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HomeMy WebLinkAboutB16-0618 042-020-06215TIN6 WELL- UNDERGROUND UTILITIES T �1_ -i A I I /' PROPOSED 71 •B.S.L. L 5EPTIC TANK j. I i�KEE qq PROPOSED / LEACH AREA z REPLACEMENT LEACH AREA I I \ I Ile e �\• I I I I \ � . RECEIVED �� � ♦ . \ \ ' 1 , APR 04 2016 TRB AfvD ASSOCIATES SITE FLA I n 2� i_� n PE T BUTTE �UTTE COUNTY DEVEL PMENT SERVICES CO F VIEWR® FOR VAR 3 029116COM L0 C _ DATE s2G, / DEVELOPMENT FWOP05ED SHOP MINIMUM EROSION AND.5EDIMENT CONTROLS FOR PROJECTS D I STURB I N6 LE55 THAN ONE ACRE 8.5. 6-10 �ro PRoPomp ,► RESIDENCE LISTED ARE MINIMUM REQUIREMENTS AND ADDITIONAL BMP'S COULD BE REQUIRED BASED ON SITE CONDITIONS. TIGHT LINE ,.. FABRIC,. .... 2. ALL SOILS TRACKED ONTO PAVED ROADWAY5 MUST BE GLEANED ON A DAILY 5A515. WHEN STREETS ARE WET OR DURING A RAIN FOR O I PROPOSED 1500 GAL. UNDERGROUND UTILITIES T �1_ -i A I I /' PROPOSED 71 •B.S.L. L 5EPTIC TANK j. I i�KEE qq PROPOSED / LEACH AREA z REPLACEMENT LEACH AREA I I \ I Ile e �\• I I I I \ � . RECEIVED �� � ♦ . \ \ ' 1 , APR 04 2016 TRB AfvD ASSOCIATES SITE FLA I n 2� i_� n PE T BUTTE �UTTE COUNTY DEVEL PMENT SERVICES CO F VIEWR® FOR VAR 3 029116COM L0 C _ DATE s2G, / DEVELOPMENT SERVICES MINIMUM EROSION AND.5EDIMENT CONTROLS FOR PROJECTS D I STURB I N6 LE55 THAN ONE ACRE 6-10 THE BMP'S (BEST MANAGEMENT PRACTICES) L15TED BELOW MUST BE IN PLACE DURING THE RAINY SEASON (OCTOBER 15 THROUGH APRIL 15) AND MAY BE REQUIRED AT OTHER TIMES BASED ON WEATHER AND SITE CONDITIONS THROUGHOUT THE YEAR. THE BMPS LISTED ARE MINIMUM REQUIREMENTS AND ADDITIONAL BMP'S COULD BE REQUIRED BASED ON SITE CONDITIONS. I. STABILIZED ENTRY: PROVIDE MINIMUM 5" TO 6" FRACTURED ROCK 50' LONG x 15' WIDE BY 6" DEEP OVER CONSTRUCTION GRADE ,.. FABRIC,. .... 2. ALL SOILS TRACKED ONTO PAVED ROADWAY5 MUST BE GLEANED ON A DAILY 5A515. WHEN STREETS ARE WET OR DURING A RAIN FOR CODE COMPLIAN EVENT THERE SHALL BE NO TRACKING OF SOILS ONTO THE STREET. 5. WATTLES SHALL BE INSTALLED PROPERLY, BEHIND CURB OR SIDEWALKS. 4. ROCK BA6,5 (MINIMUM 2 PER SIDE) AT ALL DRAIN INLET LOCATIONS WITHIN 150' OF THE PROJECT SITE. , 5. INTERNAL FILTERS SHALL BE PLACED IN51DE EACH DRAIN INLET. 2 4 2016 6. TRASH BARS SHALL BE PLACED ACROSS THE BACK OF ALL DRAIN INLETS. -I. STABILIZE ALL DISTURBED SOILS. IN THE FRONT YARD AREAS WITHIN 15' OF THE BACK CURB OR SIDEWALK. (STRAW OR EROSION __ -.r- �+ ND ASSOCI BLANKETS MAY BE USED FOR THI5 APPLICATION) E' 6. STABILIZE ALL SLOPES WHERE EROSION COULD OCCUR AND CAU5E SILT RUN OFF. (STRAW, V15GUEEN OR EROSION BLANKETS MAY BE USED FOR TH15 APPLICATION) cl. ALL PAINT, FUEL, CONSTRUCTION PRODUCTS ETC. SHALL BE STORED IN A COVERED LOCATION AWAY FROM 51DEWALK5 AND STORM DRAIN INLETS. 10. PORTABLE CHEMICAL TOILETS IF PROVIDED ON THE 51TE MUST BE KEPT OFF OF STREETS AND SIDEWALKS ANDA LEAST 50' FROM THE NEAREST STORM DRAIN. NORTH 11. ALL TRASH MUST BE COLLECTED AND STORED PROPERLY. DO NOT LET ITEMS SUCH AS DRYWALL MUD BOXES, PAINT BUCKETS, CLEANING MATERIAL CONTAINERS, ETC. COME IN CONTACT WITH ANY RAINFALL OR STORM WATER RUNOFF., 12. PROVIDE A DE516NATED AREA FOR CONCRETE WASHOUT. HAY BAILS LINED WITH V15OUEEN MAY BE USED FOR THI5 APPLICATION. ROLLAWAY BINS MAY AL50 BE USED. ALL CONCRETE WASHOUT SYSTEMS SHALL BE PLACED OFF OF THE PAVED STREETS. VA 15. AFTER INSTALLATION OF THE ABOVE ITEMS ARE COMPLETE, A MAINTENANCE PROGRAM NEEDS TO BE DEVELOPED TO INSURE THE CONTINUED EFFECTIVENESS OF YOUR BMP5. GREGORY A. P E I T Z OWNER: MIKE OR05BER5 51TE INFO: 5168 ALOHA LANE SHEET ADDRE55:2g54 HWY 52 SUITE 1500 CHICO, GA ARCHITECT CH I Co, CA 0.52 ACRES :.393 Rio Lindo Ave. Chico, CA. 95926 (530) 994-5719 PHONE: (550) 5cici-8100 (550) 5-70-1125 APN:042-020-062 3/24/2016 11:07:25 AW: ONE f!c.E oh,`/ L� E CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Grosberg Residence Calculation Date/Time: 11:48, Tue, Mar 22, 2016 Calculation Description: Compliance Input File Name: Grosberg Residence.ribd BUTTE COUNTY MAR 3 0 2016 CF1 R -PRF -01 Page 1 of 8 ` GENERAL INFORMATION 01 SERVICE RECEIVE 01 Project Name Grosberg Residence 03 PERMITIf 'B16—W18- _ 02 Calculation Description Residence 08 BUTTE COUNTY DEVELOPME ArK u 4 Ll 03 Project Location 3168 Aloha LaneASSOC Compliance Margin Percent Improvement 04 City Chico, CA 05 df"ft fieplialc 1 06 Zip Code 95973 07 Ilan a i M m 08 Climate Zone CZ11 09 Software Ver ion - 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 322 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft) 1400 15 Number of Zones 1 16 Slab Area (ft) 704 17 Number of Stories 2 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab Area (ft2) N/A 21 Glazing Percentage (%) 12.0% COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below F11 ITTE Col INTY Rt III DING DIVISIMI — — — A♦ •ro 7-e FO K laltJC Vvwn --- A*1 L d' F"M 2 4 20% Registration Number: 216 N0100916B 000000000 0000 Registration Date/Time: 2016-03-22 11:52:44 HERS Provider T a AND ASSO` IF - CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 ReporTt GRe� erated at: 2016-03-22 11:49:09 vp O a ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 15.68 17.82 -2.14 -13.6% Space Cooling 37.09 39.22 -2.13 -5.7% IAQ Ventilation 1.21 1.21 0.00 0.0% Water Heating 17.18 10.94 6.24 36.3% Photovoltaic Offset ---- 0.00 0.00 ---- Compliance Energy Total 71.16 69.19 1.97 �!nlArz-043 FO K laltJC Vvwn --- A*1 L d' F"M 2 4 20% Registration Number: 216 N0100916B 000000000 0000 Registration Date/Time: 2016-03-22 11:52:44 HERS Provider T a AND ASSO` IF - CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 ReporTt GRe� erated at: 2016-03-22 11:49:09 vp O a r. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Grosberg Residence Calculation Date/Time: 11:48, Tue, Mar 22, 2016 Calculation Description: Compliance Input File Name: Grosberg Residence.ribd REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins HERS FEATURE SUMMARY CF1 R -PRF -01 Page 2 of 8 The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. 02 Building -level Verifications: Energy Design Rating Margin • IAQ mechanical ventilation Total Energy (kTDV/f2-yr)* Cooling System Verifications: 126.92 1.97 • Minimum Airflow Number of Dwelling Units • Verified EER BUTTECOUNTY • Refrigerant Charge Number of Water Heating Systems • Fan Efficacy Watts/CFM BUILDING DIVISION HVAC Distribution System Verifications: 2 • Duct Sealing APPROVED • Ducts located within the conditioned space'(except < 12 lineal ft) Domestic Hot Water System Verifications: • --None -- - ENERGY DESIGN RATING �,r I� i ` i i ) ° �•_ j �•t This is the sum of the annual TDV energy consumption for energy use components included in the performance compliance approach for tFe Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by Title 24, Part 6 (such as domestic appliances and consumWelectronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. '� r; f_�: ,'1_711 4 v' -,*N \ / i "+k 02 Reference Energy Use _ Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 128.89 126.92 1.97 1.5% " includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Grosberg Residence 1400 1 2 1 0 1 ZONE INFORMATION 01 02 _ 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Conditioned Conditioned HVAC System 1 1400 8 Water Heater Registration Number: 216-N0100916B-000000000-0000 Registration Date/Time: 2016-03-22 11:52:44 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-03092016-744 Report Generated at: 2016-03-22 11:49:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Grosberg Residence Calculation Date/Time: 11:48, Tue, Mar 22, 2016 A� Page 3 of 8 Calculation Description: Compliance Input File Name: Grosberg Residence.ribd BUTTE COUNTY d BUILDING DIVISION A .-%MMr%% iPrr% OPAQUE SURFACES 01 02 - �, �• '` 03 !'1 ', i' 04 r. , ! .05 ;' y ' 06 e � , 07 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ftZ) Window & Door Area (ftZ) Tilt (deg) Fwall Conditioned R13 322 Front 704 129.99 90 Rwall Conditioned R13 232 Right 256 37.8089 90 GarToHouse Conditioned -Garage Gar House R13 Fwall (Front -322) 3.0 960 20 20.0 GarToHouse-2 Conditioned»Garage Gar House R13 5040 XO Window 1 5.0 4.0 Interior Ceiling Conditioned»Garage Clg to Shop 0.31 Insect Screen (default) 704 Window Fwall (Front -322) Gwall Front Garage Garage Ext Wall 322 Front 565 Insect Screen (default) 90 Gwall Left Garage Garage Ext Wall 52 Left 576 128 90 Gwall Right Garage Garage Ext Wall 232 Right 288 1 90 Gwall Back Garage Garage Ext Wall 142 Back 1350 5.0 90 WINDOWS t�? tee' 01 02 - �, �• '` 03 !'1 ', i' 04 r. , ! .05 ;' y ' 06 e � , 07 08 09 10 Name Type '�, •tit •-. .. W.� Surface (Orientation -Azimuth)' ,,� ,� rWidth (ft) J l ' - Height (ft) ,Multipli er. Area .(ft2) U -factor SHGC Exterior Shading 60610 SGD Window Fwall (Front -322) 6.0 6.8 1 41.0 0.34 0.30 Insect Screen (default) 4036 XO Window Fwall (Front -322) 4.0 3.5 1 14.0 0.34 0.31 Insect Screen (default) 3068 1/2 LT. Window Fwall (Front -322) 3.0 6.7 1 20.0 0.42 0.45 None 5040 XO Window Fwall (Front -322) 5.0 4.0 1 20.0 0.34 0.31 Insect Screen (default) 5040 XO -2 Window Fwall (Front -322) 5.0 4.0 1 20.0 0.34 0.31 Insect Screen (default) (2) 2630 sh Window Fwall (Front -322) 2.5 3.0 2 15.0 0.34 0.28 Insect Screen (default) 2868 1/2 LT. Window Rwall (Right -232) 2.7 6.7 1 17.8 0.42 0.45 None 5040 XO -3 Window Rwall (Right -232) 5.0 4.0 1 20.0 0.34 0.31 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ftZ) U -factor GarToHouse Dr GarToHouse 20.0 0.50 GDoor Gwall Left 128.0 1.00 Registration Number: 216-N0100916B-000000000-0000 Registration Date/Time: 2016-03-22 11:52:44 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-22 11:49:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Grosberg Residence Calculation Description: Compliance CFI R -PRF -01 Calculation Date/Time: 11:48, Tue, Mar 22, 2016BUTTE COUNTY 1 Page 4 of 8 Input File Name: Grosberg Residence.ribd BUILDING DIVISION IS0®Ao OVERHANGS AND FINS 01 02 03 r ' i 04 05, 06 07 Mff rhUVtLJ t Notal Cavity :` 01 02 03 04 05 06 07 08 09 1 10 11 1 12 1 13 1 14 none" s x'0:566 / Frame: no insul. / 2x4 Exterior Finish: 3 Coat Stucco Overhang Exterior Walls Framed Wall @ 16 . OAC,. Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up 60610 SGD 10 11 26 26 0 0 0 0 0 0 0 0 0 4036 XO 10 11 30 19.5 0 0 0 0 0 0 0 0 0 3068 1/2 LT. 10 11 50 5.25 0 0 0 0 0 0 0 0 0 5040 XO 10 2 35 4.7 0 0 0 0 0 0 0 0 0 5040 XO -2 10 2 35 34 0 0 0 0 0 0 0 0 0 (2) 2630 sh 10 2 46 16.6 0 0 0 0 0 0 0 0 0 2868 1/2 LT. 10 12 6.67 23 0 0 0 0 0 0 0 0 0 5040 XO -3 10 3 8 19 0 0 0 0 0 0 0 0 0 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 r ' i 04 05, 06 07 k {� '� t Notal Cavity :` ,Winter Design Construction Name Surface Type $ ,Construction,Type,, �i •f Framing F / R -value I ,I %U -value Assembly Layers _�''�Cavit S el 5x4 '�•�` none" s x'0:566 / Frame: no insul. / 2x4 Exterior Finish: 3 Coat Stucco Garage Ext Wall Exterior Walls Framed Wall @ 16 . OAC,. • Cavity / Frame: no insul. / 2x4 • Roof Deck., Wood Siding/sheathing/decking • Tile Gap: present Cathedral RO Cathedral Ceilings Wood Framed Ceiling 2x4 @ 16 in. O.C. none 0.404 Roofing: Light Roof (Metal Tile) • Inside Finish: Gypsum Board • Cavity/Frame: R -13/2x4 R13 Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.101 Exterior Finish: 3 Coat Stucco • Inside Finish: Gypsum Board • Cavity/Frame: R -13/2x4 Gar House R13 Interior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.092 Other Side Finish: Gypsum Board • Ceiling Below Finish: Gypsum Board • Cavity / Frame: R-38 / 2x10 Clg to Shop Interior Ceilings I Wood Framed Ceiling 2x10 @ 16 in. O.C. R 38 0.030 Floor Deck: Wood Siding/sheathing/decking Registration Number: 216-N0100916B-000000000-0000 Registration Date/Time: 2016-03-22 11:52:44 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-22 11:49:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD � ®� pp TYCF1R-PRF-01 Project Name: Grosberg Residence Calculation Date/Time: 11:48, Tue, Mar 22, 2016®U IS�+I 7 Wage 5 of 8 Calculation Description: Compliance Input File Name: Grosberg Residence.ribd BUILDING DIV!` SLAB FLOORS 01 02 y "I r m I U hh— 06 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab On Grade Conditioned 704 60 None 0.8 No Gslab Garage 1696 154 None 0 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required - WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Water Heater - 1/1 DHW Standard Tankless .82 1 - none - WATER HEATERS 01 02 y 04 , 05 06 07 08 Pipe Insulation Parallel Piping ,03' Point -of Use Recirculation Control ti06 Water Heater - 1/1 --- – --- - - Tank Volume, i Energy. Factor or: ; Tank Exterior Insulation Standby Loss Name Heater Element Type Tank Type (gal) Efficiency Input Rating R -value (Fraction) Tankless .82 Natural Gas Small Instantaneous 0 0.82 195000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 4 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution Water Heater - 1/1 --- – --- - - --- --- SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name 14 SEER - 12.2 EER:Furn 95:Ducts:HVAC Fan 1:1 Other Heating and Cooling System Furn 95 14 SEER - 12.2 EER HVAC Fan 1 Ducts Registration Number: 216-N0100916B-000000000-0000 Registration Date/Time: 2016-03-22 11:52:44 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-22 11:49:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR-PRF-01 Project Name: Grosberg Residence Calculation Date/Time: 11:48, Tue, Mar 22, 2016 BUTTE COUNTY Page 6 of 8 Calculation Description: Compliance Input File Name: Grosberg Residence.ribd BUILDING DIVISION n ®®Qn®sn HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Furn 95 CntrlFurnace - Fuel -fired central furnace 95 AFUE HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification 14 SEER - 12.2 EER SplitAirCond 12.2 14 Not Zonal Single Speed 14 SEER - 12.2 EER -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow 1 r Airflow Target Verified EER Verified SEER Verified Refrigerant Charge 14 SEER - 12.2 EER -hers -cool Required f -�ti fi i ! f y 350 1 # j t ' L Required -1 ,% �� .> Not Required Required HVAC - DISTRIBUTION SYSTEMS '�' a �� ' ' /, 3 01 02+'03 02 '04+' 'r' ) _ C05 Vi 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Ducts DuctslnEx12 Sealed and tested 6 Conditioned zone None (except < 12') Ducts -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Ducts -hers -dist Required 6.0 Required Not Required Not Required Not Required - - HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan Registration Number: 216-N0100916B-000000000-0000 Registration Date/Time: 2016-03-22 11:52:44 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-22 11:49:09 r , -.10. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Grosberg Residence Calculation Date/Time: 11:48, Tue, Mar 22, 2016 Page 7 of 8 .Calculation Description: Compliance Input File Name: Grosberg Residence.ribd HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 36.5 0.25 Default 0 Required ` BUTTE COUN' BUIL®INC DIVISION APPRO ILL H'ik R S P R04 -v --"I DER IL t Registration Number: 216-N0100916B-000000000-0000 Registration Date/Time: 2016-03-22 11:52:44 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-03092016444 A r r HERS Provider: CaICERTS inc. Report Generated at: 2016-03-22 11:49:09 �"'�••'CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Grosberg Residence Calculation Date/Time: 11:48, Tue, Mar 22, 2016 Calculation Description: Compliance } , Input File Name: Grosberg Residence.ribd r� CF1 R -PRF -01 Page 8 of 8 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: uc" c�ellz Greg Peitz Company: Signature Date: Gregory A. Peitz Architecture 2016-03-22 11:52:44 Address: t CEA/HERS Certification Identification (If applicable): 383 Rio Lindo Ave City/State/Zip: Phone: Chico, CA 95926 530-894-5719 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. l certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency.for approval,with this building permit application. Responsible Designer Name: " r 1 , Responsible Designer Signature`- I g cue/t� Greg Peitz �; � ' f ,-- v�-" Company: ' . . Y 1 Date Signed: 2016-03-22 11:52:44 Gregory A. Peitz Architecture Address: License: 383 Rio Lindo Ave C21283 City/State/Zip: Phone: Chico, CA 95926 530-894-5719 BUTTE COUNTY BUILDING DIVISION APPROVED Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-N0100916B-000000000-0000 Registration Date/Time: 2016-03-22 11:52:44 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-22 11:49:09 P 15TINO HELL 140.65' w pD/1p� J T16HT LINE PROPOSED 1500 CAL. SEPTIC TANK--"""/ PROPOSED / F— LEACH PROP05ED REPLACEMENT UNDERGROUND UTILITIE5 Tw -T - 7 71 I /� PROPOSED DRIVEWAY \ \ LEACH AREA �00 19 ' \ \ I I I \ �N, \ I I 0 \\� S i TE PLAN I " = 20'-0" BUTTE � I MAR 3 0 2016 DEVELOPMENJ.' SEEVICps MINIMUM ER05ION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LE -95 THAN ONE ACRE 6-10 THE BMP5 (BEST MANAGEMENT PRACTICE5) L15TED BELOW MUST BE IN PLACE DURING THE RAINY SEASON (OCTOBER 15 THROU6H APRIL 15) AND MAY BE REQUIRED AT OTHER TIMES BASED ON HEATHER AND 51TE CONDITIONS THROUGHOUT THE YEAR. THE BMP'5 LISTED ARE MINIMUM REQUIREMENTS AND ADDITIONAL BMP'5 COULD BE REQUIRED BASED ON SITE CONDITIONS. I. STABILIZED ENTRYI PROVIDE MINIMUM 3" TO 6" FRACTURED ROCK 50' LONG x IS' NIDE BY 6" DEEP OVER CONSTRUCTION GRADE FABRIC. 2. ALL 501LS TRACKED ONTO PAVED ROADHAY5 MUST BE CLEANED ON A DAILY BASIS. WHEN STREETS ARE NET OR DURING A RAIN EVENT THERE SHALL BE NO TRACKING OF SOILS ONTO THE STREET. 5. WATTLES SHALL BE INSTALLED PROPERLY, BEHIND CURB OR 5IDEWALK5. 4. ROCK BA65 (MINIMUM 2 PER SIDE) AT ALL DRAIN INLET LOCATIONS WITHIN 150' OF THE PROJECT SITE. 5. INTERNAL FILTERS SHALL BE PLACED INSIDE EACH DRAIN INLET. 6. TRASH BARS SHALL BE PLACED ACROSS THE BACK OF ALL DRAIN INLETS. i. 5TABILIZE ALL DISTURBED SOILS IN THE FRONT YARD AREAS WITHIN 15' OF THE BACK CURB OR 51DEHALK. (STRAH OR EROSION BLANKET5 MAY BE USED FOR THIS APPLICATION) 6. STABILIZE ALL SLOPES WHERE EROSION COULD OCCUR AND CAUSE SILT RUN OFF. (5TF- N, VISQUEEN OR ER05ION BLANKETS MAY BE USED FOR THI5 APPLICATION) 9. ALL PAINT, FUEL, CON57R ICTION PRODUCTS ETC. SHALL BE 5TORED IN A COVERED LOCATION AWAY FROM 51DEWALK5 AND STORM DRAIN INLETS. 10. PORTABLE CHEMICAL TOILETS IF PROVIDED ON THE 517E MUST BE KEPT OFF OF STREETS AND SIDEWALKS AND A LEAST 50' FROM THE NEAREST STORM DRAIN. II. ALL TRASH MUST BE COLLECTED AND 5TORED PROPERLY. DO NOT LET ITEMS SUCH AS DRYWALL MUD BOXES, PAINT BUCKETS, CLEANIN6 MATERIAL CONTAINERS, ETC. COME IN CONTACT KITH ANY RAINFALL OR STORM NATER RUNOFF. 12. PROVIDE A DE516NATED AREA FOR CONCRETE NA5HOUT. HAY BAIL5 LINED KITH VISQUEEN MAYBE USED FOR T14I5 APPLICATION. ROLLAWAY BINS MAY AL50 BE USED. ALL CONCRETE WASHOUT SY5TEM5 SHALL BE PLACED OFF OF THE PAVED STREETS. 15. AFTER INSTALLATION OF THE ABOVE ITEMS ARE COMPLETE, A MAINTENANCE PROGRAM NEEDS TO BE DEVELOPED TO INSURE THE CONTINUED EFFECTIVENESS OF YOUR BMP'S. IIG GREGORY A. P E I T Z OWNER: MIKE GR05BER6 51TE INFO: 5168 ALOHA LANE SHEET ADDRESS: 20154 HWY 52 SUITE 1500 GHI CO, GA ARCHITECT CHICO, GA 0.52 ACRE5 383 Rio LindoAve. Chico, CA. 95926 (530)8901-57x9 PHONE: (550) 5qcf-8100 (550) 570-1125 APN:042-020-062 3/24/2016 11:07:25 AW: ONE I � \ \ LEACH AREA �00 19 ' \ \ I I I \ �N, \ I I 0 \\� S i TE PLAN I " = 20'-0" BUTTE � I MAR 3 0 2016 DEVELOPMENJ.' SEEVICps MINIMUM ER05ION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LE -95 THAN ONE ACRE 6-10 THE BMP5 (BEST MANAGEMENT PRACTICE5) L15TED BELOW MUST BE IN PLACE DURING THE RAINY SEASON (OCTOBER 15 THROU6H APRIL 15) AND MAY BE REQUIRED AT OTHER TIMES BASED ON HEATHER AND 51TE CONDITIONS THROUGHOUT THE YEAR. THE BMP'5 LISTED ARE MINIMUM REQUIREMENTS AND ADDITIONAL BMP'5 COULD BE REQUIRED BASED ON SITE CONDITIONS. I. STABILIZED ENTRYI PROVIDE MINIMUM 3" TO 6" FRACTURED ROCK 50' LONG x IS' NIDE BY 6" DEEP OVER CONSTRUCTION GRADE FABRIC. 2. ALL 501LS TRACKED ONTO PAVED ROADHAY5 MUST BE CLEANED ON A DAILY BASIS. WHEN STREETS ARE NET OR DURING A RAIN EVENT THERE SHALL BE NO TRACKING OF SOILS ONTO THE STREET. 5. WATTLES SHALL BE INSTALLED PROPERLY, BEHIND CURB OR 5IDEWALK5. 4. ROCK BA65 (MINIMUM 2 PER SIDE) AT ALL DRAIN INLET LOCATIONS WITHIN 150' OF THE PROJECT SITE. 5. INTERNAL FILTERS SHALL BE PLACED INSIDE EACH DRAIN INLET. 6. TRASH BARS SHALL BE PLACED ACROSS THE BACK OF ALL DRAIN INLETS. i. 5TABILIZE ALL DISTURBED SOILS IN THE FRONT YARD AREAS WITHIN 15' OF THE BACK CURB OR 51DEHALK. (STRAH OR EROSION BLANKET5 MAY BE USED FOR THIS APPLICATION) 6. STABILIZE ALL SLOPES WHERE EROSION COULD OCCUR AND CAUSE SILT RUN OFF. (5TF- N, VISQUEEN OR ER05ION BLANKETS MAY BE USED FOR THI5 APPLICATION) 9. ALL PAINT, FUEL, CON57R ICTION PRODUCTS ETC. SHALL BE 5TORED IN A COVERED LOCATION AWAY FROM 51DEWALK5 AND STORM DRAIN INLETS. 10. PORTABLE CHEMICAL TOILETS IF PROVIDED ON THE 517E MUST BE KEPT OFF OF STREETS AND SIDEWALKS AND A LEAST 50' FROM THE NEAREST STORM DRAIN. II. ALL TRASH MUST BE COLLECTED AND 5TORED PROPERLY. DO NOT LET ITEMS SUCH AS DRYWALL MUD BOXES, PAINT BUCKETS, CLEANIN6 MATERIAL CONTAINERS, ETC. COME IN CONTACT KITH ANY RAINFALL OR STORM NATER RUNOFF. 12. PROVIDE A DE516NATED AREA FOR CONCRETE NA5HOUT. HAY BAIL5 LINED KITH VISQUEEN MAYBE USED FOR T14I5 APPLICATION. ROLLAWAY BINS MAY AL50 BE USED. ALL CONCRETE WASHOUT SY5TEM5 SHALL BE PLACED OFF OF THE PAVED STREETS. 15. AFTER INSTALLATION OF THE ABOVE ITEMS ARE COMPLETE, A MAINTENANCE PROGRAM NEEDS TO BE DEVELOPED TO INSURE THE CONTINUED EFFECTIVENESS OF YOUR BMP'S. IIG GREGORY A. P E I T Z OWNER: MIKE GR05BER6 51TE INFO: 5168 ALOHA LANE SHEET ADDRESS: 20154 HWY 52 SUITE 1500 GHI CO, GA ARCHITECT CHICO, GA 0.52 ACRE5 383 Rio LindoAve. Chico, CA. 95926 (530)8901-57x9 PHONE: (550) 5qcf-8100 (550) 570-1125 APN:042-020-062 3/24/2016 11:07:25 AW: ONE 'BUTTE. MAR-..* 3 0 - DEVELOPMENT - L -N4 LEVEL!:FL0oFZ.:'FLAN GENERAL. NOTES . 1: PROVIDE 4.- HICM ..j- HIM STREET.ADORESS K"SE" OF. CONTRASTtW, DOLOR VIS15LETROMSTREETS;- ' 2. FIR SYSTEM IS RECURS' PER CRr, 9313. OR I epl)�Elt I FRE -.5 r RE WRIWLEIZ PLAX55HP,".5E SUEMIrrW LWE %Ir R 5EPARAT- H PLANS ")5t AIM HAVE I ON B'r THE FIRE MACA1ALl'PRIO4'TO 8'JILDIW mAmBlms 1:Tie ASIDS-WATE-AREA OF PLIJ-51H5.VEN155HALL.BE 12.51 SalKOHES. K4. 2: :996A5 FIR W- HATER W-ATER:TAWS SHALL'BE. FASTENED TO THU:AVJA4ENT-FRAMNOJ4/.I6 OA40E MUTACIIIW (r,SWOR-r:OJ,W.MJN. 27;10346 v12;P.0OI1-SCREAD!0:4` :A .0 Voye cOmmois AxDzHiTHIH42%&TH�-TOP F THE: a `4: ,SHOVER IAImTUB=$NOWFR.'COMBWATION9 ;SHALL.BE! PRbVWUD',,/ IXDIVIMAL'CONTROL;VAL YES'_0F.THE' -VALVE TYPE: 9.-IMTALL A,*4' DRAW FORWLOIRSSYROI�101 THAN (3), HATER CLOSETS_ C'. HORIZONTAL, DRAJ[KAE+EFIJPIkSSHALL BE:2%-�KK: SLOPE: :T:':SHONER'A3D�'TL9�9NWR.YVAI:15'.:SiIALL'.HAVC'A;SMO!OTN„ RE51S.-,NNi.V4DEPIAi't,MPiT-.TO;A HEIOW. OF -T2.. FIW.SH rLp.' 0 1 ?�A_JH MET P.M'CRZ R9.01,12' 0. P.:NON:REMO.VABLE PRE-_ na�-' vOice 5.�Ee INSTALLED ON -ALL: EXTERIOR HOSE;805.- KATER't4ATCR6 *rrPE. I �16;49 ' i . .. D YENT. TERKKATE NOT LESS THAN W:IWVERTICALNI%��T,46� THE 'FLM GOLL;- MECHANICAL I . DRYER DUCT Off Y. K:j1 .10 TO JHE. IM FXZUIPPM -pkAF* DA, . �,?*, PIXT'LEMSTH. IS; kniA BA4K .-Oklit.0 TO OTHER, LENG,.THS;qlk� :SIZE-SASPERMMPlOkkE0WRE0.13Y�THE, �t AWrACT ME' D WALLOPOWJNS 'Tktc 111 ON5 I, "T.M (StpM IT IONW, CODE ANALA'.. X eaveRNIxe CODES; 2013 Pfrf_-2015 CA�LIP..'HEAj_TH USAFEW POVE �20 ZONE.: II ALLOK4BLE:HkIC_HT AND EXALPI"5 AREAS (TAW 509/- AALLO AREAE.. ' ammimp �k�AREA.. .400's 'i (W -STORIES AOTVAL:6TORWKEI&Tl(21 STORIES CONSTRUCTION TYPE. �TY7E:VB REGOIREO 0 J,AREA5: 5AKA6E AREA:. NORTH REsimw_[ A Rr=X, ' Ist* FLOORLil/mr, AP_=AB 2nd FLOOR UY11454AREAm. 3t202Cl00.41'.25'AKi i.) BUTTE COUNTY MAR 3 0 2016 .. ,. _.... _.. ............ y.. .,�,.- . w-.....:-.� _: 'vi .. t"t• _ Ham«......-....... ....... �.�-...y... .. .'t".. ` _ _ � - . .. _ 'Y 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com RECEU ii `D AP; Q 4 )16 �YRB AND As;sOCIATES g Structural Calculations For: Client: Troy Ferguson -.North Valley Building Systems Project_, Mike Grosberg 32x75 Metal Building Foundation/Infill Address: 3168 Aloha Lane, Chico, CA 95973 DEVELOPMENT SERVICES PERMITB49— O9/! BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR d C OJD E, C 0 M P L I DATE � to BY 03/241(0 REy►".! ---.VVED FOR CODE COMPLIANCE MAY 242016 TRS AND ASSOCIATES Note: These calculations and details are based on permit drawings by Butler Building Company. These calculations apply only to the structure as defined in the reviewed set of drawings. Any changes to either this set of -calculations or the reviewed set of drawings provided by Butler Building Company without the written consent of this Engineer is strictly prohibited and shall render these calculations and specifications void. Note: Summit. Structural Design (SSD) is not responsible for on-site inspection to 0 assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall oN be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. i e .. - .� - ... ,. a �t .? a � � ,'�. '*� n. - � t{�r vt.; ',•. METAL'BUILDING FOUNDATION DESIGN CALCULATIONS BU'T'TE COUNTYN BUILDING DMS AED ! t , Project: Engineer - Design of- Foundations Summit Structural Design Page: Date W ®�. ,K,,, w- ., = r kta -,� �r,� • -�K ,r� C&C2013. Seciion 1605.3.1- Basic load Combos 0 Soil Bearing 1500 psf ;.4ft Fn Z DL.+CI+LL Soil capacity to resist uplift Ta varies mm DL+CL-.6W i•N ex ierante. 1c! t-!r�'p L�.Ti F1j :-uayc a.a �t.en.yi 6L+[1+.75(.6Wl+.75iI yL�P;ICjLp �..3•i.♦ DL + CL t .75(.7E) + .75LL •60L+ AW .6DL +.7E OT Sqr Ftg for Resistive Unity Gravity (kips) Uplift (kips) Soil Bearing Thickness Length Width Uplift Factor Grid Line DL CL I LL Wind Eq Min Size (ft) (ft) (ft) (ft) load (kips) (must be > 1) IA 0.66 0.53 3.54 -5.15 -0:59 1.78 2.25 3.00 x 3.00 3.32 1:09 1B 1.48 1.08 7.18 -11.39 -0.79 2.55 2.5 4.00 x 4.00 .6.06 1.02 2-3A 1.04 1.03 6.86 -9.4.6. -2.51 2.44 2.25 4.00 x 4.00 5.23 1.04 2-3B 2.44 2.09 13:93 -19.28 -3.64 3.S1 3 S.00 x 5.00 11.05 1.09 4A 1.05 1.04 6.93 -9.44 -1.16 2.45 2.25 4:00 x 4.00 5.23 1.04 4B 2.46 2.11 14.07 -19.28 -1.53 3.53 3 5.00 x 5.00 11.05 1.10 W ®�. Z M 000 0 Fn Z 0® ....�.��.M �fY�T�""'�s4r�n:+d'er`.1» }.! `M �1R.'. 5 .^roN" +erY.r+.q'x.w ygwe,.t..:. ,,,..pMy p•.W�•,�R1a..r. Summit Structural Design Project: Engineer: Hairpin Design (worst case Line 2) F: Date 3/8/2016 Note: All Loads are ULT F -Horizontal Force i DL= 0.13 kips CL= 0.19 kips LL= 1.27 J r W= 3.40 kips EQ= 0.90 kips Angle 0.094 in2 Use: 1 # 3 bar As= q= 30 deg Steel Grade fs= 60 ksi Hairpin Design (worst case Line 2) F: Date 3/8/2016 Note: All Loads are ULT F -Horizontal Force 1.2*DL + 0.5 LL = DL= 0.13 kips CL= 0.19 kips LL= 1.27 kips W= 3.40 kips EQ= 0.90 kips Angle 0.094 in2 Use: 1 # 3 bar As= q= 30 deg Steel Grade fs= 60 ksi Vu= 1.4*DL = 0.448 kips 1.2*DL + 0.5 LL = 1,019 kips 1.2*DL + 1.6*LL + 0.5W = 4.116 kips 1.2'DL. + 0.5*LL + 1.OW = 4.419 kips governs 1.2*DL + 1.OEQ = 1.284 kips 0.9DL + 1.OW = 3.688 kips 0.9DL + 1.OEQ = 1.188 kips ACI 318-11 Section 9.2 Load Combinations Vu=0.9*Area'd`(fs)*cos(q) Check this equation Areq'd = Vu/(0.9'(fs)'cos(q)) Areq'd= 0.094 in2 Use: 1 # 3 bar As= 0.221 in2 Anchor Designer TM Software Version 2,4.5673.30 m 1.Protect Information Customer company: Customer contact name: Customer e-mail; Comment: 2. input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: AB Diameter (Inch): 0.756 Effective Embedment depth, hal (inch): 15.000 Anchor category: -. Anchor ductility., Yes h,,(inch): 17.25 Cron (inch): 1.50 S,ry„ (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination; U = 0.90 + 1.0W Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row. No Anchors only resisting wind andlor seismic loads: No <Figure 1 > Company: Summit Structural Design Oafe: 3/9/2016 Engineer: Andy Johnson, P.E. I Page: 1/5 Project: Address: 383 Rio Lindo Ave 4200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@summitchico.com Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 36.00 State: Uncracked Compressive strength, r� (psl): 2500 Wov: 1 A Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore Edo requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 15.00 x 8.00 x 0.38 BUTTE COUNTY i At m nimn m/mirw Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. SIn±psan-tiOlig-TEA Curepaay Iris; 5956 W. Las Posilas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.simno0e.coni Ib Y �L Anchor Designerim h t Software Version 2.4,5673.30 m <Figure 2>� Company: Summit Structural Design I Date: 3/9/2016 Engineer Andy Johnson, P.E. Page: 2/5 Project: Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@summilchico.com Recommended Anchor Anchor Name: PAS Pre -Assembled Anchor Bolt - PAB6 (3/4"0) BUTTE COUNTY BUILDING DIVISION APPROVED Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must. be chocked for plousibility. R :osrni 5'a^ng•''e { 4tr p;;,nv m, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax; 925.847,8871 www.stronglie.carn .-.w,«....�.�...+w�ex«w....,�,.a.-..«...1..+^r*.....r..:....'^„•. �:i:!ia"+! :��•�'.'»:. +,wuwm�+•!••. „_. _ - r.. '.""".Y , �71tr1(%�T�'►'■ Anchor Designer"m Software Version 2.4.5673.30 m company: Summit Structural Design Date: 3/9/2016 Englneer Andy Johnson, P.E. Paw. 315 Project: Shear load x, Address: 383 Rio Undo Ave #200• Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@summitchico.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y. - Shear load combined. Nw (Ib) Vu.. (lb) Vu.7 (lb) (lb) 1 3800.8 -815.5 0.0 815.5 2 3800.8 -815.5. 0.0 815.5 3 3800.8 -815.5 0.0 815.5 4 3800.8 -815.5 0.0 815.5 Sum 15203.0 -3262.0 0.0 3262.0 Maximum concrete compression strain (%.); 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 15203 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axls, e'N. (inch): 0.00 Eccentricity of resultant tension (orces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces In x-axis, e'v (inch): 0.00 Eccentricity of resultant shear forces In y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchorin Tensioll(Sec. 0.5.11 N.. (Ib) ei ON. (lb) 19370 0.75 14528 5. Concrete Breakout Strength of Anchor In Tenslon (Sec D 5 21 Nh = 164.4r.h.P`3 (Eq. 0-7) A0 r. (psi) he (in) Nh (lb) 1.00 2500 15.000 72986 <Figure 3> 01 12 OX 11F 03 ONav =d (Av,1 Armo)Y'e.,vY'eu.N'l'aN44v,NNb (Sec, 0.4.1 & Eq. D-4) AY.(Inz) An -(in') Yec.N Yad,N Y", IV '1'N Nalb ( ) 4 b) 2704.00 2025.00 '1.000 1.000 1.25 1.000 72986 0.70 85277 6. Pullout of Anchor in Tension (Sec. D.5 31 ON„m = d'ls,;A, = 011I. 8Aa.p/. (Sec. 0.4.1, Eq. D-13 & 0-14) YFP Aa,p (Inz) r. (psi) d ONo„ (lb) 1.4 3.56 2500 0.70 69741 BUTTE V®"' NW BUILDING DIVISION APPROVE® ._......... _........ ._. _ Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Z.oripsan Shang -Tip,. Cornpnrry me 5956 W, Los Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.5tmngtio.com Anchor Designer Thl Software Version .2.4.5673,30 m 8. Steel Strength of Anchor in Shear (Seo. M6.11 V.. (lb) d.,Vw d 0,j w iV. (lb) 11625 1.0 0.65 7556 Company: Summit Structural Design I Date: 3/9/2016 Engineer-, Andy Johnson, P.E. I Page, 105 Project. Address: 383 Rio Undo Ave 1/200, Chico, CA 95926 Phone: 530,592.4407 E-mail: and ®summitchico.com 9 Concrete BwApy-LAko 111 of A a c h o r 1n Shear (Sec. 0.6.21 Shear perpendicular to edge in x -direction: V:r, = minl7(4/',o; 9>dfl c,d`j (Eq. D-33 & Eq. D-34) 1. (in) d. (in) A. ro (psi) c., (in) Vo. (Ib) 6.00 0.75 1:00 2500 24.00 52909 OVr,v, = d(AVo/AttojV'.4v'1;r,vlN.v.Y/hVtrpr (Sea 0.4:1 & Eq. 0-31) At< (ink Av. (in) '/'MV l'.u.V 1'c;V V14 Vb. (lb) 4 OVcoo, (lb) 2160.00 2592.00 1,000 0.929 1.400 1,000 52909 0.70 40148 Shear parallel to edge in x -direction: Voy = minl7(i.1d.)o.t*.td.) .'rGc.,'•g; 9441,cof',Sl (Eq. D-33 & Eq. D-34) 1. (in) d. (in) is f'� (psi) cot. (in) Vhy (lb) 6.00 0.75 1.00 2500 24.00 52909 OV..p, = 0(2)(Ave/Avca)'Y.c,VY'W,vvwvv3,vVoy.(Sec. DAA & Eq. D-31) Av (W) Avc. (ink Y'oc,v Y.1r,V Y/r,V INV Vby (Ib) 4 pVwvr (lb) 2160.00 2592.00 1.000 .1.000 1.400 1.000 52909 0.70 86418 10, Concrete PrvotitStrength of Anchor in Shear (Soc, D,6,3.1 OVc;v = Oka,Ncnp = ¢kc (Art/Aro,)4 c.nr'1 �.w'ltir:4 r:Na(Ep. 0-41) hno Ave (int) Aron (Int) 1'.yY. I.d.N %aH lCP.rr No (lb) 0 ovtx (lb) 2.0 2704.00 2025.00 1.000 1.000 1.250 1.000 72986 0.70 170554 11, Results Interaction of Tensile and Shear Forces (Sec 0 7) Tension factored Load, Nv. (lb) Design Strength, oNA (lb) Ratio Status Stool 3801 14528 0.26 Pass'(Governs) Concrete breakout 15203 85277 0.18 Pass Pullout 3801 69741 0.05 Pass Shear Factored Load, V„o (lb) Design Strength, oW (ib) Ratio Status Stool 816 7556 0.11 Pass (Governs) T Concrete breakout x- 3262 40148 0.08 Pass II Concrete breakout y- '1631 86418 0.02 Pass Pryoul 3262 170554. - 0.02 Pass Interaction check N;WOM V„./OV„ Combined Ratio Permissible Status Sec. D.7.1 0.26 0.00 26.2% 1.0 Pass PAI36 (3/4"0) with hof = 15.000 inch meets the solected design criteria. BUTTE COUNTY BUILDING DIVISION APPROVED Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. `tinwgcj, SlrnnR-Tle Corntruny lri,: 59515 W. Las Positas Boulevard Pleasonton, CA 94588 Phone: 925.560.9000 Fax: 925.847,3871 www,strangtlo.com PROJECT.- ENGINEER: AT �` � `� SUMMIT STRUCTURAL DESIGNPAGE: TM� WWW. Sulnmftctlico. com DATE: DESIGN OF CICv-1 C �-.ra I 1_...00 cm) S IJ 1-14 , -7L + —� s -t- .4-1 , -�Y,— w _ I it 1 ., 1 1 i - ; -- -j- ; LJ - 13 0 16 ---�-VIV 19 1 ._� . _ __ �_. ! ► { _ : ~-_ rt �---BUTT -COUNTY -.-BUIL-DIN-G,-DIVISION'17' ,ti j# „.. . , .. � ...; �t r , �: , r”' ,w�,...t „y... , v+ bra «.. Cf . �u-<-:mom .3x.'^ x..v t � al: `�"'+"""•"'i.t""K .e +•w.,!++wL+yr� PROJECT: " Iia i 3 SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER:_ J www.sumimitchJco.com DATEr DESIGN OF j Ll '�-41 (-A",," I rl q f Summit Structural Design Project: Page: Engineer: Date: Design of: 10MRS-Envelope Procedure (ASCE 7-10, Section 28.6) BUTTE COUNTY BUILDING DIVISION APPROVED Conditions: ,r,`'\ r; ✓ j 1. Simple Diaphragm r� ,N :ASE p _.. 2. Low-rise 3. Enclosed 4. Regular Shaped 5. Not Flexible CASE A 6. Not Subject to: 11) a) across wind loading b) vortex shedding c) instability (gallup/flutter) d) channeling effect + �,••� �� �✓'' " / �%� d e) buffeting (upwind obstructions) 7. Approx. Symetrical Cross �J Section With Fiat, Gable or Hi Roof d 450 �,,,./ ��✓` ,is.•. 8. Exempt From Torsional Load Cases Indicated in Note 5 of Fig. y , . ��, t .^" r: 28.4-1, or the Torsional Load Cases do Control as a k not the Design: (1) story and hd30 ft. or CASE 0 (2) story max and light framed or (2) story max and flex. diaphragm L= 75 ✓ Long. Bldg. Dim. (ft) 4 2aL= 6.4 ft. T= 32 ✓ Transv. Bldg. Dim. (ft) � 2a -r-- 6.4 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.29 Adjustment Factor Krt= 1 Topographic Factor Adjustment Factor for Bldg Height and h= 2.0 Mean Roof Height (ft) Exposure, A 0= 5 Closest Roof Angle Mean Roof Ex osure 50,10°,150,200,25°,or 30°) Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*a*Kzt*ps30 15 1 1.21 1.47 Location ps, 0=0 ps,,`0=5 Min. Net Ovhg. 20 1 .29 1.55 A-110 14.86 '1.4.86 9.60 25 1 1 35 1.61 B-110 0.00 4.80 30 35 1 1.4 1.66 1.05 1.45 1.7 C-110 9.83 9.83 9.60 D-110 0.00 4.80 40 1.09 1.49 1.74 E-110 -17.88 -17.88 -25.00 45 1.12 1.53 1.78 F-110 -10.14 -10.14 50 1.16 1.56 1.81 G-110 -12.38 -12.38 -19.58 55 1.19 1.59 1.84 H-110 -7.82 1 -7.82 60 1.22 1.62 1.87 BUTTE COUNTY BUILDING DIVISION APPROVED TrV PROJECT: 1 �L 1 PAGE: SUMMIT1 STRUCTURAL DESIGN ENGINEER: 1 www.summitchlco.com DATE, 3 (Q 'DESIGN OF I_. �-1�( ca Loa CA f� Vin d" -47 --T � � i t j i r # , � - � � �.,,_. _.moi_. �-'� Lh.. � ' i:- r•- �_._j } t _ t ZD pis ---,0NTY. f �'� .�3f ,3g � t Y eY✓' d°r ,nj�lY �,y .�:• ✓��w'�z, •} a4'�KK� � �s „dJ� J �y �+bs� $ � ¢' i j'"�'��: ' ' \ � �w•�,ss. c� 'd .rX'Qj] li4kj :T db r lr�m � 1 1�d daS� k 4� +► ti.. z r p -f IW � hr! i GI'It fit, 6; rs, I.r hq4 a i7,Y'Y �Y'.�'M✓ '� �" n"r�i � 7f t f {� �'+ ..• �. �'1c r s 'L� - 'p. :;,•� "9' �z Y. 4 tl' * "gOAy �t.p°0 �r A •� 7 4 �,, }(i �G y' _j N � �'+ �t ♦ � }} T� � � �• "F� °P/, P S�Le�Y�% a� Yp r 'Y ra 4 k e `� "�' 4"u9� r � Y 1'''q.h reu}'Gy �D YVy p rJ t� ,r.`.Y� "f, • '�J rya '�w Si li �r 'rF k F a "}vim ... 4jul ' a-3% � { xRF z' � � Y� - ^IP' 9'! ��,�a. l q��Q t �!,}& �<•. Ul �^�A.;�'�..�- to •a�«"h �'uc� �''e i °a i p +a� IV _ar...�w r :: "'> a{ :-� F. ' ' Ytbr, ��-t�' .r- :, '"eTr :_ 7P�•:.: � • r: .c , . -- T-7 A/2015 bosign Maps Summary Report1.2 `U Design Maps Sumlrnary'rReport :« User -Specified Input ..:�,;•. Building Code Reference Document 2012 International Building Code (Which utilizes USGS hazard data available in 2008) Site`Coordinates 39.7570N, 121.6860W Site Soil Classification Site Class D "Stiff Soil" "i Risk Category' I/II/III USGS-Provided OLitput SS = 0.61.8 g SMS = 0.807 g Sos = 0.538 g S1 = 0.276 g SN1 = 0.5.11 g Sol = 0.340 g For information on how the S5 and 51 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRV building code reference document. 0.90 0, el 0.72 0.63 0.54 N 0.26 0.27 0.19 0.09 0.00 0 MCEA Response Spectrum - -.00 Period, T (sec) Design Response Spectrum 0.54 o, a8 0.a2 OAG R UTTECo \U'NcI V 10 ON 0.30 BU , ANG D! V ISI WI 0.24 -pip � E D 0.19 0.12 .:0.06 • 0.00 0.00 0.20 0.4.O 0.60 0.00 1.00"1:20.1:!0 1.60 1:90 2.00 Period, T1(.sec) Although chis information is a droduct of the U.S. Geological survey, the provide nn warranty, exprr•_sscd oil implied. cis to the accuracy of the data contained therein. This tool is not a substitute for technical Subject -matter knowledge. http:/ichpl-eirttiquake.cr.usgs.gov/desigrun aps/us/suni m ary.pllp?tern pl ate=minimal&latitude=39.757&longitude=-121.BBWI tociass=3&riskcalegory=0&edliio... 1/1 4: ..._,,�-,,... "rte .,.... «ry�a.«+v�• Y--.-�w._r:: �^'9,�-'P-F�-�r��,H-, Summit Structural Design Project: Page: Engineer: Date: 3/8i2016 Design of: Seismic Load Development (ASCE 7-10) Seismic Design Category D Ss 0.618 Mapped 0.2 sec spectral response Occupancy 2 S1 0.276 Mapped 1 sec spectral response ( 1 Site Class v� In accordance with Ch 2.0. TL 16 SMS 0.81 Max Considered EO SM1 0.51 Max Considered EO SDS 0.538 Design Spectral Response (0.2 Sec) SDI _ 0.341• Design Spectral Response_ „(1t0 Se# System E Ught Framed Shear Walls �. �»:tr R 6.5 Omega 3 Cd 4 Ht Limit 65 Cs 0.08 12.8-2 Max Cs 0.33 Min Cs 0.02 (.01 outside of SJ) Ct 0.02 x 0.75 Ta 0.16 Cu 1,4 Max T 0.22 No limit for drift . Use T 0,16 Alt Ss 0.618 Ss may be 1.5 i15 stories and regular V= 0.083 'W Height to Roof (hn) = 16 it V= 3.2 k Vert DIst.Exp. (k) 1 PRo�Ecr. t Cp ` 1�7 �� _ :� mow•. , , s 1 �... SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER: AJ' ... , wwwsummitchlco.com DATE: , G' DESIGN OF ( ,- i ! i Al 71 16 I c4 ..__� _ ._ i tin . II . ► i j iZ, S,77 ---•,-_--�-�--4--'--� - -t'-"'t"`"""� ^�-----�-t � I ._.._moi—•�.___+�� i �- � �• � (� j � .. ,. ts - U 4 �cj a 11 ■ to _.,..... Mix„ti..�.:.._--. .....�-�..... a Summit Structural Design Project- Engineer.- roject: Engineer. Design of: Shear Wall Framinn Light Framed Sheathed Shear Walls fie isti_�Le,: A36 sill- Lateral Wall Attachment Attacbmeal Load Load Length Length Length L.p_a_dlit Edge— ail Wall..Li.ne Case (022) .[t). M) (to IblJ.. ita A.5,2 Wind 0 16.00 16.00 1 16.00 ` 0 ` 6” 1 f :............................................_.....t..>..:...................._. f ..................... Seismic t 618 t ..._...._....._............� .........................._ 39 f............6;�.:...... A.5,1 ' Wind 0i 16.00 t 16:00 f 16.00 0 6" i Seismic 1161 ' t60, B:2 € Wind ; 1545 € 14.00 E 14.00 1 '14.00 110 6" �............._._..... _...._........>. _.....,..,.............. Seismic 1625 1.,..,116 t....... 1 .6" B,1 f Wind I ....................... .....y ........................... 3729 j 14.00 f 14.00 f 14.00 f 266 { 6" 1 _.. Seismic r........21.,68._.�.i ............._........._..` ........ 155 o.......... .._................ ,, 6" 2,2,2 ; Wind f ,. 1052 ....:..... , 15 50 ......... 15.50 ................. 15 50 68 i 6" T.. ' Seismic ' 618_ t.:,..,. 40 2.2,1 , �..._. Wind i 3323 i 15.50 15.50 t 15.50 ................... 214 6" t....Seismic.........•1161....f �...� ..w_._.._...i....,..........._...................75.......... ._,_.5:�_...�.:. 4 2 s ..,........!................'....................>.....>....t.,.:......:...,.,.:>........... Wind j 1202 4.75 f 4.75 ( 4.75 253. ` 6" t Seismic 1 .......,.....,................t.............,.................q.,..........................,::.......................:.... 618 130 .................>...>...,.. 6" 4,1 1 Wind i 3784 11.25 , 1125 t 11.25 ......w 1 336 f 6" 3 $..Seismic...........116.1......... _ .........................T............_........... r �.o ...........�.........., BUTTE COUNTY BUILDING DIVISION APPROVED 7- 7 777 Summit Structural Design Project: Engineer: -Design of: Shear Wall Stability Overturning (+ uplift) BUTTE COUNTY BUILDING DIVISION APPROVED ( �-t ?,, 2 10� —0ecall B-e-si-s-time -Q ca y- it y .0--T -0-T Righting Net Load Length L�mglh Land Height Moment Mom.e.ut MID WaILLige. .asp .(B). M) .(.IbItt), (10 .01i -W .(tt-l.b.), A. 5,2 Wind 4.00 1 4.00 200 0 1600 ........... ............ ............................ Seismic .................. .......... .... ............. 1 ......... . ..... 1236 .. . ............... 1600 A.5,1 Wind '1 4.00 4.00 400 1 8 0 3200 3,..............._.._..........,.................._........ ...... ... . .......... ? .................. ............................... ................. Seismic 2322 . ...... . ..... 3200 6,2 1 Wind 3.75 3.75 � i ............................ .......... 200 1 8 3311 ......................... 1406 yy Seismic j. ............ ........................ ........................ .. 1 . .... 3482 1406 8,1 ................... Wind ......................................... 3.75 3.75 ..................... 200- 8 7991 1 1406 I Seismic ........... ....................... .......... ........... ...................... 4646 i 1406 lbb 11, .............................. Wind i . .. ............... 15.50 1 15.50 ............ 125 ......................... 8 ........................ .............. 8416 ; ............ 15016 Seismic 4944 15016 2.2.1 i Wind 15.50 15.50 1 ................ ................... i 9 250 ................. 1 8 1 P 26584 30031 gw Seismic A ............. ...................... ........ 9288 I 30031 ............ 4,2 1 Wind 1 ........... ............. -4.75• 4.75 ........................... ........ ............................ 125 1 .... 8 ........ . .................................. 9616 141082 -..- ........ .... . ....... Seismic 4944 14-110 we ...... 4,1 Wind . .......................... .... 4.75 4.75 : 250 8 12782 2820 44 -2 2, 9 51 ST ............ -1 1 1.11,11*11,111,1111*1*,*"*"",*,Fl*,* Seismic I 39 2 0 "" k i �v BUTTE COUNTY BUILDING DIVISION APPROVED ( �-t ?,, 2 10� "4_ .�.'. vY'� ky�ay f x�'_, � .•�C "�, �fi. , ^,. t �6' .. t- 2,: - ,r>".;,�w 3i`� „ aw �_ a� s .i 10 PROJECT. Cn — 30 .,� SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER:_ _ �� ` _ www.summilchico.com DATE: �J 1 c DESIGN OF Gl c1-,/ ► l be 0 V -n S 44 r -22isll- ^ __4 --- 7iL -BUIL--DING lVISION i T-1 A PIP I� i OVED, COMPANY PROJECT WoodWorks' $r)FAVArrr fop wool) rits a1- Mal', 8, 2016 15;22 16-13001 Design Check Calculation Sheet woodworks Slier 10.1 Loads: Lo,+d • 7ypd l2tatr.1b-urLon I>aL- Wcati.an (ft] NnynLtude Unit 5E7 a:'iJrtfY.l: 172T e. rr�n $Cilli End iL�art. Y.nd 21.40 46:' i1. s-^• Dinar-�- f"47. re& 4101 0.30 Ut.00 psr leer. Li. Live 11:t1 Area `uPi?'>rL 0_t.d 40.00 >sf Maximum Reactions (Ibs): IV t 5'-5.5" tinfarLorod: Cea.i E.: ve Facroruzi: 160 4T7 Desitin I risk A?'t Tata; SG? - ti 5E7 a:'iJrtfY.l: 172T r= tl. 0 attndinyf ik +:a1?aciy 21.40 141' - 1 4170 Suopon 1.;s 4101 0.30 4 1. 01 Anal/pas L/900 0.94, 7oLoi. De:l'n `uPi?'>rL 0_t.d 0.1'7 « 01..14 L"'I Cr;rsi! 42 02 i.an:3to1, 5.5(1 1.3.51) Mtn rt.yd U. a''• il. timet• %)t autrtturt t.25 1.25 1.'c'• er: t It25 62g .,,,�.�.,..,,,..,,".,„y,,,,.y.,,�„ L...,.,.,.r,,.,..,y.,��.,.., .�,..�u.., wr•vw1��u,rtvr w., I -Joist, APA PRI, PRI -30,11-1/2"01-7/8” Supports: NI - Timbor-soli Boom, D.Fir-L No,2 Floor ioisl specod at l6•• ck: Total longlh. 10; Anaivsls vs. Allowable Stress (osil and Deflection (int t,ar„n Nns 2nii ccIon Analysis Walde Desitin Valtin AnaI aialpnaian 5 .aar - ti r+ 172T r= tl. 0 attndinyf ik f ^• 21.40 141' - 1 4170 i"/Nr - 0.57 v0 not]Iit 0.30 1,/51:1. 0.3i' ^' L/900 0.94, 7oLoi. De:l'n 0.37 + L/:lV7 0.1'7 « 4124(1 0.77 Additional Data: FA17CHSS Fit CU C'tb CI CL r7F C,`.0 Cr Cfrr C Rn t.CR !r 142P 4.4e - - - Lori 41.70 !.1)0 - - .. .. L.(113 1.0.) Et 171.0 anal l ion CRITICAL LOAD COMBINATIONS' arular r LC 42 G. I" v- « !'6? it's ber.;ilne,t-.l: 'LC 112 « D;f„ 1.t 2194 -lbs-:i: 0*i'tact i.on: LC 02 1.11-L flava) Lr 02 flat, itotal) Lt»rlea,riL^3 i.ve :a->s:low U.Wind 1 -impact Lr-rarf i!va 1.,c cancanCratad E«earthquakL Ari IX' 'n ora ltatrta ir? the '-Aw,!y:lts nilt3sut CAF?:i y;rimt.>i:tat lCr:a� "Ci: 'i-10' 11i 2-i I": CALCULATIONS Oaf lett Lon: B! Z'leti6 ib-ii:2 Ka 1.3906 'Iba "Livia^ fiarl.ctl4tr7 . Del! tom 10-1 frtra all i:3tt-tie.trl loads ill.ve, wind, snot+.-) :oca! C1)1iscci0ts w l,S0(eetd Lear! th?LAoot,'ioni I•i.va .Load UerLection. Design Notes: 1 WooclWodo nnalySis any design aro in arx'oraance with ilia ICC International Building Code (IBC 2012): the National Design Specification (NDS 2012), and NDS Design Supplement 2 Please verify that the default deflection limits are apprepliaie for your application. 3. 4'doodWatks Stater provides prollm-nery osttmales for ljoist design. Each wood lyoist producor develops its own proprietary design values, Please contact the manufacluror rot a cusrom Iyo,st varaton of Six.ar of otter !•)aisl dosign software. a FIRE RATING. Joists, well studs, and multi -ply members are not t'wed for filo endurance. BUTTE COUNT BUILDING DIVISION APPROVED ' COMPANY otsz� P!oOlaJoECezT WoodnoJ® trW1 Design Chock Calculation Shoot woodworls sba to I Loads: 7nlucl 'ryyn n ,latr,Inutl..an P,.s- frit!: A.ocAtlnn lftl iknx, Ju,a Rr,ygF suds start End Unix ., aia'�'a.... ,. nsvii•"._'.....�...7 �..�...�_�_ 100 :.00 1,00 1.00 .,u or Pa Cnilmy IL LSOn Pu.!1. At.e FF9.1 7.06 - 10, CO 10.00i• P•t ua Cl OL ^aad N11 AL nn AiuFIAn4 G' I.h Y..il ifen 1.00 1,00•- 19.00 !0, 00i- Mf 51r»r oL neaa ?tillI Ar - •• Wilpo r l f5. 60 !i.`: ^•i• pal rioar: L Li.w ra'.1 Aran `�i r;•i7 40.00 10.001• of Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Longths (in) : m -4,r Nitncrotadt 0-0 1,t a♦ tots F2bb tots -:'oche 3263 cf. Cc Girt N Lt 100 :.00 1,00 1.00 !,on 5.00 1.ro '1 !9'-+ 900 1.04 X1.00 .1.:00 0..990 11200 »naw FF9.1 7.06 - 2 7upparCr 1.51.T i.'oo 1271 AiuFIAn4 G' I.h Y..il ifen 1.00 1,00•- - LSM a_ 2 0.46 ml ll Leri 1.00 1 ;,a - - - •• Wilpo r l 1.00 x I.. Ci! LnaA lam!: i7 `�i r;•i7 Length 1.04 n:'.'rd:. n U4 ..ot CID :. q0 fni h,t tont IR 12 • PIL 113 �<} I..tla CS .0" {.00 b0 Gb a�rp rite .S.ii 1..00 P j: nz] t;•.•a Yingna'xir i -1i A;: U:'.a rke .y a::rd !n inn anaiy4in not a:t »rs Lumber -soft, D.Fir•L. No.2, 4x10 (3.112"0.114") suntans; All-'rnrihm-So01300n1, O.F1r•L No.2 Total length; 9`-4:1`; LOiani Support: ml» al euplan" 1!al6na of s fwftX Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012; tierion•,F t rM:ToiUlt r,1C9pat ICO tai C. CL Cr cf. Cc Girt N Lt 100 :.00 1,00 1.00 !,on 5.00 1.ro '1 !9'-+ 900 1.04 X1.00 .1.:00 0..990 11200 G..cl 7.00 7.06 - 2 Additional Data: rM:ToiUlt r,1C9pat ICO tai C. CL Cr cf. Cc Girt 0. Cn Lt 100 :.00 1,00 1.00 !,on 5.00 1.ro '1 !9'-+ 900 1.04 X1.00 .1.:00 0..990 11200 i•0o t.UO 7.00 7.06 - 2 Itp' SLD - :5.00 1,00 - - - i.'oo 3..00 .. . G' I.h Y..il ifen 1.00 1,00•- - t.e0 1.00 - 2 0.46 ml ll Leri 1.00 1 ;,a - - - •• 1.00 1.00 x C,RfTiCAi. LOAD COMa1NA1'1011E; At LC 41. r o. , N' 1251, a d»41y, < t009 146 0«ndin0l%f, w 42 • U!1., n • 3520 :ns^fc fni h,t tont IR 12 • PIL 113 �<} !.r. rz - u,L ItntoiF li.teaad LwJJvn ,Y ^ar:Os VwS..tU 1.•I.n9�ar.0 k.l*'rOC I: ii.vu IMwrrtnrnnt rn L'nd t;•.•a Yingna'xir A;: U:'.a rke .y a::rd !n inn anaiy4in not a:t toed s,C. 11!nn C:.;na: A:Ct '• 0 % IN, 21,12 CALCULATIONS' sn::,aJf un. r.: - 759er,3 LFr in:. "^ •• dnf to0tld. •' I:eele9C:On 1I n1F nn«;F 1-4. Tat�1 rNf:nCGf Urt '� 1.Sr1: Uwnd 1.a:,d ea llr,ai'1 en Sa+ti.f Yn L-A c'rf ia•'t iar� Design Notes: _ - "'I I woodworks enoiysis snd design ale M IriO IL•C im0 all» al 1Ldldin0 Cal, ilac 2012), trio Notion! Oo:;gn specification (Nes ?012). and NDS o,slgn SWoolclnaln. verily Ih»I in. dotoue deltoalon lim;ls oro appreWime in, your aryplicstim, J :.iarrn iianlN:t tteikllny mnmiuna Viall on 116n'i4 WiW!alad CM10410 Iona, pratikgon9 0! Nes CIOULO 4.4.1. . BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design Project: Engineer: Design of: Floor Framing Floor Loads DL= 15 psf LL= 40 psf Floor plywood: Page: Date: 3/4" T&G APA rated plywood or OSB equivalent. Apply face grain perpendicular to framing, stagger panels and nail with 8d @ 6" O.C. edge and 10" O.C. field. Edge nail at boundaries, drag members and at blocking over and under interior shear walls. Floor Joists: �Jolsts: Use manufactured "1" joists (such as Truss Joists), and install per manufacturers recommendations using U480 deflection criteria. Use. manufactured rim board such as TimberStand with all "I" joists. Use a double rim board at all locations where ledgers are installed�at the rim, (such as deck ledgers). Sawn Joists Sawn lumber joists shall be sized per CBC Table 2308.8(2) using E < 1,6 UNO. 4.X DF-L(N) #1 4X12 27567 33370 24361 Fc E d KcE c 14513 1000 1600000 3.5 0.3 0.8 8796 SYabili ,y R,e-d-uotlon 7585 Golumn-C-apacRy- lis) le (ft) cp Fc' (psi) 04 4X6 4X8 5 0.83 829 10156 15960 21763 6 0.73 733 8975 14104 19232 7 0.63 625 7656 12031 16406 8 0.52 523 6409 10072 13734 9 0.44 436 5347 8402 11458 10 0.37 366 4484 7047 9609 11 0.31 310 3794 5961 8129 12 0.26 265 3241 5092 6944 13 0.23 228 2795 4392 5988 14 0.20 199 2432 3821 5211 15 0.17 174 2133 3352 4571 16 0.15 154 1885 2963 4040 17 0.14 '137 1678 2636 3595 18 0.12 123 1502 2360 3218 19 0.11 110 1352 2125 2897 20 0.10 100 1223 1922 .2622 21 0.09 91 1112 1748 2383 22 0.08 83 1015 1595 2175 23 0.08 76 930 1462 1993 24 0.07 70 856 1344 1833 25 0.06 64 789 1241 1692 26 0.06 60 731 1148 1566 27 0.06 55 678 1066 1453 28 0.05 52 631 992 1352 29 0.05 48 589 925 1262 30 0.04 45 551 865 1180 4X10 4X12 27567 33370 24361 29490, 20781 25156 17396 21059 14513 17569 12171 14734 10297 12465 8796 10648 7585 9182 6600 7990 5790 7009 5117 6195 4553 5512 4077 4935 3670 4443 3321 4020 3018 3654 2755 3335 2525 3057 2322 2811 2143 2594 1983 2401 1841 2228 1713 2074 1598 1935 1494 1809 BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design Project: Page: _ Engineer: Date: Design of: Foundations Soil Bearing: 1500 psf .oncrete stem wall (Non -retaining): (fc'_2500 psi) 8" wide with (1) #4 continuous at top of wall and #4 at 18" O.C. full height, Provide #4 at 18" O.C. vertical developed by hook into tooting, U.N.O. Masonry stein wall (Non -retaining): 8" solid grouted (I'm = 1500 psi) with #4 at 24" O.C. each way. 'ontinuous footings: (fc' = 2500 psi) Width Thickness C-.ap_.(pif) Be.inforcing 12 12 1500 (2.) #et cont. 15 12. 1875 (2) #4 cant. 18 12 2250 (3) 114 coni. 24 12 3000 (3) #4 cont. 30 12 3750 (4).94 cont.' >pread Footings:(fc'-2500 psi) Re..i.nfoccing Cap,. Connnect9r. Label Size . Thickn.es.s. Ea.Way Kips. Slmpso.n F1 1'-0" Sq, 12 (1) 114 1.5 PB 171.5 V-6" Sq. 12 (2) #4 3.375 PB F2 2'-0" Sq. 12 (3) #4 6 PB F2.5 .2'-6" Sq. 12 (4) #4 9.375 PB F3 3'-0" Sq. 12 (4) 114 .13.5 CB. F3.5 3'-6" Sq, 12 (5) #4 18.375 CB - F4 4<0" Sq. 12 (5) #4 24 CB - F4.5 4'-6" Sq. 12 (6) 114 30.375 CB F5 5'-0" Sq. 12 (7) :#4 37.5 CB F5.5 5'-6" Sq. 12 (5) 415 45.375 CB F6 6'•0" Sq. 18 (8) 115 54 CB F6.5 6'-6" Sq. 18 (9) #5 63.375 CB lore: Bottom of each footing shall be at least 12" below finished grade or as per local requirements. guTTE COUNTY BAPPONISION ROVED } Date: 2/8/2016 BUTLER -' utter MnnufaMuF�ng t + t .• 16-002814-01 Calculations Package Time: 09:35 AM By � Page: IWof58 r •� t �. r F • . _ a 4, `Butler Manufacturing Company,, RECEIVED t s 1540 Genessee Street' �. Kansas City, MO 64102 APR o °2Q�S , r TRlB AND ASSOCIATES ,STRUCTURAL DESIGN DATA rY • � .s t i r l •�i T� Y Y r. l ,,4 r1,L., � •`� " ,�6 , t� Project: Mike Grosberg - ' ; Q- Name: 16-002814-01 Builder PO BUTTE. Jobsite: 3168 Aloha Lane COUNTY r MAR 3 0 2016 City, State: Chico, California 95973 i o F.DEVELOPMENT County: But . : (F ,Country: United States SERVICES PERMIT# �I6,O6I • .BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR COD PMPLi TABLE -OF CONT By Building Loading - Expanded Report ....:.................... ....... ....................... .... ... ........... 2 Bracing-Summary Report ....................:.............................:............................................... .............................. ........................ 11 V i^ Secondary - Summary Report ......:......... ..... ..................................................: 18 . . ................................................ ... ' Framing - Summary Report ....... ....................................................................... ' Covering -Summary Report...............55 .................... ... Q Appendix....................................................................... .. �,$ '9..... .......58 --i, No. C 82293 �0 z ESP. 3-31-16 rn CIVIL :. i• OF P. ZP + i FOR COBE: c6mr,;.IANCi; 1.(1 File: 16-002814-01 ' •" Version :2015.2cHAY 2.4 2015 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. . TRB AND ASSOCIATES I BUTLER Date: 2/8/2016 Bwl-Ma..facturine 16-002814-01 Calculations Package Time: 09:35 AM Page: 2 of 58 Building Loading - Expanded Report Shape: Shop Loads and Codes - Shape: Shop City: Chico County: Butte State: California Country: United States Building Code: 2013 California Building Standards Code Structural: l OAISC - ASD Rainfall: I: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD Pc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Side Type Mag Units Shape Applied to Description 4:1 D 3.204 psf Entire Frm Covering Weight - 26 Butlerib II Unpunched + Liner Weight - 24 Moduleze II + Secondary Slope Used: 4.764 deg. ( 1.000:12 ) Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Weight 1.35 : Wall: 4, Canopy: 1 4:1 D 1.850 psf Entire Pur Covering Weight - 26 Butlerib II Unpunched + Liner Weight - 24 Moduleze II : Wall: 4, Canopy: 1 A D 2.079 psf Rect Frm Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.13: Roof: A A D 0.950 psf Rect Pur Covering Weight - 26 Butlerib H Unpunched: Roof: A B D 2.079 psf Rect Frm Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.13: Roof: B B D 0.950 psf Rect Pur Covering Weight - 26 Butlerib II Unpunched : Roof: B Roof Live Load Roof Live Load: 20.00 psf Not Reducible Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Wind Enclosure: Enclosed Height Used: "19/0/Oe(Type: Eave) Base Elevation: 0/0/0 Primary Zone Strip Wider:_ 2a:14/13 Velocity Pressure: gz:d0.9i1'psf, zt: Topographic Factor: K 7.0000 ✓ / Directionality Factor: Kd: 0.8500 / Wind Exposure:'tCl Kz: 0.892 ►� (/ Basic Wind Pressure: q: 23.49 psf' J AA Snow Load Ground Snow Load: Pg: 0.00 psf Flat Roof Snow. pf: 0.00 psf Design Snow (Sloped): ps: 0.00 psf Snow Accumulation Factor: 1.000 Snow Importance: Is: 1.000 Ground / Roof Conversion: 0.70 Snow Load @ Wafl: 4 - Canopy: 1 Ground Snow Load: 0.00 psf Flat Roof Snow. 0.00 psf Snow Uniform 0.00 psf Snow Accumulation Factor: 1.000.E Snow Importance LOW' Ground /Roof Conversion: 0 70' Seismic Load 7 2 ' Mapped MCE Acceleration Ss ,63.00 %g Mapped MCE Acceleration: S1: 27 00 %g Site Class: Stiff soil (D) Y � � ,... {�F Seismic Importance: 1 n1.000 Design Acceleration Parameter Sds: 0.5443 ^. Design Acceleration Parameter: Sd1: 0.3348 Seismic Design Cat gory":,D '✓i -tW" j� % Snow Used in Setstruc-0 00' Seismic Snow Load: 0.00 psf,,. Diaphragm Condition: Flexible - Fundamental Period Height Used: 19/0/0 1 ✓ 7 � I Gust Factor: G: 1.0000 Least Horiz. Dimension: 32/0/0 NOT Windbome Debris Region Parts / Portions Zone Strip Width: a: 3/2/6 qz= 0.00256 * (1.00) * (I 10.00x2 * (1.00) The 'Envelope Procedure' is Used 2 Rain Surcharge: 0.00 7 Exposure Factor: 2 Partially Exposed Ce: 1.00 Thermal Factor: Unheated - Ct: 1.20 Obstructed or Not Slippery Slope Reduction: Cs: 1.00 Slope Used: 4.764 deg. ( 1.000:12 ) Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Thermal Category (Factor): Unheated (1.20) Obstructed or Not Slippery Rain Surcharge: 0.00 Slope Reduction: 1.00 Slope Used: 4.764 ( 1.000:12) Transverse Direction Parameters Z U W 642-- Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2952 R -Factor: 3.50 000 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 3 -lam U � /V Base Shear: V: 0.1555x W W z Longitudinal Direction Parameters Redundancy Factor: Rho: 1.30 -r-� � Fundamental Period: Ta: 0.1820 R 3.25 / MW 677 -Factor: Overstrength Factor: Omega: 2.00 / ■ " Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1675x W File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 2/8/2016 BUTLER Butlor Manufacturing 16-002814-01 Calculations Package Time: 09:35 AM Side Type Mag Units Shape Applied to 1 E 0.299 psf Entire Frm 1 E 0.322 psf Entire Brc 2 E 0.222 psf Entire Frm 2 E 0.239 psf Entire Brc 3 E 0.299. psf Entire Frm 3 E 0.322 psf Entire Brc 4 E 0.234 psf Entire Frm 4 E 0.252 psf Entire Brc 4:1 E 1.354 psf Entire Frm 4:1 E 1.458 psf Entire Brc A E 1.179 psf Rect Frm A E 1.269 psf Rect Brc B E 1.179 psf Rect Frm B E 1.269 psf Rect Brc Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Load Combinations - Page: 3 of 58 Description Seismic: Covering Weight - 26 Butlerib H Punched + Secondary Weight 0.97: Wall: 1 Seismic: Covering Weight - 26 Butlerib 11 Punched + Secondary Weight 0.97: Wall: 1 Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.48: Wall: 2 Seismic: Covering Weight - 26 Butlerib 11 Punched + Secondary Weight 0.48: Wall: 2 Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.97: Wall: 3 Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.97: Wall: 3 Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.56: Wall: 4 Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.56 : Wall: 4 Seismic: Covering Weight - 26 Butlerib II Unpunched + Liner Weight - 24 Moduleze 11 + Secondary Weight 1.35 + (Includes 3.000 Collateral 2.500 Frame Weight) : Wall: 4, Canopy: 1 Seismic: Covering Weight - 26 Butlerib 11 Unpunched + Liner Weight - 24 Moduleze II +' Secondary Weight 1.35 + (Includes 3.000 Collateral 2.500 Frame Weight) : Wall: 4, Canopy: I Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.13 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A Seismic: Covering Weight - 26 Butlerib rl Unpunched + Secondary Weight 1.13 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.13 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof B Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.13 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: B File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 1 System' 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 9 System 1.000 0.6 MW NfW -Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 Z 13 System 1.000 0.6D+0.6CU+0.6W1> D +CU+W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 + CU + <W 1 ® 1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W 2> r ( 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W2 z 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL + CU + WPL .> 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU + WPR ® 19 `. System 1.000 1.0D+I.0CG+0.75L+0.45Wl> +CG+L+W1> ' 20 -<System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W 1 21 .- System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> b;22 'System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D+CG+L+<W2 il23 �- System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L + WPL ,' 24 -A ' ` : System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + CG + L + WPR CL 25 7r „ System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + CG + F> + EG+ , 26 'System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + CG + <E + EG+ M 27 _ System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + CU + E> + EG - 28 - I System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ + CG + Fj + EG+ 30 .. Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + F> + EG - 32 , , Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D +CU+<E+EG- 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 34 OMT Connection. 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 4rlBUTLER Date: 2/8/2016 Calculations Package Time: 09:35 AM butler Ma..f; -'Ing16-002814-01 Page: 4 of 58 35 ONE Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + Fj + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- + CU + <E + EG - 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB 1> + CG + WPR + WB 1> 38 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> +CU+WPR+WB1> 39 System Derived 1.000 1.0D+1.00G+0.75L+0.45WPR +0.45WB1> D +CG+L+WPR +WB1> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 + CG + WPR + <WB 1 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 + CU + WPR + <WB 1 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 + CG + L + WPR + <WB 1 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> + CG + WPR + WB2> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 + CG + L + WPR + <WB2 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> + CG + WPL + WB3> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> + CU + WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 + CG + WPL + <WB3 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 + CU + WPL + <WB3 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 + CG + L + WPL + <WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 + CU + WPL + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 62 System Derived 1.000 0.6 MWB MWB - Wall: 2 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 64 System Derived 1.000 0.6 MWB MWB - Wall: 4 65 System Derived , 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> + CG + <E + EG+ + EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> + CG + <E + EG+ + EB> 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 EB> + CU + F> + EG- + EB> 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 74 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + Fj + EG+ + <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG++ 0.273 <EB D + CG + Fj + EG++ <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 <EB D + CG + <E + EG++ <EB 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 <EB + CU + Fj + EG- + <EB 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + Fj + EG- + <EB 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB + CU + <E + EG- + <EB 1 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 84 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- + CU + <EB + EG- O Q z 0 - W CL CLM.60 File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. surrzER Date: 2/8/2016 Butlor Manufacturing 16-002814-01 Calculations Package Time: 09:35 AM - Page: 5 of 58 - necion r.nnd Cnmhinnfinnc - Rrnrino No. Origin Factor Application Description 1 System 1.000 1.0 D + 0.6 W 1> + W 1> 2 System 1.000 1.0 D + 0.6 <W l D + <W 1 3 System 1.000 1.0 D + 0.6 W2> + W2> 4 System 1.000 1.0 D + 0.6 <W2 + <W2. 5 System 1.000 1.0 D + 0.6 W3> D+W3> 6 System 1.000 1.0 D + 0.6 <W3 D + <W3 7 System 1.000 1.0 D + 0.6 W4> D + W4> 8 System 1.000 1.0 D + 0.6 <W4 D + <W4 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 1.0 D + 0.7 E> D + E> 14 System 1.000 1.0 D + 0.7 <E D + <E 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W l> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 + CG + <W3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> + CG + W4> 22 System Derived - 1.000 1.0 D + 1.0 CG + 0.6 <W4 + CG + <W4 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W2 27 System Derived' 1.000 0.6 D + 0.6 CU + 0.6 W3> D + CU + W> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 + CU + <W3 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> + CU + W4> ' 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + Fj + EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 33 System Derived 1.000 0.6 D + 0.6 CG + 0.7 F> + O.TEG- + CG + Ej + EG - 34 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG - Z _o `® Z SQ UJ 000 0 Cc �- Z CL COO Cn File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Butler Manufacturing 16-002814-01 Calculations Package Design Load Combinations - Purlin Date: 2/8/2016 Time: 09:35 AM Page: 6 of 58 No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L + CG + L 2 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB1> D +CG+W1>+WB1> 3 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB ]> + CG + <W2 + WB 1> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6W131> D+CU+W1>+WB1> 5 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB1> D+CU+<W2+WB1> 6 System Derived 1.000 1.0 D+ 1.O CG+ 0.75L+0.45 W1>+0.45WB1> +CG+L+W1>+WB1> 7 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB 1> + CG + L + <W2 + WB 1> 8 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <W131 D + CG + W1> + <W131 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB I + CG + <W2 + <WB ] 10 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 <WB 1 D + CU + W 1> + <WB 1 11 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB 1 + CU + <W2 + <WB 1 12 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB 1 D + CG + L + W 1> + <WB 1 13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB 1 + CG + L + <W2 + <WB 1 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB2> + CG + W 1> + WB2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> + CG + <W2 + WB2> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 W132> D + CU + W 1> + W132> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> D + CU + <W2 + WB2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB2> + CG + L + W 1> + WB2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 W132> + CG + L + <W2 + WB2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <W132 D + CG + W 1> + <WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 + CG + <W2 + <WB2 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 <W132 + CU + W l> + <WB2 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <W132 + CU + <W2 + <WB2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <W132 + CG + L + W 1> + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 + CG + L + <W2 + <WB2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB3> D + CG + W 1> + WB3> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 W133> + CG + <W2 + WB3> 28 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB3> D +CU+W1>+WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> + CU + <W2 + WB3> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB3> + CG + L + W 1> + WB3> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> + CG + L + <W2 + WB3> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1 > + 0.6 <WB3 D + CG + W 1> + <WB3 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <W133 + CG + <W2 + <WB3 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 <W133 z D+CU+Wl>+<WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <W133 O+ CU + <W2 + <W13336 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <"3, + CG + L + W 1> + <WB3 37 System Derived 1.000 ` 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <W133 Z V% LL6 D + CG + L + <W2 + <WB3 38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB4> = j > D+CG+Wl>+WB4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> + CG + <W2 + WB4> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4> 00 D + CU + W 1> + WB4> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> U ® + CU + <W2 + WB4> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB4> 0 D+ CG + L + W 1> + WB4> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 W134> UJ z D+ CG + L + <W2 + WB4> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <W134 + CG + W ]> + <WB4 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <W134 ® + CG + <W2 + <WB4 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 <W134 �. + CU + W 1> + <WB4 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <W134 m + CU + <W2 + <WB4 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <W134 + CG + L + W 1> + <WB4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 D + CG + L + <W2 + <WB4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ + CG + EB> + ECT , 51 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG- 52 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB +. EG+ v , 53 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- + CU + <EB + EG - Design Load Combinations - Girt No. Origin I Factor I Application I Description . 1 2 System 1 1.000 System 1.000 0.6 W1> 0.6 <W2 IWI> W2 Desi n Load Combinations - Roof - Panel File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Ori in FacorA lication Descri tion N System 1.000 1.0D+ 1.0L+ L System 1.000 1.0 D + 0.6 <W2 D + <W2 System 1.000 0.6D+0.6W1> +W1> File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Z O z e O F -- M j M BL/TLER 16-002814-01 Calculations Package Design Load Combinations - Wall - Panel Date: 2/8/2016 Time: 09:35 AM Page: 7 of 58 No. Origin I Factor I Application Description 1 2 System System 1 1.000 1.000 0.6 W 1> 0.6 <W2 W 1> <W2 Deflection Load Combinations - Framing No. Origin Factor DefH DefV Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 WI> W1> 3 System 1.000 60 180 0.42 <W 1 <W 1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 Y,/PL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 F> + 1.0 EG- E> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG - Deflection Load Combinations - Purlin No. Origin Factor Deflection Application Description 1 System 1.000 150 1.0 L W 1> <W2 2 System 1 1.000 180 0.42 WI>W1> 1 60 3 System 1.000 180 0.42 <W2 <W2 Deflection Load Combinations - Girt No. Origin Factor Deflection Application Description 1 2 System S stem 1.000 1.000 90 90 0.42 W 1> 0.42 <W2 W 1> <W2 Deflection Load Combinations - Roof - Panel No. Ori in Factor I DefH I DefV Application Descri 1 I System 1.000 1 60 1 60 10.42 <W2 J<W2 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live - Notional Left Snow Load US1 * Unbalanced Snow Load 1, Shifted Right USl Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right WUS2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load \ CI Sliding Snow Load RS Rain Surcharge Load Partial Load, Full, 1 Span PHI Partial Load, Half, 1 Span �F2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans S> Snow - Notional Right <S Snow - Notional Left XSS""SMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow - Notional Right SMS Specified Min. Roof Snow - Notional Left PSI Partial Load, Half Span 1 Q.PS2 Partial Load, Half Span 2 W Wind Load 1> _W2 , Wind Load, Case 1, Right <W 1 Wind Load, Case 1, Left > Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left ,jejr'1u3> . Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left \LW4> .. Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5>- ' ' , Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left Vol Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right Wpe Wind Load, 11 Ridge, Left WPAI Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPB 1 Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPC 1 Wind Parallel - Ref C, Case 1 . WPC2 Wind Parallel - Ref C, Case 2 WPD1 Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right <WB1 - - Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 t _� '-Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 2/8/2016 —MLITLEW-10 Butler Manufacturing 16-002814-01 Calculations Package Time: 09:35 AM Page: 8 of 58 E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL*>(1) Auxiliary Live Load, Right, Right, Aisle 1 *AL>(1) Auxiliary Live Load, Right, Left, Aisle 1 <AL*(1) Auxiliary Live Load, Left, Right, Aisle 1 <*AL(1) Auxiliary Live Load, Left, Left, Aisle 1 AL*(l) Aux Live, Right, Aisle 1 *AL(1) Aux Live, Left, Aisle 1 AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AU(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL*(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(1) Aux Live Bracing Reaction, Right, Aisle 1 <ALB(1) Aux Live Bracing Reaction, Left, Aisle 1 WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1 <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load Ul User Defined Load - 1 U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB 1 User Brace Reaction - 1 UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction- 4 UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear z �:o® zLLJ o �0Cr Z_ CL 0 F— CL . M� M File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 2/8/2016 BL/TLER• . Butler M—f—W11.9 16-002814-01 Calculations Package Time: 09:35 AM •���— �•� Page: 9 of 58 11cer DeTinPd Frames Pnint 1—fic fnr ("rncc Cootinn• 1 Side Units I Type I Description Ma 1 I Locl I Offset I H or V I Supp. Dir. Coef. Loc. I 1 kWPR k WPL WA Load WA Load -1.90 1.90 6/3/0 6/3/0 N N N N N N OUT IN 1.000 1.000 WA WA File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America, Ina C<} m -r- 2 M 4 . 4 r:' r�' BLITGER Date: 2/8/2016 t ' 16-002814-01 Calculations Package 'Time . :09:35 AM ' - Butter Manufacturing ` Page: 11 of 58 ulary Report M.. �.: .. . ' , •. I Shape: Shop M • • _ � . - .. �_ , - . ' . } . • Loads and Codes - Shape: Shop I ' City: Chico County: Butte State: California Country: • United States ' + Building Code: 2013 California Building Standards Code Structural: t 1 OAISC - ASD Rainfall: I: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD Pc: 3000.00 psi Concrete , Building Risk/Occupancy,Category: II (Standard Occupancy Structure) • -"'""'"' • Dead and Collateral LoadsRoof �/ ' Live Load K Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.08 psf �: /t. Roof Live Load: 20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load. Snow Load Seismic Load _ Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf Mapped NICE Acceleration: Ss: 63.00 %g t The'Envelope Procedure' is Used t Flat Roof Snow: pf: 0.00 psf Mapped MCE Acceleration: S1: 27.00 %g . ' Wind Exposure_ C, Kz: 0.892 Design Snow (Sloped): ps: 0.00 psf Site Class: Stiff soil (D) r Parts Wind Exposure Factor: 0.892 Rain Surcharge: 0.00 Seismic Importance: Ie: 1.000 ; Wind Enclosure: Enclosed t . Exposure Factor: 2 Partially Exposed - Ce: 1'.00 Design Acceleration Parameter: Sds: 0.5443 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 - ' ` Design Acceleration Parameter: Sd1 i 0.3348 , t ' - Thermal Factor: Unheated - Ct: 1.20 Seismic Design Category: D < NOT Windborne Debris Region Ground /Roof Conversion: 0.70 Seismic Snow Load: 0.00 psf Base Elevation: 0/0/0 Obstructed or Not Slippery % Snow Used in Seismic: 0.00 Primary Zone Strip Width: 2a: 6/4/13 Diaphragm Condition: Flexible Parts / Portions Zone Strip Width: a: 3/2/6 '' Fundamental Period Height Used: 19/0/0 i ,Basic Wind Pressure: q: 23:49 psf - _ .• � __ Transverse Direction Parameters ' Redundancy Factor: Rho: 1.30 --' T •' Fundamental Period: Ta: 0.2952, f �R-Factor: 3.50'" " I Overstrength Factor: Omega: 2.50 , ' f Deflection Amplification Factor: Cd: 3.00 *t Base Shear: V: 0. 15 55 x W - F Longitudinal Direction Parameters Redundancy Factor: Rho: 1.30 7 Fundamental Period: Ta: 0.1820 ' R -Factor: 3.25 1 . Overstrength Factor: Omega: 2.00 ` Deflection Amplification Fact Cd: 3.25 ` Base Shear: V: 0.1675 x W • Deflection Conditions t , Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels . Girts are supporting:Metal Wall Panels , • t'� - > , r ` File: 16-002814-01 V • Version: 2015.2c', - Butler Manufacturing, a division of BlueScope Buildings North America, Inc.' ' - a BUTLER Butler Manufacturing 16-002814-01 Calculations Package Design Load Combinations - Bracing Date: 2/8/2016 Time: 09:35 AM Page: 12 of 58 No. Origin Factor Application Description 1 System 1.000 1.0 D + 0.6 W 1> + W 1> 2 System 1.000 1.0 D + 0.6 <W1 D + <W1 3 System 1.000 1.0D+0.6W2> +W2> 4 System 1.000 1.0 D + 0.6 <W2 D + <W2 5 System 1.000 1.0 D+0.6 W3> D+W3> 6 System 1.000 1.0 D + 0.6 <W3 D + <W3 7 System 1.000 1.0 D + 0.6 W4> D+W4> 8 System 1.000 1.0 D + 0.6 <W4 D + <W4 9 System 1.000 0.6 MW N4W - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 1.0 D + 0.7 E> D + F> 14 System 1.000 1.0 D + 0.7 <E D + <E 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <.W1 + CG + <W1 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 18 System Derived 1.000 1.0 D + 1.0 CG +.0.6 <W2 + CG + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> + CG + W3> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 + CG + <W3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> + CG + W4> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 + CG + <W4 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W1 > 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> + CU + W 3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 + CU + <W3 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> + CU + W4> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ + CG + Fj + EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 33 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- + CG + E> + EG - 34 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- + CG + <E + EG - o U)p g 00 0' �0Cr ® CL M5 M - File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 2/8/2016 16-002814-01 Calculations Package Time: 09:35 AM Page: 13 of 58 Ill n 1.1 ini n 43 0111 _n 151 EC EC I 1 Dinpanal Rracinv Mpmhpr Dpsivn Rnmmnrv- Rnnf A Mem. Bracing Length Angle'— -Design Seismic Stress Stress Governing Design Comment No.. Shape ft OK, web direct shear OK, web punchingshear OK, tensile fracture of web OK, » PASSED. Axial k Factor Factor Ratio Load Case Status 1 R 0.375 �� 29.46 34.3 -0.84 1.0000 1.0000 0.327 1.OD+0.7<E passed 2 R 0.375 29.46 34.3 -0.84 1.0000 1.0000 0.327 1 1.OD+0.7E> passed File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. End Diagonal Connection Desi Information 1 Left Slot: Web Thk = 0.134, Load Case 1.013+0.7.<E, Factored F = 0.84, E factor =.1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK; web direct shear'OK, web punching shear OK, tensile fracture of web OK, » PASSED. IMem. Right Slot: Web Thk = 0.134, Load Case 1.OD+0.7<E, Factored F = 0.84, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punchingshear OK, tensile fracture of web OK, » PASSED. 2 Left Slot: Web Thk = 0.134, Load Case 1.OD+0.7F>, Factored F = 0.84; E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+0.7E>, Factored F = 0.84, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, » PASSED. File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 2/8/2016 BUTLER ---- Manufacturing 16-002814-01 Calculations Package Time: 09:35 AM Page: 14 of 58 Diagonal Bracing Member Design Summary: R foo B Mem. Bracing Length Angle ,D"esign Seismic Stress Stress Governing Design Comment No. Shape ft web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Axial k Factor Factor Ratio Load Case Status 1 R 0.375 29.47 34.3 -0.68 1.0000 1.0000 0.265 1.OD+I.00G+0.7F>+0.7EG+ passed 2 R 0.375 29.47 34.3 -0.68 1.0000 1.0000 0.265 I.OD+I.00G+0.7<E+0.7EG+ passed Mem. End Diagonal Connection Design Information I Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7F>+0.7EG+, Factored F = 0.68, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 0.68, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 0.68, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 0.68, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, eb-flan a weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Bur�ER Date: 2/8/2016 „a; Moi-��i�. na 16-002814-01 Calculations Package Time: 09:35AM — Page: 15 of 58 Diaannal R—rina Mrmhar n—ion Rammary Rid—ll 9 Mem. Bracing Length Angle Des Seismic Y Stress Governing Design B No. Shape ft 0 tytial k \Factor Factor Ratio Load Case Status I R 0.375 31.07 37.2 -2.081.0000 Diaannal R—rina Mrmhar n—ion Rammary Rid—ll 9 Mem. Bracing Length Angle Des Seismic Stress Stress Governing Design Comment No. Shape ft web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. tytial k \Factor Factor Ratio Load Case Status I R 0.375 31.07 37.2 -2.081.0000 ' 1.0000 0.814 1.OD+I.00G+0.6<W3 passed 2. R0.375 31.07 37.2 -2.08 1.0000 1.0000 0.814 1.OD+I.00G+0.6W4> passed Mem. End Diagonal Connection Design Information 1 Left Slot:. Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 3.10, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 3. 10, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left lot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7F>+0.7EG+, Factored F = 3.15, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7F>+0.7EG+, Factored F = 3.15, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. . Z r z _ - �UJ � z I- C)CO ca File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. . Date: 2/8/2016 B[/TLER Butter Manufacturing 16-002814-01 Calculations Package Time: 09:35 AM Page: 16 of 58 T:..........1 7}......:.... M.....1..... Too:.... C ............... C:Ao..,..n A Mem. Bracing Length Angle Design -.Seismic Slot: Web Thk = 0.134, Load Case 1.OD+0.7E>, Factored F = 5.30, E factor= 2.000, stress increase= 1.000, slot offset, = 3.000, web -flange weld I Stress Stress Governing Design Comment No. Shape ft OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Axial(k) Factor I Factor I Ratio Load Case Status 1 R 0.5 31.07 37.2 OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 1.3000 1.0000 0.750 1.OD+0.7E> passed 2 R 0.5 31.07 37.2 (-2.65 -2.65 1.3000 1.0000 0.750 1.OD+0.7<E passed Mem. End . Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case 1.OD+0.7E>, Factored F = 5.30, E factor= 2.000, stress increase= 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+0.7E>, Factored F = 5.30, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left Slot: Web Thk = 0.134, Load Case 1.OD+0.7<E, Factored F = 5.30, E factor= 2.000, stress increase= 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+0.7<E, Factored F = 5.30, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 2/8/2016 Butler ManJfacturing 16=002814-01 Calculations Package Time: 09:35 AM 's � ... Pa9e:17 of 58' iz , t Dia oral Bracing'Member Desi n Summary: Wafl 4: Canopy t �f Mem. a ..� Angle Design^ Seismic Stress Stress . Governing v Design Comment ' No. r s a R 4 OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. . Dia oral Bracing'Member Desi n Summary: Wafl 4: Canopy t �f Mem. +' Bracing Length Angle Design^ Seismic Stress Stress . Governing v Design Comment ' No. ' Shape ft OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Axial k Factor I Factor I Ratio' Load Case Status 1. • R 0.375 27.27 21.9 -0.41 1.0000 1.0000 0.160 1.OD+0.7E> passed 2 _ R 0.375 - 27.27 21.9 -0.41 1.0000 1.0000 0.160 I.OD+0.7<E passed t Mem. End Diagonal Connection Design Information 1 1 Left Slot: Web Thk = 0.134, Load Case 1.OD+0.7E>, Factored F = 0.4 1, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld . • OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. - Right Slot: Web Thk = 0.134, Load Case 1.OD+0.7E>, Factored F = 0.4 1, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left Slot: Web Thk = 0.134, Load Case 1.OD+0.7<E, Factored F = 0.4 1, E factor = 1.000, stress increase =.1:000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+0.7<E, Factored F = 0.41, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Date: 2/8/2016 BUTLER Buaer Manufxturing 16-002814-01 Calculations Package Time: 09:35 AM Page: 18 of 58 Seconds''Y = Surnmar 'Re ort Y. Loads and Codes - Shape: Shop City: Chico County: Butte State: California Country: United States Building Code: 2013 California Building Standards Code Structural: l OAISC - ASD Rainfall: I: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD Pc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph The'Envelope Procedure' is Used Wind Exposure: C - Kz: 0.892 Parts Wind Exposure Factor: 0.892 Wind Enclosure: Enclosed Topographic Factor: Kzt: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 6/4/13 Parts / Portions Zone Strip Width: a: 3/2/6 Basic Wind Pressure: q: 23.49 psf Design Load Combinations - Purlin Roof Covering + Second. Dead Load: 2.08 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: pg: 0.00 psf Flat Roof Snow: pf: 0.00 psf Design Snow (Sloped): ps: 0.00 psf Rain Surcharge: 0.00 Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 Ground / Roof Conversion: 0.70 Obstructed or Not Slippery Roof Live Load Roof Live Load: 20.00 psf Not Reducible Seismic Load Mapped NICE Acceleration: Ss: 63.00 %g Mapped MCE Acceleration: S 1: 27.00 %g Site Class: Stiff soil (D) Seismic Importance: Ie: 1.000 Design Acceleration Parameter: Sds: 0.5443 Design Acceleration Parameter: Shc: 0.3348 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 19/0/0 Transverse Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2952 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1555 x W Longitudinal Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1820 R -Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1675 x W No. Ori in Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L + CG + L 2 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB1> D +CG+W1>+WB1> 3 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB 1> + CG + <W2 + WB 1> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D +CU+WI>+WB1> 5 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB; 1>+CU+<W2+WB1> 6 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB1> ® ® +CG+L+WI>+WB1> 7 8 System Derived System Derived 1.000 1.000 1.0D+1.0CG+0.75L+0.45<W2+0.45 WB1> 1.0 D + 1.0 CG + 0.6 W l> + 0.6 <WB I z D+CG+L+<W2+WB1>: D + CG + W 1> + <WB 1 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB 1 ? + CG + <W2 + <WB 1 10 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 <WB1 + CU + W 1> + <WB 1 11 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB 1 O/ Q ® + CU + <W2 + <WB 1 12 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WI > + 0.45 <WB 1 + CG + L + WI > + <WB 1 13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB 1 V��q V + CG + L + <W2 + <WB 1 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB2> UJ z + CG + W 1> + WB2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> + CG + <W2 + WB2> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 WB2> ® + CU + W 1> + WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> + CU + <W2 + WB2> r W 18 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB2> co 5 D+CG+L+Wl>+WB2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D+ CG + L + <W2 + WB2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB2 + CG + W 1> + <WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 + CG + <W2 + <WB2 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 <WB2 D + CU + W 1> + <WB2 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 + CU + <W2 + <WB2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB2 D + CG + L + W 1> + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 + CG + L + <W2 + <WB2 File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. No.` No. Origin- 'Factor Deflection Application i Description 1 System 11000 150 1.O L - 1' 2 System 1.000 180 0.42 Wl> - 1> a �• a' a 3 ' System Origin Factor Application Date: 2/8/2016 aur,Eiz 16-002814-01 Calculations Package Time: 0935 AM m r Butter aeufmv1ne �'•a= ` .� ` Page: 19 of 58 7.: System . '1.000 0.6<W2 IW <W2 •,. ' 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB3> + CG + W 1> + WB3> ' 0.42 <W2 27 , System Derived ' 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> + CG + <W2 + WB3> ! T • , 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3> + CU + W 1> + WB3> 29 System Derived 1.000 0.6 D + 0.6 CU +, 0.6 <W2 + 0.6 WB3> a,• + CU + <W 2 + WB3> 30 System Derived -1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB3> D+CG+L+W1>+WB3> 31 System Derived' 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> D + CG + L +,<W2 + WB3> F 32 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB3 f + CG + W 1> + <WB3 ' 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 + CG + <W2 + <WB3 1 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 < WB3 a +CU+WI>+<WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 D + CU + <W2 + <WB3 r.# -• '� . 36 SystemDe6ed - 1.000 1.0D+1.0CG+0.75L+0.45W1>+0.45<WB3 D +CG+L+W1>+<WB3 • 37• System Derived '1.000 1.0D+1.0CG+0.75L+0.45<W2+0.45<WB3 ' +CG+L+<W2+<WB3. File: 16-002814-01 38 System Derived ' ; 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB4> _ + CG + W 1> + WB4> 39' System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> + CG + <W2 + WB4> 40 System Derived A.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 WB4> r t D + CU + W l > + WB4> '41 System Derived _' .1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4>. D + CU + <W2 + WB4> 42 •' System Derived ;. 1.000 1.0D+1.0CG+0.75L+,0.45W1>+0.45W64>- +CG+L+W1>+WB4> r 43 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> + CG + L + <W2 + WB4> ' 44 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB4 ' r + CG + W 1> + <WB4 +S 45, -System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 ! + CG + <W2 + <WB4 r'• .46 .1 A' System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 + CU + W 1> + <WB4 t 47 * "Ok System Derived '1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4D + CU +<W2 + <WB4 48 • ""System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1 > + 0.45 <WB4 + CG + L + W 1> + <WB4 49y System Derived' 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2'+ 0.45 <WB4+ CG + L'+ <W2 + <WB4 50t rSystem Derived 1'.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ + CG + EB> + EG+ } 51r: System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- + D.+ CU + EB> + EG_ 52 r System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 53 System Derived .. 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- t D + CU + <EB + EG - a r� 7. Design Load Combinations Girt ,t• Deflection Load Combinations - PurGn No.` No. Origin- 'Factor Deflection Application i Description 1 System 11000 150 1.O L - 1' 2 System 1.000 180 0.42 Wl> - 1> a �• a' a 3 ' System Origin Factor Application Description - - 1 System -11 1.000 0.6 W1> I> . - 7.: System . '1.000 0.6<W2 IW <W2 •,. ' •Deflection Load Combinat00, CLi Origin - Factor Deflection ons -Girt Description ' ` '• ^ r { < . . 1.000 1.000 � 90 90 0.42 W1> 0.42 <W2. i W 1> • W2 ' 1.000 ' 180 0.42 <W2 <W2 No. Origin - Factor Deflection ons -Girt Description ' ` '• ^ r { < . . 1.000 1.000 � 90 90 0.42 W1> 0.42 <W2. i W 1> • W2 ' ® � Vii' _. r.# -• '� . M_ a File: 16-002814-01 Version: 2015.2c � • '' ' �;, Butler Manufacturing, a division ofBlueScopeBuildingsNorth America; Inc.. No. Origin - Factor Deflection � 4 • Application Description 1 � 2 System " S stem ' 1.000 1.000 � 90 90 0.42 W1> 0.42 <W2. i W 1> • W2 ' Des Len surcEiz Date: 2/8/2016 }16-002814-01 Calculations Package Time: 69:35 AM Interior Page: 20 of 58 % % tL % : Ld Zap % % % % Ld % % % °lo- Ld Lap Id ft 3'1' Status (in.), Bnd Shr Cmb Wcp Cs _.in. Bnd' Shr Cmb Wep Cs Bnd : Shr Cmb Wcp Cs, in. 1,1 10.00 10.000.060 Z Sim -60.0 Yes 0.0 0.42W1> ; h . ;t °4. 1 _jjnj 0.37..0.00 1 0.18 0.00 1 ' 7 _ 1 0.54 L/390 9:00 <- 1 2,1 10.00 10.000.060 Z Sim -60.0 -Yes . 0.0 .0:37. 0.00 0.18 0.00• --1- 3,1 10.00 10.000.060 Z Sim -60.0 Yes 0.0 "` � �� 0.00 0.14 0.00 . • �� � c 4,1 10.00 _ ✓AAA' ' 1W1B0 CL- - Maximum CPPnodAN D.6.nS f- Shane Chnn nn CidP 1. - - - - Des Len ' Description-.Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % : Ld Zap % % % % Ld % % % °lo- Ld Lap Id ft 3'1' Status (in.), Bnd Shr Cmb Wcp Cs _.in. Bnd' Shr Cmb Wep Cs Bnd : Shr Cmb Wcp Cs, in. 1,1 10.00 10.000.060 Z Sim -60.0 Yes 0.0 0.42W1> ; h . ;t °4. 1 _jjnj 0.37..0.00 1 0.18 0.00 1 ' 7 _ 1 0.54 L/390 9:00 <- 1 2,1 10.00 10.000.060 Z Sim -60.0 -Yes . 0.0 .0:37. 0.00 0.18 0.00• --1- 3,1 10.00 10.000.060 Z Sim -60.0 Yes 0.0 "` 0.30 0.00 0.14 0.00 .1 4,1 10.00 .10.0020.060 Z Sim -60.0 Yes 0.0 0.30 0.00 0.14 0.00 1 `5,1. 12.00 10.00x0.060 C Sirn-60.0 Yes • 0.0 0.18 0.00 0.00 0.00 1 6,1 32:00 10.00x0.068 BB Sim -60:0 Yes . 0.0 1.01' 0.00 0.00 0.00 1 7,1 17.50 10.00x0.060 C Sim -60.0 Yes 0.0 . 0.98 0.23 0.92 0.00 1 Design"Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 0.03 ( L/3.431) 5.00- 1 • 0.42W1>. z, 2 (L/3431 5.00 , 0.42W1> 3'1' 0:00 (L/4214) 5.00 >1, - 0.42W1> �hT 4 1 0.00 (L/4214) „ 5.00 .- 1 f ;.. 0.42W1> 5 1 0.00 (L/7126) 6.00 1 0.42W1> ; h . ;t 6 1 2.32 (L/165) 16.00 1 0.42W1> 7 _ 1 0.54 L/390 9:00 <- 1 0.42W1> y-. "` 1,. Bur�EFr Date: 2/8/2016' . ButicrMa.ufncturin8 16=002814-01 Calculations Package Time: 09:35 AM 4 Page: 21 of 58 . Wall.,2 rw ,r T+� V '.. - Dimension Key Y. � - ft 6 , r Maximum Secondary Designs for Sha pe Shop on Side 2 ' 'A. Des Len Description-Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Cmb Wcp Cs in. Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs 1,1 - 25.00 8.50x0.060 Z Con -60.0 Yes 46.5 0.99 0.00 0.70 0.00 1 0.54 0.26 0.60 0.00 1 46.5 1,2 25.00 8.500.060 Z Con -60.0 Yes 46.5 0.54 0.21 0.58 0.00 1 46.5 0.45 0.29 0.54 0.00 1 0.54 0.21 0.58 0.00 1 46.5 1,3 25.00 8.500.060 Z Con -60.0 1 Yes 46.5 0.54 0.26 0.60 0.00 1 46.5 0.99 0.00 0.70 0.00 1 Y Maximum Secondary Deflections for Shape Shop on Side 2 1 �2 0.82 (L/358) 1 1 = Design Id'. Segment Deflection in. Ratio Location(ft) Load Case f 0.42W 1> Description _ 3 0.83 L/356 63.88 L 1 1 • 0.42W1> File: 16-002814-01 - Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America; Inc. _ ••- 1 F 1 �2 0.82 (L/358) 11.00 1 = 0.42W 1> •- l - -0.11 (L/2682) 30.38 _ 1' f 0.42W 1> 1 • '� _ 3 0.83 L/356 63.88 L 1 1 • 0.42W1> File: 16-002814-01 - Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America; Inc. Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld =Lap %'.- A % % Ld %. % % % Ld Lap Id _ ft 0.00 ( L/7125) 6.00 Status'' in. Bnd Shr Cmb We Cs in: Bnd Shr Cmb W Cs Bnd Shr Cmb W Cs in. 1,1 3.00 10.000.060 Z Sim -60.0. Yes 0.0 0.04 0.00 0.00 0.00 1 7,1 17.00 10.00x0.060 Z Sim -60.0 Yes 0.0 1.02: 0.00 0.48 0.00 1 3,1 17.00 MOM .060 Z Sim -60.0. Yes 0.0 0.82 0.00 0.39 0.00 1 4,1 3.00 10.00x0.060 Z Sim�0.0 Yes 0:0 ' 0.03 0.00 0.00 0.00 1 'k 5,1 12.00 10.00x0.060 C Sim -60.0 Yes 0.0 0.18 0.00 0.00 0.00 1 6,1 32.00 10.00x0.073 BB Sim -60.0 Yes 0.0 0.99 0.10 0.99 0.00 1 7,1 ; 19.25 10.00x0.060_C Sim -60.0 Yes 0.0 0.71 0.12 0.65 0.00 1 8,1 17.50 16.000.073 C Sim -60.0 1 Yes 0.0 0.96 0.19 0.86 0.00 1 - Maximum Secondary Deflections for Shaoe Shoo on Side 3 Design Id Sewnent Deflection in. Ratio ' Location ft Load Case Description 2 . 1 0.28 (L/740) 8.50 1 0.42W 1> 3 .1 0.22 (L/918) 8.50 1 - ,. 0.42W1> 4 1 5 1 0.00 ( L/7125) 6.00 -:1 . - ;" 0.42WI> 6 1 2.04 (-L/l88) 16.50 1 0.42WI> 7 . 1 0.39 (L/533) 9.00 1 0.42W1> 8 1 0.56 L/372 9:00 1> 0.42WI> Date: 2/8/2016 a BUTLER e,.tw M.ww..wang - 16-002814-01 Calculations Package Time: 09:35 AM ` -,� Page: 23 of 58 . x - t Wall: 4 z� / L Dimension Key • + �' L , C) 6 �• ` U'' P.. crmaximum Secondary Designs for Shape Sho on Side 4 DesF25.00 Segment .. Description - Fy(ksi) Design Detail Lap Exterior Interior - Exterior % % % % Ld Lap . % % % % •ila ! - %' ! . . r ,�.. • Y. .. Ld Lap Id ,0.00 (L/6189) 4.00 Status in. Bnd Shr. Cmb 4 Cs in. Bnd Shr Cmb z� / L Dimension Key • + �' L , C) 6 �• ` U'' P.. crmaximum Secondary Designs for Shape Sho on Side 4 DesF25.00 Segment .. Description - Fy(ksi) Design Detail Lap Exterior Interior - Exterior % % % % Ld Lap . % % % % Ld %' % % % Ld Lap Id ,0.00 (L/6189) 4.00 Status in. Bnd Shr. Cmb We Cs in. Bnd Shr Cmb W Cs Bnd Shr Cmb We Cs in. 1,1 4 -8.50x0.060 Z Con -60.0 Yes 10.5 1 0.42W 1> ' ,.i 5 ' 1 0.17 (L/906) 6.50 0.52 0.24 0.43 0.00 2 0.38 0.14 0.30 0.00 2 10.5 1,2' 8.50x0.060 Z Con -60.0 Yes 16.5 0.38 0.17 0.32 0.00 2' 16.5 0.98 0.39 0.86 0.00 2 0.57 0.24 0.62 0.00 1 , 16.5 .1.3 8.50x0.060 Z Con -60.0 Yes 34.5 0.57 0.26 0.62 0.00 1 16.5 0.97 0.00 0.00 0.00 1 2,1 . ;8.50x0.060 Z Sim -60.0 Yes 0.0 0.18 0.00 0.11 0.00 1 3,1 10.00 8.50x0.060 C Sim -60.0 Yes 0.0 0.07 0.00 0.00 0.00 1 ' 01 4,1 25.00 8.500.073 Z Con -60.0 Yes 34.5 0.88 0.00 0.00 0.00 1 0.56 0.25 0.61 0.00 1 34.5 4,2 25.00 °:8.50x0.060 Z Con -60.0 Yes 16.5 0.56 0.15 0.58 0.00 ` 1 10.5 0.95 0.31 0.80 0.00 2 0.43 0.18 0.46 0.00 1 10.5 4,3 25.00 8.50x0.060 Z Con -60.0 Yes 34.5 0.43 0.23 0.48 0.00 1 34.5 1.00 0.00 0.70 0.00 1 _ 5,1, 12.50.8.50x0.060 C Sim -60.0 Yes ' 0.0 0.53 0.12 0.46 0.00 1 6,1 12.50': 8.50x0.060 C Sim -60.0 Yes 0.0 z 0.54 0.12 0.47 0.00 1 Maximum Secondary Deflections for Shape Shol i on Side 4 ' ; Design Id ' Segment Deflection in. Ratio Location ft Load Case Description 1, 1 0.00 (L/2959) 4.50 -1 0.42 W 1> , 1` 2 - 0.32 (L/951) 18.38 1 h 0.42W1> . 1` 3 0.78 (L/376) 46.38 1 0.42W 1> , 1 _ 2 , 1 ,0.00 (L/6189) 4.00 1 0.42W1> 3 1 4 ' s ` 1 1.22 (L/241 )' 11.50 1 0.42 W 1> ' 4 2 -0.28 .(L/1065) 31.88 1 0.42W1> 4 3 0.88 (L/335) 63.38 1 0.42W 1> ' ,.i 5 ' 1 0.17 (L/906) 6.50 1 0.42W 1> . s 6 1 ' 0.17 L/892 6.50 1 0.42W1> . • - r .•tits File: 16-602814-W*-. Version: 2015.2c ' Butler Manufacturing; a division of BlueScope Buildings North America, Inc. Dater 2/8/2016 Time: 09:35 AM " x Des Len Description - Fy(ksi) Design Detail . Lap • Exterior Interior Exterior :' % % % . %o Ld Lap % % % % Ld % %- - % % Ld Lap Id ft .' 11.00 Status in. Bnd Shr Cmb W QCs in: Bnd Shr Cmb W Cs .Bnd 'Shr Cmb We Cs in. 1,1 25.00 8.50x0.068 Z Con -60.0 Yes 34.5 -1 1.01, 3 3' -1.30 L/226 62.00 0.98 0.45. 0.90 0.00 1 0.70 0:30 0.92 0.90 1 34.5 1,2 25.00 8.50x0.060 Z Con -60.0 Yes 22.5 '0.70 0.26 0.92 0.90' 1 22.5. 1.01•. 0.49 0.941 0.00 1 0.49 0.15 0.62 0.59 1` 22.5 1,3 30.00 8.50x0.088 Z Con -60.0 Yes 34.5 ; 0.49 O:L7 0:62 0'.59 1 34.5 0.27" 0.16 0.71 0.85 1 2,1 25.00 8.5OxO.068 Z Con -60.0 Yes 34.5 1.00 0.50 0.94 0.00' 1 0.51 0:22 0.67 0.67 1 10.5 2,2 25.00 8,50x0.068ZCon-60.0 Yes' 22.5 0.51 0.19..0.67' O.67 1- 16.5 1.00 -0.30 0.84 0.00 `1 0.39 0.14 0.51 0.51 1 16:5, 2,3 30.00 8.50x0.088 Z Con -60.0 Yes 34.5 0.39 0.16 0.51 0.51 1 10.5 -0.27: 0.21 0.75 0.91 1 '. 3,1 3,2 25.00.8.50x0.060 25.00 EZ Sim -60.0' 8.50x0.060 EZ Sim -60.0 Yes Yes 0.0 0.0 0.86' 0.89 '0.00 0.00 0.97 •1.01. 0.00 0.00 19 25 M 3,3 30.00' 8:50x0.060 EZ Sim -60.0 .Yes 0:0 - 0.74` 0.00 1.03 0.00 22 Design Id Segment Deflection in. Ratio Location ft ; . Load Case r... Description 1 1 '=1.21 (L/243) 1.1.00 1 ,, t;. 1.01, ' 1 2 -0.11 , ( L/2842) 37.88 1. _ , '. 1.01, 1 3 -0.80 ( L/369) 63.38 1 y - 1.01, - 2 - 1 , -1.04 (L/284) .' 11.00 1 LOU 2 ; 2 , -0.09 (L/3305) '37.88 1.+ o 1.0L .2. 3. -0.73 ( L/403) 63.38 r' 1 . 1.01, . - 3 1' }-1.48 (L/199) -13:00 1-. +_' 1.01, 3. 2 -1.60 ( 0187) 37.50 -1 1.01, 3 3' -1.30 L/226 62.00 1 ` LOL . Purlin Anchors a Fore I esforShapeShop,Roof A Pane1 T e is BRU Pitch 1.000:12 :AR CC I . ip if re 'd - EPC3 Bay Thickness Load(psf) " Ld Case # Porlins Length, Simple? Diaphragm Reference Located @ Force per An'ch. , Force per Anch. Allow Req'd AR Actual Allowable Defl Actual Defl Diaphragm Diaphragm Frm-Line Lin k Anchor Width AR, STD Stiffness 1 0.069 -23.87 1 3 . , 25.00 ; , N 16.06 0.833 ` 0.093 2 0.060 -23.87 1 3 25.00 N . 16.06 0.833 0.090 3 6.088 -23.87• 1 3 . 30.00' N 16.06. _ 1.000" 0.142 Reference Located @ Force per An'ch. , Force per Anch. Allow Req'd AR Actual Required Available Diaphragm Diaphragm Diaphragm Frm-Line Lin k Anchor Anchors AR, STD Stiffness Stiffness Allow Shr Stress Ratio 1(0.00) Frame O.OIU O.00U. (k) 0:14, 0 0,0 0:053 1.123 0.086 0.001 0.006 2(25.00) Frame 0.06D O.OID (k) 0.25 0 0,0 0.289 2.625 0.086 0.002 0.028 3(50.00) Frame 0.05U O.OIU (k) 0.22. 0 0, 0 0.242' 4.822 0.086 0.003 0.038 4(80.00), .. Frame 0.13U 0.03U k 0:22 0' . 0,0- , 0.599 2.922 0.086 0.006 0.075 , Date:2/8/2016` - t. SUTLER ; : Butler tdanufacturing• 16=002814-01 Calculations Package Time: 09:35 AM Page: 25 of 58 M Roof: B a 4. ®®•. t ® ® L - . ` , F Maximum Cernnd- npeia- fnr ghnna Chnn nn Lida R t - Des Len Description - Fy(ksi) ' Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft . Status in. Bud Shr Cmb We Cs in. Bud Shr Cmb W Cs Bnd Stir Cmb We Cs in. 1,1 30.00 8.50x0.088 Z Con -60.0 Yes 34.5, 0.25 0 0,0 0.289 2.625 0.086 0.27 0.09 0.71 0.85 1 0.49 0.17 0.62 0.59 1 34.5 1,2 25.00 8.50x0.060 Z Con -60.0 Yes' 22.5 0.49 0.15 0.62 0.59 1 22.5 1.01 0.49 0.94 0.00 1 . 0.70 0.26 0.92 0.90 1 2.2.5 1,3 25.00 8.50x0.068 Z Con -60.0 Yes 34.5 0.70 0.30 0.92 0.90 1 34.5 0.98 0.45 0.90 0.00 1 2,1 30.00 8.50x0.088 Z Con -60.0 Yes 34.5 0.27 0.11 0.75 0.91 1 0.39 0.16 0.51 0.51 1 10.5' 2,2 25.00 8.50x0.068 Z Con -60.0 Yes 22.5 0.39 0.14 0.51 0.51 1 16.5 1.00 0.30 0.84 0.00 1 0.51 0.19 0.67 0.67 1 16.5 2,3 25.00 8.50x0.068 Z Con -60.0 Yes 34.5 0.51 0.22 0.67 0.67 1 10.5 1.00 0.50 0.94 0.00 1. 31 30.00 8.50x0.060 EZ Sim 60.0 Yes 0.0 0.69, 0.00 0.97 0.00 46 3,2 25.00 8.50x0.060 EZ Sim -60.0 Yes 0.0 0.75 0.00 0.86 0.00 49 3,3 25.00 8.50x0.060 EZ Sim -60.0 Yes 0.0 0.72 0.00 0.83 0.00 43 Desi Id Se ent Deflection in. Ratio Location ft Load Case Description 1 1 , -0.79 (L/372) a. 1 LOL 1 2 -0.10 (L/2892) 41.88 • 1 LOL 1 ' 3 -1.22 ( L/240) 68.88 1 LOL .2 W. 1- .-0.72 (L/406) 16.50 1 1.01 , 2- 2 -0.09 (L/3405) 41.88 • Maximum Seconds Deflections for Shape Sho on Side B 1.01 2, ti 3 -1.05 (L/280) Desi Id Se ent Deflection in. Ratio Location ft Load Case Description 1 1 , -0.79 (L/372) 16.50 1 LOL 1 2 -0.10 (L/2892) 41.88 • 1 LOL 1 ' 3 -1.22 ( L/240) 68.88 1 LOL .2 W. 1- .-0.72 (L/406) 16.50 1 1.01 , 2- 2 -0.09 (L/3405) 41.88 • 1 1.01 2, ti 3 -1.05 (L/280) 68.88 1_ LOL 3 ; 1 -1.07 ( L/275) 18.00 1 1.01, 3 2 -1.32 ( L/227) 42.50 1 LOL 3 3 -1.21 L/242 67.00 1 LOL Purlin Anchors a Forces for hape Shop,Roof B Panel T e is BRU Pitch= 1.000:12 AR Ctiif re 'd - EPC3 w, .. Bay Thickness Load(pso Ld Case # Purlins Length Simple? Diaphragm Allowable Defl Actual Defl "- A Diaphragm Frm-Line ' Lin k Anchor Width AR, STD Stiffness r: .:1 0.088 -23.87 1' 3 30.00 N 16.06 1.000 0.142 -42 0.060 -23.87 1 3 25.00 N 16.06 0.833 0.090 3 0.068 -23.87 1 3 25.00 N 1 16.06 0.833 0.093 Reference • Located @ Force per Anch. • Force per - Anch. Allow Req'd AR Actual Required Available Diaphragm Diaphragm Diaphragm Frm-Line ' Lin k Anchor Anchors AR, STD Stiffness Stiffness Allow Shr - Stress Ratio '1(0.00) `„ Frame 0.13U 0.03U (k) 0.22 0 0,0 0.599 2.922 0.086 0.006 0.075 2(30.00) Frame 0.05U O.OIU (k) 0.36 0 0,0 0.242 4.822 0.086 0.006 0.065 `3(55.00) Frame 0.06D 0.011) (k) 0.25 0 0,0 0.289 2.625 0.086 0.002 0.028 :4(80.00) • Frame O.OlU O.00U k 0.14. 0 0, 0 0.053 1.123 0.086 0.001 0.006 File: 16-002814-01 ,t Version: 2415.2c ' Butler.Manufacturing, a division of BlueScope Buildings North America, Inc... r i sur�ER 4 ` Date: 2/8/2016 ea tie, 16-002814-01, Calculations Package FTime:09:35 AM w.d k. Page: 26 of 58 Wall:.4.-;Caoopy.sl,•< - s i1a • • � �' � r fir`. r f Maximum Rppnndary npsions far Shane Shnn nn Side 4 - Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior- Exterior % % ' % % Ld Lap % ; % % % Ld % % % % Ld Lap Id ft Status in: Bnd' Shr Cmb; .Wc Cs in. Bnd Shr' Cmb W Cs Bnd" Shr Cmb We Cs in. 1,1 25.00 8:50x0.068 Z Con -00.0 Yes 34.5 0.91 0742 0.84 0.00 1 0.65 0.28 0.85 0.84 1 34.5 1,2 25.00 8.50x0.060 Z Con -60.0 Yes 22.5. 0.65 0.24^ 0.85 0.84- 1 22.5 0;94 0.45 0.87 0.00 1. 0.51 0.17 0.66 0.65 1 22.5 1,3 30.00 8.50x0.079 Z Con -60.0 Yes 345 0.51 0.20 0.66 0.65 1 34.5 0.30 0.21 0.81 0.97 1 2,1 25.00 8.5OxO.060 C Sim -60.0 Yes 0.0 0.00,' "0.29 0.00 0.89 , 1 2,2 25.00', 8.50x0:060'C Sim -60.0 Yes 'Yes 0.0 0.92 0.00 0.00 0.00 4 2,3 30.00 8.5020:060 C Sim -60.0 0.0 0.27 0.30 .0.78 0.991 1 MAximnm Rprnndary TIA-finns fnr Shane Shnn nn Side 4 Design Id Segment Deflection in. Ratio Location ft Load Case Description I 1 -1.09 ( L/270) '11.00, 1- I'M 2 0.09 (L/3479) 38.38 2 r 0.42W 1? 1 3 -0.79 (L/374') 63.38 1 - r, 1.0L 2 ' 1 -1.35 ( U218) 13.00 1 ' . LOL w 2 2 -1.47 (L/205) 37:50 , ' 11.0L 2 3 =1.19 L/247 62.00.. 1 ... 1.01, t ' ` surcER Date: 2/8/2016 +�s' Butler Mandfacturing ' - 16-002814-01 Calculations Package - Time: 09.35.AM •' �' e+ .. `.�, ,� _. _y Page: 27 of 58 ' , Framing'="Summary Re"ort_ < Loads and Codes - Shape: Shop f '' City: Chico` County: Butte State: Califomia Country: United States t . Building Code: 2013 California Building Standards Code Structural: 1 OAISC - ASD Rainfall: I: 3.30 inches per hour' Based on Building Code: 2012 International Building Code Cold Form_: • 12AISI - ASD Pc: 3000.00 psi Concrete t „� Building Risk/Occupancy Category: II (Standard Occupancy Structure) 4' Dead and Collateral Loads " `Collateral Roof Live Load z Gravity:3.00 psf Roof Covering +Second. Dead Load: 2.08 psf Roof Live Load: 20.00 psf Not Reducible ' a 'Collateral Uplift: :0.00 psf' r Frame Weight (assumed for seismic):2.50 psf ' , J _ t• Wind Load,'_ Snow Load Seismic Load Wind Speed: Vult: 110.00 Vasd: 85.21 mph Ground Snow Load: 0.00 psf Mapped MCE Acceleration: Ss: 63.00 % - •` The'Envelope Procedure' is Used Flat Roof Snow:'pf: 0.00 psf Mapped MCE Acceleration: S1: 27.00 %g t, Wind Exposure: C - Kz: 0.892 ' r% Design Snow (Sloped): ps: 0.00 psf Site Class: Stiffsoil (D) Parts Wind Exposure Factor: 0.892 ' Rain Surcharge: 0.00 , Seismic Importance: Ie: 1.000 t ` Wind Enclosure: Enclosed ' • s Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0.5443 Topographic Factor: Kit: 1.0000' ' Snow Importance: Is: 1.000 Design Acceleration Parameter: Shc: 0.3348 -- ' Thermal Factor: Unheated - Ct: 1.20 Seismic Design Category: D ! NOT Windbome Debris Region " Ground / Roof Conversion: 0.70 - Seismic Snow Load: 0.00 psf Base Elevation: 0/0/0 • Obstructed or Not Slippery �:_ `I % Snow Used in Seismic: 0.00 : Primary Zone Strip Width: 2a: 6/4/13 Diaphragm Condition: Flexible - 1 • Parts / Portions Zone Strip Width: a: 3/2/6 - Fundamental Period Heighi Used: 19/0/0 Basic Wind Pressure: q: 23.49 psf •' t Transverse Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2952 i L R-Factor: 3.50 OversVength Factor: Omega: 2.50 } Deflection Amplification Factor: Cd' 3.00 •, F f Base Shear: V: 0.1555 x W ,• Longitudinal Direction Parameters ►` .' ie Redundancy Factor: Rho: 1.30 ` ' - G Fundamental Period: Ta: 0.1820 R-Factor: 3.25 ►' [ ' Overstrength Factor: Omega: 2.00 " • Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1675 x W " t Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels i+ Frames are laterally supporting:Metal Wall Girts and Panels • Purlins are supporting:Metal Roof Panels - Girts are supporting:Metal Wall Panels F - I _ Z. CpA/e 1 Yy� • ..` '00,co File:.16-002814-01�.'� . Version: 2015.2c!' Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. ,. sur�FR Date: 2/8/2016 e�ne,M..f .0.a_ 16-002814-01 Calculations Package T1me:09:35 AM Page: 29 of 58 Frame Location Design Parameters: Location Avg. Bay Space I Description Angle I Group Trib. Override Design Status 0/6/0 12/9/0 Shop Rieid Endwall #1 EW 1 90.0000 1 Stress Check No. Ori in Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L.> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W 1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG + WPR 9 System 1.000 0.6 MW -Wall: 1 10 System 1.000 0.6 MW - Wall: 2 11 System 1.000 0.6 MW - Wall: 3 12 System 1.000 0.6 MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <Wl D+CU+<W1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W 2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W 2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU + WPR 19 System 1.000 1.0D+1.0CG+0.75L+0.45W1> +CG+L+W1> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 + CG + L + <W 1 21 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 +CG+L+<W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E>+ 0.7 EG+ D + CG + E>+ EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E>+ 0.7 EG- + CU + E>+ EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ + CG + F> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6D+0.6CU+1.75F>+0.7EG- D+CU+E>+EG-" 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D+CU+<E+EG- 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + E>+ EG+ 34 ONE Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ + CG + <E + EG+ 35 ONE Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- D + CU + E>+ EG - 36 OW Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- + CU + <E + EG- ® , CO oundar Condition Summary Mem. No. - Flg Width in. Flg Thk in. Web Thk in. Depth in. Depth2 in. Length ft Weight Flg Fy ksi Web Fy ksi Splice it.l Codes R.2 Shape 10001 .5.00 0.1345 0.1644 12.00. 12.00 10.71 128.2 55.00 55.00 SS SS 3P 1 5.00 0.2500 0.1345 12.00 12.00 18.35 269.0 55.00 55.00 BP KN 3P 2 5.00 0.1875 0.1345 12.00 9.00 15.34 175.4 55.00 55.00 KN SP 3P 3 5.00 0.1345 0.1345 9.00 12.00 15.34 157.4 55.00 55.00 SP KN 3P 4 5.00 0.1345 0.1644 12.00 12.00 18.35 212.81 55.00 55.00 BP KN 3P I otal frame weight = 942.ZS (p) (1nclucles all plates) Member f X -Loc Y -Loc I Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 , 0/0/0 0/0/0 Yes Yes No 0/0/0 060 0.0000 4 32/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 0/0/0 19/0/0 Yes Yes Yes t 0/0/0" 0/0/0 0.0000 File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. aur�Eiz 16-002814-01 Calculations Package Values shown are resisting forces ofthe foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 1 Date: 2/8/2016 Time: 09:35 AM Page: 30 of 58 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column Exterior Column 0/0/0 32/0/0 1-B 1-A 8 X 13 8 X 13 0.375 0.375 4-0.750 4-0.750 100'-0" 100'-0" Load Type Desc. Hx Vy Hx V D Frm 0.06 1.48 -0.06 0.66 CG Frm 0.08 1.08 -0.08 0.53 L> Frm 0.54 7.18 -0.54 3.54 <L Frm 0.54 7.18 -0.54 3.54 Wl> Frm -2.17 -11.39 -2.09 -1.25 <W1 Frm 2.09 -3.54 2.67 -5.75 W2> Frm -2.76 -9.66 -1.51 0.47 <W2 Frm 1.51 -1.81 3.25 4.02 WPL Frm 0.98 -5.08 -1.03 4.21 ATR Frm 1.40 -7.41 -1.01 -3.13 MW Frm - - - - MW Frm 1.20 1.33 2.81 -1.33 MW Frm - - - - MW Frm -3.00 -1.33 -1.01 1.33 CU Frm - - - - L Frm 0.54 7.18 -0.54 3.54 F> Frm -0.41 -0.47 -0.35 0.45 EG+ Frm 0.02 0.32 -0.02 0.14 <E Frm 0.41 0.47 0.35 -0.45 EG- Frm -0.02 -0.32 0.02 -0.14 Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 2.3 2.1 CG 0.0 0.0 1.6 1.6 L> 0.0 0.0 10.7 10.7 <L 0.0 0.0 10.7 10.7 W 1> 4.3 4.3 12.6 12.6 <W1 4.8 4.8 9.3 9.3 W2> 4.3 4.3 9.2 9.2 <W2 4.8 4.8 5.8 5.8 WPL 0.1 0.1 9.3 9.3 WPR 0.4 0.4 10.5 10.5 MW 0.0 0.0 0.0 0.0 MW 4.0 4.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 4.0 4.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 10.7 10.7 E> 0.8 0.8 0.0 0.0 EG+ 0.0 0.0 0.5 0.5 <E 0.8 0.8 0.0 0.0 EG- 0.0 0.0 0.5 0.5 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in -k) (in -k 0/0/0 1-B 1.80 12 1.49 20 5.94 13 9.73 1 32/0/0 1-A 1.49 19 1.92 16 3.05 14 4.73 1 File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BL/TLER Butler Manuracturind 16-002814-01 Calculations Package Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4*drod) Date: 2/8/2016 Time: 09:35 AM Page: 31 of 58 X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Axial Frame Shea No. in. in. in. Case Rods in. in. in. T e Flange Web 0/0/0 1 1-B 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 32/0/0 1-A 4 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X -Loc Shear Axial I Load Shear Tension Load I Shear Comp Load Shear Axial Frame Shea Load Web k k Case k k Case k k Case k k k Case 0/0/0 1.82 -0.80 1 12 1.32 5.86 13 0.68 9.83 2 0.76 -3.56 0.87 18 32/0/0 1.94 -1.99 16 1.59 -3.00 14 0.68 4.68 1 - - - 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load in. Shear Case Tension Case V+T Case Bendin Case Bearin Case Tension Case Comv iCa-el Weld Case Weld Case 0/0/0 1 0.079 1 12 1 0.153 13 N/A 0 2.500 0 0.085 2 0.221 13 0.158 2 0.141 2 0.123 13 32/0/0 0.084 16 0.078 14 S9 0 11.526 0 0.041 1 0.114 14 0.075 1 0.045 1 0.071 14 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Spec/Joint ft in. Configuration Pitches Ist/2nd No. in. in. in. in. Description 1 •■• MUST Use Alternate Web Thick.= 0.1644 ■ ■ 0.375 6.00 1 2 S7 17.31 11.587 86.15 N/A N/A 0.2500 2.500 Both SP-BS-0.2500,W-BS-0.1250,SP-BS-0.2500 1 2 *■■ 17.31 Min Req. Web Thick .= 0.1644 * ■ * • 3 1 S9 14.31 11.526 85.69 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections Plate Fy = 55.00 ksi Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions Bolt Outside Flange Inside Flange Mem.Jt. Shear Type Thick. Width Length Diam. Spec/Joint Gages WOut Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd No. No. Cs - in. in. in. in. Tension in. ID I Desc. in. ID Desc. in. 1000 2 CIP 0.375 6.00 12.54 0.500 A325N/PT 3.00 12 Flush (0) 1.50 11 Flush 7.63 1 0.057 0.710 0.631 1 2 2 -1.1 5.5 397.6 AISC DG-16/Thin plate 0.391 0.056 1 2 KN(Face) 0.375 6.00 17.50 0.750 A325N/PT 3.00 32 Extended 3.25/2.00 31 Extended 3.25/2.00 2 1 KN(Face) 0.375 6.00 17.50 0.750 A325N/PT 3.00 32 Extended 3.25/2.00 31 Extended 3.25/2.00 2 2 SP 0.375 6.00 10.03 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 3 1 SP 0.375 6.00 10.03 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 3 2 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 6.50 12 Flush 2.00 4 2 KN To 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 6.50 12 1 Flush 2.00 Moment Connections: Outside Flange Required Strength Design Stren Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs - k k in -k Proc. Tension Shear BendingYieldingRupture TearingWeld Weld 10001 2 1 0.3 3.5 240.9 AISC DG-16/Thin plate 0.796 0.105 0.993 0.000 0.000 0.057 0.710 0.631 1 2 2 -1.1 5.5 397.6 AISC DG-16/Thin plate 0.391 0.056 0.970 0.326 0.483 0.048 0.774 0.516 2 1 2 -1.1 5.5 397.6 AISC DG-16/Thin plate 0.391 0.056 0.970 0.326 0.483 0.048 0.774 0.516 2 2 14 0.7 0.5 71.0 AISC DG-16/Thin plate 0.318 0.011 0.510 0.000 0.000 0.017 0.7190.516 3 1 14 0.7 0.5 71.0 AISC DG-16/Thin plate 0.318 0.011 0.510 0.000 0.000 0.017 0.719 0.516 3 2 21 -4.1 0.9 226.0 AISC DG-16/Thin plate 0.609 0.018 0.987 0.000 0.000 0.029 0.592 0.631 4 2 21 -4.1 0.9 226.0 AISC DG-16/Thin plate 0.609 0.018 0.987 0.000 0.000 0.029 0.592 0.631 File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 13LITLER Butler Manufacturing 16-002814-01 Calculations Package Date: 2/8/2016 Time: 09:35 AM Page: 32 of 58 Inside Flan a Required Stren Design Strength Ratios Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension Shear Bending YieldingRu tune Tearing Weld Weld 10001 2 13 0.0 2.5 171.6 AISC DG-16/Thick plate 0.949 0.114 0.958 0.000 0.000 0.082 0.516 0.631 1 2 13 0.8 3.2 318.6 AISC DG- 16/rhin plate 0.423 0.043 0.901 0.270 0.399 0.042 0.960 0.516 2 1 13 0.8 3:2 318.6 AISC DG-16/Thin plate 0.423 0.043 0.901 0.270 0.399 0.042 0.960 0.516 2 2 1 -0.7 0.7 143.2 AISC DG-16/Thin plate 0.599 0.015 0.963 0.000 0.000 0.024 0.719 0.516 3 1 1 -0.7 0.7 143.2 AISC DG-16/Thin plate 0.599 0.015 0.963 0.000 0.000 0.024 0.719 0.516 3 2 14 1 3.0 0.5 216.7 AISC DG-16/Thin plate 0.393 0.007 0.978 0.000 0.000 0.008 0.689 0.631 4 2 14 3.0 0.5 216.71 AISC DG-16/Thin plate 0.393 0.007 0.978 0.000 0.000 0.0081 0.689 0.631 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Flange Brace Summary Member I From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 1 12/6/0 12/6/0 GFB2050 0.379 22 Shear 2 3/5/0 11/0/13 GFB2050 0.409 22 Mom -y 2 13/4/13 1/1/0 GFB2037 0.164 14 + 3 1/0/4 1/1/0 GFB2037 0.128 14 Pc 3 11/0/2 11/0/13 GFB2050 0.177 5 No. 4 12/6/0 12/6/0 GFB2050 0.266 21 k 10001 4/5/8 5/6/11 GFB2033 0.000 21 in -k 10001 8/11/3 1/l/0 GFB2033 0.000 23 1 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) Parameters Used for Axial and Flexural Design Mem. No. Controlling Cases Require Strength Available Strength Strength Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx I Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure 1.00 k k in -k in -k k k in -k in -k Flexure 17.22 10001 10.75 12.00 1 179.85 0.3 1.00 -240.9 0.0 108.0 2 248.5 39.0 0.97 11.0 10001 10.75 12.00 3.91 1 1.56 -3.5 2.40 0.03 136.35 30.5 1.00 1.13 0.84 0.11 1 6.25 12.00 8 41.0 1.9 0.67 45.7 -57.4 133.5 1.12 305.6 96.3 0.75 98.71 1 0.00 12.00 0.59 12 4 1.8 209.14 59.1 59.1 17.4 0.67 69.461 2.81 0.10 2 0.46 12.00 2 98.781 -1.1 1.00 -397.6 0.0 69.1 407.7 55.4 0.98 2 0.46 12.00 2 5.5 17.0 0.32 3 14.39 12.00 21 -1.1 -213.3 0.0 40.6 211.7 39.0 1.02 3 14.39 12.00 1 -3.9 16.7 0.23 4 17.43 12.00 21 4.1 -226.0 0.0 47.4 248.5 39.0 0.95 4 0.00 12.00 16 -1.9 30.5 0.06 Parameters Used for Axial and Flexural Design Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 10001 10.75 128.95 21.5 21.5 3.27 0.67 69.46 2.81 11.58 1.12 13.64 1.76 0.03 98.78 1.00 1.00 1.18 0.65 1.00 1 6.25 209.14 150.0 150.0 4.05 1.25 103.35 5.21 17.22 2.08 19.13 3.18 0.06 179.85 1.15 1.00 1.11 0.98 1.00 2 0.46 172.73 11.0 11.0 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.00 1.00 1.13 0.84 0.77 3 14.39 172.73 41.0 41.0 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.33 1.00 1.15 0.59 0.7( 4 17.43 209.14 59.1 59.1 3.27 0.67 69.461 2.81 11.581 1.12 13.64 1.761 0.03 98.781 1.10 1.00 1.181 0.65 0.80 O U) 1.I D? ®® V Cr 0 CL DJ ED5 ca File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Side 4 X. br No. � Origin Factor DefH Defy • Application Description ' ' 1 System 1.000 0 180 1.0 L L . ` 2 System ' 1.000 60 180 0.42 W1> _ t W1> 3 System 1.000 60 180 0.42 <W1 <W1 '. 4 . System 1.000 60 180 0.42 W2> + • ' ' W2> 5 System 1.000 - 60 ,180 0.42 <W2 <W2 � 6 System :1.000 60 180 0.42 WPL WPL ' 7 System 1.000 60 180 0.42 WPR WPR 8 ,System 1.000 ] 0 0 1.0 E> +'l.0 EG- - + EG- 9 System Units ' Type Description Ma 1 Locl Offset H or V Su ..Dir. Coef. ,Loc: `� 1 1 - k.• k WPR WPL WA Load • WA Load -1.90 1.90 6/3/0 N 6/3/0 N N N N• N ' OUT' IN 1.000 1.000 WA - WA BUTLER Date: 2/8/2016 - • 16-002814-01 Calculations Package, Time:09:35 AM 1.000 Page: 33 of 58 1.0 <E + 1.0 EG- . <E + EG - User Defined Frame Point Loads for Cross Section: 1 Deflection Load Combinations - Framin Side 4 X. br No. � Origin Factor DefH Defy • Application Description ' ' 1 System 1.000 0 180 1.0 L L . ` 2 System ' 1.000 60 180 0.42 W1> _ t W1> 3 System 1.000 60 180 0.42 <W1 <W1 '. 4 . System 1.000 60 180 0.42 W2> + • ' ' W2> 5 System 1.000 - 60 ,180 0.42 <W2 <W2 � 6 System :1.000 60 180 0.42 WPL WPL ' 7 System 1.000 60 180 0.42 WPR WPR 8 ,System 1.000 ] 0 0 1.0 E> +'l.0 EG- - + EG- 9 System Units ' Type Description Ma 1 Locl Offset H or V Su ..Dir. Coef. ,Loc: `� 1 1 - k.• k WPR WPL WA Load • WA Load -1.90 1.90 6/3/0 N 6/3/0 N N N N• N ' OUT' IN 1.000 1.000 WA - WA y ,. Negative horizontal deflection is left 'Negative vertical deflection is down , -Lateral deflections ofprunary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial i • base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 0.738 (k/in) � Fundamental Period (calculated) (T): 0.825 (sec.) File: 16-00281'4-01: Version: 2015.2c " > •� � �' Butler Manufacturing,'adfvision of B1ueScope Buildings North America, Inc... i; , . • : ', •• ,� Description Ratio • Controllin Frame Deflection Ratios for Cross Section: 1 " Joint Load Case Load Case Description (H/121 1.769 1 2 4 1.000 ] 0 0 1.0 <E + 1.0 EG- . <E + EG - y ,. Negative horizontal deflection is left 'Negative vertical deflection is down , -Lateral deflections ofprunary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial i • base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 0.738 (k/in) � Fundamental Period (calculated) (T): 0.825 (sec.) File: 16-00281'4-01: Version: 2015.2c " > •� � �' Butler Manufacturing,'adfvision of B1ueScope Buildings North America, Inc... i; , . • : ', •• ,� Description Ratio • Controllin Frame Deflection Ratios for Cross Section: 1 " Joint Load Case Load Case Description (H/121 1.769 1 2 4 Description Ratio Deflection in. Member Joint Load Case Load Case Description (H/121 1.769 1 2 4 BUTLER Date: 2/8/2016 Butler manufacturing 16-002814-01 Calculations Package Time: 09:35 AM �-+ LU 00 CID z ® a. CL WIR Page: 35 of 58 Parameters: I Location I Avg. Bay Space I Description I Angle I Grouo I Trib. Override I Design Status I #1 Design Load Combinations - Framing No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 I.0D+I.0CG+0.6W1> D +CG+W1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG + WPR 9 System 1.000 0.6 MW NfW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> +CU+WI> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU + WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D +CG+L+WI> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W 1 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + CG + Fj + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + CU + F> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ + CG + Fj + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG- D + CU + F> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + Fj + EG+ 34 ONE Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 ONE Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + Fj + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- + CU + <E + EG - 37 System Derived 1.000 1.0D+1.0CG+0.6WPR+0.6WB1> D+CG+WPR+WB1> 38 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6WB1> D +CU+WPR+WBI> 39 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR+0.45WB1> D + CG + L + WPR + WB I > 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 D + CG + WPR + <WB 1 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 + CU + WPR + <WB 1 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 + CG + L + WPR + <WB 1 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> + CG + WPR + WB2> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> + CU + WPR + WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <WB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 + CG + L + WPR + <WB2 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> + CG + WPL + WB3> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> + CG + L + WPL + WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 + CG + WPL + <WB3 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 + CU + WPL + <WB3 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 + CG + L + WPL + <WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> + CG + WPL + WB4> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> + CU + WPL + WB4> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> + CG + L + WPL + WB4> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 + CU + WPL + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 2/8/2016 BUTLER Butler Manufadurin8 16-002814-01 Calculations Package Time: 09:35 AM Page: 36 of 58 62 System Derived 1.000 0.6 MWB MW13 - Wall: 2 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 64 System Derived 1.000 0.6 MWB MWB - Wall: 4 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB> + CG + F> + EG+ + EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 I-> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> + CG + <E + EG+ + EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> + CG + <E + EG+ + EB> 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + F> + EG- + EB> 70 System Derived _ 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + Fj + EG- + EB> 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> + CU + <E + EG- + EB> 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 74 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- + CU + EB> + EG - 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + F> + EG+ + <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB + CG + E> + EG+ + <EB 77 System Derived 1.000 1.0D+1.0CG+0.273<E+0.7EG++0.91<EB D + CG + <E + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB + CU + E> + EG- + <EB 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB + CU + F> + EG- + <EB 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB + CU + <E + EG- + <EB 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 84 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - 85 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> (Set 1) 86 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 1) 87 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> (Set 1) 88 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 (Set 1) 89 System 1.000 1.0D+I.0CG+0.6W2> D + CG + W2> (Set 1) 90 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 (Set 1) 91 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + VOL (Set 1) 92 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR (Set 1) 93 System 1.000 0.6 MW MW - Wall: 1 (Set 1) 94 System 1.000 0.6 MW MW - Wall: 2 (Set 1) 95 System 1.000 0.6 MW N1W - Wall: 3 (Set 1) 96 System 1.000 0.6 MW MW - Wall: 4 (Set 1) 97 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> (Set 1) 98 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 (Set 1) 99 System 1.000 0.6 D + 0.6 CU+ 0.6 W2> D + CU + W2> (Set 1) 100 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 1) 101 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 1) 102 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 1) 103 System 1.000 1.0D+I.0CG+0.75L+0.45WI> +CG+L+Wl>(Set 1) 104 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 + CG + L + <W 1 (Set 1) 105 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> z D + CG + L + W2> (Set 1) 106 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 ® O + CG + L + <W2 (Set 1) 107 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL (Set 1) 108 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR (0 Ui+ CG + L + WPR (Set 1) 109 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + CG + FJ + EG+ (Set 1) 110 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ n >+ CG + <E + EG+ (Set 1) III System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- ®® + CU + F> + EG- (Set 1) 112 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- !! ,, ® + CU + <E + EG- (Set 1) 113 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ D + CG + Fj + EG+ (Set 1) 114 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ LU Vz + CG + <E + EG+ (Set 1) 115 Special 1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG- + CU + F> + EG- (Set 1) -1) 116 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- ® + CU + <E + EG- (Set 117 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + F> + EG+ (Set 1) 118 ONE Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 119 OMT Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- < D + CU + F> + EG- (Set 1) 120 OW Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- co + CU + <E + EG- (Set 1) 121 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB 1> D + CG + WPR + WB 1> (Set 1) 122 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> D +CU+WPR +WB1>(Set 1) 123 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR+0.45WBI> D +CG+L+WPR +WB1>(Set 1) 124 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <"I D + CG + WPR + <WB 1 (Set 1) 125 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 D + CU + WPR + <WB 1 (Set 1) 126 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 + CG + L + WPR + <WB 1 (Set 1) 127 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> (Set 1) 128 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> (Set 1) 129 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> + CG + L + WPR + WB2> (Set 1) File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. sur�ER Date: 2/8/2016 9wl., Ma..fac6,1ng 16-002814-01. Calculations Package Time: 09:35 AM �+ Page: 37 of 58 Mem. No. 130 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 (Set 1) Length ft 131 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <W132 D + CU + WPR + <WB2 (Set 1) Shape 132 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <W132 (Set 1) 12.00 133 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> (Set 1) SS 134 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> (Set 1) 0.2500 135 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> (Set 1) 55.00 136 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 (Set 1) 2 137 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 (Set 1) 15.34 138 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W133 + CG + L + WPL + <WB3 (Set 1) 3P 139 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> (Set 1) 9.00 140 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> (Set 1) SP 141 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> + CG + L + WPL + WB4> (Set 1) 0.1875 142 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 (Set 1) 55.00 143 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W134 D + CU + WPL + <W134 (Set 1) 144 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W134 "~- + CG + L + WPL + <WB4 (Set 1) 145 System Derived 1.000 0.6 MWB N4VvB - Wall: 1 (Set 1) 146 System Derived 1.000 0.6 MWB MW13 - Wall: 2 (Set 1) 147 System Derived 1.000 0.6 MWB - Wall: 3 (Set 1) 148 System Derived 1.000 0.6 MWB MWB - Wall: 4 (Set 1) 149 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + Fj + EG+ + EB> (Set 1) 150 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 EB> + CG + F> + EG+ + EB> (Set 1) 151 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> + CG + <E + EG+ + EB> (Set 1) 152 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 EB> + CG + <E + EG+ + EB> (Set 1) 153 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 EB> D + CU + Fj + EG- + EB> (Set 1) 154 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 EB> + CU + Fj + EG- + EB> (Set 1) 155 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> (Set 1) 156 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> (Set 1) 157 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ (Set 1) 158 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- (Set 1) 159 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 <EB + CG + E> + EG+ + <EB (Set 1) 160 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB D+ CG + Fj + EG+ + <EB (Set 1) 161 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB + CG + <E + EG+ + <EB ( Set 1) 162 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 <EB D+ CG + <E + EG+ + <EB (Set 1) 163 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <E13 + CU + F> + EG- + <EB (Set 1) 164 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB + CU + Fj + EG- + <EB (Set 1) 165 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <E13 + CU + <E + EG- + <EB (Set 1) 166 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <E13 + CU + <E + EG- + <EB (Set 1) 167 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ (Set 1) 168 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- Set 1 Frame Member Sizes Total Frame Weight = 1126.5 (p) (Includes all plates) Boundary Condition Summary Member Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depth in. Depth2 in. Length ft Weight Fig Fy ksi Web Fy ksi Splice it.I Codes R.2 Shape 0/0/0 10001 5.00 0.2500 0.1345 12.00 12.00 10.69 162.7 55.00 55.00 SS SS 3P Yes 1 5.00 0.2500 0.1345 12.00 16.00 18.35 292.6 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 18.00 9.01 15.34 228.8 55.00 55.00 KN SP 3P 3 5.00 0.1875 0.1345 9.00 12.00 15.34 190.1 55.00 55.00 SP KN 3P 4 5.00 0.1875 0.1345 12.00 18.00 18.35 1 252.3 55.00 55.00 BP KN 3P Total Frame Weight = 1126.5 (p) (Includes all plates) Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 4 32/0/0 0/0/0 Yes Yes No I 0/0/0 0/0/0 0.0000 10001 0/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 S� File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 2/8/2016 BUTLER saner man -f Win 16-002814-01 Calculations Package Time: 09:35 AM Page: 38 of 58 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 2 Type Exterior Column Exterior Column X -Loc 0/0/0 32/0/0 Gridl - Grid2 2-B 2-A Base Plate W x L (in.) 8 X 13 8 X 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx Hz I Vy Hx I Hz I V D Frm 0.13 2.44 -0.13 1.04 CG Frm 0.19 2.09 -0.19 1.03 L> Frm 1.27 13.93 -1.27 6.86 <L Frm 1.27 13.93 -1.27 6.86 W 1> Frm -3.55 -19.28 -3.25 -2.22 <W1 Frm 3.40 -6.07 4.26 -9.46 W2> Frm •4.62 -15.93 -2.18 1.13 <W2 Frm 2.33 -2.72 5.33 -6.11 WPL Frm 1.87 -8.56 -1.94 -6.98 - WPR Frm 2.53 -12.07 -1.94 -5.37 MW Frm - - - - MW Frm 2.42 2.58 5.37 -2.58 MW Frm - - - - MW Frm -5.95 -2.57 -1.83 2.57 CU Frm - - - - L Frm 1.27 13.93 -1.27 6.86 F> Frm -0.85 -0.90 -0.64 0.87 EG+ Frm 0.05 0.61 -0.05 0.28 <E Frm 0.85 0.90 0.64 -0.87 EG- Frm -0.05 -0.61 0.05 -0.28 WB I> Brc 0.06 -2.74 -2.06 -0.06 -2.61 -2.01 <WB 1 Brc -0.04 - 2.09 0.04 - 1.98 WB2> Brc 0.06 -2.74 -2.06 -0.06 -2.61 -2.01' <WB2 Brc -0.04 - 2.11 0.04 - 2.00 WB3> Brc 0.07 -2.61 -2.03 -0.07 -2.74 -2.13 <WB3 Brc -0.05 - 2.06 0.05 - 2.10 WB4> Brc 0.07 -2.61 -2.03 -0.07 -2.74 -2.13 <WB4 Brc -0.05 - 2.06 0.05 - 2.10 MWB Brc 0.06 -2.52 -1.89 -0.06 -2.52 -1.94 MWB Brc - - - - - - MWB Brc -0.04 1.91 0.04 1.91 MWB Brc - - - - - EB> Brc 0.05 -2.82 -2.13 -0.05 -1.73 -1.36 <EB Brc -0.04 - 2.16 0.04 - 1.32 z O �. z^^ C7LU 5:D 0 CLW W5 CO File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 2/8/2016 BUTLER ' Sutler M0nutaat 111 16-002814-01 Calculations Package Time: 09:35 AM Page: 39 of 58 Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 3.7 3.5 CG 0.0 0.0 3.1 3.1 L> 0.0 0.0 20.8 20.8 <L 0.0 0.0 20.8 20.8 Wl> 6.8 6.8 21.5 21.5 <W1 7.7 7.7 15.5 15.5 W2> 6.8 6.8 14.8 14.8 <W2 7.7 7.7 8.8 8.8 WPL 0.1 0.1 15.5 15.5 WPR 0.6 0.6 17.4 17:4 MW 0.0 0.0 0.0 0.0 MW 7.8 7.8 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 7.8 7.8 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 20.8 20.8 F> 1.5 1.5 0.0 0.0 EG+ 0.0 0.0 0.9 0.9 <E 1.5 1.5 0.0 0.0 EG- 0.0 0.0 0.9 0.9 WB1> 0.0 0.0 0.0 4.1 <WB1 0.0 0.0 0.0 4.1 WB2> 0.0 0.0 0.0 4.1 <WB2 0.0 0.0 0.0 4.1 WB3> 0.0 -0.0 0.0 4.2 - <WB3 0.0 0.0 0.0 4.2 WB4> 0.0 0.0 0.0 4.2 <WB4 0.0 0.0 0.0 4.2 MWB 0.0 0.0 0.0 3.8 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 3.8 MWB 1 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 3.5 <EB 0.0 0.0 0.0 3.5 Maximum Combined Reactions Summary with Factored Loads - Framing Nnte' All reaCtlnnS are ha Sed nn 10 nrder Stnwniml analvcic X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load I Uplift Load Vrt Down Load Mom ew Load Mom ecw Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0. k Std k OS -0.1875 k 2-A k 0.375 k 1 13 k 4 in -k 5.0 in -k Std 0/0/0 2-B 3.57 12 2.81 20 4.94 73 10.10 13 18.46 1 32/0/0 2-A 2.74 19 3.22 10 3.03 73 5.05 14 8.93 1 Base Plate Summary ® Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Ga e & itch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods 'n space= 4*drod X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Axial Frame Shea No. in. in. in. k Rods in. in. in. Type I Flange Web 0/0/0 2-B 1 0.375 8 13 No 4 0.750 5.0. 5.0 Std OS -0.1875 OS -0.1875 32/0/0 2-A 4 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 UL Y Pinned Base Plate Connection Loading U. _J 5 n I Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear I Axial Frame Shea Load k k Case k k Case k k Case k k k Case 0/0/0 3.60 -1.55 12 2.11 10.00 13 1.61 18.60 2 1.65 7.02 1.64 38 32/0/0 3.25 -1.55 ]0 2.51 -4.98 14 1.61 8.87 1 1.65 4.84 1.29 50 File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. sur�ER Manufacturing 16-002814-01 Calculations Package Base Plate Connection Strength Ratios Date: 2/8/2016 Time: 09:35 AM Page: 40 of 58 X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load in. Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.156 12 0.260 13 N/A 0 2.000 0 0.162 2 0.377 13 0.299 2 0.267 2 0.209 13 32/0/0 0.141 10 0.130 14 S9 0 11.707 0 0.077 1 0.188 14 0.143 1 0.112 1 0.118 14 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ID ft in. No. No. in. in. in. in. in. Description 1 *** MUST Use Alternate Web Thick .= 0.1875 * s s s 1 2 S9 16.81 15.279 113.60 N/A N/A 0.2500 2.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 1 3 S5 17.31 15.112 112.36 N/A N/A 0.3125 2.500 Both SP -BS -0.2500,W -BS -0.1250 3 1 S9 13.81 11.707 87.04 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections late Fy = 55.00 ksi Moment Connections: Outside Flange Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside large Mem. it. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Configuration Pitches Ist/2nd Consguration Pitches Ist/2nd ID Desc. in. ID I Desc. in. No. No. No. in. in. in. in. in -k in. 1000 2 CIP 0.625 6.00 12.54 0.750 A325N/PT 3.00 12 Flush (0) 2.00 11 Flush 6.63 1 6.6 461.9 AISC DG-16/Thin plate 0.688 0.090 0.691 0.000 0.000 0.058 0.917 1 2 KN(Face) 0.500 6.00 21.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 14.50 2 1 KN(Face) 0.500 6.00 21.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 14.50 2 2 SP 0.375 6.00 12.31 0.750 A325N/PT 3.00 11 Flush 5.63 31 Extended 3.25 3 1 SP 0.375 6.00 12.29 0.750 A325N/PT 3.00 11 Flush 5.63 31 Extended 3.25 3 2 KN(Top) 0.375 6.00 21.38 0.750 A325N/PT 3.00 12 Flush 2.00 31Extended 3.25 4 2 KN To 0.375 6.00 21.38 0.750 A325N/PT 3.00 12 Flush 2.00 31 Extended 3.25 Moment Connections: Outside Flange Required Stren Design StrengthRatios * Mem. it. Ld51.3 Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear BendingYieldingRupture Yielding Rupture TearingWeld Weld Weld 10001 2 1 0.0 6.6 461.9 AISC DG-16/Thin plate 0.688 0.090 0.691 0.000 0.000 0.058 0.917 0.516 1 2 2 1.7 10.3 778.4 AISC DG-16/Thin plate 0.600 0.139 0.763 0.313 0.463 0.101 0.989 0.516 2 1 2 1.7 10.3 778.4 AISC DG-16/Thin plate 0.600 0.139 0.763 0.313 0.463 0.101 0.989 0.516 2 2 14 -1.7 0.9 108.4 AISC DG-16/Thin plate 0.490 0.019 0.781 0.000 0.000 0.031 0.959 0.516 3 1 14 -1.7 0.9 108.4 AISC DG-16/Thin plate 0.490 0.019 0.781 0.000 0.000 0.031 0.959 0.516 3 2 105 -7.9 1.7 418.1 AISC DG-16/Thin plate 0.353 0.024 0.890 0.000 0.000 0.025 0.719 0.516 4 2 105 -7.9 1.7 418.1 AISC DG-16/Thin plate 0.353 0.024 0.890 0.000 0.000 0.025 0.719 0.516 Inside Flan e Required Stren Design StrengthRatios Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear I Bending Yielding Rupture Tearing Weld Weld 10001 2 13 0.0 4.3 298.0 AISC DG-16/Thin plate 0.796 0.088 0.520 0.000 0.000 0.086 0.959 0.516 1 2 13 1.7 5.2 542.6 AISC DG-16/Thin plate 0.974 0.105 0.961 0.000 0.000 0.128 0.730 0.516 2 1 13 1.7 5.2 542.6 AISC DG-16/Thin plate 0.974 0.105 0.961 0.000 0.000 0.128 0.730 0.516 2 2 1 -1.7 1.3 207.0 AISC DG-16/Thin plate 0.349 0.018 0.765 0.270 0.399 0.017 0.959 0.516 3 1 1 -1.7 1.3 207.0 AISC DG-16/Thin plate 0.349 0.018 0.765 0.270 0.399 0.017 0.959 0.516 3. 2 14 5.0 1.0 348.5 AISC DG-16/17hin plate 0.339 0.013 0.710 0.216 0.320 0.012 0.770 0.516 4 2 14 5.0 1.0 348.5 AISC DG-16/Thin late 0.339 0.013 0.710 0.216 0.320 0.012 0.770 0.516 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Nd 1 12/6/0 12/6/0 (2)GFB2063 0.299 106 1. 2 3/1/8 11/0/13 GFB2063 0.649 106 2 13/1/5 1/1/0 GFB2037 0.257 14 z F 3 1/0/4 1/1/0 GFB2037 0.210 14 3 11/0/2 11/0/13 GFB2050 0.313 105 00r 4 10001 12/6/0 4/5/8 12/6/0 5/6/11 (2)GFB2063 (2)GFB2033 0.218 0.000 105 21 V �1 10001 8/11/3 1/1/0 2 GFB2033 0.000 23 File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Ll L Con M r ` eurtzEsr - Date: -2/8/2016' - �_ •J'• Butler Manuf-turinB 16-002814-01 Calculations Package Time: 09:35 AM, .. _ ""�"° Page: 41 of 58 ; Frame Design Member Summa - Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 i` •," r, • 1 ' • Parameters Used for Axial and Flexural Design r, i + Mem. No. Controlling Cases Require Strength Available Strength Stren Ratios Ag m.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom- y Axial Shear Mom -x Mom -y Axial - Mem. ' Loc. kDepth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. - ft in. Flexure 1.00 k k in -k in -k k k in -k in -k Flexure 22.59 10001 '` 10.75 t, 12.00 1 281.49 0.6 1.00 461.9 0.0 133.5 11 2 596.1 - 96.3 0.78 15.4 10001 , 10.75 12.00 5.21 1 2.08 -6.6 _- 3.20 0.07 410.52 17.4 1.00 1.00 0.94 0.38 1 . 12.50 14.95 .106 35.0 _14.0 0.94 -345.8 0.0 34.9 1.56 513.9 95.5 1.00 136.35 ` 1- 0.00 i 12.00 0.84 12 r 3.6 17 150.0 150.0 17.4 0.94 166.80 3.91 0.20 2 : 0.60 ',; 18.00 2 253.52 -2.6 1.00 -778.4 0.0 . 98.5 890.5 94.8 0.89 2 0.60 18.00 2, 10.3 11.3 0.91 3 13.89 12.00 105 -2.2 -377.0 0.0 69.4 407.7 55.4 0.94 ` 3 13.89 12.00 1 -7.1 17.0 0.42. 4 12.50 16.29 S 105 , -7.9 -315.9 0.0 26.2 409.6 51.4 0.99 . 4' ' 17.47 _ 18.00 ;.. , 1 47 -2.6 11.1 , 1 0.23 r, • 1 ' • Parameters Used for Axial and Flexural Design r, i + Mem. No. Loc.' '-ft - Lx in. L_ y/Lt in.. Lb in... Ag m.2 Afn in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3, Zx in.3 Zy in.3 J in.4 Cw in.6 . Cb Rpg Rpc Qs Qa ' 10001 10.75 .128.95 21.5 21.5 4.05 1.25 103.35 . 5.21 17.22 2.08 19.13 -3.18 - 0.06 179.85 .1.00 1.00 1.11 0.98 1.00 • 1 ' 12.50 203.46 •.150.0 150.0 4.44 1.25 168.86 5.21 22.59 2.08 25.39 3.19 0.06 281.49 1.61 1.00 1.07 0.96 0.74 11 2 0.60 169.27 _t15.4 15.4 4.85 1.25 257.00 5.21 28.56 2.08 32.49 _- 3.20 0.07 410.52 1.00 1.00 1.00 0.94 0.67 3 • 13.89 166.71 , 35.0 35.0 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 . 1.29 1.00 1.13 0.84 0.77 '4 , 7 '12.50.209.66,_ 17 150.0 150.0 4.02 0.94 166.80 3.91 20.48 1.56 23.62 . 2.42 `0.041 253.52 1.6l,' 1.00 1.04 0.79 0.68 s Deflection Load Combinations - Framing'r.•^ No. Origin Factor DefH DefV Application Description 1 System 1.000. 0 180 1.0 L r r I 2 ` System 1.000 60 180 0.42 W1>' { WD; 3 System - 1.000 60 180 0.42 <W 1 <W1 . 4 . .,System 1.000 60 180 0.42 W2> W2> 5 ' ' System 1.000 60 180 0.42 <W2 -' <W2 ' 6 o System 1.000 60 180 0.42 WPL WPL 7 ` System- . 1.000 60 180 0.42 WPR WPR' 8' Syste.•. ': 1.000 10 0 1.0 F� +, 1.0 EG- + EG- a ' 9 ` System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- - 10 System 1.000 0 180 1.0 L r L (Set 1) 11 System 1.000 60 180 0.42 W l> ! W 1> (Set 1) 12' System 1.000 60 180 0.42 <W 1 <W 1 (Set 1). 13 System 1.000 60 180 0.42 W2> ' ' ` • W2> (Set 1) 14' "` , System 1.000 60 180 0.42 <W2' <W2 (Set 1) 15 System % , 1.000' 60 180 0.42 WPL WPL (Set 1) .16 System 1.000 60 180 0.42 WPR WPR (Set 1) 17 System ..1.000 10 0 1.0 E>+ 1.0 EG- E> + EG- (Set 1) 18 System 1.000 10 0 1.0 <E + 1.0 EG- I<E + EG- Set 1 ^r i Contro Bing Frame Deflection Ratios for Cross Section: 2 �. Description Ratio Deflection in. Member "Joint Load Case Load Case Description 3 ' ax. Horizontal Deflection (H/151) _ 1.399 1 - 2 13 W2> (Set 1) ��- ax. Vertical Deflection for Span M Negative horizontal deflection is left . �'� s Negative vertical deflection is down ®' Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from B ' ' B ` base fixity.. Therefore, these deflections may be considerably overstated. • systems such as roof and endwall diaphragms or partial ; � •ice►- //� Frame Lateral Stiffness (R)� 1.490 (k/in) r' + Fundamental Period (calculated) (T): 0.809 (sec.) _Z r File: 16-002814=01 : ' • Version: Butler Manufacturing; a'divisiori of B1ueScope Buildings North America, Inc. - 1 L/418 -0.837 3 1 10 L Set 1 ,. BL/TLER� Date: 2/8/2016 16-002814-01 Calculations Package Time: 09:35 AM Page: 42 of 58 Wall: 4 MF.rame,at: 50/0/0`71 ._ Frame Cross Section: 3 11 5 1 6 0.1 1 0: 2 Dimension Key 1 18'-2" 2 8 1/2" 3 1'-1" 5 0'-0" O 6 2 @ 4'-5 3/4" Z 7 20'4" Ridge Ht. 8 10'-0 7/16" 1.000:12 ®� Frame Clearances Horiz. Clearance between members 1(CX003) and 4(CX004): 27'-8 15/16" Vert. Clearance at member 1(CX003): 16-10 15/16" Vert. Clearance 4(CX004): 17'-5 5/8" UJ Z CL' at member Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) m 5 M File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 4Ur�Eiz Date: 2/8/2016 Butler Manuladuring 16-002814-01 Calculations Package Time: 09:35 AM Page: 43 of 58 Frame Location Desien Parameters: 1 50/0/0 1 24/9/0 IShoo Clearsoan #1 1 90.0000 1 1 1 - I Stress Check I Desien Load Combinations - Framing File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W 2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 9 System 1.000 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W 2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL + CU + WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU + WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D +CG+L+WI> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W1 21 System 1.000 1.0D+I.0CG+0.75L+0.45W2> +CG+L+W2> 22 System 1.000 1.0D+I.0CG+0.75L+0.45<W2 D+CG+L+<W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR' D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + Fj + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ + CG + Fj + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- + CU + F> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D+CU+<E+EG- 33 OMT Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + F> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ + CG + <E + EG+ 35 OW Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + Fj + EG - 36 OW Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 System Derived 1.000 1.0D+1.0CG+0.6WPR+0.6WB1> D +CG+WPR +WB1> 38 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> D+CU+WPR+WB1> 39 System Derived 1.000 I.0D+1.0CG+0.75L+0.45WPR+0.45WB1> +CG+L+WPR+WBI> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 D + CG + WPR + <WB 1 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 + CU + WPR + <WB 1 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 D + CG + L + WPR + <WB 1 43 44 System Derived System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> + CG + WPR + WB2> + CU + WPR + WB2> System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> + CG + L + WPR + WB2> Uj45 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 + CG + WPR + <WB2 >47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <WB2 ®48 49 System Derived System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + L + WPR + <WB2 D + CG + WPL + WB3> a- 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 52 53 System Derived System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 + CG + WPL + <WB3 + CU + WPL + <WB3 3. 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 + CG + L + WPL + <WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> + CG + WPL + WB4> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 W134> + CU + WPL + WB4> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> + CG + L + WPL + WB4> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <V,/B4 D + CU + WPL + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 2/8/2016 surcER Butler Manufacturing 16-002814-01 Calculations Package Time: 09:35 AM Page: 44 of 58 62 System Derived 1.000 0.6 MWB N4WB - Wall: 2 63 System Derived 1.000 0.6 MWB N4WB - Wall: 3 64 System Derived 1.000 0.6 MWB N4WB - Wall: 4 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 EB> D + CG + <E + EG++ EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> + CG + <E + EG+ + EB> 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + T> + EG- + EB> 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ + CG + EB> + EG+ 74 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- + CU + EB> + EG - 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 <EB D + CG + F> + EG+ + <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + T> + EG- + <EB 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB + CU + E> + EG- + <EB 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB + CU + <E + EG- + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ + CG + <EB + EG+ 84 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- + CU + <EB + EG - 85 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> (Set 1) 86 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 1) 87 System 1.000 1.0D+I.0CG+0.6W1> D + CG + Wl> (Set 1) 88 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W 1 (Set 1) 89 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> (Set 1) 90 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 (Set 1) 91 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL (Set 1) 92 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR (Set 1) 93 System 1.000 0.6 MW MW - Wall: 1 (Set 1) 94 System 1.000 0.6 MW MW - Wall: 2 (Set 1) 95 System 1.000 0.6 MW N4W - Wall: 3 (Set 1) 96 System 1.000 0.6 MW MW - Wall: 4 (Set 1) 97 System 1.000 0.6 D+ 0.6 CU+ 0.6WI> D + CU + WI> (Set 1) 98 System 1.000 0.6D+0.6CU+0.6<W1 D + CU + <W1 (Set 1) 99 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> (Set 1) 100 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 1) 101 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 1) 102 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 1) 103 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> z D + CG + L + W 1> (Set 1) 104 System 1.000 1.0D+1.0CG+0.75L+0.45<W1 ®® +CG+L+<W1(Set 1) 105 System 1.000 1.0D+I.0CG+0.75L+0.45W2> +CG+L+W2>(Set1) 106 System System 1.000 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 Fn LU W 1.0 D + 1.0 CG + 0.75 L + 0.45 PL D+ CG + L + <W2 (Set 1) + CG + L + WPL (Set 1) 107 108 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D > D + CG + L + WPR (Set 1) 109 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ ®® D + CG + E> + EG+ (Set 1) 110 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ 0 D + CG + <E + EG+ (Set 1) III 112 System System 1.000 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- 0D R 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- (d + CU + E>+ EG- (Set 1) + CU + <E + EG- (Set 1) W 113 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ Z D + CG + E> + EG+ (Set 1) + <E + EG+ 1) 114 115 Special Special 1.000 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ ® 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- + CG (Set D + CU + Ej + EG- (Set 1) 116 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 117 ONE Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ M 5®®® + CG + E> + EG+ (Set 1) 118 OMT Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ + CG + <E + EG+ (Set 1) 119 OMT Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- D + CU + E> + EG- (Set 1) 120 ONE Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 121 System Derived 1.000 1.OD+I.00G+0.6WPR +0.6WB1> D +CG+WPR+WB1>(Set 1) 122 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6WBI> D +CU+WPR+WB1>(Set 1) 123 System Derived 1.000 1.0D+I.00G+0.75L+0.45WPR +0.45WB1> D +CG+L+WPR +WB1>(Set 1) 124 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 + CG + WPR + <WB 1 (Set 1) 125 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I + CU + WPR + <WB 1 (Set 1) 126 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 + CG + L + WPR + <WB 1 (Set 1) 127 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + W132> (Set 1) 128 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> (Set 1) 129 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> + CG + L + WPR + WB2> (Set 1) File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Bl/TLER Date: 2/8/2016 Butte' Manufachiring 16-002814-01 Calculations Package Time: 09:35 AM .........�_���- Page: 45 of 58 Mem. No. 130 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 (Set 1) Length ft 131 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 (Set 1) Shape 132 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D+ CG + L + WPR + <WB2 (Set 1) 12.00 133 System Derived 1.000 1.0 D + 1.0 CG + 0.6 VOL + 0.6 WB3> D + CG + WPL + WB3> (Set 1) SS 134 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> (Set 1) 0.2500 135 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> + CG + L + WPL + WB3> (Set 1) 55.00 136 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W133 D + CG + WPL + <WB3 (Set 1) 2 137 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 (Set 1) 15.34 138 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 (Set 1) 3P 139 System Derived 1.000 1.0 D+ 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> (Set 1) 9.00 140 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> (Set 1) SP 141 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> (Set 1) 0.1875 142 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 (Set 1) 55.00 143 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W134 D + CU + WPL + <W134 (Set 1) 144 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 + CG + L + WPL + <WB4 (Set 1) 145 System Derived 1.000 0.6 MWB MWB - Wall: 1 (Set 1) 146 System Derived 1.000 0.6 MWB MVVB - Wall: 2 (Set 1) 147 System Derived 1.000 0.6 MWB MVVB - Wall: 3 (Set 1) 148 System Derived 1.000 0.6 MWB MWB - Wall: 4 (Set 1) 149 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> (Set 1) 150 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + Fj + EG+ + EB> (Set 1) 151 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D+ CG + <E + EG+ + EB> (Set 1) 152 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D+ CG + <E + EG+ + EB> (Set 1) 153 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 EB> + CU + F> + EG- + EB> (Set 1) 154 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D+ CU + E> + EG- + EB> (Set 1) 155 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> + CU + <E + EG- + EB> (Set 1) 156 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> + CU + <E + EG- + EB> (Set 1) 157 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ (Set 1) 158 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- (Set 1) 159 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB +CG+F>+EG++<EB(Set 1) 160 System Derived 1.000 1.0 D + 1.0 CG + 0.91 I-> + 0.7 EG+ + 0.273 <EB + CG + Fj + EG++ <EB (Set 1) 161 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB + CG + <E + EG+ + <EB (Set 1) 162 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D+ CG + <E + EG+ + <EB (Set 1) 163 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 <EB D+ CU + Fj + EG- + <EB (Set 1) 164 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D+ CU + E> + EG- + <EB (Set 1) 165 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB (Set 1) 166 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D+ CU + <E + EG- + <EB (Set 1) 167 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D+CG+<EB+EG+(Set 1) 168 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- 113 + CU + <EB + EG- Set 1 Frame Member Sizes Total Frame Weight= 1126.5 (p) (Includes all plates) Boundary Condition Summary 0 Member U Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depth in. Depth2 in. Length ft Weight Fig Fy ksi Web Fy ksi Splice it.l Codes R.2 Shape 0/0/0 10001 5.00 0.2500 0.1345 12.00 12.00 10.69 162.7 55.00 55.00 SS SS 3P Yes 1 5.00 0.2500 0.1345 12.00 16.00 18.35 292.6 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 18.00 9.01 15.34 228.8 55.00 55.00 KN SP 3P 3 5.00 0.1875 0.1345 9.00 12.00 15.34 190.1 55.00 55.00 SP KN 3P 4 5.00 0.1875 0.1345 12.00 18.00 18.35 252.31 55.00 1 55.00 1 BP I KN 3P Total Frame Weight= 1126.5 (p) (Includes all plates) Boundary Condition Summary 0 Member U X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. { 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 4 > 32/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 0/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER manuract-1. 16-002814-01 Calculations Package Values shown are resisting forces ofthe foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvoe at Frame Cross Section: 3 Date: 2/8/2016 Time: 09:35 AM Page: 46 of 58 Type Exterior Column Exterior Column X -Loc 0/0/0 32/0/0 Gridl - Grid2 3-B 3-A Base Plate W x L (in.) 8 X 13 8 X 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx I Hz Vy Hx I Hz I V D Frm 0.13 2.44 -0.13 1.04 CG Frm 0.19 2.09 -0.19 1.03 L> Frm 1.27 13.93 -1.27 6.86 <L Frm 1.27 13.93 -1.27 6.86 Wl> Frm -3.55 -19.12 -3.26 -2.17 <W1 Frm 3.41 -5.98 4.25 -9.38 W2> Frm -4.62 -15.77 -2.20 1.17 <W2 Frm 2.35 -2.63 5.32 -6.03 WPL Frm 1.89 -8.47 -1:96 -6.90 )ATR Frm 2.54 -11.91 -1.95 -5.32 MW Frm - - - - MW Frm 2.42 2.58 5.37 -2.58 MW Frm - - - - MW Frm -5.95 -2.57 -1.83 2.57 - CU Frm - - - - L Frm 1.27 13.93 -1.27 6.86 F> Frm -0.85 -0.90 -0.64 0.87 EG+ Frm 0.05 0.61 -0.05 0.28 - <E Frm 0.85 0.90 0.64 -0.87 EG- Frm -0.05 -0.61 0.05 -0.28 WB1> Brc -0.04 2.09 0.04 1.98 <WB1 Brc 0.06 2.74 -2.10 -0.06 2.61 -1.96 WB2> Brc -0.04 - 2.09 0.04 - 1.98 <WB2 Brc 0.06 2.74 -2.12 -0.06 2.61 ' -1.98 WB3> Brc -0.05 - 2.06 0.05 . - 2.10 <WB3 Brc 0.06 2.61 -2.07 -0.06 2.74 -2.08 WB4> Brc -0.05 - 2.06 0.05 - 2.10 <WB4 Brc 0.06 2.61 -2.07 -0.06 2.74 -2.08 MWB Brc -0.04 - 1.91 0.04 - 1.91 MWB Brc - - - - - - MWB Brc 0.05 2.52 -1.93 -0.05 2.52 -1.90 MWB Brc - - - - - - EB> Brc -0.04 - 2.16 0.04 - 1.33 <EB Brc 0.05 2.82 -2.17 -0.05 1.73 -1.31 File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. ` BUTLER Date: 2/8/2016 Butter Manataota,.i.�n9.. 16-002814-01 Calculations Package Time: 09:35 AM Page: 47 of 58 Cum of Fnrooc w:f6 RnorNn..c f`6eo4 _Fro...:.... Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 3.7 3.5 'CG 0.0 0.0 3.1 3.1 L> 0.0 0.0 20.8 20.8 <L 0.0 0.0 20.8 20.8 W1>. 6.8 6.8' 21.3 21.3 <W1 7.7 7.7 15.4 15.4 W2> 6.8 6.8 14.6 14.6 <W2 7.7 7.7 8.7 8.7 WPL 0.1 0.1 15.4 15.4 WPR 0.6 0.6 17.2 17.2 MW 0.0 0.0 0.0 0.0 MW 7.8 7.8 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 7.8 7.8 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 20.8 20.8 F> 1.5 1.5 0.0 0.0 EG+ 0.0 0.0 0.9 0.9 <E 1.5 1.5 0.0 0.0 EG- 0.0 0.0 0.9 0.9 WB1> 0.0 0.0 0.0 4.1 <WB1 0.0 0.0 0.0 4.1 WB2> 0.0 0.0 0.0 4.1 <WB2 0.0 0.0 0.0 4.1 WB3> 0.0 0.0 0.0 4.2 <WB3 0.0 0.0 0.0 4.2 WB4> 0.0 0.0 0.0 4.2 <WB4 0.0 0.0 0.0 4.2 MWB 0.0 0.0 0.0 3.8 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 3.8 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 3.5 <EB 0.0 0.0 0.0 3.5 Maximum Combined Reactions Summary with Factored Loads - Framing • Note- All reacting are halted nn 10 nrrl r Onichiral anal -ie X -Loc Grid Hrz left Load Hrz Right Load Hrz1n Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 1 5.0 k Std k OS -0.1875 k .. 3-A k 0.375 k 13 k) 4 (in -k) 5.0 (in -k Std 0/0/0 3-B 3.57 12 2.82 20 50 4.94 83 10.01 13 18.46 1 32/0/0 3-A 2.75 19 3.22 10 3.03 1 83 5.01 1 14 8.93 1 ® ®Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete U) B A Plate Fy = 55.00 ksi W Grade A36 Anchor Rods used to determine quantity and diameter _ �> Ga e & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods 'n space= 4'drod Liz X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole I Welds to Welds to I Load Shear No. in. in. in. Maximum Com Case Rods in. in. in. TvDe Flange Web 0/0/0 3-B 10.375 (k) 8 13 No 4 0.750 1 5.0 5.0 Std I OS -0.1875 OS -0.1875 32/0/0 .. 3-A 4 0.375 8 13 No 4 0.750 5.0 5.0 Std I OS -0.1875 OS -0.1875 EL Maximum Bracin A Case m Pinned Base Plate Connection Loadin Tension Load Shear Comp Load Shear Axial rame Shea Maximum Shear Case Maximum Tension Case Maximum Com Case k Case X -Loc Shear Axial Load Shear Case k (k) (k) Case 0/0/0 3.60 1.55 12 2.11 10.00 13 1.61 18.60 2 1.65 -7.02 1.64 •f 32/0/0 3.25 -1.55 10 2.51 4.98 14 1.61 8.87 I 1.65 A t File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Tension Load Shear Comp Load Shear Axial rame Shea Load k k Case k k Case k k Case k (k) (k) Case 0/0/0 3.60 1.55 12 2.11 10.00 13 1.61 18.60 2 1.65 -7.02 1.64 38 32/0/0 3.25 -1.55 10 2.51 4.98 14 1.61 8.87 I 1.65 4.84 1.29 50 File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 2/8/2016 BUTLER „a, M------ 16-002814-01 Calculations Package Time: 09:35 AM Page: 48 of 58 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Web Depth h/t ad Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load in. Shear Case Tensionse Description 1 *** Bendin Case Bearin Case Tension Case Com Case Weld Case Weld Case 0/0/0 0.156 12 0.260 ffETO N/A 0.2500 0 0.162 2 0.377 13 0.299 2 0.267 2 0.209 13 32/0/0 0.141 10 0.130 1 S9 13.81 0 0.077 1 0.188 14 0.143 1 0.112 1 0.118 14 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. GagesIn/Out ft in. I Desc. in. ID I Desc. in. in. in. in. in. Description 1 *** MUST Use Alternate Web Thick .= 0.1875 6.00 12.54 0.750 A325N/PT 1 2 S9 16.81 15.279 113.60 N/A N/A 0.2500 2.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 1 3 S5 17.31 15.112 112.36 N/A N/A 0.3125 2.500 Both SP -BS -0.2500,W -BS -0.1250 3 1 S9 13.81 11.707 87.04 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections (Plate Fy = 55.00 ksi) Moment Connections: Outside Flange Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Configuration Pitches 1st/2nd Consguration I Pitches 1st/2nd ID I Desc. in. ID I Desc. in. No. No. k in. in. in. in. Shear in. 1000 2 CEP 0.625 6.00 12.54 0.750 A325N/PT 3.00 12 Flush (0) 2.00 11 Flush 6.63 1 0.090 0.691 0.000 0.000 0.058 0.917 0.516 1 2 2 -2.6 1 2 KN(Face) 0.500. 6.00 21.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 14.50 2 1 KN(Face) 0.500 6.00 21.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 14.50 2 2 SP 0.375 6.00 12.31 0.750 A325N/PT 3.00 11 Flush 5.63 31 Extended 3.25 3 1 SP 0.375 6.00 12.29 0.750 A325N/PT 3.00 11 Flush 5.63 31 Extended 3.25 3 2 KN(Top) 0.375 6.00 21.38 0.750 A325N/PT 3.00 12 Flush 2.00 31 Extended 3.25 4 2 KN To 0.375 6.00 21.38 0.750 A325N/PT 3.00 12 Flush 2.00 31 Extended 3.25 Moment Connections: Outside Flange Required Stren Design StrengthRatios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 10001 2 1 0.6 6.6 461.9 AISC DG-16/Thin plate 0.688 0.090 0.691 0.000 0.000 0.058 0.917 0.516 1 2 2 -2.6 10.3 778.4 AISC DG-16/Thin plate 0.600 0.139 0.763 0.313 0.463 0.101 0.989 0.516 2 1 2 -2.6 10.3 778.4 AISC DG-16/Thin plate 0.600 0.139 0.763 0.313 0.463 0.101 0.989 0.516 2 2 14 1.3 0.9 108.4 AISC DG-16/Thin plate 0.490 0.019 0.781 0.000 0.000 0.031 0.959 0.516 . 1 14 1.3 0.9108.4 207,.0 AISC DG- I6/I'hin plate 0.490 _ 0.019 _ 0.781 -0.000 0.399 0.017 0.959 0.516 __3 2 14 5.0 1.0 348.5 AISC DG-16/Thin plate 0.339 0.013 0.710 0.216 0.000 0.025 0.719 0.516 4 2 105 -7.9 1.7 418.1 AISC DG -16/T late 0.353 0.024 0.890 0.000 0.000 0.025 0.719 0.516 Inside Flange Required Stren Design StrengthRatios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k I k in -k Proc. Tension Shear BendingYieldin 0.210 Rupture TearingWeld 11/0/2 Weld 10001 2 13 0.0 4.3 295.4 AISC DG-16/Thin plate 0.789 0.088 0.515 0.000 0.000 0.085 0.959 0.516 1 2 13 1.7 5.2 542.6 AISC DG-16/Thin plate 0.974 0.105 0.961 0.000 0.000 0.128 0.730 0.516 2 1 13 1.7 5.2 542.6 AISC DG-16/Thin plate 0.974 0.105 0.961 0.000 0.000 0.128 0.730 0.516 2 2 1 -1.7 1.3 207.0 AISC DG-16/Thin plate 0.349 0.018 0.765 0.270 0.399 0.017 0.959 0.516 3 1 1 -1.7 1.3 207,.0 AISC DG-16/Thin plate 0.349 0.018 0.765 0.270 0.399 0.017 0.959 0.516 3 2 14 5.0 1.0 348.5 AISC DG-16/Thin plate 0.339 0.013 0.710 0.216 0.320 0.012 0.770 0.516 4 2 14 5.0 1.0 348.5 AISC DG-16/Thin late 0.339 0.013 0.710 0.216 0.320 0.012 0.770 0.516 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Flange Brace Summary Member I From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Desi of 1 12/6/0 12/6/0 (2)GFB2063 0.299 106 2 3/1/8 11/0/13 GFB2063 0.649 106 z 2 13/1/5 1/1/0 GFB2037 0.257 14 n 3 1/0/4 1/1/0 GFB2037 0.210 14 O 3 11/0/2 11/0/13 GFB2050 0.313 105 U 4 12/6/0 12/6/0 (2)GFB2063 0.218 105 r� 10001 4/5/8 5/6/11 (2)GFB2033 0.000 V 21 10001 8/11/3 1/1/0 2 GFB2033 0.000 23 L, - COD M File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. r B[JTLER { r t . Date: 2/8/2016 16-002814-01 Calculations Package Time:09:35 AM Page: -49�of 58 Frame Design Member Summar - Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 ` 4 Y• f • ^ , 1 Parameters Used for Axial and Flexural Design •i 7 Mem: No. Controlling Cases Require Strength Available Strength Stren Ratios Ag in.2 Afn , in.2 + Axial Sx in.3 Axial , Shear, . Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth . + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ' ft in. Flexure 1.00 k k in -k in -k k k in -k in -k Flexure 22.59 10001 10.75 12.00 1 . 281.49 0.6 1.00 461.9 0.0 . 133.5 2 596.1 96.3 0.78 15.4 10001 10.75 12.00 ' 1 " 2.08 , -6.6 3.20 , 0.07 410.52 17.4 1'.00 1.00 0.94 0.38 1 12.50. 14.95 106 =, ' 35.0 -14.0 ," -345.8 0.0 34.9 1.56 513.9 95.5 1.00 -136.35 1 0.00 '12.00 0.84 z 12 1` 3.6 ` 150.0 150.0 17.4 0.94 166.80 3.91 0.20 2 , 0.60 18.00 2 253.52 -2.6 1.00 -778.4 0.0 98.5 890.5 94.8 0.89 2 0.60 18.00 2 10.3 11.3" 0.91•' 3 13.89 12.00 :'105 ' -2.2 -377.0 0.0 69.4 407.7 55.4 0.94 3' ,13.89 12.00 . 1 1 -7.1 17.0 0.42 41-,- 12.50 16.29 105 -7.9 -315.9 0.0 26.2 409.6 ' 51.4 •0.99 4 17.47 18.00 47 2.6 11.1 0.23. 4 Y• f • ^ , 1 Parameters Used for Axial and Flexural Design •i 7 Mem: No. Loc. -'ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn , in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 zx in.3 zy in.3 J in.4 Cw in.6 Cb . Rpg Rpc Qs - Qa 10001 10.75 128.95 21.5 21.5 4.05 1.25 103.35 5.21 17.22 2.08.19.13 System .3.18 0.06 179.85 1.00 1.00 1.11 0.98 1.00 1 12.50 203:46 150.0 150.0 4.44 1.25 168.86 5.21 22.59 2.08 25.39 3.19 0.06 281.49 1.61 1.00 "` 1.07 0.96 0.74 2 '0.60 169.27 •15. 15.4 4.85 1.25 257.00 5.21 , 28.56 " 2.08 32.49 3.20 , 0.07 410.52 1.00 1'.00 1.00 0.94 0.67 3 13.89 166.71 35.0 ' 35.0 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 -136.35 1.29 1.00 1:13 0.84 0.77 4 12.50 209.66 150.0 150.0 4.02 0.94 166.80 3.91 20.48 -1.56 23.62 2.42 0.04 253.52 1.61 1.00 1.04 0.79 0.68 Deflection Load Combinations - Framing No. Origin Factor DefH DefV Application . Description 1 - System 1.000 0 180 1.0 L - L 2 . System 1.000 60 180 0.42 W 1> r W 1> 3 System 1.000 60 180 0.42 <W1 <W1 4'• System - 1.000 60 180 0.42 W2> ' W2> 5 System 1.000 60 180 0.42 <W2 ,;' <W2 6 System . 1.000 60 180 0.42 WPL WPL .7 , System " 1.000 60 180 0.42 WPR • • WPR w 8 System ` 1.000 10 0 1.0 F> + 1.0 EG - E> + EG - 9 System' 1.000 10 0 1.0 <E +.1.0 EG- <E + EG- 1 , 10 'System 1.000 0 180 1.0 L, L (Set 1) 11 System 1.000 60 180 0.42 Wl> W1>(Set 1) 12 System 1.000 60 180 0.42 <WI . ' <Wl (Set 1) 13 System 1.000 60 180 0.42 W2> > W2> (Set 1) 14 System . , -1.000. 60 •180 0.42 <W2 71 <W2 (Set 1) 15 • - A System 1.000 60 180 0.42 WPL : • •• , ' WPL (Set 1) .16 System' , 1.000 60 180 0.42 WPR �; WPR (Set 1) 17 System - 1.000 10 0 1.0 F> + 1.0 EG -'E> + EG- (Set 1) 18 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- Set 1 �Controfling Frame Deflection Ratios for Cross Section: 3 ' zDescri tion Ratio Deflection in. Member Joint Load Case Load Case Description t+ 0- ax. Horizontal Deflection (H/151) 1.399 1 2 13 W2> (Set 1) ax. Vertical Deflection for S an t L/418 0.837 3 1] 0 L Set 1 a j -�firr �/•� 1' Z dJ^J�r� Negative horizontal deflection is left Negative vertical deflection is down ,+ " ` Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity.' Therefore, these deflections may be considerably overstated. JJ Z ; QcFrame Lateial Stiffness (K): 1.534 (k/in) Fundamental Period (calculated) (T): 0.797 (sec.) Lc" fr- File: 16-002814-01r Version: 2015.2c '',• r Butler Manufacturing, a division of B1ueSc_ope Buildings North America, Inc. •r ' 1 BUTLER „a, M�nu„�U 16-002814-01 Calculations Package au. Frame Location Desien Parameters: Trib. Date: 2/8/2016 Time: 09:35 AM Page: 51 of 58 1 74/6/0 1 12/9/0 IShoD Clearsoan #2 EW 3 1 90.0000 1 1 25/0/0 1 Stress Check 1 n..;.n T -d rnmhinarinnc - Fromm. No. Ori in Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1 > D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG + WPR 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D +CU+W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> +CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL + CU + WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU + WPR 19 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D +CG+L+WI> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W1 21 System 1.000 1.0D+1.0CG+0.75L+0.45W2> +CG+L+W2> 22 System 1.000 1.0D+I.0CG+0.75L+0.45<W2 D+CG+L+<W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + CG + Fj + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + Fj + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + Fj + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG- + CU + Fj + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + Fj + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35' OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- + CU + E> + EG - 36 OMT Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- + CU + <E + EG - Frame Memh- RivesLU Mem. No. in. Fig WidthL0.2500 X -Loc Web Thk in. Depth in. Depth2 in. Length ft Weight Fig Fy ksi Web Fy ksi Splice Jt.I Codes A.2 Shape 10001 5.00 Yes 0.1345 12.00 12.00 10.69 162.7 55.00 55.00 SS SS 3P 1 500 0/0/0 0.1345 12.00 16.00 18.35 285.2 55.00 55.00 BP KN 3P 2 5.00 0.1345 18.00 9.01 15.34 220.9 55.00 55.00 KN SP 3P 3 5.00 0.1345 9.00 12.00 15.34 190.1 55.00 55.00 SP KN 3P 4 5.00 0.1345 12.00 18.00 1 18.35 1 252.3 55.00 55.00 BP KN 3P BoundaryCondition Summary 0 Total Frame Weight = 1111.2 (p) (includes all plates) File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Dis lacement Y in. Displacement ZZ rad. ® 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 4 32/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 10001 0/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Butler Manufacturing 16-002814-01 Calculations Package Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 4 Date: 2/8/2016 Time: 09:35 AM Page: 52 of 58 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column Exterior Column 0/0/0 32/0/0 4-B 4-A 8 X 13 8 X 13 0.375 0.375 4-0.750 4-0.750 100'-0" 100'-0" Load Type Desc. Hx Vy Hx V D Frm 0.14 2.46 -0.14 1.05 CG Frm 0.19 2.11 -0.19 1.04 L> Frm 1.29 14.07 -1.29 6.93 <L Frm 1.29 14.07 -1.29 6.93 W 1> Frm -3.52 -19.28 -3.25 -2.23 <Wl Frm 3.39 -6.08 4.24 -9.44 W2> Frm 4.60 -15.89 -2.17 1.15 <W2 Frm 2.32 -2.70 5.31 -6.06 WPL Frm 1.90 -8.55 -1.97 -6.97 WPR Frm 2.56 -12.03 -1.97 -5.37 MW Frm - - - - MW Frm 2.37 2.52 5.36 -2.52 MW Frm - - - - MW Frm -5.93 =2.52 -1.80 2.52 CU Frm - - - - L Frm 1.29 14.07 -1.29 6.93 E> Frm -0.85 -0.91 -0.64 0.88 EG+ Frm 0.05 0.62 -0.05 0.28 <E Frm 0.85 0.91 0.64 -0.88 EG- Frm -0.05 -0.62 0.05 -0.28 Sum of Forces with Reactions Check- Framing Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 3.7 3.5 CG 0.0 0.0 3.2 3.2 L> 0.0 0.0 21.0 21.0 <L 0.0 0.0 21.0 21.0 W1> 6.8 6.8 21.5 21.5 <W1 7.6 7.6 15.5 15.5 W2> 6.8 6.8 14.7 14.7 <W2 7.6 7.6 8.8 8.8 WPL 0.1 0.1 15.5 15.5 WPR 0.6 .0.6 17.4 17.4 MW 0.0 0.0 0.0 0.0 MW 7.7 7.7 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 7.7 7.7 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 21.0 21.0 E> 1.5 1.5 0.0 0.0 EG+ 0.0 0.0 0.9 0.9 <E 1.5 1.5 0.0 0.0 EG- 0.0 0.0 0.9 1 0.9 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. Z D LU 0 -) 00 Z mp-<r . m X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load I Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-MZZ) Case (Mzz) Case k k k k k k) (in -k) (in -k 0/0/0 4-B 3.56 12 2.82 20 10.09 13 18.64 1 32/0/0 4-A 2.76 19 3.22 10 5.04 14 9.02 1 File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America; Inc. surLE-M Butler ManufacturingM 16-002814-01 Calculations Package Date: 2/8/2016 Time: O9:35 AM Mem. Page: 53 of 58 Base Plate Summary Length Base Connection Design is Based on 3000.00 (psi) Concrete I Num. Of Plate Fy = 55.00 ksi Pitch Grade A36 Anchor Rods used to determine quantity and diameter Hole r:a a k nitrh crondo.dc o hound .... err_'i 1 s A.. ..a:., n ,.., e..,, C- ,,,, -_a- n. w:_ - Welds to X -Loc Grid Mem. Thickness Width Length Stiff. I Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Axial Frame Shear No. in. in. in. Case Rods in. in. in. Type Flange Web 0/0/0 4-B 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 32/0/0 4-A 4 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Race Plate r'nnnoetinn i.nadina Race Plate r.nnnectinn Ctmnoth Rntine X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load I Shear I Comp Load Shear Axial Frame Shear Load Web Load k Case k Case Case k Case BendingCase Use k Case 0/0/0 3.59 -1.51 12 2.09 -9.98 13 1.63 18.79 2 0.156 12 0.260 0 32/0/0 3.25 -1.51 10 2.49 -4.97 14 1.62 8.95 1 2 0.270 2 0 Race Plate r.nnnectinn Ctmnoth Rntine X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load in. Shear Case Tension Case V+T Case BendingCase Use Bearin Case Tension Case Com Case Weld Case Weld Case 0/0/0 0.156 12 0.260 13 N/A 0 2.500 0 0.163 2 0.377 13 0.302 2 0.270 2 0.208 13 32/0/0 0.141 10 0.129 14 S9 0 11.707 0 0.078 1 0.188 14 0.144 1 0.113 1 0.117 14 Wnh zt;fr .... C........o... Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gagesht/Out in. ft in. Desc. in. ID Desc. in. 10001 1 in. in. in. 1 6.00 6.00 Description 1 *** MUST Use Alternate Web Thick= 0.1875 * * * + 1 2 S9 16.81 15.609 116.05 N/A N/A 0.2500 2.500 Both SP -BS -0.2500,W -BS -0. I 250,F -OS -0. 1250 1 3 S5 17.31 15.112 112.36 N/A N/A 0.3125 2.500 Both SP -BS -0.2500,W -BS -0.1250 3 1 S9 13.81 11.707 87.04 N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250 Rnitnd Fnd-Plots ry = CG nn Lon 3.25 131 I Extended 1 3.25 5.63 31Extended 3.25 5.63 31 Extended 3.25 2.00 31 Extended 3.25 2.00 31 Extended 3.25 Outside Flange Required Stren uu55er Vur L. /7u x 7:7 x v.5?5 JY-riS-U.1 is End -Plate Dimensions Bolt Outside Flange I Inside Flange Mem. No. Jt. No. Type Thick. in. WidthLength in. in. Diam. in. Spec/Joint Gagesht/Out in. Com tion Pitches Ist/2nd Configuration Pitches lst/2nd ID Desc. in. ID Desc. in. 10001 1 2 2 CIP KN(Face) 0.625 0.375 1 6.00 6.00 1 12.54 23.50 0.750 0.750 A325N/PT A325N/PT 3.00 3.00 12 41 Flush (0) 2.00 11 Flush 6.63 Ext/Gusset 3.25 31 Extended 3.25 3.25 131 I Extended 1 3.25 5.63 31Extended 3.25 5.63 31 Extended 3.25 2.00 31 Extended 3.25 2.00 31 Extended 3.25 Outside Flange Required Stren uu55er Vur L. /7u x 7:7 x v.5?5 JY-riS-U.1 is Strength Ratios * Mem. it. Ld 2 1 KN(Face) 1 0.375 6.00 1 23.50 0.750 1 A325N/PT 3.00 41 Ext/Gusset Bearing Flange Gusset Out 2.750 x 0.2500 x 4.88 SP -BS -0.1875, No. No. Cs (k) 2 2 SP 0.375 6.00 12.31 0.750 A325N/PT 3.00 11 Flush Tearing 3 1 SP 0.375 6.00 12.29 0.750 A325N/PT 3.00 11 Flush AISC DG-16/Thin plate 3 2 KN(Top) 0.375 6.00 21.38 0.750 A325N/PT 3.00 12 Flush 1 4 2 KN To 0.375 6.00 21.38 0.750 A325N/PT 3.00 12 Flush tZ • �`.. �' Moment Connections: 0.000 0.136 0.999 0.516 2 1 3.25 131 I Extended 1 3.25 5.63 31Extended 3.25 5.63 31 Extended 3.25 2.00 31 Extended 3.25 2.00 31 Extended 3.25 Outside Flange Required Stren Design Strength Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k Proc. Tension Shear Bending Yieldin Rupture Tearing Weld Weld 10001 2 1 0.6 6.7 466.5 AISC DG-16/Thin plate 0.695 0.091 0.697 0.000 0.000 0.058 0.926 0.516 1 2 2 -2.6 10.4 786.3 AISC DG-16/Thin plate 0.660 0.140 0.961 0.000 0.000 0.136 0.999 0.516 2 1 2 -2.6 10.4 786.3 AISC DG- 16/rhin plate 0.660 0.140 0.961 0.000 0.000 0.136 0.999 0.516 2 2 14 1.3 0.9 108.0 AISC DG- 16/fhin plate 0.488 0.019 0.779 0.000 0.000 0.031 0.959 0.516 3 1 14 1.3 0.9 108.0 AISC DG-16/Thin plate 0.488 0.019 0.779 0.000 0.000 0.031 0.959 0.516 3 2 21 -7.9 1.7 419.8 AISC DG -16 11iin plate 0.354 0.024 0.893 0.000 0.000 0.025 0.719 0.516 4 2 21 -7.9 1.7 419.8 AISC DG-16/I'hin late 0.354 0.024 0.893 0.000 0.000 0.025 0.719 0.516 ca Inside Flange Required Strength Strength Ratios Mem. it. * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. File: 16-002814-01 Version: 2O15.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Design Ld Axial I Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension Shear Bending Yieldin Rupture Tearing Weld Weld 10001 2 13 0.0 4.3 298.4 AISC DG- 16/fhin plate 0.797 0.088 0.521 0.000 0.000 0.086 0.959 0.516 1 2 13 1.7 5.2 541.5 AISC DG- 16/rhin plate 0.481 0.070 0.998 0.307 0.454 0.068 0.728 0.516 2 1 13 1.7 5.2 541.5 AISC DG- I6/1-hin plate 0.481 0.070 0.998 0.307 0.454 0.068 0.728 0.516 2 2 1 -1.7 1.3 209.0 AISC DG- 16/rhin plate 0.352 0.018 0.772 0.270 0.399 0.017 0.959 0.516 3 1 1 -1.7 1.3 209.0 AISC DG-16/Thin plate 0.352 0.018 0.772 0.270 0.399 0.017 0.959 0.516 3 2 14 5.0 1.0 347.5 AISC DG-16/Thin plate 0.338 0.013 0.708 0.216 0.319 0.012 0.767 0.516 4 1 2 1 14 5.0 1.0 347.5 AISC DG-16/Thin plate 0.338 0.013 0.708 0.216 0.319 0.012 0.767 0.516 ca Inside Flange Required Strength Strength Ratios Mem. it. * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. File: 16-002814-01 Version: 2O15.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 2/8/2016 BUTLER Bunor-----cturinB 16-002814-01 Calculations Package Time: 09:35 AM Page: 54 of 58 Flanoa Rrare Cummary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 1 12/6/0 12/6/0 GFB2063 0.599 22 Mom -y 2 3/1/8 11/0/13 GFB2063 0.652 22 Mem. 2 13/1/5 1/1/0 GFB2037 0.256 14 Mrx 3 1/0/4 1/1/0 GFB2037 0.210 14 Shear 3 11/0/2 11/0/13 GFB2050 0.313 21 k 4 12/6/0 12/6/0 GFB2063 0.438 21 Flexure 10001 4/5/8 5/6/11 (2)GFB2033 0.000 2'1 0.6 10001 8/11/3 1/1/0 2 GFB2033 0.000 23 96.3 Frame Desivn Memher 3ummary - Cnntrnllino Lnad Case and Maximum Cnmhined Stresses ner Memher (Locations are frnm Jnint 1 ) Dara...otore 7Terd f- Arial a..A TWlur..ral nucian Mem. No. Controlling Cases Re uired Strength Available Strength Stren Ratios Ag in.2 in.2 AfitA257.005.21 1.000 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear -Mom-x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC I Mcx Mcy + Shear No. ft in. Flexure 1.00 k k in -k in -k k k in -k in -k Flexure 22.59 10001 10.75 12.00 1 281.49 0.6 1.00 466.5 0.0 133.5 2 596.1 96.3 0.78 15.4 10001 10.75 12.00 1 2.08 -6.7 3.20 0.07 410.52 17.4 1.00 1.00 0.94 0.38 1 12.50 14.95 22 35.0 -14.1 0.94.91 -346.5 0.0 34.9 1.56 514.1 95.5 1.00 136.35 1 0.00 12.00 0.84 12 4 3.5 209.66 150.0 150.0 17.4 0.94.91 0.20 2 0.60 18.00 2 253.521 -2.6 1.00 -786.3 0.0 98.5 890.5 94.8 0.90 2 0.60 18.00 2 10.4 11.3 0.92 3 13.89 12.00 21 -2.2 -378.3 0.0 69.4 407.7 55.4 0.94 3 13.89 12.00 1 -7.2 17.0 0.42 4 12.50 16.29 21 -7.9 -316.8 0.0 26.2 409.9 51.4 0.99 4 17.47 18.00 18 -2.6 11.1 0.23 Dara...otore 7Terd f- Arial a..A TWlur..ral nucian Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 in.2 AfitA257.005.21 1.000 0 180 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 10001 10.75 128.95 21.5 21.5 4.05 1.2521 1.000 60 180 17.22 2.08 19.13 3.18 0.06 179.85 1.00 1.00 1.11 0.98 1.00 1 12.50 203.46 150.0 150.0 4.44 1.2521 1.000 10 0 22.59 2.08 25.39 3.19 0.06 281.49 1.61 1.00 1.07 0.96 0.74 2 0.60 169.27 15. 15.4 4.85 1.25.21 28.56 2.08 32.49 3.20 0.07 410.52 1.00 1.00 1.00 0.94 0.67 3 13.89 166.71 35.0 35.0 3.44 0.94.91 13.84 1.56 15.62 2.40 0.03 136.35 1.29 1.00 1.13 0.84 0.77 4 12.50 209.66 150.0 150.0 4.02 0.94.91 20.481 1.56 23.62 2.421 0.041 253.521 1.61 1.00 1.041 0.79 0.68 nnflurtinn lf. A r-hinatinne - TAFamina No. Origin Factor DefH DefV Application Description 1 System 1.000 0 180 1.0 L 2 System 1.000 60 180 0.42 W1> WI> 3 System 1.000 60 180 0.42 <W 1 <W 1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 F> + 1.0 EG- E> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- rnntrnnina Framr rb,flartinn Patine for f'rnee Cortina- d Description Ratio Deflection in. Member Joint Load Case Load Case Description ax. Horizontal Deflection ax. Vertical Deflection for S an t (H/151) L/413 1.394 -0.845 1 3 2 1 4 1 W2> L • Negative horizontal deflection is left Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 1.490 (k/in) Fundamental Period (calculated) (T): 0.813 (sec.) File: 16-002814-01 Version: 2015.2c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Zone • Units I Type Description Actual' Locl Allow. Ratio Dir. Coef, End Zone . psf - W1> + Standard Spacing is Adequate • 1 0/0/0 25.000 0.81. OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 15.22 0/0/0 26.000 0.59 IN 1.080 BUTLER , psf Date: 2/8/2016 :Standard Spacing is Adequate • ;„;��,�«��9� 16-002814-01 Calculations Package Time: 09:35 AM, 0.81- a�„a ..�". End Zonepsf , <W2 - 15.22 Page: 55 of 58 , r - Covering�Summary Report_ ., . '...L Interior Area psf • , �,R ke,,•;.. . Shape: Shop . - } .0.66 ' ��, Interior Area Loads and Codes - Shape: Shop <W2' J � . 'e.. City: • Chico i, 3. County: Butte r State: California Country: United States a • r' - e• Building Code: 2013 California Building Standards Code Structural: IOAISC - ASD' Rainfall: I: 3.30 inches per hour ' • + Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete , <W2 Building Risk/Occupancy Category: II (Standard Occupancy Structure) 15.22 3/2/6 26.0001 0.591, ~` 1.080' Dead and Collateral Loads a ' Roof Live Load •c v •' Collateral Gravity:3.00 psf,' ' " Roof Covering + Second. Dead Load: 2.08 psf Roof Live Load: 20.00 psf Not Reducible t i Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf.-' �'• r� i _. Wind Load +t , '. , Snow Load Seismic Load - - •. Wind Speed: Vult 110.00 (Vasd: 85.21) mph ' : Ground Snow Load: pg: 0.00 psf Mapped MCE Acceleration: Ss: 63.00 %g F• ' The'Envelope Procedure' is Used. Flat Roof Snow: pf. 0.00 psf Mapped MCE Acceleration: S 1: 27.00 %g +• ' Wind Exposure: C - Kz: 0.892 + Design Snow (Sloped): ps: 0.00 psf Site Class: Stiff soil (D) f _ • Parts Wind Exposure Factor: 0.892 Rain Surcharge: 0.00 , Seismic Importance: Ie: 1.000 '� >. • R �h Wind Enclosure: Enclosed ^° Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0.5443 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1: 0.3348 c - y ' Thermal Factor: Unheated - Ct: 1.20 • Seismic Design Category: D .. ' ,+ 4� • ` NOT Windbome Debris Region_ Ground / Roof Conversion: 0.70 Seismic Snow Load: 0.00 psf Base Elevation: 0/0/0 .:f Obstructed or Not Slippery % Snow Used in Seismic: 0.00 "J• • ,. Primary Zone Strip Width: 2a: 6/4_/13 7 Diaphragm Condition: Flexible • t + r • 'Parts /Portions Zone Strip Width: a: 3/2/6 .. Fundamental Period Height Used: 19/0/0 Basic Wind Pressure: q: 23.49 psf ' i., + , i , c Transverse Direction Parameters Redundancy Factor: Rho: 1.30 r t - r, • - Fundamental Period: Ta: 0.2952 • + F' t,: R -Factor: 3.50 y • } 1 Overstrength Factor: Omega: 2.50 ", i Deflection Amplification Factor: Cd: 3.00 ,. ' , ` L.` • ti4 Base Shear: V: 0.1555 x W. * r ti '� ► ' �� i ' Longitudinal Direction Parameters ' Redundancy Factor: Rho: 1.30 7 • Fundamental Period: Ta: 0.1820' , f R -Factor: 3.25 Overstrength Factor: Omega: 2.00 - Deflection Amplification Factor: Cd' 3.25 ' + } , Base Shear: V: 0.1675 x W „ • t • , Covering Design Loads - Wafl: 1 Zone • Units I Type Description Actual' Locl Allow. Ratio Dir. Coef, End Zone . psf - W1> + Standard Spacing is Adequate 20.30 0/0/0 25.000 0.81. OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 15.22 0/0/0 26.000 0.59 IN 1.080 End Zone psf W1> :Standard Spacing is Adequate 20.30 28/9/10 25.000 0.81- OUT -1.440 End Zonepsf , <W2 Standard Spacing is Adequate 15.22 28/9/10, 26.000 0.59 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 16.49 3/2/6 25.000 .0.66 ' OUT -1.170 Interior Area psf <W2' "Standard Spicing is Adequate 15.22 3/2/6: ' 26.000 . 0.59 IN 1.080 Covering Desi in Loads - Wafl: 2 �. �• Fz Zone Units Type Description Actual - Locl Allow.' Ratio Dir. Coef. t End Zone ,- psf W l> Standard Spacing is Adequate 20.30 0/0/0 25.000 0.81 OUT -1.440 Uj End Zone • psf <W2 Standard Spacing is Adequate '15.22 0/0/0 26.000 ' 0.59 IN, 1.080 111%End Zone , psf Wl> Standard Spacing is Adequate 20.30 71/9/10 25.000 0.81 OUT -1.440 ID End Zone t psf <W2 Standard Spacing is Adequate 15.22 71/9/10 26.000 0.59 ,.IN 1.080 000 Interior Area psf W 1> Standard Spacing is Adequate 16.49 3/2/6 • 25.000 0.66 OUT -1.170 Interior Area Psf <W2 Standard Spacing is Adequate 15.22 3/2/6 26.0001 0.591, IN .. 1.080' �+ s + .• �o.�Lp9 � p.. 4• •fir. - - • � r , File:16-002814-01v`',� Version: 2015.2c' -` Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER BuU., Manuft -'1ng 16-002814-01 Calculations Package Coverine Desien Loads - Wall: 3 Date: 2/8/2016 Time: 09:35 AM Page: 56 of 58 Zone Units I Type Description Actual LocI Allow. Ratio Dir. Coef. End Zone psf Wl> Standard Spacing is Adequate 20.30 0/0/0 25.000 0.81 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 15.22 0/0/0 26.000 0.59 IN 1.080 End Zone psf Wl> Standard Spacing is Adequate 20.30 28/9/10 25.000 0.81 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 15.22 28/9/10 26.000 0.59 IN 1.080 Interior Area psf Wl> Standard Spacing is Adequate 16.49 3/2/6 25.000 0.66 OUT -1.170 Interior Area psf <W2 I Standard Spacing is Adequate 1 15.22 3/2/6 1 26.000 0.59 IN 1.080 Covering Desien Loads - Wall: 4 Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone psf Wl> Standard Spacing is Adequate 20.30 0/0/0 25.000 0.81 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 15.22 0/0/0 26.000 0.59 IN 1.080 End Zone psf Wl> Standard Spacing is Adequate 20.30 71/9/10 25.000 0.81 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 15.22 71/9/10 26.000 0.59 IN 1.080 Interior Area psf Wl> Standard Spacing is Adequate 16.49 3/2/6 25.000 0.66 OUT -1.170 Interior Area psf I <W2 I Standard Spacing is Adequate 1 15.22 3/2/6 26.000 0.59 IN 1.080 Coverine Desien Loads - Roof: A Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 73.000 0.29 IN 0.997 Side Zone psf <W2 Standard Spacing is Adequate 7.72 0/0/0 73.000 0.11 IN 0.480 Side Zone psf Wl> Standard Spacing is Adequate 27.34 0/0/0 66.000 0.41 OUT -1.980 Side Zone in Extension psf <W2 Standard Spacing is Adequate 5.18 76/9/10 73.000 0.07 IN 0.300 Side Zone in Extension psf Wl> Standard Spacing is Adequate 23.39 76/9/10 66.000 0.35 OUT -1.700 Interior Area psf <W2 Standard Spacing is Adequate 7.72 3/2/6 73.000 0.11 IN 0.480 Interior Area psf Wl> Standard Spacing is Adequate 16.06 3/2/6 66.000 0.24 OUT -1.180 Interior Area in psf <W2 Standard Spacing is Adequate 5.18 75/0/0 73.000 0.07 IN 0.300 Extension <W2 Standard Spacing is Adequate 7.72 0/0/0 73.000 0.11 IN 0.480 Interior Area in psf Wl> Standard Spacing is Adequate 23.39 75/0/0 66.000 0.35 OUT -1.700 Extension Side Zone in Extension psf <W2 Standard Spacing is Adequate 5.18 -1/9/10 73.000 0.07 Covering Design Loads - Roof. B Zone Units I Type Description Actual Locl Allow. Ratio Dir. I Coef. Entire Surface psf L Standard Spacing is Adequate 20.88 -5/0/0 73.000 0.29 IN 0.997 Side Zone in Extension psf <W2 Standard Spacing is Adequate 5.18 -1/9/10 73.000 0.07 IN 0.300 Side Zone in Extension psf Wl> Standard Spacing is Adequate 23.39 -1/9/10 66.000 0.35 OUT -1.700 Side Zone psf <W2 Standard Spacing is Adequate 7.72 71/9/10 73.000 0.11 IN 0.480 Side Zone psf Wl> Standard Spacing is Adequate 27.34 71/9/10 66.000 0.41 , OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.72 71/9/10 73.000 0.11 IN 0.480 Corner Zone psf Wl> Standard Spacing is Adequate 41.43 71/9/10 66.000 0.63 OUT -2.980 Side Zone psf <W2 Standard Spacing is Adequate 7.72 0/0/0 73.000 0.11 IN 0.480 Side Zone psf Wl> Standard Spacing is Adequate 27.34 0/0/0 66.000 0.41 OUT -1.980 Side Zone in Extension psf <W2 Standard Spacing is Adequate 5.18 -1/9/10 73.000 0.07 IN 0.300 Side Zone in Extension psf Wl> Standard Spacing is Adequate 23.39 -1/9/10 66.000 0.35 OUT -1.700 Comer Zone in psf <W2 Standard Spacing is Adequate 5.18 -5/0/0 73.000 0.07 IN 0.300 Extension Comer Zone in psf Wl> Standard Spacing is Adequate 38.90 -5/0/0 66.000 0.59 OUT -2.800 Extension Interior Area psf <W2 Standard Spacing is Adequate 7.72 0/0/0 73.000 0.11 IN 0.480 Interior Area psf Wl> Standard Spacing is Adequate 16.06 0/0/0 66.000 0.24 OUT -1.180 Interior Area in psf <W2 Standard Spacing is Adequate 5.18 -1/9/10 73.000 0.07 IN 0.300 Extension Interior Area in psf Wl> Standard Spacing is Adequate 23.39 -1/9/10 66.000 0.35 OUT -1.700 Extension Z �® Z Cn O® rw File: 16-002814-01 Version: 2015.2c P Butler Manufacturing, a division of BlueScope Buildings North America, Inc. D J C yf Date:2/8/2016 B[JTLER • -; ' •±' -16-002814-01 Calculations Package Time: 09:35 AM 'Butler Manufacturing , Page: 57 of 58 + Covering Design Loads - Wall: 4 - Cano : 1 , r Zone - _ ` Units Type Description Actual Locl Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 69.000 0.30 IN 0.997 Side Zone'. psf <W2 Standard Spacing is Adequate 5.18 0/0/0 69.000 0.08 'IN ' 0.300 Side Zone psf W l> Standard Spacing is Adequate 23.39 0/0/0 64.000 0.37 OUT -1.700 Side Zone . psf <W2 Standard Spacing is Adequate 5.18 76/9/10 69.000 0.08 IN 0.300 Side Zone psf •, W 1> Standard Spacing is Adequate 23.39 76/9/10 64.000 0.37 OUT -1.700 Comer Zone psf :' '. <W2 Standard Spacing is Adequate 5,18 76/9/10 69.000 0.08 IN 0.300 'Comer Zone . psf .W 1> Standard Spacing is Adequate 38.90 76/9/10 64.000 -0.61 OUT -2.800 Side Zone psf, <W2 , Standard Spacing is Adequate 5.18 3/2/6 69.000 0.08 IN 0.300 Side Zone psf' W 1> Standard Spacing is Adequate 23.39 3/2/6 64.000 0.37 OUT -1.700 Corner Zone ' psf <W2 Standard Spacing is Adequate 5.18 0/0/0 69.000 0.08 IN 0.300 Comer Zone psf W 1> Standard Spacing is Adequate 38.90 0/0/0 64.000 0.61, .-OUT -2.800 Interior Area psf, <W2 Standard Spacing is Adequate 5.18 3/2/6 69.000 0.08 IN 0.300 Interior Area psf W 1> Standard Spacing is Adequate 23.39- 3/2/6 64.000 0.37 OUT -1.700 Panel Data-' Wall/Roof Type Thickness Finish Color . - Direction Gable Dir Max. Length Wall: 1 , Butlerib II Punched 26 Butler -Cote Cool Solar White Left to Right Left to Right 41/0/0 Wall: 2 Butlerib II Punched 26 Butler -Cote Cool Solar White Left to Right Left to Right 41/0/0 Wall: 3 Butlerib II Punched 26 Butler -Cote Cool Solar White Left to Right Left to Right 41/0/0 Wall: 4 Butlerib II Punched 26 Butler -Cote Cool Solar White ' Left to Right Left to Right 41/0/0 Canopy: 1 Butlerib II Unpunched 26 AIZn Plain AIZn System Generated Not Applicable 41/0/0. Roof A Butlerib II Unpunched 26 AIZn Plain AIZn System Generated Not Applicable 41/0/0 oof: B Butlerib II Un unched 26 AIZn, Plain AIZn System Generated" Not ApplicabIe 41/0/0 0 Fastener Data., } c �r Wall/Roof '..Type Len Spacing Washers Insul. Block Mod. Ctrl. Ice Damming Wall: 1 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No ' StitchM Wall: 2' i! Torx CMC MPS, CC SDS MPS, SDS Stitch - Standard Option Yes None , No No Stitch Stitch Wall: 3. ', Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option • Yes None No " No ' Stitch Wall: 4 , , Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch , •' Canopy: 1' + Hex CS SDS, CS SDM ` SDS, SDM Stitch Standard Option Yes None No ' No Stitch r . Roof. A Hex CS SDS, CS SDM SDS, SDM Stitch Standard Option Yes None No No Stitch , Roof. B ,' 'Hex CS SDS, CS SDM SDS, SDM Stitch Standard Option 'Yes None No No + Stitch ' J ' ''•. ♦,' Z.�r+ t r ►. , r ire z k � 'i Nit, Filer 16-002814-01 i' Version: 2015.2c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. User Load = Weak Axis Load r HequIkr weakax s mament VaL2 8 'vHec<uiw. L•,/'.9' . xequiV= .WA .2/8L V:if.2 :. T1?'e b'a�e W'i ,� :.for.ce, qh:. 23' 49i,♦psfL` e tribut.tar,y` cvicht of the column, Cbt 16 ft: _ �s1? x b:t x 'jGCp +GCpz]:, - S,J. 2.3. 49.Osf x "6 "fta W 61 :+ 0 18] 296,:-9 p:lf f Hequiv w:Ll2 '=`2 9.6. 9x A 2 5/2'/10©0 ®�'� 40 File: 16-002814-01 Version: 2015.2c '. Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.