x-x e 2.50 in 5.50 in Total ex਍ഀ y-y e 2.50 in 5.50 ' in Total ey਍ഀ x-x K 1.0 69.36 kip-in M max x-x਍ഀ y-y K 1.0 135.96 kip-in M max y-y਍ഀ Cc 111.6਍ഀ Fay 18.88 ksi਍ഀ fay 7.18 ksi਍ഀ Fby 30.36 ksi਍ഀ fby 8.44 ksi਍ഀ Fey 26.31 ksi਍ഀ fa/Fay 0.38਍ഀ Use H1-1 & H1-2਍ഀ Please note that there may਍ഀ be differences in maximum਍ഀ capacity compared to ASD਍ഀ 9th edition. This is due਍ഀ to revised section proporties਍ഀ shown in HSS Connections Manual਍ഀ cs਍ഀ Column Worksheet਍ഀ For Axial Compression and Bending਍ഀ Job Name: Vail's Front Door - Spa਍ഀ M&N # 5500.02਍ഀ Column C2, C4, C6਍ഀ HSS਍ഀ 16x3x.375਍ഀ Area਍ഀ 5.48਍ഀ in^2਍ഀ Ix਍ഀ 22.7਍ഀ in^4਍ഀ ly਍ഀ 7.47਍ഀ in^4਍ഀ Sx਍ഀ 7.57਍ഀ in A3਍ഀ Sy਍ഀ 4.98਍ഀ in^3਍ഀ Axial Load਍ഀ 68.78 '਍ഀ kip਍ഀ x-x Load਍ഀ 0.00਍ഀ kip਍ഀ y-y Load਍ഀ 0.00਍ഀ kip਍ഀ x-x Len਍ഀ 14.00਍ഀ ft਍ഀ y-y Len਍ഀ 14.00਍ഀ ft਍ഀ Cmx਍ഀ 0.85਍ഀ Cmy਍ഀ 0.85਍ഀ Kxlx/rx਍ഀ 82.35਍ഀ Kyly/ry਍ഀ 143.59਍ഀ Fax਍ഀ 17.68਍ഀ ksi਍ഀ fax਍ഀ 12.55਍ഀ ksi਍ഀ Fbx਍ഀ 30.36਍ഀ ksi਍ഀ fbx਍ഀ 0.00਍ഀ ksi਍ഀ Fex਍ഀ 22.02਍ഀ ksi਍ഀ fa/Fax 0.71਍ഀ Use H1-1 & H1-2਍ഀ H1-1਍ഀ H1-2਍ഀ H1-3਍ഀ 0.71 < 1.0਍ഀ 0.45 < 1.0਍ഀ 0.71 < 1.0਍ഀ Column Size OK਍ഀ rx 2.04 in਍ഀ ry 1.17 in਍ഀ x-x e 2.50 in਍ഀ y-y e 2.50 in਍ഀ x-x K 1.0਍ഀ y-y K 1.0਍ഀ Cc 111.6਍ഀ Fay਍ഀ 7.24਍ഀ ksi਍ഀ fay਍ഀ 12.55਍ഀ ksi਍ഀ Fby਍ഀ 30.36਍ഀ ksi਍ഀ fby਍ഀ 0.00਍ഀ ksi਍ഀ Fey਍ഀ 7.24਍ഀ ksi਍ഀ fa/Fay਍ഀ 1.73਍ഀ Use਍ഀ H1-1 & H1-2਍ഀ Fy 46 ksi਍ഀ 5.50 in Total ex਍ഀ 4.00 in Total ey਍ഀ 0.00 kip-in M max x-x਍ഀ 0.00 kip-in M max y-y਍ഀ Please note that there may਍ഀ be differences in maximum਍ഀ capacity compared to ASD਍ഀ 9th edition. This is due਍ഀ to revised section proporties਍ഀ shown in HSS Connections Manual਍ഀ CG਍ഀ Column Worksheet਍ഀ For Axial Compression and Bending਍ഀ Job Name: Vail's Front Door - Spa਍ഀ M&N # 5500.02਍ഀ Column C3਍ഀ HSS਍ഀ 16x6x.375਍ഀ Area਍ഀ 7.58਍ഀ in^2਍ഀ Ix਍ഀ 39.4਍ഀ in^4਍ഀ ly਍ഀ 39.4਍ഀ in^4਍ഀ Sx਍ഀ 13.1਍ഀ in^3਍ഀ Sy਍ഀ 13.1਍ഀ in^3਍ഀ Axial Load਍ഀ 92:32਍ഀ kip਍ഀ x-x Load਍ഀ 4.83਍ഀ kip਍ഀ y-y Load਍ഀ 0.00਍ഀ kip਍ഀ x-x Len਍ഀ 14.00਍ഀ ft਍ഀ y-y Len਍ഀ 14.00਍ഀ ft਍ഀ Cmx਍ഀ 0.85.਍ഀ Cmy਍ഀ 0.85਍ഀ Kxlx/rx਍ഀ 73.68਍ഀ Kyly/ry਍ഀ 73.68਍ഀ Fy 46 ksi਍ഀ rx 2.28 in਍ഀ ry 2.28 in਍ഀ x-x e 2.50 in਍ഀ y-y e 2.50 in਍ഀ x-x K 1.0਍ഀ y-y K 1.0਍ഀ Cc 111.6਍ഀ Fax਍ഀ 19.15਍ഀ ksi਍ഀ Fay਍ഀ 19.15਍ഀ ksi਍ഀ fax਍ഀ 12.18਍ഀ ksi਍ഀ fay਍ഀ 12.18਍ഀ ksi਍ഀ Fbx਍ഀ 30.36਍ഀ ksi਍ഀ Fby਍ഀ 30.36਍ഀ ksi਍ഀ fbx਍ഀ 2.03਍ഀ ksi਍ഀ fby਍ഀ 0.00਍ഀ ksi਍ഀ Fex਍ഀ 27.50਍ഀ ksi਍ഀ Fey਍ഀ 27.50਍ഀ ksi਍ഀ fa/Fax਍ഀ 0.64਍ഀ fa/Fay਍ഀ 0.64਍ഀ Use਍ഀ H1-1 & H1-2਍ഀ Use਍ഀ 1-11-1 & 1-11-2਍ഀ 1-11-1਍ഀ 0.74 < 1.0਍ഀ H1-2਍ഀ 0.51 < 1.0਍ഀ H1-3਍ഀ 0.70 < 1.0਍ഀ Column Size OK਍ഀ 5.50 in Total ex਍ഀ 5.50 in Total ey਍ഀ 26.57 kip-in M max x-x਍ഀ 0.00 kip-in M max y-y਍ഀ Please note that there may਍ഀ be differences in maximum਍ഀ capacity compared to ASD਍ഀ 9th edition. This is due਍ഀ to revised section proporties਍ഀ shown in HSS Connections Manual਍ഀ U~਍ഀ Column Worksheet਍ഀ For Axial Compression and Bending਍ഀ Job Name: Vail's Front Door - Spa਍ഀ M&N # 5500.02਍ഀ Column C5, C7਍ഀ HSS਍ഀ 16x6x.375਍ഀ {਍ഀ Area਍ഀ 7.58਍ഀ in^2਍ഀ Ix਍ഀ 39.4਍ഀ in^4਍ഀ ly਍ഀ 39.4਍ഀ in^4਍ഀ Sx਍ഀ 13.1਍ഀ in^3਍ഀ Sy਍ഀ 13.1਍ഀ in^3਍ഀ Axial Load਍ഀ 62.86:਍ഀ kip਍ഀ x-x Load਍ഀ 0.00਍ഀ kip਍ഀ y-y Load਍ഀ 12.60਍ഀ kip਍ഀ x-x Len਍ഀ 14.00਍ഀ ft਍ഀ y-y Len਍ഀ 14.00਍ഀ ft਍ഀ Cmx਍ഀ 0.85਍ഀ Cmy਍ഀ 0.85਍ഀ Kxlx/rx਍ഀ 73.68਍ഀ Kyly/ry਍ഀ 73.68਍ഀ Fax਍ഀ 19.15਍ഀ ksi਍ഀ fax਍ഀ 8.29਍ഀ ksi਍ഀ Fbx਍ഀ 30.36਍ഀ ksi਍ഀ fbx਍ഀ 0.00਍ഀ ksi਍ഀ Fex਍ഀ 27.50਍ഀ ksi਍ഀ fa/Fax਍ഀ 0.43਍ഀ Use H1-1 & H਍ഀ 1-2਍ഀ H1-1਍ഀ 0.65 < 1.0਍ഀ H 1-2਍ഀ 0.47 < 1.0਍ഀ H1-3਍ഀ 0.61 <1.0਍ഀ Column Size OK਍ഀ Fy 46 = ksi਍ഀ rx 2.28 in਍ഀ ry 2.28 in਍ഀ x-x e 2.50 in 5.50 in Total ex਍ഀ y-y e 2.50 in 5.50 in Total ey਍ഀ x-x K 1.0 0.00 kip-in M max x-x਍ഀ y-y K 1.0 69.30 kip-in M max y-y਍ഀ Cc .111.6਍ഀ Fay 19.15 ksi਍ഀ fay 8.29 ksi਍ഀ Fby 30.36 ksi਍ഀ fby 5.29 ksi਍ഀ Fey 27.50 ksi਍ഀ fa/Fay -0.43਍ഀ Use H1-1 & H1-2਍ഀ Please note that there may਍ഀ be differences in maximum਍ഀ capacity compared to ASD਍ഀ 9th edition. This is due਍ഀ to revised section proporties਍ഀ shown in HSS Connections Manual਍ഀ r~"਍ഀ Column Worksheet਍ഀ For Axial Compression and Bending਍ഀ Job Name: Vail's Front Door - Spa਍ഀ M&N # 5500.02਍ഀ Column C8਍ഀ HSS਍ഀ 16x6x.375਍ഀ Area਍ഀ 7.58਍ഀ in^2਍ഀ Ix਍ഀ 39.4਍ഀ in^4਍ഀ ly਍ഀ 39.4਍ഀ in^4਍ഀ Sx਍ഀ 13.1਍ഀ in^3਍ഀ Sy਍ഀ 13.1਍ഀ in^3਍ഀ Axial Load਍ഀ . `84.76਍ഀ kip਍ഀ x-x Load਍ഀ 0.00਍ഀ kip਍ഀ y-y Load਍ഀ 0.00਍ഀ kip਍ഀ x-x Len਍ഀ 14.00਍ഀ ft਍ഀ y-y Len਍ഀ 14.00਍ഀ ft਍ഀ Cmx਍ഀ 0.85-਍ഀ Cmy਍ഀ 0.85਍ഀ Kxlx/rx਍ഀ 73.68਍ഀ Kyly/ry਍ഀ 73.68਍ഀ Fy 46 ksi਍ഀ rx 2.28 in਍ഀ ry 2.28 in਍ഀ x-x e 2.50 in਍ഀ y-y e 2.50 in਍ഀ x-x K 1.0਍ഀ y-y K 1.0਍ഀ Cc 111.6਍ഀ Fax਍ഀ 19.15਍ഀ ksi਍ഀ Fay਍ഀ 19.15਍ഀ ksi਍ഀ fax਍ഀ 11.18਍ഀ ksi਍ഀ fay਍ഀ 11.18਍ഀ ksi਍ഀ Fbx਍ഀ 30.36਍ഀ ksi਍ഀ Fby਍ഀ 30.36਍ഀ ksi਍ഀ fbx਍ഀ 0.00਍ഀ ksi਍ഀ fby਍ഀ 0.00਍ഀ ksi਍ഀ Fex਍ഀ 27.50਍ഀ ksi਍ഀ Fey਍ഀ 27.50਍ഀ ksi਍ഀ fa/Fax਍ഀ 0.58਍ഀ fa/Fay਍ഀ 0.58਍ഀ Use਍ഀ H1-1 & H1-2਍ഀ Use਍ഀ H1-1 & H1-2਍ഀ 1-11-1਍ഀ 0.58 < 1.0਍ഀ H1-2਍ഀ 0.41 < 1.0਍ഀ H 1-3਍ഀ 0.58 < 1.0਍ഀ Column Size OK਍ഀ 5.50਍ഀ in Total ex਍ഀ 5.50਍ഀ in Total ey਍ഀ 0.00਍ഀ kip-in M max x-x਍ഀ 0.00਍ഀ kip-in M max y-y਍ഀ Please note that there may਍ഀ be differences in maximum਍ഀ capacity compared to ASD਍ഀ 9th edition. This is due਍ഀ to revised section proporties਍ഀ shown in HSS Connections Manual:਍ഀ C~਍ഀ Column Worksheet਍ഀ For Axial Compression and Bending਍ഀ Job Name: Vail's Front Door - Spa਍ഀ M&N # 5500.02਍ഀ Column C9਍ഀ HSS਍ഀ 14x4x.25਍ഀ Area਍ഀ 3.37਍ഀ in^2਍ഀ Ix਍ഀ 7.8਍ഀ in^4਍ഀ ly਍ഀ 7.8਍ഀ in^4਍ഀ Sx਍ഀ 3.9਍ഀ in^3਍ഀ Sy਍ഀ 3.9਍ഀ in^3਍ഀ Axial Load਍ഀ :`:11.48਍ഀ kip਍ഀ x-x Load਍ഀ 1.02਍ഀ kip਍ഀ y-y Load਍ഀ 1.00਍ഀ kip਍ഀ x-x Len਍ഀ 14.00਍ഀ ft਍ഀ y-y Len਍ഀ 14,00਍ഀ ft਍ഀ Cmx਍ഀ 0:85 -਍ഀ Cmy਍ഀ 0.85਍ഀ Kxlx/rx਍ഀ 110.53਍ഀ Kyly/ry਍ഀ 110.53਍ഀ Fax਍ഀ 12.23਍ഀ ksi਍ഀ fax਍ഀ 3.41਍ഀ ksi਍ഀ Fbx਍ഀ 30.36਍ഀ ksi਍ഀ fbx਍ഀ 1.18਍ഀ ksi਍ഀ Fex਍ഀ 12.22਍ഀ ksi਍ഀ fa/Fax 0.28਍ഀ Use H1-1 & H1-2਍ഀ H1-1਍ഀ 0.37 < 1.0਍ഀ H1-2਍ഀ 0.20 < 1.0਍ഀ H 1-3਍ഀ 0.36 < 1.0਍ഀ Column Size OK਍ഀ Fy 46 ksi਍ഀ rx 1.52 in਍ഀ ry 1.52 in਍ഀ x-x e 2.50 in਍ഀ y-y e 2.50 in਍ഀ x-x K 1.0਍ഀ y-y K 1.0਍ഀ Cc 111.6਍ഀ Fay 12.23 ksi਍ഀ fay਍ഀ 3.41਍ഀ ksi਍ഀ Fby਍ഀ 30.36਍ഀ ksi਍ഀ fby਍ഀ 1.15਍ഀ ksi਍ഀ Fey਍ഀ 12.22਍ഀ ksi਍ഀ fa/Fay਍ഀ 0.28਍ഀ Use਍ഀ H1-1 & H1-2਍ഀ 4.50 in Total ex਍ഀ 4.50 in Total ey਍ഀ 4.59 kip-in M max x-x਍ഀ 4.50 kip-in M max y-y਍ഀ Please note that there may਍ഀ be differences in maximum਍ഀ capacity compared to ASD਍ഀ 9th edition. This is due਍ഀ to revised section proporties਍ഀ shown in HSS Connections Manual਍ഀ C I'D਍ഀ Column Worksheet਍ഀ For Axial Compression and Bending਍ഀ Job Name: Vail's Front Door - Spa਍ഀ M&N # 5500.02਍ഀ Column C20, C21, C22, C23, C37਍ഀ HSS 1਍ഀ 5x3x.25਍ഀ Area਍ഀ 3.37਍ഀ in^2਍ഀ Ix਍ഀ 10.7਍ഀ in^4਍ഀ ly਍ഀ 4.81਍ഀ in^4਍ഀ Sx਍ഀ 4.29਍ഀ in^3਍ഀ Sy਍ഀ 3.2਍ഀ in^3਍ഀ Axial Load਍ഀ I਍ഀ l਍ഀ k ip਍ഀ x-x Load਍ഀ g਍ഀ fl਍ഀ kip਍ഀ y-y Load਍ഀ kip਍ഀ x-x Len਍ഀ 12.00਍ഀ ft਍ഀ y-y Len਍ഀ 12.00਍ഀ ft਍ഀ Cmx਍ഀ 0.85„਍ഀ Cmy਍ഀ 0.85਍ഀ Kxlx/rx਍ഀ 80.90਍ഀ Kyly/ry਍ഀ 121.01਍ഀ Fax਍ഀ 17.94਍ഀ ksi਍ഀ fax਍ഀ 3.62਍ഀ ksi਍ഀ Fbx਍ഀ 30.36਍ഀ ksi਍ഀ fbx਍ഀ 0.00਍ഀ ksi਍ഀ Fex਍ഀ 22.82਍ഀ ksi਍ഀ fa/Fax 0.20਍ഀ Use H1-1 & H1-2਍ഀ 1-11-1਍ഀ 1-11-2਍ഀ 1-11-3਍ഀ 0.20 < 1.0਍ഀ 0.13 <1.0਍ഀ 0.20 < 1.0਍ഀ Column Size OK਍ഀ Fy 46 ksi਍ഀ rx 1.78 in਍ഀ ry 1.19 in਍ഀ x-x e 2.50 in਍ഀ y-y e 2.50 in਍ഀ x-x K 1.0਍ഀ y-y K 1.0਍ഀ Cc 111.6਍ഀ Fay਍ഀ 10.20਍ഀ ksi਍ഀ fay਍ഀ 3.62਍ഀ ksi਍ഀ Fby਍ഀ 30.36਍ഀ ksi਍ഀ fby਍ഀ 0.00਍ഀ ksi਍ഀ Fey਍ഀ 10.20਍ഀ ksi਍ഀ fa/Fay਍ഀ 0.36਍ഀ Use਍ഀ H1-1 & H1-2਍ഀ 5.00 in Total ex਍ഀ 4.00 in Total ey਍ഀ 0.00 kip-in M max x-x਍ഀ 0.00 kip-in M max y-y਍ഀ Please note that there may਍ഀ be differences in maximum਍ഀ capacity compared to ASD਍ഀ 9th edition. This is due਍ഀ to revised section proporties਍ഀ shown in HSS Connections Manual਍ഀ C_1 k.਍ഀ Column Worksheet਍ഀ For Axial Compression and Bending਍ഀ Job Name: Vail's Front Door - Spa਍ഀ M&N # 5500.02਍ഀ Column C24਍ഀ HSS j਍ഀ 5x3x.5਍ഀ Area਍ഀ 6.02਍ഀ in^2਍ഀ Ix਍ഀ 16.4਍ഀ in^4਍ഀ ly਍ഀ 7.14਍ഀ in^4਍ഀ Sx਍ഀ 6.56਍ഀ in^3਍ഀ Sy਍ഀ 4.76਍ഀ in^3਍ഀ Axial Load਍ഀ 26.51਍ഀ kip਍ഀ x-x Load਍ഀ r਍ഀ 0.85਍ഀ kip਍ഀ y-y Load਍ഀ kip਍ഀ x-x Len਍ഀ 12.00਍ഀ ft਍ഀ y-y Len਍ഀ 12.00਍ഀ ft਍ഀ Cmx਍ഀ 0:85਍ഀ Cmy਍ഀ 0.85਍ഀ Kxlx/rx਍ഀ 87.27਍ഀ Kyly/ry਍ഀ 132.11਍ഀ Fax਍ഀ 16.81਍ഀ ksi਍ഀ fax਍ഀ 4.40਍ഀ ksi਍ഀ Fbx਍ഀ 30.36਍ഀ ksi਍ഀ fbx਍ഀ 8.27਍ഀ ksi਍ഀ Fex਍ഀ 19.61਍ഀ ksi਍ഀ fa/Fax 0.26਍ഀ Use H1-1 & H1-2਍ഀ 1-11-1਍ഀ 1-11-2਍ഀ 1-11-3਍ഀ 0.56 < 1.0਍ഀ 0.43 < 1.0਍ഀ 0.53 < 1.0਍ഀ Column Size OK਍ഀ Fy 46 k s i਍ഀ rx 1.65 in਍ഀ ry 1.09 in਍ഀ x-x e 2.50 in਍ഀ y-y e 2.50 in਍ഀ x-x K 1.0਍ഀ y-y K 1.0਍ഀ Cc 111.6਍ഀ Fay਍ഀ 8.56਍ഀ ksi਍ഀ fay਍ഀ 4.40਍ഀ ksi਍ഀ Fby਍ഀ 30.36਍ഀ ksi਍ഀ fby਍ഀ 0.00਍ഀ ksi਍ഀ Fey਍ഀ 8.56਍ഀ ksi਍ഀ fa/Fay਍ഀ 0.51਍ഀ Use਍ഀ 1-11-1 & 1-11-2਍ഀ 5.00 in Total ex਍ഀ 4.00 in Total ey਍ഀ 54.25 kip-in M max x-x਍ഀ 0.00 kip-in M max y-y਍ഀ Please note that there may਍ഀ be differences in maximum਍ഀ capacity compared to ASD਍ഀ 9th edition. This is due਍ഀ to revised section proporties਍ഀ shown in HSS Connections Manual਍ഀ CtZ਍ഀ Job Name: Vail's Front Door - Spa਍ഀ M&N # 5500.02਍ഀ Column C28, C30, C31਍ഀ HSS਍ഀ 14x4x.5਍ഀ Area਍ഀ 6.02਍ഀ in^2਍ഀ Ix਍ഀ 11.9਍ഀ in^4਍ഀ ly਍ഀ 11.9਍ഀ in^4਍ഀ Sx਍ഀ 5.95਍ഀ in^3਍ഀ Sy਍ഀ 5.95਍ഀ in^3਍ഀ Axial Load਍ഀ 48.46਍ഀ kip਍ഀ x-x Load਍ഀ 4.22਍ഀ kip਍ഀ y-y Load਍ഀ 0.00਍ഀ kip਍ഀ x-x Len਍ഀ 10.00਍ഀ ft਍ഀ y-y Len਍ഀ 10.00਍ഀ ft਍ഀ Cmx਍ഀ 0.85 '਍ഀ Cmy਍ഀ 0.85਍ഀ Kxlx/rx਍ഀ 85.11਍ഀ Kyly/ry਍ഀ 85.11਍ഀ Fax਍ഀ 17.20਍ഀ ksi਍ഀ fax਍ഀ 8.05਍ഀ ksi਍ഀ Fbx਍ഀ 30.36਍ഀ ksi਍ഀ fbx਍ഀ 3.19਍ഀ ksi਍ഀ Fex਍ഀ 20.62਍ഀ ksi਍ഀ fa/Fax਍ഀ 0.47਍ഀ Us਍ഀ e 1-11-1 & 1-11-2਍ഀ H1-1਍ഀ 0.61 < 1.0਍ഀ H1-2਍ഀ 0.40 <1.0਍ഀ H 1-3਍ഀ 0.57 < 1.0਍ഀ Column Size OK਍ഀ Column Worksheet਍ഀ For Axial Compression and Bending਍ഀ Fy 46 ksi਍ഀ rx 1.41 in਍ഀ ry 1.41 in਍ഀ x-x e 2.50 in 4.50 in Total ex਍ഀ y-y e 2.50 in 4.50 in Total ey਍ഀ x-x K 1.0 18.99 kip-in M max x-x਍ഀ y-y K 1.0 0.00 kip-in M max y-y਍ഀ Cc 111.6਍ഀ Fay 17.20 ksi਍ഀ fay 8.05 ksi਍ഀ Fby 30.36 ksi਍ഀ fby 0.00 ksi਍ഀ Fey 20.62 ksi਍ഀ fa/Fay 0.47਍ഀ Use H1-1 & H1-2਍ഀ Please note that there may਍ഀ be differences in maximum਍ഀ capacity compared to ASD਍ഀ 9th edition. This is due਍ഀ to revised section proporties਍ഀ shown in HSS Connections Manual਍ഀ e~~)਍ഀ Column Worksheet਍ഀ For Axial Compression and Bending਍ഀ Job Name: Vail's Front Door - Spa਍ഀ M&N # 5500.02਍ഀ Column C25, C26, C27, C29਍ഀ HSS਍ഀ 14x4x.5਍ഀ Area਍ഀ 6.02਍ഀ in^2਍ഀ Ix਍ഀ 11.9਍ഀ in^4਍ഀ ly਍ഀ 11.9਍ഀ in^4਍ഀ Sx਍ഀ 5.95਍ഀ in^3਍ഀ Sy਍ഀ 5.95਍ഀ in^3਍ഀ Axial Load਍ഀ 49.59 `਍ഀ kip਍ഀ x-x Load਍ഀ 0.00਍ഀ kip਍ഀ y-y Load਍ഀ 0.00਍ഀ kip਍ഀ x-x Len਍ഀ 14.00਍ഀ ft਍ഀ y-y Len਍ഀ 14.00਍ഀ ft਍ഀ Cmx਍ഀ 0.85਍ഀ Cmy਍ഀ - 0.85਍ഀ Kxlx/rx਍ഀ 119.15਍ഀ Kyly/ry਍ഀ 119.15਍ഀ Fax਍ഀ 10.52਍ഀ ksi਍ഀ fax਍ഀ 8.24਍ഀ ksi਍ഀ Fbx਍ഀ 30.36਍ഀ ksi਍ഀ fbx਍ഀ 0.00਍ഀ ksi਍ഀ Fex਍ഀ 10.52਍ഀ ksi਍ഀ Fy 46 ksi਍ഀ rx 1.41 in਍ഀ ry 1.41 in਍ഀ x-x e 2.50 in 4.50 in Total ex਍ഀ y-y e 2.50 in 4.50 in Total ey਍ഀ x-x K 1.0 0.00 kip-in M max x-x਍ഀ y-y K 1.0 0.00 kip-in M max y-y਍ഀ Cc . 111.6਍ഀ Fay 10.52 ksi਍ഀ fay਍ഀ 8.24਍ഀ ksi਍ഀ Fby਍ഀ 30.36਍ഀ ksi਍ഀ fby਍ഀ 0.00਍ഀ ksi਍ഀ Fey਍ഀ 10.52਍ഀ ksi਍ഀ fa/Fax 0.78਍ഀ Use H1-1 & H1-2਍ഀ 1-11-1਍ഀ H1-2਍ഀ H1-3਍ഀ 0.78 < 1.0਍ഀ 0.30 < 1.0਍ഀ 0.78 < 1.0਍ഀ Column Size OK਍ഀ fa/Fay - 0.78਍ഀ Use H1-1 & H1-2਍ഀ Please note that there may਍ഀ be differences in maximum਍ഀ capacity compared to ASD਍ഀ 9th edition. This is due਍ഀ to revised section proporties਍ഀ shown in HSS Connections Manual਍ഀ C) x-਍ഀ Column Worksheet਍ഀ For Axial Compression and Bending਍ഀ Job Name: Vail's Front Door - Spa਍ഀ M&N # 5500.02਍ഀ Column C32਍ഀ HSS਍ഀ 16x3x,5਍ഀ Area਍ഀ 6.95਍ഀ in^2਍ഀ Ix਍ഀ 26.8਍ഀ in^4਍ഀ ly਍ഀ 8.65਍ഀ in A4਍ഀ Sx਍ഀ 8.94਍ഀ in^3਍ഀ Sy਍ഀ 5.77਍ഀ in^3਍ഀ Axial Load਍ഀ 99.5 7਍ഀ kip਍ഀ x-x Load਍ഀ t਍ഀ 2਍ഀ kip਍ഀ y-y Load਍ഀ 0਍ഀ kip਍ഀ x-x Len਍ഀ 14,00਍ഀ ft਍ഀ y-y Len਍ഀ 14.00਍ഀ ft਍ഀ Cmx਍ഀ 0.85਍ഀ Cmy਍ഀ 0.85਍ഀ Kxlx/rx਍ഀ 85.71਍ഀ Kyly/ry਍ഀ 150.00਍ഀ Fax਍ഀ 17.09਍ഀ ksi਍ഀ fax਍ഀ 5.69਍ഀ ksi਍ഀ Fbx਍ഀ 30.36਍ഀ ksi਍ഀ fbx਍ഀ 15.45਍ഀ ksi਍ഀ Fex਍ഀ 20.33਍ഀ ksi਍ഀ fa/Fax 0.33਍ഀ Use H1-1 & H1-2਍ഀ 1-11-1਍ഀ H1-2਍ഀ H1-3਍ഀ 0.93 < 1.0਍ഀ 0.72 < 1.0਍ഀ ' 0.84 < 1.0਍ഀ Column Size OK਍ഀ Fy 46 ksi਍ഀ rx 1.96 in਍ഀ ry 1.12 in਍ഀ x-x e 2.50 in 5.50 in Total ex਍ഀ y-y e 2.50 in 4.00 in Total ey਍ഀ x-x K 1.0 138.16 kip-in M max x-x਍ഀ y-y K 1.0 0.00 kip-in M max y-y਍ഀ Cc 111.6਍ഀ Fay਍ഀ 6.64਍ഀ ksi਍ഀ fay਍ഀ 5.69਍ഀ ksi਍ഀ Fby਍ഀ 30.36਍ഀ ksi਍ഀ fby਍ഀ 0.00਍ഀ ksi਍ഀ Fey਍ഀ 6.64਍ഀ ksi਍ഀ fa/Fay਍ഀ 0.86਍ഀ Use਍ഀ H1-1 & H1-2਍ഀ Please note that there may਍ഀ be differences in maximum਍ഀ capacity compared to ASD਍ഀ 9th edition. This is due਍ഀ to revised section proporties਍ഀ shown in HSS Connections Manual਍ഀ Column Worksheet਍ഀ For Axial Compression and Bending਍ഀ Job Name: Vail's Front Door - Spa਍ഀ M&N # 5500.02਍ഀ Column C33਍ഀ HSS਍ഀ 15x3x.25਍ഀ Area਍ഀ 3.37਍ഀ in^2਍ഀ Ix਍ഀ 10.7਍ഀ in^4਍ഀ ly਍ഀ 4.81਍ഀ in^4਍ഀ Sx਍ഀ 4.29 _਍ഀ in^3਍ഀ Sy਍ഀ 3.2਍ഀ in^3਍ഀ Axial Load਍ഀ ` 10.79਍ഀ kip਍ഀ x-x Load਍ഀ 4.34਍ഀ kip਍ഀ y-y Load਍ഀ 6.45਍ഀ kip਍ഀ x-x Len਍ഀ 14.00਍ഀ ft਍ഀ y-y Len਍ഀ 14.00਍ഀ ft਍ഀ Cmx਍ഀ 0.85਍ഀ Cmy਍ഀ 0.85਍ഀ Kxlx/rx਍ഀ 94.38਍ഀ Kyly/ry਍ഀ 141.18਍ഀ Fax਍ഀ 15.49਍ഀ ksi਍ഀ fax਍ഀ 3.20਍ഀ ksi਍ഀ Fbx਍ഀ 30.36਍ഀ ksi਍ഀ fbx਍ഀ 5.06਍ഀ ksi਍ഀ Fex਍ഀ 16.76਍ഀ ksi਍ഀ fa/Fax 0.21਍ഀ Use H1-1 & H1-2਍ഀ H1-1਍ഀ 0.78 <1.0਍ഀ 1-11-2਍ഀ 0.55 <1.0਍ഀ H 1-3਍ഀ 0.64 < 1.0਍ഀ Column Size OK਍ഀ rx 1.78 in਍ഀ ry 1.19 in਍ഀ x-x e 2.50 in਍ഀ y-y e 2.50 in਍ഀ x-x K 1.0਍ഀ y-y K 1.0਍ഀ Cc 111.6਍ഀ Fay਍ഀ 7.49਍ഀ ksi਍ഀ fay਍ഀ 3.20਍ഀ ksi਍ഀ Fby਍ഀ 30.36਍ഀ ksi਍ഀ fby਍ഀ 8.06਍ഀ ksi਍ഀ Fey਍ഀ 7.49਍ഀ ksi਍ഀ fa/Fay਍ഀ 0.43਍ഀ Use਍ഀ H1-1 & H1-2਍ഀ Fy 46 ksi਍ഀ 5.00 in Total ex਍ഀ 4.00 in Total ey਍ഀ 21.70 kip-in M max x-x਍ഀ 25.80 kip-in M max y-y਍ഀ Please note that there may਍ഀ be differences in maximum਍ഀ capacity compared to ASD਍ഀ 9th edition. This is due਍ഀ to revised section proporties਍ഀ shown in HSS Connections Manual਍ഀ c*਍ഀ Column Worksheet਍ഀ For Axial Compression and Bending਍ഀ Job Name: Vail's Front Door - Spa਍ഀ M&N # 5500.02਍ഀ Column C34, C35਍ഀ HSS਍ഀ 15x3x.5਍ഀ Area਍ഀ 6.02਍ഀ in^2਍ഀ Ix਍ഀ 16.4਍ഀ in^4਍ഀ ly਍ഀ 7.14਍ഀ in^4਍ഀ Sx਍ഀ 6.56਍ഀ in^3਍ഀ Sy਍ഀ 4.76਍ഀ in^3਍ഀ Axial Load਍ഀ `'4E਍ഀ 52਍ഀ kip਍ഀ x-x Load਍ഀ 0਍ഀ kip਍ഀ y-y Load਍ഀ 0਍ഀ kip਍ഀ x-x Len਍ഀ 10.00਍ഀ ft਍ഀ y-y Len਍ഀ 10.00਍ഀ ft਍ഀ Cmx਍ഀ 0.85 '਍ഀ Cmy਍ഀ 0.85਍ഀ Kxlx/rx਍ഀ 72.73਍ഀ Kyly/ry਍ഀ 110.09਍ഀ Fy 46 ksi਍ഀ rx 1.65 in਍ഀ ry 1.09 in਍ഀ x-x e 2.50 in਍ഀ y-y el , 2.50 in਍ഀ x-x K 1.0਍ഀ y-y K 1.0_਍ഀ Cc 111.6਍ഀ Fax਍ഀ 19.31਍ഀ ksi਍ഀ Fay਍ഀ 12.32਍ഀ ksi਍ഀ fax਍ഀ 7.06਍ഀ ksi਍ഀ fay਍ഀ 7.06਍ഀ ksi਍ഀ Fbx਍ഀ 30.36਍ഀ ksi਍ഀ Fby਍ഀ 30.36਍ഀ ksi਍ഀ fbx਍ഀ 0.00਍ഀ ksi਍ഀ fby਍ഀ 0.00਍ഀ ksi਍ഀ Fex਍ഀ 28.23਍ഀ ksi਍ഀ Fey਍ഀ 12.32਍ഀ ksi਍ഀ fa/Fax਍ഀ 0.37਍ഀ fa/Fay਍ഀ 0.57਍ഀ Use਍ഀ H1-1 & H1-2਍ഀ Use਍ഀ H1-1 & H1-2਍ഀ H1-1਍ഀ H 1-2਍ഀ H 1-3਍ഀ 0.37 < 1.0਍ഀ 0.26 < 1.0਍ഀ 0.37 < 1.0਍ഀ Column Size OK਍ഀ 5.00 in Total ex਍ഀ 4.00 in Total ey਍ഀ 0.00 kip-in M max x-x਍ഀ 0.00 kip-in M max y-y਍ഀ Please note that there may਍ഀ be differences in maximum਍ഀ capacity compared to ASD਍ഀ 9th edition. This is due਍ഀ to revised section proporties਍ഀ shown in HSS Connections Manual਍ഀ Column Worksheet਍ഀ For Axial Compression and Bending਍ഀ Job Name: Vail's Front Door - Spa਍ഀ M&N # 5500.02਍ഀ Column਍ഀ C36਍ഀ HSS਍ഀ 5x3x.5਍ഀ Area਍ഀ 6.02਍ഀ in^2਍ഀ Ix਍ഀ 16.4਍ഀ in^4਍ഀ rx਍ഀ 1.65਍ഀ in਍ഀ ly਍ഀ 7.14਍ഀ in^4਍ഀ ry਍ഀ 1.09਍ഀ in਍ഀ Sx਍ഀ 6.56਍ഀ in^3਍ഀ Sy਍ഀ 4.76਍ഀ in^3਍ഀ Axial Load਍ഀ 9 5਍ഀ kip਍ഀ x-x Load਍ഀ FE਍ഀ kip਍ഀ x-x e਍ഀ 2.50਍ഀ in਍ഀ y-y Load਍ഀ 0਍ഀ kip਍ഀ y-y e਍ഀ _ 2.50਍ഀ in਍ഀ x-x Len਍ഀ 10.00਍ഀ ft਍ഀ x-x K਍ഀ 1.0਍ഀ y-y Len਍ഀ 10.00਍ഀ ft਍ഀ y-y K਍ഀ 1.0਍ഀ Cmx਍ഀ 0.85਍ഀ Cmy਍ഀ 0.85-"਍ഀ Kxlx/rx਍ഀ 72.73਍ഀ Cc਍ഀ 111.6਍ഀ Kyly/ry਍ഀ 110.09਍ഀ Fax਍ഀ 19.31਍ഀ ksi਍ഀ Fay਍ഀ 12.32਍ഀ ksi਍ഀ fax਍ഀ 12.28਍ഀ ksi਍ഀ fay਍ഀ 12.28਍ഀ ksi਍ഀ Fbx਍ഀ 30.36਍ഀ ksi਍ഀ Fby਍ഀ 30.36਍ഀ ksi਍ഀ fbx਍ഀ 0.00਍ഀ ksi਍ഀ fby਍ഀ 0.00਍ഀ ksi਍ഀ Fex਍ഀ 28.23਍ഀ ksi਍ഀ Fey਍ഀ 12.32਍ഀ ksi਍ഀ fa/Fax਍ഀ 0.64਍ഀ fa/Fay਍ഀ 1.00਍ഀ Use H1-1 & H1-2਍ഀ Use H1-1 & 1-11-2਍ഀ H1-1਍ഀ 1-11-2਍ഀ H 1-3਍ഀ 0.64 <1.0਍ഀ 0.45 < 1.0਍ഀ 0.64 < 1.0਍ഀ Column Size OK਍ഀ Fy 46 ksi਍ഀ 5.00 in Total ex਍ഀ 4.00 in Total ey਍ഀ 0.00 kip-in M max x-x਍ഀ 0.00 kip-in M max y-y਍ഀ Please note that there may਍ഀ be differences in maximum਍ഀ capacity compared to ASD਍ഀ 9th edition. This is due਍ഀ to revised section proporties਍ഀ shown in HSS Connections Manual਍ഀ Miscellaneous Design਍ഀ 01/13/2006 08:51 9709494054 MONR~~OE~~ &~~NEWELL PAGE 01਍ഀ Monroe & Newell JOB਍ഀ Engineers. Inc. SWEET NO. or਍ഀ CALCULATED BY OATE਍ഀ CHECKED BY DATE਍ഀ "ONCT2W (anolowtI ZZS,I Ih3dd1਍ഀ 01/13/2006 08:51 9709494054਍ഀ MONROE & NEWELL਍ഀ PAGE 02਍ഀ Ij FU਍ഀ 2਍ഀ Monroe & Newell਍ഀ JOR਍ഀ )਍ഀ Eng1IIeEF$, Inc.਍ഀ A਍ഀ SWEET NO.਍ഀ OF਍ഀ ~਍ഀ CALCULATED BY਍ഀ yyy਍ഀ ਍ഀ OATS਍ഀ CHECKED BY਍ഀ DATE਍ഀ r ;਍ഀ i਍ഀ r਍ഀ i਍ഀ i਍ഀ SCALE਍ഀ I਍ഀ r਍ഀ I਍ഀ .਍ഀ 1- . ..A..........'਍ഀ ਍ഀ . 1 1 .਍ഀ I਍ഀ VV਍ഀ i . ' '਍ഀ .਍ഀ ਍ഀ I਍ഀ : I਍ഀ . 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SHEET NO. 7 OF਍ഀ 1JN ' CALCULATED B P DATE਍ഀ V CHFCKED By਍ഀ DATF.਍ഀ SCALE਍ഀ 01/13/2006 08:51 9709494054 MONROE & NEWELL PAGE 04਍ഀ A Monroe & Newell J08 ~AAr-਍ഀ Engineers, Inc, -SHEET NO, or਍ഀ CALCULATED AY DATEi਍ഀ CHECKED 6Y DATE.਍ഀ , _ -਍ഀ ;਍ഀ I਍ഀ i' M਍ഀ ' I਍ഀ ਍ഀ p.਍ഀ ,਍ഀ I I I I਍ഀ ....r........... '਍ഀ .............I਍ഀ MOOultm'l (Sl h6nrm)iro!-I odit7਍ഀ i਍ഀ ,਍ഀ I਍ഀ i I ;਍ഀ 01/13/2006 08:51਍ഀ 9709494054਍ഀ Monroe & Newell਍ഀ En ).nccrs. Inc.਍ഀ W.Dki'TAN-l dll drt90emvMS-l INdd.,਍ഀ MONROE & NEWELL਍ഀ JOB਍ഀ PAGE 05਍ഀ Y,_.A,- 5'਍ഀ SHEET NO. OF CALCULATED HY DATE ~਍ഀ CHECKED BY DATE _਍ഀ SCALE਍ഀ 01/13/2006 00:51 9709494054 MONROE & NEWELL PAGE 06਍ഀ Q Monroe & Newell JOB਍ഀ / Engineers. Inc. SHEET NO, ~ QF Ln/਍ഀ GAICULATED BY DATEIIG/ `਍ഀ CHECKED BY DATE਍ഀ SCALE਍ഀ 4y~~਍ഀ ,਍ഀ .਍ഀ .਍ഀ ਍ഀ ,਍ഀ 7਍ഀ f_਍ഀ 1!.਍ഀ y i.਍ഀ L~ j .਍ഀ ਍ഀ lZ J_਍ഀ t਍ഀ ਍ഀ ..i਍ഀ w~਍ഀ i.਍ഀ -਍ഀ 1਍ഀ ti਍ഀ ਍ഀ ਍ഀ ,਍ഀ ,਍ഀ