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HomeMy WebLinkAboutB16-2474 000-000-000U.S. DEPARTMENT OF HOMELAND SECURITY OMB No. 1660.0008 Federal Emergency Management Agency Expiration Date: November 30, 2018 National Flood Insurance. Program ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. Copy all pages of this.Elevation Certificate and all attachments for (1) community official; (2) insurance agent/company,' and (3) building owner. SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al Building Owner's Name Policy Number. Peter Konyn A2. B.ux .StreetAddress (including Apt;, Unit, Suite, and/or Bldg: No.) or P.O. Route and Company NAIC Number. Noi Box No. -,..8826 Midway, . City State ZIP Code Durham Califomia 95938 A3. Property Description: (Lot and Block Numbers; Tax Parcel Number, Legal Description, etc.) APN: 038-170-030 A4. Building Use (e.g„ Residential,'Non=Residential, Addition, Accessory, etc.) 'Accessory'Ag Building A5;: Latitude/Longitude:` - Lat,-39N 3T40" Lon :121 W 47'31 "' Horizontal Datum: g :D NAP 1927 �❑X NAD 1983 -A6. Attach;a 16mt 2 photographs of the building. if the Certificate is being:;usedao obtain fled insurance: , A7.: 'Building Diagram Number - 1A 48: 1For a Wilding witha crawlspace,or.endosure(s): a) Square footage of erawlspace or. endosure,(s):.1,200 sq ft b) Number; of permanent flood,openings m'.the crawlspace or;.endosure(s) iMthin 1 0'foot aboveacent grade .2 ' e) Total net area of.flood openings,in °A8.b 1,920 sq in d) En ineered'flood 'enin s?, PERMIT # g op 9 Yes= .No BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR ' A9. for a building with an attached:garage: CODE COrByPLIANCE I - .. a)Square `footage of attached`garage N f A sq:ft, DATE b) Number of permanent flood, openings in the attahed garage wrthm 1:0 foot above adjacent grade `, ., /,A ,c) Total net area offiood openings in`A9:b sq in d)- Engineered flood;op.e s? Yes :R'No` ; =, -SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1..;NFIP Community Name& Commurnty.Number.` 82 ;CountyName r t B3. State Butte County .060017 Butte y California B4: Map/Panel : `85. Suffix B6 ,FIRM Index; B7.`FIRM Panel ;; y, Bt3 iFlood Zones) 69..Base Flood Elevation(s). ;. -Number : Date: Effecti�ie/ AO, use Base Revised. Date .= '- �2one lood Depth)' ( t 07C0520 ' E 01/66/206- 01%06/201:1. ,, AE, 149. 910. Indicate the source. of the Base Flood Elevation (BFE)`data or base flood depth entered rn Item 139:­ ,r ❑.FIS Profile ❑x FIRM. ❑'Community Determined ❑ Otlier/Source unity, B11: Indicate elevation,datum used for BFE in Item B9 ❑ NGVD 1929 Q NAVD 1988 "t 6,theriSoliri;- B12.• lithe building located in a Coastal Barrier Resource System (CBRS)rarea or Otherwise Protected Area (OPA)? ❑.Yes Z No Designation Date: ❑ CBRS "❑:,OPA FEMA Form• 086=043 (7/15) Replaces all previous editiori"s.°- Form Page 1 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30: 2018 IMPORTANT: In these spaces, copy the corresponding Information from Section A. FEMA FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 8826 Midway City State ZIP Code Company NAIC Number Durham 1',.`balifomia 95938 SECTION C -.BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑x Construction Drawings* ❑ Building Under Construction* p Finished Construction *Anew Elevation Certificate will be required when construction of the building is complete. C2i Elevations -Zones Al -A30, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, AR/A, ARAE, AR/Al-AW, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item AT In Puerto Rico only, enter meters. Benchmark Utilized: Butte County BM #11 Vertical Datum'. NGVD 1929 " Indicate elevation datum used for the elevations jn items a) through h) below. ❑ NGVD 1929 ❑ NAVD 1988 ❑ OtheNSouece:,, . Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top:of'bottom.floor (including basement,, crawlspace of enclosure floor) '145.8 0 feet ❑meters b), Top of the next higher floor WA,. ❑x feet ❑ meters c)t36ttom'of the lowest horizontal structural member:(V Zones only) ' '. 1�1 �A : ❑x feet ❑ meters d) Attached garage (top of slab) _ :1I IA :-- - ,. ❑x feet ❑ meters e} Lowest elevation of machinery or equipment servicing the,building ` N% A i t D feet ❑ meters „ (Despribe.type of equipment and location -in Comments) _ f}; :Lowest adjacent (finished)' grade next totiuilding`(LAG) _ 145 65- ❑x feet E] meters g)'"Highest adjacent (finished): grade next to building (HAG) iqb? 1 ❑x :feet• ❑'.meters h) :Lowest adjacent grade at lowest elevation of dedc`or stairs, inducting [ ; ❑x 'feet ❑meters ' structural support" _. SECTION D =;SURVEYOR,. ENGINEER, OR ARCHITECT. CERTIFICATION This certification is -to be signed and sealedby a land surveyor, engineer, or architect authorized byaaw to oertify.elevation1nformation; l:cei*"that the information on this Cefificate represents my, efforts 6,1`terpiei he data.iv`066le. l understand that anyfa/se statement may be:punishable by tine or imprisonment under,.18 US. Code,�'Section .1.001: Were latitude and longitude in Section A provided by,a licensed land surveyor? Z:Yes ' El No' . ❑ Check here if attachments. Certifier's Name . License Num0er Lauren J.'McSwain .8754- 8754-'Title 'Title- 'Professional Professional t.and-Surveyor Company Name . Feeney Engineering & Surveying; lna '� 41N N 754 `Q r Address _ PMB236 W ?East Avenue -:Suite A City ; Stat 61' "ZIP Code. Chico .. ,' California: 95926 ; "- - n Date Signatur �_ = 2/ Telephon ,? L (530) 570,7 174. Copy, al s` "thi evation Ce ' e and aWattichments'for (1}66mmunity official, (?);insurance agerrt/comparry; and (3) building owner. Commonts,(induding type_of•equipment and location, -.per C2(e) , if applicable) The proposed building .is 2,400 sf but the enclosed porton �s'onty 1,200 sf. The Butte County Be' �h k was converted from NGVEY ` - 1929 to NAVD 1988 b usi the National .Geodetic Website hei ht conversion cal y ng g • culator rcalculator.- FEMA Form 086-0-33 (7115) Replaces 611 previous editions. Form Page 2'of 6 'Forth Valley building Systems, Inc., COMPLETE CONCRETE:& BUILDING SEMCE' 30 Seville Court Chico, CA 95928 .NORTH VALLEY :BUILDING SYSTEMS wwvr.northyalleybuilding~com December 6, 2016. Butte County. epaftment;of'Deve'lopm.en.t Services 7 County Cente'r:Dr„ O`roville.,'CA:9,59.65. :.Atte:: Phto Hunt , Tom'Fossum Y _ Re.i Building Permit: No, ;89:6 2474 Konyn Proje.ct-.8900:.Midway Dear Philo.odd.J6th; In regards'fo the:above�referenced building; permit, we. are,requesting approv:aI'to. constr..uct:`.tt e. ' Ag;,building 3 2 feet bo1ow:the base flood elevation (BFE 1:49.00). 'ThisFbuilbing, is o' r'Aguse, and is. .sheeted'0h.3s des'only witl :the balance of he building being open The elevation certificate :by feerrey Engiheeidhg will: berevisec "fo show the :re'quired flood: venting With, the required flood'vehting: the wafer will rise equally not causirig_exce'ss stress on` the biildmg; structurals. There will be na electrical or mechanical with. this project ,anal aII ;o,E •the. building materials are: , 'flood resistant 7 v We hav6:n6tod .the'fallowing: _ ' ` + '• Flood Zone:AE; Base Flood Elevation-• 149,00 " Proposed Finish Floor Elevation r 14580 (approximately 3:2' below BFE). - ~ Flood Ve:ntirig is're.qulred, A Fihished,Construction .C'ertificate' I's Required Prior to Project FinoI • r. We appreciate your help with this plan :check and look forward to .your, approval., If: you `have. ' questions or need any a`dditiorial informa;tior' please coritact, me at (530) 345-7296. Respectfully, - B J. Wood • BJW: jh PHONE (530)'345'7296 FAX (530)'345-2399 •• CONT• LIC. #812173 ' f '- :.,.,- BUTLER Date: 10/20/2016 a�,�c,manoractu.lnp- 16-023613-0I Letter of Certification Time: 09:42 AM Page: 1 of 2 �ILtrttter ofxCerhficataon -^ x$,, r n r? i � a 5 � � r _ v •„V; Contact: Jessica Hooper Protect: Konyn Orchards Name: North Valley Building Systems, Inc. Builder PO q: 16-971 Address: 30 Seville Court Jobsite: 8900 Midway City, State: Chico, California 95928 Country: United States City, State: Durham, California 95938 County, Country: Butte, United States This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof Min. Roof Peak Width Len th (s . ft.) (s . ft.) (s . ft.) Hei I Hei ht 2 PitchI Pitch Height Solar - Roof Cover 11 40/0/0 1 60/0/0 2400 1 2533 1 2408 1 14/4/0 1 11/0/0 1 1.000:12 Loads and Codes - Shape: Solar - Roof Cover City: Durham County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: I OAISC - ASD Rainfall: 1�Oncretecr Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD c: 3000.00+�7 Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:5.00 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: 0.849 Parts Wind Exposure Factor: 0.849 Wind Enclosure: Partially Enclosed Topographic Factor: Kzt: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 8/0/0 Parts / Portions Zone Strip Width: a: 4/0/0 Basic Wind Pressure: q: 22.35 psf 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 Unobstructed, Slippery PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES BUTTE CODS IEW PDLIFONCE Cot)NTY DATE BYOV 012 016 -+" DEVELOPMENT SERVICES Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCE Acceleration: Ss: 6LI0 %g Mapped MCE Acceleration: S1: 27.20 %g Site Class: Stiff soil (D) Seismic Importance: le: 1.000 Design Acceleration Parameter: Sds: 0.5341 Design Acceleration Parameter: Shc: 0.3366 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 12/8/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2134 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1526 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1343 R -Factor: 3.25 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1643 x W Building design loads and governing building code is provided by the Builder and is not validated by Butler Manufacturing, a division of BlueScope Buildings North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Butler Manufacturing, a division of BlueScope Buildings North America, Inc. design practices which have becn-established based upon -pertinent procedures and recommendations of the Standards listed in the`Building Code or later editions. File 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 10/20/2016 Butler Msnuradurin 16-023613-01 better of Certification Time: 09:42 AM Page: 2 of 2 This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Butler Manufacturing, a division of BlueScope Buildings North America, Inc., nor does it apply to unauthorized modifications to building components. Furthermore, it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project utter Manufacturing, a division of BlueScope Buildings North America, Inc. DOES NOT provide general review of erection during or after building co coon unless specifically agreed to in the contract documents. The undersigned engineer in responsible charge certifies that this building has been designed in accordance with. the con t do ed in this letter. \ S/ No. C 82293 Z M Exp .3-3118 rr, Date: Engineer's Seal: �T9% C'v'� Engineer in responsible charge FOF MW J File: 16-023613.01 Version: 2016. I d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 10/20/2016 BlJTLER Butler Manufacturing 16-023613-01 Calculations Package Time: 09:44 AM Page: 1 of 57 Butler Manufacturing Company 1540 Genessee Street Kansas City, MO 64102 STRUCTURAL DESIGN DATA Project: Konyn Orchards Name: 16-023613-01 Builder PO #: 16-971 . Jobsite: 8900 Midway City, State: Durham, California 95938 County: Butte Country: United States TABLE OF CONTENTS BuildingLoading - Expanded Report .......................:.......................................................................... .. ............:..........................2 Bracing - Summary Report ...................... ..... .... ........... . Secondary-Summary Report ........................................................................................ ......... ......... ........................ 22 Framing- Summary Report ..................................................................................... ........$ 0. ........................... 31 Covering - Summary Report .............................................. e . . ... ....................... 52 ............................................ Appendix................................................................................................................ ................ .................. 54 Exp. 3-3 -18 * tdz l (6 BtJTTE `sq CIVIL COUNTY ��FCAUF�� NOV 0 7.2 016 DEVELOPMENT • � SERVICES File: 16-023613-01. Version: 2016.1d Butler, Manufacturing, a division of BlueScope Buildings North America, Inc. r Date: 10/20/2016' BUTLER . Butler Manufactur.ring -' - +.16-023613-01 "Calculations Package Time: 09:44 AM Page: 2 of 57 . Building.Lo`adingx �„�Ezpanded�'ReportG �.�� ,,��;�-. � � �;:� �, k ��� x�>. .�x � ,:; ,.�,� � F,,;� �,, _.<�, ^�.f� • Shape: Solar - Roof Cover Loads and Codes - Shape: Solar - Roof Cover i '` City: Durham - County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: l OAISC -DASD Rainfall: I: 3.30 inches per hour Based on Building Code: 20] 2 International Building Code Cold Form: 12AISI -ASD - : Pc:3000.00 psi-Conciete �'"-•--- Building Risk/Occupancy Category: II (Standard Occupancy Structure) ` Dead and Collateral Loads Collateral Gravity:5.00 psf Frame Weight (assumed for seismic):2.50 psf Collateral Uplift: 0.00 psf g 4 - Side Side Type Mag Units Shape Applied to i Description A D ' 2.079 psf Entire Fnn Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.13 : Roof: A A D 0.950 psf Entire Pur Covering Weight.- 26 Butlerib II Unpunched : Roof: A Roof Live Load r Roof Live Load: 20.00 psf Reducible *i Wind Load Wind Speed: Vult 110.00 (Vasd: 85.21) mph Gust Factor: G: 1.0000 -Wind Enclosure: Partially Enclosed Least Horiz. Dimension: 40/0/0 , Height Used: 15/0/0 (Type: Eave) Base Elevation: 0/0/0 NOT Windbome Debris Region Primary Zone Strip Width: 2a: 8/0/0 Parts / Portions Zone Strip Width: a: 4/0/0 Velocity Pressure: qz: 30.98 psf qz' 0.00256 * (1.00) • (110.00)^2 ' (1.00) Topographic Factor: Kzt: 1.0000 The 'Envelope Procedure' is Used Directionality Factor: Kd: 0.8500 Wind Exposure: C - Kz: 0.849 Basic Wind Pressure: q: 22.35 psf Snow Load ' Ground Snow Load: pg: 0.00 psf Rain Surcharge: 0.00 Flat Roof Snow: pf. 0.00. psf Exposure Factor: 2 Partially Exposed Ce: 1.00 Design Snow (Sloped): s: 0.00 psf Thermal Factor: Unheated - Ct: 1.20 r Snow Accumulation Factor: 1.000 Unobstructed, Slippery Snow Importance: Is: 1.000 Slope Reduction: Cs: 1.00 Ground/ Roof Conversion: 0.70 Slope Used: 4.764 deg. ( 1.000:12 ) Seismic Load, Lateral Force Resisting Systems using Equivalent Force Procedure Transverse Direction Parameters Mapped MCE Acceleration: Ss: 6 1. 10 %g Ordinary.Steel Moment Frames Mapped MCE Acceleration: S1: 27.20 %g Redundancy Factor: Rho: 1.30 Site Class: Stiff soil (D) Fundamental Period: Ta: 0.2134 Seismic Importance: le: 1.000+ �R-Factor: 3.50 ' Design Acceleiation Parameter: S s 0.5341 Overstiength Factor. Omega: 2.50 Design Acceleration Parameter:.Shc: 03366 Deflection Amplification Factor: Cd: 3.00 t Seismic Design CategoryDir 1 'Base Shear: V: 0.1526x W % Snow Used in Seismic: 0.00 Seisruc Snow�Load 0.00 psf �y Longitudinal Direction Parameters Diaphragm Condition Flexible1 Ordinary Steel Concentric Braced Frames Fundamental Period Height°Used":�12/8/0 Redundancy Factor: Rho: 1.30 -Fundamental Period: Ta: 0.1343 R -Factor: 3.25 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.25 4,fr M( ; Base Shear: V: 0.1643x W File:16-023613=01: - ' Version: 2016.1d +Butler Manufacturing, a division of BlueScope Buildings,North America, Inc: °� la r�Esr Date: 10/20/2016 Butler Manufacturing 16-023613-01 Calculations Package Time: 09:44 AM Page: 3 of 57 Side Type . Mag Units Shape Applied to Description 1 E 0.257 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.73: Wall: 1 1 E 0.277 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.73: Wall: 1 2 E 0.233 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.57: Wall: 2 2 E 0.251 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.57: Wall: 2 4 E 0.300 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 1.01: Wall: 4 4 E 0.323 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 1.01: Wall: 4 A E 1.462 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.13 + (Includes. D + CG + W 1> 6 5.000 Collateral 2.500 Frame Weight) : Roof: A A • " E 1.574 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.13 + (Includes 7 System 5.000 Collateral 2.500 Frame Weight) : Roof: A Deflection Conditions + CG + W2> 8 Frames are vertically supporting:Metal Roof Purlins and Panels 1.000 Frames are laterally supporting:Metal Wall Girts and Panels 9 Purlins are supporting:Metal Roof Panels 1.000 1.0 D + 1.0 CG + 0.6 WPL Girts are supporting:Metal Wall Panels 10 System 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 + 1.0 ASLA D + CG + ASLA 4 System 1.000 1.0 D + 1.0 CG + 1.0 AASL D + CG + AASL 5 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG + WPR 11 System 1.000 0.6 MW MW -Wall: 1 12 System 1.000 0.6 MW MW - Wall: 2 13 System 1.000 0.6 MW MW - Wall: 3 14 System 1.000 0.6 MW MW - Wall: 4 15 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 17 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W 2> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 +CU+<W2 19 System 1.000 0.6 D + 0.6 CU + 0.6 WPL + CU + WPL 20 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU + WPR 21 System 1.000 1.0D+1.0CG+0.75L+0.45WI> D +CG+L+WI> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W 1 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 25 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L + WPL 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + CG + L + WPR 27 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + Fj + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + CG + <E + EG+ 29 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + F> + EG - 30 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 31 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 33 Special 1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG- D + CU + Fj + EG - 34 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 35 OMT Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ ', + CG + F> + EG+ 36 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ + CG + <E + EG+ 37 ONE Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- + CU + F> + EG - 38 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB 1> + CG + WPR + WB 1> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB 1 > D + CU + WPR + WB 1 > 41 System Derived 1.000 1.0D+I.00G+0.75L+0.45WPR +0.45WBI> D +CG+L+WPR +WB1> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 D + CG + WPR + <WB 1 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 D + CU + WPR + <WB 1 44 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 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 10/20/2016 sur�Etz sutler ManutacturinB 16-023613-01 Calculations Package Time: 09:44 AM Page: 4 of 57 Origin 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 1.000 48 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 + CG + WPR + <WB2 1.0 D + 0.6 <W1 49 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <WB2 D+W2> 50 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 + CG + L + WPR + <WB2 5 51 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> System 52 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> + CU + WPL + WB3> 1.000 53 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> + CG + L + WPL + WB3> 1.0 D + 0.6 <W4 54 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 + CG + WPL + <WB3 NfW - Wall: 1 55 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 + CU + WPL + <WB3 11 56 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 + CG + L + WPL + <WB3 System 57 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> + CG + WPL + WB4> 1.000 58 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> + CU + WPL + WB4> 1.0 D + 0.7 <E 59 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> + CG + L + WPL + WB4> D + CG + W 1 > 60 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 + CG + WPL + <WB4 17 61 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 System Derived 62 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 + CG + L + WPL + <WB4 1.000 63 System Derived 1.000 0.6 MWB MVVB - Wall: 1 1.0 D + 1.0 CG + 0.6 <W3 64 System Derived 1.000 0.6 MWB MWB - Wall: 2 65 System Derived 1.000 0.6 MWB MWB - Wall: 3 66 System Derived 1.000 0.6 MWB MWB - Wall: 4 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> + CG + F> + EG+ + EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 EB> D + CG + Fj + EG+ + EB> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 EB> D + CU + Fj + EG- + EB> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 EB> D + CU + F> + EG- + EB> 73 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 74 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 75 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ + CG + EB> + EG+ 76 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 77 ONE Connection 1.000 1.0 D + 1.0 CG + 2.45 EB> + 0.7 EG+ D + CG + EB> + EG+ 78 ONE Connection 1.000 0.6 D + 0.6 CU + 2.45 EB> + 0.7 EG- + CU + EB> + EG - 79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + F> + EG+ + <EB 80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB D + CG + Fj + EG+ + <EB 81 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 82 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 83 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + F> + EG- + <EB 84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 85 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 86 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 87 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 88 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- + CU + <EB + EG - 89 OMT Connection 1.000 1.0 D + 1.0 CG + 2.45 <EB + 0.7 EG+ D + CG + <EB + EG+ 90 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <EB + 0.7 EG- + CU + <EB + EG - Design Load Combinations - Bracing No. Origin Factor I Application Description I System 1.000 1.0 D + 0.6 W 1> + W 1> 2 System 1.000 1.0 D + 0.6 <W1 + <W 1 3 System 1.000 1.0 D + 0.6 W2> D+W2> 4 System 1.000 1.0 D + 0.6 <W2 D+<W2 5 System 1.000 1.0D+0.6W3> +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 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 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 D + CG + <W 1 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 File: 16-023613-01 Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. „z,Date: 10/20/2016 BUTLER a�a,M,��,u„�g 16-023613-01 Calculations Package Time: 09:44 AM Page: 5 of 57 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 W1 > + CU + W 1> 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 + W3> 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 + W 4> 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 + E> + 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- D + CG + Ej + EG - 34 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG - Design Load Combinations - Purliin No. Origin Factor ' Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System Derived 1.000 1.0D+1.0CG+0.6WI>+0.6WB1> D+CG+Wl>+WB1> 3 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6WBI> D +CG+<W2+WB1> 4 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB 1> D + CU + W1> + WB l > 5 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB1> +CU+<W2+WB1> 6 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB1> D+CG+L+W1>+WB1> 7 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45 WBI> D +CG+L+<W2+WB1> 8 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB 1 D + CG + W1> + <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 W1> + 0.6 <WB 1 D + CU + W1> + <WB 1 11 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <"I D + 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 + W1> + <WB 1 13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB 1 D + CG + L + <W2 + <WB 1 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB2> D + CG + W 1> + WB2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 WB2> D + CU + W 1> + WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> + CU + <W2 + WB2> 18 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> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> + CG + L + <W2 + WB2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB2 + CG + W 1> + <WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 <WB2 + 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 W1> + 0.45 <WB2 + CG + L + W l> + <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> + CG + W 1> + WB3> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3> D + CU + W 1> + WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> D + CU + <W2 + WB3> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB3> 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> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB3 D + CG + W1> + <WB3 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 + CG + <W2 + <WB3 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB3 + CU + W 1> + <WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 + CU + <W2 + <WB3 36 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 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 D + CG + L + <W2 + <WB3 38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB4> D + CG + W 1> + WB4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + WB4> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4> + CU + W 1> + WB4> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> + CU + <W2 + WB4> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB4> + CG + L + W 1> + WB4> 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 + CG + W l> + <WB4 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB4 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 + CU + W 1 > + <WB4 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 + CU + <W2 + <WB4 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB4 + 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 + CG + L + <W2 + <WB4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.1 EB> + 0.7 EG+ D + CG + EB> + EG+ File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. B[/TLER ,�..a9 �..m...,�.....-=....�.... 16-023613-01 Calculations Package Date: 10/20/2016 Time: 09:44 AM I Application Description Page: 6 of 57 System System 51 System Derived 1.000 2 System + CU + EB> + EG - 1.0 D + 0.6 <W2 s 52 System Derived 1.000 �0.6D+0.6CU+0.7EB>+0.7EG- 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ 0.6 D + 0.6 W 1> + CG + <EB + EG+ 1.000 53 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- System + CU + <EB + EG- n-iun i.nad r-hinatinnc - Citi t No. Origin I Factor I Application Description 1 2 System System 1 1.000 1.000 1.0 CG + 0.6 W 1> 1.0 CG + 0.6 <W2 CG + W1> CG + <W2 Desinn Load rnmhinatinnc - Ranf - Panel No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 L + L 2 System 1.000 1.0 D + 0.6 <W2 s + <W2 �+Wj> 3 System 1.000 0.6 D + 0.6 W 1> System necion i -d r-hlnati- - WAII - Panel No. Origin Factor Application Description 1 2 System System 1 1.000 1.000 0.6 W 1> 0.6 <W2 IWI> W2 nen­tinn i.nad C-hinatinnc - Framino No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L W 1> <W2 2 System 1.000 60 180 0.42 Wl> W1> 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 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR YVTR 8 System Derived 1.000 60 180 0.42 WB I> Va 1> 9 System Derived 1.000 60 180 0.42 <WB 1 <WB 1 10 System Derived 1.000 60 180 0.42 WB2> WB2> 11 System Derived 1.000 60 180 0.42 <WB2 <WB2 12 System Derived 1.000 60 180 0.42 WB3> WB3> 13 System Derived 1.000 60 180 0.42 <W133 <WB3 14 System Derived 1.000 60 180 0.42 WB4> WB4> 15 System Derived 1.000 60 180 0.42 <WB4 <WB4 16 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG - 17 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG - 18 System Derived 1.000 10 0 1.0 EB> B> 19 System Derived 1.000 10 0 I.0 <EB EB nonortinn i.nad ! nmhinAtinne - Pnrlin No. Origin Factor Deflection Application Description 1 System 1.000 150 1.0 L W 1> <W2 2 System 1.000 180 0.42 W 1> 1> �W2 3 System 1.000 180 0.42 <W2 Detlectinn Land rarnhinatinnc - Girt No. Origin Factor Deflection I Application Description 1 2 System System 1.000 1.000 90 90 0.42 W 1> 0.42 <W2 W 1> <W2 Deflection Load Combinations - Roof - Panel No. Origin Factor I DefH I DefV Application Description 1 System 1.000 1 60 1 60 10.42 <W2 W2 File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sur�ER Date: 10/20/2016 Butler Manufacturing 16-023613-01 Calculations Package Time: 09:44 AM Page: 7 of 57 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 S Snow Load US1 * Unbalanced Snow Load 1, Shifted Right *USI Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHI Partial Load, Half, 1 Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans S> Snow - Notional Right <S Snow - Notional Left 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 PS2 Partial Load, Half Span 2 W Wind Load W I> Wind Load, Case 1, Right <W 1 Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> 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 WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI Wind Parallel -Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPB Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPCI Wind Parallel - Ref C, Case I WPC2 Wind Parallel - Ref C, Case 2 WPD 1 Wind Parallel - Ref D, Case I WPD2 Wind Parallel - Ref D, Case 2 WB 1> Wind Brace Reaction, Case 1, Right <WB1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 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 F> 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*>(I) 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*(I) 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 *AU(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 *AL>(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 File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Date: 10/20/2016 - 16-023613-01 Calculations Package Time: 09:44 AM Butler Manufaeturing --.t —In Page: 8 of 57 <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 File: 16-023613-01 Version: 2016.1d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 10/20/2016 BUTLER Butler Monufuctuing4 16-023613-01 Calculations Package - Time: 09:44 AM . Page: 9 of 57 User Defined Frame Point Loads for Cross Section: 1 Side Units Type Description Mag 1 I Locl I Offset H or V Supp. Dir. Coef. Loc. 1 k WPL eak axis load 3.24 6/3/0 N N N IN 1.000 WA 1 k , WPR eak axis load 3.24 6/3/0 N N N OUT 1.000 WA 3 a Y X File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. - a 2, 4 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 10/20/2016 w „a, Ta�ur- -Ing 16-023613-01 Calculations -Package Time: 09:44 AM - t Page: 11 of 57 • ` Bracing Summa Report • x � Shape: Solar - Roof Cover ' .A, " Loads and Codes - Shape: Solar - Roof Cover City:. Durham 'County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition '. 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)" • J + i Dead and Collateral Loads 4 ,- r - Roof Live Load ` Collateral Gravity:5.00 psf Roof Covering +Second. Dead Load: 2.08 psfRoof Live Load: 20.00 psf Reducible ' • Collateral Uplift: 0.00 psf . Frame Weight (assumed for seismic):2.50 psf T Wind Load '' Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf -t °_ " Lateral Force Resisting Systems using Equivalent + " J Force Procedure . . The 'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf Mapped MCE Acceleration: Ss: 61.10 %g { M1 Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf , ' Mapped MCE Acceleration: S 1: 27.20 %g Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00, Site Class: Stiff soil (D) - - • Wind Enclosure: Partially Enclosed Exposure Factor: 2 Partially Exposed - Cc: 1.00 Seismic Importance: Ie: 1.000 •1.000 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 4 Design Acceleration Parameter: Sds: 0.5341 Thermal Factor: Unheated - Ct: 1.20Design Acceleration Parameter: Shc: 0.3366 ' t NOT Windbonie Debris Region Ground / Roof Conversion: 0.70 r •. - Seismic Design Category: D Base Elevation: 0/0/0 1Unobstnicted, Slippery Seismic Snow Load: 0.00 psf r Primary Zone Strip Width: 2a: 8/0/0 % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 4/0/0 Diaphragm Condition: Flexible + Basic Wind Pressure: q: 22.35 psf y, i Fundamental Period Height Used: 12/8/0 L' - �-TransverseDirection Parameters a t , + „`Ordinary Steel Moment Frames • - r Redundancy Factor: Rho: 1.30 ' c•'+ '' µ Fundamental Period: Ta: 0.2134 •. R -Factor: 3.50 s'. { Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 • , l a r Base Shear: V: 0.1526 x W + Longitudinal Direction Parameters - _ - + • Ordinary Steel Concentric Braced Frames i ' ^ ` , , . Redundancy Factor: Rho: 1.30. ,Fundamental Period: Ta: 0.1343 + R-Factor:3.25. , c Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1643 x W „ ' File: 16-023613-01 ': ' Version: 2016.1d" .' - �, Butler Manufacturing, a division of B1ueScope Buildings' North'America,' Inc.' -. `: ; 7:- < • • „ BUTLER 16-023613-01 Calculations Package 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 Design Load Combinations - Bracing Date: 10/20/2016 Time: 09:44 AM Page: 12 of 57 No. Origin Factor Application Description 1 System 1.000 1.0 D + 0.6 W 1> D - W 1> 2 System 1.000 1.0 D + 0.6 <W1 D + <W1 3 System 1.000 1.0 D + 0.6 W2> D+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 MW -Wall: 1 to 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 F> 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 l> D + CG + W 1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + 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 W1 > + CU + W 1> 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 + W3> 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+ + 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 - File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 10/20/2016 BLTLER 16-023613-01 Calculations Package Time: 09:44 AM Page: 13 of 57 TT T 71 n:Aon...I R— in. M.—h— n.—n Annr A Mem. Bracing Length Angle Design Seismic 1A X i u TT T 71 n:Aon...I R— in. M.—h— n.—n Annr A Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft 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 I R 0.375 34.74 33.5 -0.35 1.0000 1.0000 0.137 1.OD+I.00G+0.6<W2 passed web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 R0.375 34.74 33.5 -0.35 1.0000 1.0000 0.137 0.6D+0.6CU+0.6W2> passed 3 R 0.375 35.48 33.0 -1.92 1.0000 1.0000 0.749 I.OD+I.00G+0.7<E+0.7EG+ passed 4 R 0.375 35.49 33.0 -1.92 1.0000 1.0000 0.749 I.OD+I.00G+0.7E>+0.7EG+ passed Mem. End Diagonal Connection Desi Information 1 Left Clevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle = 33.5 deg, flange offset = 7.007 in, SQW To Web and Clip Weld 3/16" 1 - side Fillet Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.6<W2, Factored F = 0.35, 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 0.6D+0.6CU+0.6W2>, Factored F = 0.35, 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 Clevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle = 33.5 deg, flange offset = 7.007 in., SQW To Web and Clip Weld 3/16" 1 - side Fillet 3 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 1.92, 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 LOD+l .00G+0.7<E+0.7EG+, Factored F =1.92, 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. 4 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 1.92, 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 = 1.92, 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. File: 16-023613-01 Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. - Date: 10/20/2016 BUTLER Bute, M—faeta,,n9 16-023613-01 Calculations Package Time: 09:44 AM Page: 14 of 57 Mem. Bracing Length Angle Design 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 I Load Case Status 1 R 0.5 31.60 20.4 -2.68 1.3000 1.0000 0.758 . 1.OD+I.00G+0.7<E+0.7EG+ passed 2 R 0.5 31.60 20.4 -2.69 1.3000 1.0000 0.761 1.OD+I.00G+0.7F>+0.7EG+ 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 = 5.35, 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 LOD+I.00G+0.7<E+0.7EG+, Factored F = 5.35, 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+I.00G+0.7F>+0.7EG+, Factored F = 5.37, 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+0.7E>+0.7EG+, Factored F = 5.37, 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: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inca Date: 10/20/2016 BUTLER Munu}aetuNng 16-023613-01 Calculations Package Time: 09:44 AM Page: 15 of 57 Pnrtal Frames M Main F -P Cnnnartinn necion rnf--tinn_ Wall d_ hnv 1 Left Portal Clip Design Left Main Frame Clip Design 1 row of(2) 0.750" A325T 1 row of(2) 0.750" A325T 3MZE0440607000002B 3MZE0740614400002B Horizontal Shear 1.00 Horizontal Shear 1.00 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.04 PASSED. Bolt Group Sh rStrengthRatio 0.04 PASSED. Clip Buckling Min Thickness 0.144 PASSED. Cli Bucklin Min Thk has S na PASSED. Clip Weld Fillet Both Sides 0.188 1 PASSED. Clip Weld Fillet One Side 0.188 PASSED. Web Rupture Min Thickness na I PASSED, Web Rupture Min Thickness 0.003 1 PASSED. Right Portal Clip Design Right Main Frame Clip Design 1 row of(2) 0.750" A325T 1 row of(2) 0.750" A325T 3MZE0440607000002B 3MZE0740614400002B Horizontal Shear 1.00 Horizontal Shear 1.00 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.04 PASSED. Bolt Group Shear Strength Ratio 0.04 PASSED. Clip Buckling Min Thickness 0.144 PASSED. Clip Buckling Min Thk has S na PASSED. 'Clip Weld Fillet Both Sides 0.188 PASSED. Clip Weld Fillet One Side 0.188 PASSED. Web Rupture Min Thickness na PASSED. Web Rupture Min Thickness 0.003 PASSED. K File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America; Inc. aur�Esz Date: 10/20/2016 T-IL M71 16=023613-01 Calculations Package Time: 09:44 AM Page: 16 of 57 Frame Cross Section: C vimension Key 1 8" 2 l'-0 1/2" Frame Clearances Horiz Clearance between members I (CX007) and 4(CX007): 26'-8" Vert. Clearance at member 1(CX007): 12'-2 11/16" Vert. Clearance at member 4(CX007): 12'-2 11/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc: Date: 10/20/2016 BL/TL ER Butler Manufacturing 16-023613-01 Calculations Package Time: 09:44 AM Page: 17 of 57 Location 1 0/0/0 1 0/0/0 [Portal Frame 1 0.0000 1 1 - I Automatic Desitin I Design Load Combinations - Framing No. Ori in Factor I 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+1.0CG+0.6W1> D +CG+Wl> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 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 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W l> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W l 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 + CU + WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D +CG+L+W1> 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 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + 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+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 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 F> + 0.7 EG+ + CG + Fj + EG+ 30 Special 1.000 1.0D+1.0CG+1.75<E+0.7EG+ +CG+<E+EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG- 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 E> + 0.7 EG+ + CG + E> + EG+ 34 OMT Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OW Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 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.OD+I.0CG+0.6WPR +0.6WBI> D+CG+WPR+WB1> 38 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6WBI> +CU+WPR+WB1> 39 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WBI> +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 0.6D+0.6CU+0.6WPR+0.6<WB1 +CU+WPR+<WBI 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> D + 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> D + 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> + CG + L + WPL + WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W133 + CG + WPL + <WB3 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 VOL + 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 D + CG + L + WPL + <WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 W134> 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 D + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 + CG + L + WPL + <WB4 File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Butler Manufacturing 16-023613-01 Calculations Package Date: 10/20/2016 Time: 09:44 AM Page: 18 of 57 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 62 System Derived 1.000 0.6 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 F> + 0.7 EG+ + 0.91 EB> D + CG + F> + EG+ + EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + Fj + 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 + Fj + EG- + EB> 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 EB> D + 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 OMT Connection 1.000 1.0 D + 1.0 CG + 2.45 EB> + 0.7 EG+ D + CG + EB> + EG+ 76 OW Connection 1.000 0.6 D + 0.6 CU + 2.45 EB> + 0.7 EG- + CU + EB> + EG - 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 <EB + CG + F> + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB + CG + F> + EG+ + <EB 79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 <EB D + CU + F> + 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 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 85 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 86 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - 87 OW Connection 1.000 1.0 D + 1.0 CG + 2.45 <EB + 0.7 EG+ D + CG + <EB + EG+ 88 OMF Connection 1 1.000 0.6 D + 0.6 CU + 2.45 <EB + 0.7 EG- + CU + <EB + EG - Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (ksi) (ksi Jt.l Jt.2 1 6.00 0.2500 0.1345 9.00 9.00 13.20 202.0 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 14.07 123.2 55.00 55.00 KN, SS 3P 3 5.00 0.1345 0.1345 9.00 9.00 14.07 123.2 55.00 55.00 KN SS 3P 4 6.00 0.2500 0.1345 9.00 9.00 13.20 202.0 55.00 55.00 BP KN 3P Total Frame Weight = 650.3 (p) (Includes all plates) Boundary Condition Summary Member I X -Loc I Y -Loc Supp. X Supp. Y Moment Dis lacement X in. Displacement Y in. Displacement ZZ rad. 1 4 0/0/0 29/6/0 0/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 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: C Type Exterior Column X -Loc 0/0/0 Gridl - Grid2 C-1 Base Plate W x L (in.) 8 X 10 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-0" Exterior Column 29/6/0 C-2 8 X 10 0.375 4-0.750 100'-0" Load Type Desc. Hx Vy Hx V D Frm 0.03 0.30 -0.03 0.30 CG Frm - - - - L> Frm <L Frm Wl> Frm <W 1 Frm W2> Frm <W2 Frm V,/PL Frm WPR Frm MW Frm MW Frm MW Frm MW Frm File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 10/20/2016, • !u 16-023613-01 Calculations Package Time: 09:44 AM ..nar Manufacturing .rin?. Page: 19 of 57 Horizontal Load Reaction (k) (k) CU Frrn 0.0 0.0 0.6 0.6 CG 0.0 0.0 0.0 L Frrn 0.0 0.0 0.0 0.0 <L 0.0 0.01 0.0 E> Frm 0.0 0.0 0.0 0.0 <W1 0.0 0.0 0.0 EG+ Frrn 0.0 0.0 0.0 0.0 <W2 0.0 0.0 0.0 <E Frrn 0.0 0.0 0.0 0.0 WPR 0.0 0.0 0.0 EG- Fnn 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 WBI> Brc -0.48 -0.46 -0.48 0.46 MW 0.0 0.0 0.0 <WB I Brc 0.48 0.46 0.48 -0.46 L 0.0 0.0 0.0 WB2> Brc -0.48 -0.47 -0.48 0.47 EG+ 0.0 0.0 0.0 <W132 Brc 0.48 0.47 0.48 -0.47 EG- 0.0 0.0 0.0 WB3> Brc -0.45 -0.43 -0.45 0.43 <WB 1 1.0 1.0 0.0' <VvB3 Brc 0.45 0.43 0.45 -0.43 <W132 1.0 LO 0.0 WB4> Brc -0.45 -0.43 -0.45 0.43 <WB3 0.9 0.9 0.0 <VvrB4 Brc 0.45 0.43 0.45 -0.43 <W134 0.9 0.9 i 0.0 MWB Brc -0.46 -0.45 -0.46 0.45 MWB 0.0 0.0 0.0 MWB Brc 0.9 0.9 - - MWB 0.0 1.0.0 0.0 MWB Brc 0.46 0.45 0.46 -0.45 <EB 0.9 0.9 0.0 MWB Brc - - EB> Bre -0.43 -0.41 -6.43 0.41 <EB Brc 0.43 0.41 0.43 -0.41 Sum of Forces with Reactions Check - Framing I Load Type Horizontal Load Reaction (k) (k) Vertical . Load Reaction (k) (k) D 0.0 0.0 0.6 0.6 CG 0.0 0.0 0.0 0.0 L> 0.0 0.0 0.0 0.0 <L 0.0 0.01 0.0 0.0 Wl> 0.0 0.0 0.0 0.0 <W1 0.0 0.0 0.0 0.0 W2> 0.0 0.0 0.0 0.0 <W2 0.0 0.0 0.0 0.0 WPL 0.0 0.0 0.0 0.0 WPR 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 NM 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 0.0 0.0 E> 0.0 0.0 0.0 0.0 EG+ 0.0 0.0 0.0 0.0 .<E 0.0 0.0 0.0 0.0 EG- 0.0 0.0 0.0 0.0 WBI> 1.0 1.0 0.0 0.0 <WB 1 1.0 1.0 0.0' 0.0 WB2> 1.0 1.0 0.0 0.0 <W132 1.0 LO 0.0 0.0 WB3> 0.9 0.9 0.0 0.0 <WB3 0.9 0.9 0.0 0.0 WB4> 0.9 0.9 0.0 -0.0 <W134 0.9 0.9 i 0.0 0.0 MWB 0.9 0.9 0.0 0.0 MWB 0.0 0.0 0.0 CA MWB 0.9 0.9 0.0 0.0 MWB 0.0 1.0.0 0.0 0.0 EB> 0.9 0.9 0.0 0.0 <EB 0.9 0.9 0.0 0.0 File: 16-023613-01 Version: 2016.1d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. r BUTLER Butler Manufacturing 16-023613-01 Calculations Package Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. Date: 10/20/2016 Time: 09:44 AM Page: 20 of 57 X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom cow Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) i Case (Vy) Case (-Mzz) Case (Miz) Case 0.750 5.0 k Std k OS -0.1875 k C-2 k 0.375 k 10 k) 4 (in -k) 5.0 (in -k Std 0/0/0 C-1 0.73 74 0.79 85 0 29/6/0 0.78 1.04 0.54 741.02 -0.55 85 0.78 1.04 73 73 29/6/0 C-2 0.79 73 0.73 86 0.292 0.015 0.647 0.324 0.55 86 1.02 73 0.013 0.618 0.324 0.479 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 Gape & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4*drod) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. Shear Rods in. in. in. Type Flange Web 0/0/0 C-1 1 0.375 8 10 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 29/6/0 C-2 4 0.375 8 10 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Streneth Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum B cing1WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Load in. Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Shear Comp Case k k Case k k Case k k Case k k k Case 0/0/0 0.78 1.04 85 0.75 -0.55 74 0.78 1.04 85 29/6/0 0.034 73 0 29/6/0 0.78 1.04 73 0.75 -0.55 86 0.78 1.04 73 73 0.015 73 0 Base Plate Connection Streneth Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Cone. 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 0.034 85 0.014 74 N/A 0 2.000 0 0.012 85 0.015 74 0.014 85 0.015 85 0.031 85 29/6/0 0.034 73 0.014 86 KN Face 0 6.00 0 0.012 73 0.015 86 0.014 73 0.015 73 0.031 73 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gages In/Out ft in. I Desc. in. ID Desc. in. No. in. in. in. in. Description 1 1 S3 12.42 8.500 N/A N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 4 1 S3 12.42 8.500 N/A 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 Fv = 55.00 ksi) Moment Connections: Outside Flan a Required Stren Design Stren Ratios End -Plate Dimensions I Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches I st/2nd Configuration Pitches I st/2nd ID I Desc. in. ID Desc. in. No. No. in -k in. in. in. in. Yielding in. 1 2 KN(Face) 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 2 1 KN(Face) 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 3 1 KN(Face) 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 4 2 KN Face 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 Moment Connections: Outside Flan a Required Stren 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 I Shear Bending Yielding Rupture Tearing Weld Weld 1 2 87 -0.0 1.1 167.1 AISC DG-16/Th in plate 0.293 0.015 0.643 0.324 0.479 0.015 0.959 0.516 2 1 87 -0.0 1.1 167.1 AISC DG-16/Thin plate 0.293 0.015 0.643 0.324 0.479 0.015 0.959 0.516 3 1 87 -0.0 1.1 167.1 AISC DG-16/Thin plate 0.292 0.015 0.647 0.324 0.479 0.015 0.657 0.516 4 2 87 -0.0 1.1 167.1 AISC DG-16/Thin plate 0.292 0.015 0.647 0.324 0.479 0.015 0.657 0.516 Flan a Re uired Stren Design Stren Ratios * Jt. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. Cs k k in -k Proc. Tension Shear Bendin Yieldin Ru ture Tearin Weld Weld I 2 88 -0.0 0.9 159.5 AISC DG-16/Thin plate 0.280 0.013 0.614 0.324 0.479 0.012 0.959 0.516 1 88 -0.0 0.9 159.5 AISC DG-16/Thin plate 0.280 0.013 0.614 0.324 0.479 0.012 0.959 0.516 1 88 -0.0 0.9 159.5 AISC DG-16/I'hin plate 0.278 0.013 0.618 0.324 0.479 0.012 0.627 0.516 2 88 -0.0 0.9 159.5 AISCDG-16/Ihin late 0.278 0.013 0.618 0.324 0.479 0.012 0.627 0.516 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. V From Side Point 1 Part - Axial Load per FB k - - Load Case t - 1 0/0/0 ' _ 4 0/0/0 �• 0/0/0 0/0/0 HFB3060 . HFB3060. O.000t � -0.000 1 ' Mom -x Mom -y Axial Shear- Mom -x •Mom -y Axial ' � Mem. Loc. Depth in. Shear ; Pr' Vr • Mrx. -'Mry' ' a'• SUTLER t' • Date: 10/20/2016 + Shear No. 16-023613-01.•Galculations Package - • Time: 09:44 AM." Flexure ,Buser Manufacturing. : k - � in -k` - k '' � k r " in -k. Page: 21 of 57 f � 1 12.45 9.00 77 . r Flange Brace Summar •` 1.00 -64.5 •. 0.0 58.5 '2 451.9 J Y 0.15 - 1 10.38 9.00 2.80 ,77 1.12 8.53 • r .� 0.02 ,55.09 '21.4, 1.00 1.13 0.67 •.0.02 �2 • 2.60 Frame Design Member Summar - Controllin Load Case and Maximum Combined Stresses • er Member Locations are from Joint 1 77 320.0 " -0.0 0.67 1-53.0 0.0 't4.1 • 68.5. 39.0 0.78 55.09 2 , 0.38 9.00 0.67 • 77, • 'L0.5 . 149.4 149.4 20.9 1.50.64.32 0.02 ' 3 V Member From Member Joint 1 From Side Point 1 Part - Axial Load per FB k - - Load Case t Member From Member Joint 1 From Side Point 1 Part - Axial Load per FB k - - Load Case .Desi Note - 1 0/0/0 ' _ 4 0/0/0 �• 0/0/0 0/0/0 HFB3060 . HFB3060. O.000t � -0.000 1 ' - Parameters Used fnr Axial and Flexural Desivn" Controlling Cases. - ;Require Strenti - r • Available Strength Strength Ratios: Ag Afn • Axial Sx ,Axial Shear Mom -x Mom -y Axial Shear- Mom -x •Mom -y Axial ' � Mem. Loc. Depth in. Shear ; Pr' Vr • Mrx. -'Mry' `Pc VC {, Mcx Mcy + Shear No. ft in. Flexure : k k in -k' in -k` - k '' � k r " in -k. in -k Flexure � 1 12.45 9.00 77 • L -0.7 1.00 -64.5 •. 0.0 58.5 '2 451.9 12.2.8 0.15 - 1 10.38 9.00 2.80 ,77 1.12 8.53 ' ,1.72 0.02 ,55.09 '21.4, 1.00 1.13 0.67 •.0.02 �2 • 2.60 9.00 77 320.0 " -0.0 0.67 1-53.0 0.0 't4.1 • 68.5. 39.0 0.78 55.09 2 , 0.38 9.00 0.67 • 77, • 'L0.5 . 149.4 149.4 20.9 1.50.64.32 0.02 ' 3 2.60 9.00 65 - 172.30.1.66 -0.0 1.00. _ , -53.0 %A . 0.0 4.1 = •68.5 .39.0 0.78 r ., 3 0.38 9.00 65 • -0.5 Derived 20.9 , 0 1.0 <EB � 0.02 4.. 12.45 ••• 9.00 65 •f -0�7 -64.5.• 0.0 }"•.•58.5 45].9 122.8 0.15 - 4 .10.38 r 9.00 � 65 0.4 c �6.1 21.4 0.02 ' Mem. .Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy � Zx • Zy J " Cw Cb Rpg Rpc Qs Qa •No." ft in. in. in. in.2 in.2 in.4 in.4 ' in.3 in.3 in.3 in.3 , in.4r . in.6 17 12.45 149.42 149.4 149.4 4.14 1.50 ' 64.32 9.00 14.29 3.00 ,15.55 4.54 ,0.07 172.30 1.66 1.00 1.09 0.94 0.96 '2 2.60 320.00 320.0 3200. 2.52 0.67 33.89 2.80 7.53 1.12 8.53 ' ,1.72 0.02 ,55.09 2.26 1.00 1.13 0.67 1.00 '3 2.60 320.00 320.0 320.0 2. 52 0.67 33.89 2.80' 7.53 ' 1.12 8.53 .4 1.72 _ 0.02 55.09 2.26 1.00 .1.13 0.67 1.00 '•4- '12.4 149.42 149.4 149.4 4.14 1.50.64.32 9.00 14.29 3.00.15.55 ' 4.54 .0.07 172.30.1.66 1.00. 1.09 0.94 0.96 No. Origin Factor DefH Defy Application Description 1; • System ' 1.000 0 180 1.0 L •. - . " 2 System 1.000. 60 180 0.42 W 1> W 1> •, • 3 System 1.000 60 180 0.42 <W l ' t <W1 4 r� 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 x • WPL .7,' System 1.000 60 , 180 0.42 WPR WPR ' 8 System Derived 1.000 60 180 0.42 WB I> WB1> `9 System Derived 1.000 60 180 0.42<WB1 � •' . <WB1 , ] 0 System Derived 1.000 60 180 0.42 WB2> • - ` � ` r z' `• WB2> • 11 System Derived 1.000 60 180 .42 <WB2 <WB2 , 12 System Derived 1.000 60 180 .42 WB3> WB3> -13 ,System Derived 1.000 60 • 180 0.42 <WB3 ,' WB3 ' 14 System Derived 1.000 60 180 0.42 WB4> - WB4> ' 15 .System Derived 1.000 60 180 0.42 <WB4 _ <WB4 16 System 1.000 10 0 _ 1.0 F> + 1.0 EG- E> + EG - 17 .System 1.000 10 0 1.0 <E + 1.0 EG- E + EG- t` 18 System Derived 1.000 10 0 1.0 EB> , ' t ~ ' • B> 19 System 1 - ax. Horizontal Deflection ax. Vertical Deflection for S an 1 •,' (I -U376) L/99999 -0.409 ' .0.000 4 4 :. 2 � 2. 11 15 <WB2 r <WB4 Negative horizontal deflection is left' - • a • .t • „ •Negative vertical deflection is down " ` oof and endwall diaphragms or ' .Lateral deflections of primary frames are calculated on a bale frame basis and do not include resistance from systems such as r177 partial base fixity. Therefore, these deflections may be considerably overstated. _ ,. Frame Lateral Stiffness (IC): 0.993 (k/in) • ' r '" `'� � • � . , ' „ , r Fundamental Period (calculated) (T): 0.762 (sec.) 71, ' File: 16-023613-01 "� ' � -•'"' : � � ' ' • � Version: 2016.1d ' _. � . Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.'S � : • :' � =rt� � ',� �. • t •' _ 4 •' c ' � - • Derived 1.000 ] 0 0 1.0 <EB � EB � �r lection Load Combinations - Framing f r - Controlling Frame Deflection Ratios for Cross Section: C Description Ratio Deflection in. Member Joint; Load Case Load Case Description a ax. Horizontal Deflection ax. Vertical Deflection for S an 1 •,' (I -U376) L/99999 -0.409 ' .0.000 4 4 :. 2 � 2. 11 15 <WB2 r <WB4 Negative horizontal deflection is left' - • a • .t • „ •Negative vertical deflection is down " ` oof and endwall diaphragms or ' .Lateral deflections of primary frames are calculated on a bale frame basis and do not include resistance from systems such as r177 partial base fixity. Therefore, these deflections may be considerably overstated. _ ,. Frame Lateral Stiffness (IC): 0.993 (k/in) • ' r '" `'� � • � . , ' „ , r Fundamental Period (calculated) (T): 0.762 (sec.) 71, ' File: 16-023613-01 "� ' � -•'"' : � � ' ' • � Version: 2016.1d ' _. � . Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.'S � : • :' � =rt� � ',� �. • t •' _ 4 •' c ' � - • ax. Horizontal Deflection ax. Vertical Deflection for S an 1 •,' (I -U376) L/99999 -0.409 ' .0.000 4 4 :. 2 � 2. 11 15 <WB2 r <WB4 BUTLER Date: 10/20/2016 -----------au.m9 16-023613-01 Calculations Package Time: 09:44 AM -" Page: 22 of 57 Secondary - Summary,Re or=t -' Loads and Codes - Shape: Solar - Roof Cover City: Durham County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: l0AISC - 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 Roof Live Load Collateral Gravity:5.00 psf Roof Covering+ Second. Dead Load: 2.08 psf Roof Live Load: 20.00 psf 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 Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure' is Used Flat Roof Snow. pf: 0.00 psf Mapped MCE Acceleration: Ss: 6 1. 10 %g Wind Exposure: C - Kz:0.849 Design Snow (Sloped): ps: 0.00 psf Mapped MCE Acceleration: S1: 27.20 %g Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 ' Site Class: Stiff soil (D) Wind Enclosure: Partially Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00 Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sds: 0.5341 Thermal Factor: Unheated - Ct: 1.20 Design Acceleration Parameter: Shc : 0.3366 NOT Windbome Debris Region • Ground / Roof Conversion: 0.7.0 Seismic Design Category: D Base Elevation: 0/0/0 Unobstructed, Slippery Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 8/0/0 % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 4/0/0 Diaphragm'Cogdition: Flexible Basic Wind Pressure: q: 22.35 psf Fundamental Period Height Used: 12/8/0 Transverse Direction Parameters Ordinary Steel" Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2134 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1526 x W Longitudinal Direction,Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1343 R -Factor: 3.25 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1643 x W File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER ManufacturingButler 16-023613-01 Calculations Package Design Load Combinations - Purtin Date: 10/20/2016 Time: 09:44 AM Page: 23 of 57 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+0.6WI>+0.6WB1> D +CG+W1>+WBI> 3 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB 1> D + CG + <W2 + WB 1> 4 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1 > + 0.6 WB I > D+CU+W1>+WB1> 5 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB1> D + CU + <W2 + WB 1 > 6 System Derived 1.000 1.0D+1.0CG+0.75L+0.45W1>+0.45WBI> D +CG+L+W1>+WBI> 7 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB 1> D + CG + L + <W2 + WB 1 > 8 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB 1 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 I 10 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WI > + 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 <"I D + CU + <W2 + <WB 1 12 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB 1 D + CG + L + W 1 > + <WB 1 13 System Derived 1.000 I.0D+I.00G+0.75L+0.45<W2+0.45<WB 1 D + CG + L + <W2 + <WB 1 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB2> + CG + W 1> + WB2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2> 16 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB2> +CU+WI>+WB2> 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 WI > + 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 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 l> + <WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + 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 D + CU + <W2 + <WB2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB2 + CG + L + W l> + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <WB2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WI > + 0.6 WB3> D + CG + W 1> + WB3> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 WB3> D + CU + W 1> + WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> D + CU + <W2 + WB3> 30 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WI>+0.45WB3> D + CG + L + WI> + 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 W 1> + 0.6 <WB3 + CG + W l> + <WB3 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 + CG + <W2 + <WB3 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 <WB3 D + CU + W 1> + <WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 + CU + <W2 + <WB3 36 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WI>+0.45<WB3 +CG+L+WI>+<WB3 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 + CG + L + <W2 + <WB3 38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB4> + CG + W l> + 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 W 1> + 0.6 WB4> D + CU + W 1> + WB4> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> + CU + <W2 + WB4> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WI > + 0.45 WB4> + CG + L + W 1> + WB4> 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 W 1> + 0.6 <WB4 + CG + W 1> + <WB4 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 + CG + <W2 + <WB4 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 <WB4 + CU + W 1> + <WB4 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 + CU + <W2 + <WB4 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB4 + 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 + CG + L + <W2 + <WB4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ + CG + EB> + EG+ 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+ 53 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- ID + CU + <EB + EG - Design Load Combinations - Girt No. Origin I Factor I Application Descri tion 1 2 System System 1 1.000 1.000 1.0 CG + 0.6 W 1> 1.0 CG + 0.6 <W2 CG + W 1> CG + <W2 Deflection Load Combinations - Purlin No. Oriin Factor Deflection Application Description 1 System 1.000 150 1.0 L 2 System 1.000 180 0.42 W 1> W 1> 3 System 1.000 180 0.42 <W2 <W2 File: 16-023613-01 Version: 2016.1d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surcER Date: 10/20/2016 16-023613-01 Calculations Package ime: 09:44 AM �........a�. Page: 24 of 57 nm Deflection Lond Chinatinns _ Ci - No. No. ____________ Ori Factor Deflection Application Description l 2 System S stem 1.000 1.000 90 90 0.42 W1> c l> 0.42 <W2 W2 - ` Date: 10/20/2016 'r16-023613-01 Calculations Package T1ine: 09:44 AM ' r Butler Manufacturing , +.- «+ Page: 25 of 57 Wall:l 7 77 cc 4E It « 1WIB0 1W1B1 Dimension Key - - I , I 4,-0„ r = ' 4 , ♦:Maximum Secondary Designs for Shape Solar -Roof Cover on Side 1' + +a Des Len Description = Fy(ksi) Design Detail 'Lap Exterior * Interior •. Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft • Status in. Bnd Shr Cmb W Cs in. Bnd' Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs in. `1,1 20.00 8.50x0.068 Z Sim -60.0 Yes 0.0 0.87 0.00 0.00 0.00 • I 1,2 20.00 •8.50x0.068 Z Sim -60.0 Yes 0.0 0.87 0.00 0.00 0.00 1 2,1 20.00 8.50x0.068 Z Sim -60.0 Yes 0.0 y z 1 0.93 0.00 0.00 0.00 .1 _ 2,2 120.00, . 8.50x0.073 Z Sim -60.0 1 Yes 1 0.0 0.98 0.00 0.00 0.00 1 - - Maximum Secondary Deflections for Shape Solar - Roof Cover on Side 1 Design Id Segment Deflection in. Ratio Location ft Load Case :. ' Description 1 1, 0.57 ( L/422) 10.00 1 0.42W 1> 1 2 • 0.57 (0422) . 30.00 1 ' 0.42W 1> 2 1 0.61 (L/393) 10.00 1 ' 0.42W1> 2 2 0.67 (L/358) 30.00 1 " 0.42 W 1> } 3 1 1 g Dimension Key 1 6" 2 4'•41/2" 3 4'-0" Mav:mnm Carnndary llac:onc Fnr Rhana Rnlar :Rnnf (`near nn Cada � - •� � t Des Len Description - Fy(ksi) Design Detail Lap Exterior,'' Interior _ Exterior % % % % Ld Lap %' % % % Ld % % % % Ld Lap Id ft »j: 0.42W1> Status in. . Bnd Shr Cmb Wcp sin. . 4 Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wep Cs in. 1,1 4:38 $.500.060 Z Sim -60.0 Yes 0.0 0.00 .0.07 0.07 0.00 1 2,1 30.00 8.500.079 Z Con -60.0 -Yes " 34.5. 1.01 0.26 0.85 0.00 2 0.74 0.17 0.75 0.00 1 34.5 2,2 30.00 8:500.079 Z Con -60.0 Yes 34.5. 0.74 0.17 0.75 0.00 1 34.5 1.01 0.26 0.85' 0.00 2 3,1 7.50 8.50x0.060 C Sim -60.0 Yes 0.0 0.06 0.04 0.07 0.00 1" 4,1 4.38, 8.50x0.060 Z Sim -60.0 I Yes 0.0 0.00 0.07 0.07. 0.00 1 1. Mav:mnm Cornnil ary nafiarhinne fnr Rhana Cntar : Rnnf f near nn Cada 2 .. Design Id Segment Deflection in. Ratio Location ft Load Case Description 2 i 1.16 (L/306 ) 12.50 1 0.42W 1> 2 2 1.18 (L/301) , . 47.38 "' 1 »j: 0.42W1> 3 1 ", i Y. . 4 1 Date: 10/20/2016 BL/TLER 16-023613-01 Calculations Package Time: 09:44 AM ' " Butler ManuTactur�ng . • Page: 27 of 57 Wall:3<' Open T . L +, r'0, !a . •fir ,' - .a ,. 46 • .3• , . l ... , F 1. + , /r .��, � . } File: 16-023613-01 T Version: 2016.1d 'Butler Manufacturing, a division of B1ueScope Buildings North America, -Inc. +' •: Des Len Description - Fy(ksi) Design Detail Lap Exterior, Interior Exterior % % %. % Ld : Lap % % % % Ld % % % % Ld Lap" Id 11 1 Status in: Bnd, Shr Cmb W Cs (L/241) 13.00 Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs in. 1,1 7.00 8.500.060 Z Sim -00:0 Yes 0.0, 1 _(j2j 0.13 0.00 0.00 0.00 1 " 8 2 1.11 (L/319) 23.88' 1 2,1 7.00 8.500;060 Z Sim -60.0' Yes 0.0 1� 0.42W1> 9 2 .1.17 -(L/303) 23.88 0.14 0.00 0.00 0.00 1 3,1 16.00 8.500.060 C Sim -00.0 Yes 0.0 0.04 0.00 0.00' 0.00 1 4,1 12.50 8.500.060 C Sim -60.0. Yes 0.0 0.83 0.00 0.90 0.00 1 5,1 30.00 8.500.098 Z Con -60.0 Yes 46.5 1.03 0.09 0.73 0.00 1 0.58 0.14 0.60 0.00 1 46.5 5,2 30.00 8.500.073 Z C6n-60.0 Yes 46.5 0.58 0.08 0.59 0.00 1 46.5 0.99 0.21 0.81 0.00 2 " 6,1 12.50 8.500.060 C Sim -60.0 Yes 0.0 0.84 0.00 0.91 0.00 1 7,1 1.83 8.500.060 C Sim -60.0 Yes 0.0 8,1 7.00 ' 8.50x0.060 Z Con -60.0 Yes " 34.5 0.95 0.36 0.68 0.00 2 0.76 0.16 0.49 0.00 2 10.5 8,2 30.00 ' 8.500.073 Z Con -60.0 Yes 46.5' 0.76 0.16 0.49 0.00 2 34.5 0.94 0.00 0.00 0.00 1 9,1 7.00 8.50x0.060 Z Con 60.0 Yes 34.5 0.84 0.41 0.65 0.00 2 0.93 0.19 0.60 0.00 2 34:5 9,2 30.00 8.50x0:073 Z Con -60.0 Yes 46.5 0.93. 0.18 0.59 0.00 2 u 46.5 1.02 0.00 0.63 0.00 1 Maximum Carnndary naflPOfiAnc fnr Ghana 4zmar - Rnnf rnvar nn Sides d " Design Id Segment Deflection in. Ratio Location ft . Load Case Description 1 1 0.00 ( L/9598) " -1.50 1 0.42W1> 2 1 0.00 (L/8541) 3.50 1 0.42W1>. 3 1 + � r 4 1 0.30 (L/500 )' ' "' 6.00 1 0.42W 1> . 5 1 ` 1.47 (L/241) 13.00 1 0.42W 1> 5 2 0.28 (L/1278) 50.88 `' t' 1 „.R- 0.42W1> 6 1- ' 0.30 { L/495) 6.00 ,1 . 0.42W 1>" 7 1 8 1 -0.05 (L/1548) 3.50 A 0:42W1> 8 2 1.11 (L/319) 23.88' 1 0.42W1> 9 1 -0.05 (L/1634) :.. 3-00 1� 0.42W1> 9 2 .1.17 -(L/303) 23.88 1 0.42W1>' Maximum Secondary Designs for Shape Solar -Roof Cover on Side A :r Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % � + r• . ' Id ft 4 Status in. Bnd Shr Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft w Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb W Cs Bnd Shr Cmb We Cs in. ,1,1 30.00 8.500.098 Z Con -60.0 Yes 46.5 0.96 0.20 0.83 0.00 7 0.86 0.13 0.87 0.58 7 46.5 1,2 30.00 8.50x0.098 Z Con -60.0 Yes 46.5 0.86 0.13 0.87 0.58 7 46.5 0.96 0.20 0.83 0.00 7 2,1 30.00 8.50x0.079 EZ Sim -60.0 Yes 0.0 0.91 0.00 0.96 0.00 19 2,2.30.00 8.50x0.079 EZ Sim -60.0 Yes 0.0 , 0.91 0.00 0.98 0.00 25 3,1 30.00 8.50x0.113 Z Con -60.0 Yes 46.50.79 0.15 0.89 0.00 19 0.75 0.10 0.80 0.43 19 46.5 3,2 30.00 8.50x0.113 Z Con -60.0 Yes 46.5 0.75 0.10 0.79 0.43 25' 46.5 0.79 0.15 0.88 0.00 25 41 30.00 8.500.079 EZ Sim -60.0 Yes 0.0 0.15 0.00 0.71 0.00 52 4,2 30.00 8.500.079 EZ Sim-60.0,1Yes 0.0 ",0.48',0.00,0.54 0.00 49 r 4 File: 16-023613-01 Version: 2016. I d Butler Manufacturing, a division of BlueScope Buildings North America, Inc.` . ,A _ Date: 10/20/2016 BUTLER B�ue, Ma��, ,� �aK 16-023613-01 Calculations'Package Time: 09:44 AM Page: 30 of 57 Mnvimnm Seenndarv.fUfle tinnc fnr Shane Snlar - Rnnf Cnver nn Side A Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 1.21 (L/293 ) 12.00 2 0.42W 1> 1 2 1.22 (L/289) 47.88 2 0.42W1> .2 d 1.81 (L/195 ) 15700 2 0.42W1> 2 2 1.81 (L/195 ) 45.00 2 0.42W 1> - 3 1 -1.10 (L/321 ) 12.50 1 LOL 3 2 -1.12 ("L/316) 47.38 1 LOL 4 1 -0.97 (L/364 ) 15.50 1 1,OL 4 2 -0.97 L/364 44.50 1 IOL Perlin Avrhnraon Fnrroc fns Shane Snlar - Rnnf f'nver- Rnnf A- Panel Tv 'o-ic RRIT_ Piteh = 1.0110-12 AR Clin if rend - F.PC3 ' Bay Thickness Load(pso. Ld Case #Purlins Length Simple? Diaphragm . Allowable Defl Actual Defl Diaphragm Diaphragm Frm-Line Lin k Anchor Width ARSTDII, Stiffness 1 0.098 -17.89 1 8 30.00 N 40.14 1.000 0.109 2 0.098 -17.89 1 8 }30.00 - N 40.14 1.000 0.109 Reference Located @ Force per Anch. Force per Anch. Allow Req'd AR Actual 'Required Available Diaphragm Diaphragm Diaphragm Frm-Line Lin k Anchor Anchors ARSTDII, Stiffness Stiffness Allow Shr Stress Ratio 1(0.00) Frame 0.31U 0.03U (k) 0.28 0 0,0 1.453 7.706 0.086 0.007 0.075 2(30.00) Frame 0.53U 0.06U (k) 0.59 '0 0, 0 2.517 20.529 0.086 0.006 0.064 3(60.00) Frame 0.31U 0.03U k' 0.28 0 0,0 1.453 7.706 0.086 0.007 0.075 • _.h '�: - l ,,T � .M ',y• �• .0 �M' • Y tib.. '16-023613=01 Date: 10/20/2016 • , , - ' Butler Manufacturing ' CalculationsTackage Time: 09:44 AM . _...- _ .. + Page: 31 of 57 ' Framing.? Summary Report ' Loads and Codes - Shape: Solar - Roof Cover , t ' v • City: • Durham County: Butte ` State: California Country: United States Building Code: California Building Standards Code - 2013 Edition t 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 Roof Live Load Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: 2.08 psf Roof Live Load: 20.00 psf Reducible •'� Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf M ' Wind Load Snow Load' • Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf _ Lateral Force Resisting Systems using Equivalent _% Force Procedure The 'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf Mapped MCE Acceleration: Ss: 6 1. 10 %9' , Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf Mapped MCE Acceleration: S1: 27.20 %g + Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00' Site Class: Stiff soil (D) +' Wind Enclosure: Partially Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00 Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 - ! Design Acceleration Parameter: Sds: 0.5341 Thermal Factor: Unheated - Cti 1.20 -c . • e- Design Acceleration Parameter: Shc : 0.3366 • NOT Windbori a Debris_ Region Ground/ Roof Conversion: 0.70. `. i. - Seismic Design Category: D Base Elevation: 0/0/0 Unobstructed, Slippery Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 8/0/0 ' r. % Snow Used in Seismic: 0.00 • Parts / Portions Zone Strip Width: a: 4/0/0 t t Diaphragm Condition: Flexible r, Basic Wind Pressure: q: 22.35 psf ' Fundamental Period Height Used: 12/8/0 t Transverse Direction Parameters • Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 ` Fundamental Period: Ta: 0_.2134 - r R -Factor: 3.50 t Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1526 x W _ ' • _ Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames - Redundancy Factor: Rho: 1.30 `•f Fundamental Period: Ta: 0.1343 • w e R -Factor: 3.25 ' Overstrength Factor: Omega: 2.50 `;^ Deflection Amplification Factor: Cd: 3.25 1 , ! > , Base Shear: V: 0.1643 x W Deflection Conditions -4 Frames are vertically supporting:Metal Roof Purlins and Panels _ _ Frames are laterally supporting:Metal Wall Girts and Panels. • w Purlins are supporting:Metal Roof Panels f^- •° Girts are supporting:Metal Wall Panels r • 9 i i e. File: 16-023613.01 ; , - Version: 2016.1d •_ , Butler Manufacturing, a division of B1ueScope Buildings North America, M6.- !T 7777712 0 0:12 I 1 Dimension Key 1 8 1/2" 2 4'-0" 3 3'-0 4 1'_10" 5 2-713/16.. 6 2'-5 7/8 7 2 n 3'-6'' Frame Clearances Horiz. Clearance between members I(CX001) and 6(CX002): 36-6 15/16" Vert. Clearance at member I(CX001): 12'-2 5/16" Vert. Clearance at member 6(CX002): 9'-7 5/8" Vert. Clearance at member 7(EPX001): 11'-2 7/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 16-023613701 Version: 2016.1d - Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 10/20/2016 BL/TLER Butler Manufacturing 16-023613-01 Calculations Package Time: 09:44 AM Frame Location Deshm Parameters: Trib. Override Page: 33 of 57 1 0/6/0 1 15/3/0 ISolar -Roof Cover Rieid Endwall #1 EW 1 1 90.0000 1 1 - I Stress Check 1 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 + 1.0 ASL^ D + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 5 System 1.000 1.0D+1.0CG+0.6W1> D+CG+W1> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W l 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG + WPR 11 System 1.000 0.6 MW MW - Wall: 1 12 System 1.000 0.6 MW MW - Wall: 2 13 System 1.000 0.6 MW MW - Wall: 3 14 System 1.000 0.6 MW MW - Wall: 4 15 System 1.000 0.6D+0.6CU+0.6W1> D +CU+W1> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W1 17 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W2 19 System 1.000 0.6 D + 0.6 CU + 0.6 WPL + CU + WPL 20 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU + WPR 21 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+Wl> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W 1 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> +CG+L+W2> 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 25 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L + WPL 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + CG + L + WPR 27 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + CG + E> + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 29 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + CU + F> + EG - 30 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 31 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ + CG + E> + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 33 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 34 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 35 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + Ej + EG+ 36 OMT Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 37 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- D + CU + Fj + EG - 38 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 39 System Derived 1.000 1.0D+1.0CG+0.6WPR +0.6WB1> D+CG+WPR+WB1> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I> + CU + WPR + WB 1> 41 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WBI> +CG+L+WPR+WB1> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 + CG + WPR + <WB 1 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 + CU + WPR + <WB 1 44 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 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> + CU + WPR + WB2> 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> + CG + L + WPR + WB2> 48 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W132 + CG + WPR + <WB2 49 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 50 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W132 D + CG + L + WPR + <WB2 51 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> + CG + WPL + WB3> 52 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> + CU + WPL + WB3> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 55 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL.+ 0.6 <W133 + CU + WPL + <WB3 56 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W133 D + CG + L + WPL + <WB3 57 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> + CG + WPL + WB4> 58 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> + CU + WPL + WB4> 59 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 10/20/2016 sur�ER ----- ----- 16-023613-01 Calculations Package Time: 09:44 AM Page: 34 of 57 Flg Width in. 61 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 + CU + WPL + <WB4 Weight (p) 62 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W134 + CG + L + WPL + <WB4 1 63 System Derived 1.000 0.6 MWB MWB - Wall: 1 13.56 64 System Derived 1.000 0.6 MWB MW13 - Wall: 2 3P 65 System Derived 1.000 0.6 MWB MWB - Wall: 3 9.00 66 System Derived 1.000 0.6 MWB MWB - Wall: 4 SP 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB> D + CG + F> + EG+ + EB> 9.00 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> SP 69 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> + CG + <E + EG+ + EB> 0.1345 70 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 EB> + CG + <E + EG++ EB> 55.00 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + Fj + EG- + EB> 0.1345 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> + CU + F> + EG- + EB> 55.00 73 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 5.00 74 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 123.7 75 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 7 76 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- + CU + EB> + EG - 11.20 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + Fj + EG+ + <EB 3P 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB + CG + F> + EG+ + <EB 79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + 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 D + CU + Fj + EG- + <EB 83 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 85 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 86 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- + CU + <EB + EG - Frame Member Sizes Mem. No. Flg Width in. Flg Thk in. Web Thk in. Depth in. Depth2 in. Length ft) Weight (p) Flg Fy (ksi Web Fy ksi Splice R.I Codes Jt.2 Shape 1 5.00 0.2500 0.1345 12.00 12.00 13.56 208.5 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 14.93 9.00 10.22 107.0 55.00 55.00 KN SP 3P 3 5.00 0.1345 0.1345 9.00 9.00 8.77 81.3 55.00 55.00 SP SS 3P 4 5.00 0.1345 0.1345 9.00 9.00 11.23 102.4 55.00 55.00 SS SP 3P 5 5.00 0.1345 0.1345 9.00 9.00 8.47 78.3 55.00 55.00 SP KN 3P 6 5.00 0.1345 0.1345 12.00 12.00 10.35 123.7 ` 55.00 55.00 BP KN 3P 7 1 5.00 1 0.1345 1 0.1345 1 10.00 1 10.00 11.20 117.1 55.00 1 55.00 1 BP CP 3P Total Frame Weight = 818.2 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 7 No Yes Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y I Moment I 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 6 40/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 7 20/0/0 0/0/0 Yes Yes No. 0/0/0 0/0/0 0.0000 File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North Americas Inc. BUTLER 1-A 8 X 13 0.375 4-0.750 100'-0" Date: 10/20/2016 Load Type 16-023613-01 Calculations Package. Time: 09:44 AM Boner Manufacturing Vy Hx Hz V ' D Page: 35 of 57 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete -0.08 0.51 Reactions - Unfactored Load Type at Frame Cross Section: 1 Frm 0.15 0.78 _ Type Exterior Column Interior Column Exterior Column L> X -Loc 0/0/0 20;0/0 40/0/0 5.38 s Grid -Grid2 1-C 1-B Base Plate W x L (in.) 8 X 13 8 X 11 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" 1-A 8 X 13 0.375 4-0.750 100'-0" , Load Type Desc. Hx Vy Hx Hz Vy Hx Hz V D Frm 0.08 0.59 0.90 -0.08 0.51 CG Frm 0.15 0.78 1.50 -0.15 0.78 L> Frm 0.55 2.80 5.38 -0.55 2.80 <L Frm 0.55 2.80 5.38 -0.55 2.80 ASL^ Frm 0.28 -0.07 2.72 -0.28 2.85 - ^ASL Frm 0.27 2.87 2.67 -0.27 -0.05 W 1> Frm -2.06 4.44 3:42 -6.32 -2.21 -2.79 <W 1 Frm 1.28 -4.68 -3.18 -9.41 1.34 -5.22 W2> Frm -3.27 -0.46 - 0.70 -1.00 1.20 <W2 Frm 0.07 -0.69 -2.38 2.55 -1.23 WPL Frm 0.60 -5.23 -9.14 -1.05 4.94 WPR Frm 1.15 -3.61 -6.35 -1.13 -3.61 MW Frm - - - MW Fnn 0.98 0.62 -0.25 2.11 -0.38 MW Frm - - - - - MW Frm -2.47 -0.69 0.04 -1.03 0.65 CU Frm - - - L Frm 0.55 2.80 5.38 -0.55 2.80 E> Frm -0.51 -0.30 0.03 0.09 -0.49 0.29, EG+ Fnn 0.03 0.16 - 0.31 -0.03 0.16 <E Frm 0.51 0.30 -0.03 -0.09 0.49 -0.29 EG- Frm -0.03 -0.16 - -0.31 0.03 -0.16 WB1> Brc 0.06 0.04 -0.02 -0.06 -3.16 -1.20 <WB1 Brc -0.02 -0.01 - 0.02 - 1.20 WB2> Brc 0.07 0.04 -0.03 -0.07 -3.17 -1.35 <WB2 Brc -0.02 -0.01 - 0.02 - 1.30 WB3> Brc 0.07 0.04 -0.03 -0.07 -3.19 -1.33 <WB3 Brc -0.02 -0.01 - 0.02 - 1.33 WB4> Brc 0.07 0.04 -0.03 -0.07 -3:19 -1.33 <WB4 Brc -0.02 -0.01 - 0.02 - 1.34 MWB Brc 0.06 0.04 -0.02 -0.06 -3.13 =1.18 MWB Brc - - MWB - Brc -0.02 -0.01 0.02, 1.19 MWB Brc - - - EB> Brc 0.06 0.04 -0.02 -0.06 -3.00 -1.25 <EB Brc -0.02 -0.01 - 0.02 - 1.25 File: 16-023613-01 Version: 2016.1d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. - ' r File: 16-023613-01 Version: 2016.1d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. - Date: 10/20/2016 BUTLER Saner Manufacturing 16-023613-01 Calculations Package Time: 09:44 AM �.� - Page: 36 of 57 Sum of Forces with Reactions Check - Framinv Load Type Horizontal Load Reaction k k Vertical Load Reaction . k k D 0.0 0.0 2.1 2.0 CG 0.0 0.0 3.1 3.1 L> 0.0 0.0 11.0 11.0 <L 0.0 0.0 11.0 11.0 ASL^ 0.0 0.0 5.5 5.5 ^ASL 0.0 0.0 5.5 5.5 W1> 4.3 4.3 13.6 13.6 <Wl 2.6 2.6 19.3 19.3 W2> 4.3 4.3 1.4 1.4 <W2 2.6 2.6 4.3 4.3 WPL 0.5 0.5 19.3, 19.3 WPR 0.0 0.0 13.6 13.6 MW 0.0 0.0 0.0 0.0 MW 3.1 3.1 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 3.5 3.5 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 11.0 11.0 F> 1.0 1.0 0.0 0.1 EG+ 0.1 0.0 0.6,• 0.6 <E 1.0 1.0 0.0 0.1 EG- 0.1 0.0 0.6 0.6 WB1> 0.0 0.0 0.0 1.2 <WB1 0.0 0.0 0.0 1.2 WB2> 0.0 0.0 0.0 1.3 <WB2 0.0 0.0 0.0 1.3 WB3> 0.0 0.0 0.0 1.3 <WB3 0.0 0.0 0.0 1.3 WB4> 0.0 0.0 0.0 1.3 <WB4 0.0 0.0 0.0 1.3 MWB 0.0 0.0 0.0 1.2 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 1.2 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 1.2 .. <EB 0.0 0.0 0.0 1.2 Maximum Combined Reactions Summary with Factored Loads - Framing Nnte• All reartinns are haled nn 1 qt nrder stnintuml analvsis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom ccw 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 1-B k 0.375 k 11 k) 4 (in -k) 5.0 (in -k Std 0/0/0 1-C 1.91 17 1.23 22 - - - 4 2.79 61 4.25 4 OS -0.1875 OS -0.1875 20/0/0 1-B - - - - 1.91 6 2.05 5 5.11 16 7.78 1 40/0/0 I -A 1.64 21 1.48 18 5.25 75 - - 3.46 58 4.13 3 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 rase .G Hitch ctandarde are haled nn ArT-71 R AnnendiY D rriterin for "ract-in-nlace" nnehnr rnds (Min snare = 4sdrnd) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 1-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 20/0/0 1-B 7 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 40/0/0 1-A 6 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc.. BUTLER Butler Manufacturing 16-023613-01 Calculations Package Pinned Base Plate Connection Loading Date: 10/20/2016 Time: 09:44 AM Page: 37 of 57 Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load in. k k Case k k Case k k Case k k k Case 0/0/0 1.93 0.07 17 0.41 -2.77 61 0.48 4.20 4 1.10 -2.77 0.41 61 20/0/0 2.03 -1.36 5 1.89 -5.10 16 0.01 7.78 1 - - - 0 40/0/0 1.66 2.16 21 0.71 -3.48 58 0.80 4.08 1 5.25 -2.00 1 0.13 76 Base Plate Connection Strength Ratios X -Loc Rod I Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load in. Shear Case Tension Case V+T ICaseiBending S3 Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.084 17 0.072 61 N/A 0 2.000 0 0.037 4 0.105 61 0.068 4 0.060 4 0.058 17 20/0/0 0.088 5 0.133 16 SP 0 6.00 0 0.080 1 0.181 16 0.148 1 0.092 1 0.092 1 40/0/0 0.228 76 0.090 58 Flush 2.50 11 Flush 2.50 0 1 0 0.036 1 0.131 58 0.066 1 0.275 76 1 0.071 58 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. i Width Side Welding No. No. GagesIn/Out ft in. C. in. ID Desc. in. No. in. in. in. in. Description 1 1 S3 12.20 11.500 N/A N/A N/A 0.1875 2.000 Both 1 SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 4 1 S2 0.42 8.731 64.91 N/A N/A 0.1875 2.000 Both F -OS -0.1250,W -OS -0.1250,F -OS -0.1250 6 I S9 9.57 11.773 87.53 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 F v = 55.00 ksi) Moment Connections: Outside Flange Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Cons ration Pitches Ist/2nd Configuration Pitches Ist/2nd ID C. in. ID Desc. in. No. No. Cs in. in. in. in. Tension in. 1 2 KN(Face) 0.375 6.00 16.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 2 1 KN(Face) 0.375 6.00 15.95 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 2 2 SP 0.375 6.00 10.02 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 3 1 SP 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 4 2 SP 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 5 1 SP 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 5 2 KN(Face) 0.375 6.00 12.37 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 5.56 6 2 KN(Face) 0.375 6.00 12.37 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 5.56 7 2 CP 0.375 6.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren Design StrengthRatios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear I Shear Bearing Flange Web No. No. Cs k) k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 36 -0.7 1.9 209.0 AISC DG-16/Thin plate 0.478 0.039 0.768 0.000 0.000 0.062 0.959 0.516 2 1 36 -0.7 1.9 209.0 AISC DG-16/Thin plate 0.478 0.039 0.768 0.000 0.000 0.062 0.959 0.516 2 2 16 1.6 0.3 57.4 AISC DG-16/Thin plate 0.276 0.005 0.446 0.000 0.000 0.008 0.516 0.516 3 1 16 1.6 0.3 57.4 AISC DG-16/Thin plate 0.276 0.005 0.446 0.000 0.000 0.008 0.516 0.516 4 2 15 0.8 0.2 91.5 A]SC DG-16/Thin plate 0.408 0.005 0.660 0.000 0.000 0.008 0.516 0.516 5 1 15 0.8 0.2 91.5 AISC DG-16/Thin plate 0.408 0.005 0.660 0.000 0.000 0.008 0.516 0.516 5 2 35 -1.0 1.7 161.5 AISC DG-16/Thin plate 0.273 0.023 0.611 0.174 0.257 0.021 0.619 0.516 6 2 35 1.0 1.7 161.5 AISC DG-16/Thin late 0.273 0.023 0.611 0.174 0.257 0.021 0.619 0.516 Inside Flan a 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 Yieldin Rupture Tearing Weld Weld 1 2 15 1.2 2.1 172.7 AISC DG-16/Thin plate 0.425 0.043 0.683 0.000 0.000 0.070 0.959 0.516 2 1 15 1.2 2.1 172.7 AISC DG-16/Thin plate 0.425 0.043 0.683 0.000 0.000 0.070 0.959 0.516 2 2 4 -0.5 0.2 123.9 AISC DG-16/Thin plate 0.522 0.004 0.843 0.000 0.000 0.007 0.516 0.516 3 1 4 -0.5 0.2 123.9 AISC DG-16/Thin plate 0.522 0.004 0.843 0.000 0.000 0.007 0.516 0.516 4 2 3 -0.5 0.3 128.4 AISC DG-16/Thin plate 0.540 0.007 0.873 0.000 0.000 0.011 0.516 0.516 5 1 3 -0.5 0.3 128.4 AISC DG-16/Thin plate 0.540 0.007 0.873 0.000 0.000 0.011 0.516 0.516 5 2 38 0.6 0.5 132.9 AISC DG-16/Thin plate 0.581 0.010 0.938 0.000 0.000 0.016 0.533 0.516 6 2 38 0.6 0.5 132.9 AISC DG-16/Thin plate 0.581 0.010 0.938 0.000 0.000 0.016 0.533 0.516 * Strength ratios shown for the connections are reported as a percentage ofthe system default or user Override Stress Limit (Stress Limit = 1.03) File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B[JTLER Butler ManuTacturina 16-023613-01 Calculations Package Pinned Connections: Date: 10/20/2016 Time: 09:44 AM Page: 38 of 57 Flanee Brace Summary Member Maximum Shear Case Maximum Tension Case Strengtth Ratios Mem. No. it. No. 1 Ld Cs Axial k Shear k Ld Cs Axial k Shear k Bolt Tension Bolt Shear Bolt I V+T Plate I Bending Flange Yielding Flange Bearing Flange Weld Web Weld 7 2 1 15 1 3.41 2.21 58 1 4.91 0.4 0.1551 0.1031 0.0001 0.1601 0.1111 0.0771 0.1141 0.080 Flanee Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 2 3/2/10 5/0/0 GFB2050 0.105 5 Bolt Shear 3 4/0/0 15/0/0 GFB2037 0.104 4 0.00 4 0/2/12 20/0/0 GFB2003 1.344 1 1 4.75 4 10/2/12 30/0/0 GFB2037 0.177 3 Shear 5 6/7/13 37/7/13 GFB2037 0.241 23 k Too OF Post Summary X -Loc Grid I Top Reaction I Conn. Force I Condition Flg Mn Moment I Rb Allow Shear Comp FB Force RI FB Angle R2 Min Purlin FB Typ Purlin Bearing Bolt Shear FB/WSF Bearin 20/0/0 1-B 1 2.03 1 0.25 1 Std 0.00 1 0.00 N 0.28 28.14 1 0.113 1 GFB 1 4.75 1 5.30 3.07 Frame Desien Member Summary - Controlline Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) Parameters Used for Axial and Flexural Desien 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 Mry I Pc VC Mcx Mcy + Shear No. ft in. Flexure 1.00 k k in -k in -k k k in -k in -k Flexure 7.53 1 6.25 12.00 45 55.09 0.8 1.00 -24.2 -82.2 133.5 3 556.3 96.3 0.90 120.0 1 12.23 12.00 2.80 61 1.12 2.1 1.72 0.02 55.09 17.4 1.00 1.13 0.67 0.12 2 9.68 9.00 4 120.0 -0.5 0.67 123.9 0.0 27.3 1.12 169.5 39.0 0.74 55.09 2 0.55 14.93 0.67 2 5 3.413.3 220.64 10.7 10.7 2.52 0.67 33.89 2.80 0.25 3 9.16 9.00 1 55.09 -1.1 1.00 -149.4 0.0 273 6 169.5 39.0 0.90 116.1 3 9.16 9.00 2.80 1 1.12 -3.8 1.73 0.02 98.71 20.9 1.00 1.15 0.59 0.18 4 0.00 9.00 1 134.4 -0.5 0.67 -149.4 0.0 27.3 1.12 169.5 39.0 0.89 68.23 4 0.00 9.00 0.65 2 3.9 20.9 0.19 5 7.55 9.00 23 -1.7 -146.4 0.0 40.6 169.5 39.0 0.89 5 7.55 9.00 3 -3.3 20.9 0.16 6 9.6812.00 23 4.0 -156.1 0.0 27.6 211.7 39.0 0.81 6 0.00 12.00 21 1.7 16.7 0.10 7 5.79 10.00 5 1.4 -71.2 0.0 87.6 163.7 39.0 0.44 7 0.00 10.00 5 -2.1 20.3 0.10 Parameters Used for Axial and Flexural Desien 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 i in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 6.25 146.78 146.8 146.8 4.05 1.25 103.35 5.21 17.22 2.08 19.13 3.18 0.06 179.85.2.01 1.00 1.11 0.98 1.00 2 9.68 219.43 120.0 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.06 1.00 1.13 0.67 0.96 3 9.16 219.43 120.0 120.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 2.21 1.00 1.13 0.67 0.96 4 0.00 220.64 120.0 120.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 2.21 1.00 1.13 0.67 0.96 5 7.55 220.64 10.7 10.7 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.10 1.00 1.13 0.67 0.86 6 9.68 116.15 116.1 116.1 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.71 1.00 1.15 0.59 0.86 7 5.79 138.95 134. 134.4 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.15 1.00 1.14 0.65 1.00 File: 16-023613-01 Version: 2016.1d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 3 IL .Side Units Type Description � Ma 1 Loch •Offset Hort/ Su Dir. Coef. Loc. `1 1 • k k WPL WPR eak axis load eak axis load - 3.24 -3.24 6/3/0 6/3/0. N N N N N N IN OUT 1.000 WA 1.000 WA 0.42 <W 1 <W1 4 System 1.000 X60 180 0.42 W2> %• - W2> + 5 System 1.000 60 180 0.42 <W2 , �, • • • •;,, . W2 6 System 1.000 60 180 '; '�' r • •:i4s .r "+. spy � ... � .r ,. - .. i ,,.' •f' � p , 60 180 0.42 WPR' ' 5. n "= BUTLER r 'System 1.000 10 0 1.0 F1 +' 1.0 EG- � - + EG- G-Sstem Date: 10/20/2016 t ' 16-023613-01 Calculations Package. 1.0 <E + 1.0 EG- ` <E + EG - Time;09:44 AM ' I Butler Manufacturing '"`° .." _. :r ... r i•:�r Page: 39 of 57 -. User Defined Frame Point Loads for Cross Section: 1 t, •� F � 3 Q R 1 ® ' ® ' R + I. • • r • � it ' • F ' t _ +•rr {•: s. t �� `t x G v1 %t. . •4 Deflection Load Combinations - Framin •' .Side Units Type Description � Ma 1 Loch •Offset Hort/ Su Dir. Coef. Loc. `1 1 • k k WPL WPR eak axis load eak axis load - 3.24 -3.24 6/3/0 6/3/0. N N N N N N IN OUT 1.000 WA 1.000 WA No. Origin Factor Def H Def V Application '• - Description ' 1 System 1.000 0 180 1.0 L " ' •� r' L , •' ;f , • 2 System 1.000 60 180 0.42 W1> W1>' 3 System 1.000 60 180 0.42 <W 1 <W1 4 System 1.000 X60 180 0.42 W2> %• - W2> + 5 System 1.000 60 180 0.42 <W2 , �, • • • •;,, . W2 6 System 1.000 60 180 0.42 WPL'yiy WPL ' 7 System 1.000 60 180 0.42 WPR' ' WPR 8 'System 1.000 10 0 1.0 F1 +' 1.0 EG- � - + EG- G-Sstem System 1.000 10 0 1.0 <E + 1.0 EG- ` <E + EG - 1 k � 4 COntrOIII Frame Deflection Ratios for Cross Section: 1 ' • - . , r -Description Ratio Deflection in. Member Joint `. Load Case • • - Load Case Description Max. Horizontal Deflection (H/133) 0.901 6 2 2 a ' W 1> , Max. Veitical Deflection for Span 1 (L/1279) -0.176 .3 • 1 ', • '14 � W2> Max. Vertical Deflection for Span - * Negative horizontal deflection is left 1" ' * Negative vertical deflection is down r 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. ; r Frame Lateral Stiffness (K): 1.445 (Win) ' Fundamental Period (calculated) (T): 0.670 (sec.) 4 * +y .. - . a File: 16-023613-01 r '�, , r Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North-AmericagIric: f IF 2 L/633 0.356 5 . -1 W ]> - * Negative horizontal deflection is left 1" ' * Negative vertical deflection is down r 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. ; r Frame Lateral Stiffness (K): 1.445 (Win) ' Fundamental Period (calculated) (T): 0.670 (sec.) 4 * +y .. - . a File: 16-023613-01 r '�, , r Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North-AmericagIric: f IF Dimension Key 1 8 1/2 2 4'-0" 3 3'-6" 4 F-10" ; 5 2'-7 13/16" , 6 2'-5 7/8" Frame Clearances Horiz. Clearance between members 1(CX003) and 4(CX004): 34'-7 15/16"; Vert. Clearance at member "I(CX003): 11'-7 3/16" ' Vert. Clearance at member 4(CX004): 9'-2 13/16" Finished Floor Elevation= 100'-0" (Unless Noted Otherwise) -File: 16-023613-01 Version: 2016.14 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. eur�ER Date: 10/20/2016 Butler Manufacturing 16-023613-01 Calculations Package Time: 09:44 AM Page: 41 of 57 Frame Location Desien Parameters: 1 30/0/0 1 29/6/0 ISolar - Roof Cover Clearsoan #1 1 90.0000 1 1 - I Stress Check I 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 1.0D+I.0CG+0.6W1> ' D+CG+WI> 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 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <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 + 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 <W1 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 1.0D+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 + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 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- D + CU + Ej + 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+ D + CG + E> + 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 + Ej + 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+ 35 OMT Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.'7 EG- D + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB I > +CG+WPR+WB1> 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB 1> D + CU + WPR + WB 1> 39 System Derived 1.000 1.0D+I.00G+0.75L+0.45WPR +0.45WBI> +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 I 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> + CG + L + WPR + WB2> 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 <W112 + CU + WPR + <WB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W112 D + CG + L + WPR + <WB2 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + 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> D + CG + L + WPL + WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W133 + 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 D + 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> D + 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 <WB4 + CU + WPL + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 + CG + L + WPL + <WB4 File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. ' Date: 10/20/2016 SUTLER Butler Manufacturin0 16-023613-01 Calculations Package Time: 09:44 AM ......m,,,..-���� Page: 42 of 57 Flg Width 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 Weight 62 System Derived 1.000 0.6 MWB MWB - Wall: 2 No. 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 ft) 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 + F> + EG+ + EB> 21.00 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> KN 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> + CG + <E + EG+ + EB> 19.00 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> KN 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + Fj + EG- + EB> 0.1345 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 EB> D + CU + Fj + EG- + EB> 55.00 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> 0.1875 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> 55.00 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 F> + 0.7 EG+ + 0.91 <EB D + CG + Fj + EG+ + <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 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 E> + 0.7 EG- + 0.91 <EB D + CU + F> + 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 + 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 - From. M.mh- Riva Mem. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi it.l R.2 1 6.00 0.2500 0.1345 12.00 21.00 13.56 264.4 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 19.00 10.00 19.64 275.8 55.00 55.00 KN SS 3P 3 5.00 0.2500 0.1345 10.00 15.00 19.04 252.5 55.00 55.00 SS KN 3P 4 5.00 0.1875 0.1345 12.00 26.00 10.35 195.7 55.00 55.00 BP KN 3P 'Dotal Frame Weight = 988.4 (p) (includes all plates) Rn..ndo.v !`nnditinn Rnmmory Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 4 0/0/0 0/0/0 40/0/0 0/0/0 Yes Yes Yes No Yes No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 10/20/2016 • BfJTLER Budei Manufacturing . 16-023613-01 Calculations Package - Time: 09:44 AM •.,.-...,«-���•- Page: 43 of 57 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 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 40/0/0 2-C 2-A 8 X 13 8 X 13 0.375 0.375 4-0.750 4-0.750 100'-0" 100'-0" Load Type Desc. Rx VY Hx Hz V D Frm 1.03 2.05 -1.03 1.96 CG Frm 2.06 3.69 -2.06 3.69 L> Frm 3.95 7.08 -3.95 7.08 <L Frm 3.95 7.08 -3.95 7.08 W 1> Frm -8.45 -13.62 1.54 -10.93 <W1 Frm -5.35 -16.23 9.61 -17.13 W2> Frm 4.36 0.89 -2.55. 3.58 <W2 Frm -1.26 -1.72 5.52 -2.62 WPL Frm -5.93 -16.87 5.35 -16.48 WPR Frm -3.12 -12.22 3.28 -12.32 MW Frm - MW Frm 1.64 0.96 4.34 -0.96 MW Frm - - - - MW Frm 4.63 -1.29 -2.13 1.29 CU Frm - - - - L Frm 3.95 7.08 -3.95 7.08 F> Frm -0.87 -0.48 -1.05 0.62 -- EG+ Frm 0.34 0.60 ' -0.34 0.60 I <E Frm 0.87 0.48 1.05 -0.62 ' EG- Frm -0.34 -0.60 0.34 -0.60 WB1> Brc -0.03 -0.02 0.03 1.20 <WB1 Brc - - - 3.16 -1.18 WB2> Brc -0.03 -0.02` 0.03 - 1.35 <WB2 Brc - - - 3.17 -1.29 WB3> Brc -0.03 -0.02 0.03 - 1.33 <WB3 Brc - - - 3.18 -1:32 WB4> Brc -0.03 -0.02 0.03 - 1.33 <WB4 Brc - - - 3.19 -1.32 MWB Brc -0.03 -0.02 0.03 1.18 MWB Brc - - _ - - MWB Brc 3.13 -1.17 MWB Brc - - EB> Brc -0.03 -0.02 0.03 - 1.25 <EB Brc - - 3.00 -1.23 File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 4 B[/TLER Bullar Manufacturine 16-023613-01 Calculations Package Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 4.1 4.0 CG 0.0 0.0 7.4 7.4 L> 0.0 0.0 14.2 14.2 <L 0.0 0.0 14.2 14.2 W 1> 6.9 6.9 24.5 24.5 <Wl 4.3 4.3 33.4 33.4 W2> 6.9 6.9 4.5 4.5 <W2 4.3 4.3 4.3 4.3 WPL 0.6 0.6 33.4 33.4 WPR 0.2 0.2 24.5 24.5 MW 0.0 0.0 0.0 0.0 MW 6.0 6.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 6.8 6.8 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 14.2 14.2 E> 1.9 1.9 0.0 0.1 EG+ 0.1 0.0 1.2 1.2 <E 1.9 1.9, 0.0 0.1 EG- 0.1 0.0 1.2 1.2 WB1> 0.0 0.0 0.0 1.2 <WB 1 0.0 0.0 0.0 1.2 WB2> 0.0 0.0 0.0 1.3 <WB2 0.0 0.0 0.0 1.3 WB3> 0.0 0.0 0.0 1.3 <WB3 0.0 0.0 0.0 1.3 WB4> 0.0 0.0 0.0 1.3 <WB4 0.0 0.0 0.0 1.3 MWB 0.0 0.0 0.0 1.2 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 1.2 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 1.2 <EB 0.0 0.0 0.0 1.2 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on I st order structural analysis. Date: 10/20/2016 Time: 09:44 AM Page: 44 of 57 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 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 13 k) 4 (in -k) 5.0 (in -k Std 0/0/0 2-C 4.45 13 7.04 1 - - - - 8.91 56 12.81 1 40/0/0 2-A 7.20 21 5.15 14 1 5.25 83 9.51 59 12.72 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 ` Gape & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4'drod) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Axial rame Shea No. in. in. in. Case Rods in. in. in. Type Flange Web 0/0/0 2-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 40/0/0 2-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 Loadine File: 16-023613-01 Version: 2016.1d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 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 Axial rame Shea Load k k Case k k Case k k Case k k k Case 0/0/0 7.15 12.86 2 2.89 -8.89 56 7.15 12.86 2 - - - 0 40/0/0 7.26 12.54 21 2.52 -9.53 59 7.15 12.70 1 1.91 -9.53 2.52 59 File: 16-023613-01 Version: 2016.1d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Manuraceu 16-023613-01 Calculations Package Base Plate Connection Strength Ratios Date: 10/20/2016 Time: 09:44 AM Page: 45 of 57 X -Loc Rod Load Rod Load Rod Load Rod Load Cone. Load Plate Load Plate I Load Flange Load Web Load 0.1644 Shear Case Tension Case V + T Ca ding Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.387 2 0.231 56 N/A 0 3.000 0 0.112 2 0.327 56 0.132 2 0.164 2 0.214 2 40/0/0 0.388 1 0.248 59 0.516 0 2 0 0.110 1 0.360 59 0.204 1 0.161 1 0.223 21 Web Stiffener Summar Mem. No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. I Width in. Side Welding Description 1 1 S11 I Desc. in. Alternate Web Thick= 0.1644 0.1875 2.500 Opposite W -OS -0.1250 1 3.00 42 (S10) 1 Extended 3.25/2.00 Yielding Rupture Tearing Weld Weld 1 Fillet 2 1 2 S3 11.80 20.500 N/A N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0. I 250,F -OS -0. 1250 2 1 S1 4.71 16.161 120.15 3.00 48.47 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 0.101 0.791 0.516 3 2 21 -9.0 10.1692.6 479.7 AISC DG-16/Thin plate Fillet 0.137 4 1 S9 9.06 25.461 189.30 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections (Plate Fv = 55.00 ksi) Mem. No. Jt. No Type End -Plate Dimensions Bolt Outside Flange I Inside Flange Thick. (in. Width in. Length in. Diam. in. Spec/Joint GagesIn/Out in. Configuration Pitches Ist/2nd Configuration Pitches lst/2nd ID I Desc. in. ID I Desc. in. 1 2 KN(Face) 0.375 1 6.00 24.59 0.750 A325N/PT 1 3.00 42 1 Ext/Gusset 3.25/2.00 33 1 Extended 3.25/2.00 Gusset Out 2.750 x 0.2500 x 5.13 SP -BS -0.1875, 2 1 KN(Face) 1 0.375 1 6.00 1 24.53 10.750 1 A325N/PT 3.00 42 1 Ext/Gusset 3.25/2.00 33 Extended 3.25/2.00 Gusset Out 2.750 x 0.2500 x 5.13 SP -BS -0.1875, 3.00 3 1 Extended 3.25 12 Flush 2.00 4 2 I KN(Face) 10.500 6.00 118.25 10.750 I A325N/PT I 3.00 131 I Extended 3.25 12 I Flush I 2.00 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 1 2 2 -6.2 11.6 911.8 AISC DG-16/fhinplate 0.513 0.118 0.916 0.000 0.000 0.101 0.878 0.516 2 1 2 -6.2 11.6 911.8 AISC DG-16/Thin plate 0.513 0.118 0.916 0.000 0.000 0.101 0.791 0.516 3 2 21 -9.0 10.1692.6 479.7 AISC DG-16/Thin plate 0.599 0.137 0.770 0.312 0.462 0.099 0.987 0.516 4 2 121 -9.0 10.1 692.61 AISC DG-16/17hin plate 0.599 0.137 0.770 0.312 0.462 0.099 0.987 0.516 Inside Flan a Required Stren Design StrengthRatios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k) 17/5/9 (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 56 8.0 8.3 681.6 AISC DG-16/Thin plate 0.362 0.067 0.999 0.395 0.584 0.054 0.780 0.516 2 1 56 8.0 8.3 681.6 AISC DG- 16/fhin plate 0.362 0.067 0.999 0.395 0.584 0.054 0.936 0.516 3 2 14 6.6 7.3 479.7 AISC DG- 16/Phin plate 0.614 0.099 0.938 0.000 0.000 0.080 0.833 0.516 4 2 14 6.6 7.3 479.7 AISC DG-16/Thin plate 0.614 0.099 0.938 0.000 0.000 0.080 0.833 0.516 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 2 2/5/9 5/0/0 (2)GFB2081 0.397 0 2 12/5/9 15/0/0 GFB2050 0.274 0 2 17/5/9 20/0/0 GFB2037 0.491 0 3 9/7/0 30/0/0 GFB2050 0.205 13 3 14/7/0 35/0/0 2 GFB2063 0.347 21 File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. r Date: 10/20/2016 4rA3LJ7X_E-"7)0 Butler Manufacturing 16-023613-01 `Calculations'Package Time: 09:44 AM w. T Page: 46 of 57 Framo notion Momhor Grmmary _ f nntrnllino Load f si nand Marimnm f nmh;nod Ctrnecnc nor Mnmhor (T.nratinne aro frnm mint 1 1 Y Parameters Used for Axial and Flexural Desien Mem. Controlling Cases -Required Strength Available Strength Strength Ratios Ag Afn Ixx Axial Sx 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 60 180 k k in -k '" in -k P' -k k in -k in -k Flexure 39.95 1 11.83 21.00 2 969.21 -13.1 0.99 -965.0 0.0 61.8 2 1112.4 111.4 0.98 21.1 1 11.83 21.00 5.21 56 2.08 '7.3 3.21 0.07 458.09 9.6 1.00 1.00 0.94 0.76 2 0.92 -19.00 2 ' ; 29.0 ;6.2 -911.8 a '� 0.0 ; •" r 88.8 , 2.08 949.3 94.9 1.00 .283.44 2 1.63 18.64 2 4 11.1 111.51 111.5 .111.5 10.9 0.94 -500.92 3.91 1.02 3 17.00 15.00 21 651.53 -9.0 1 t-692.6 ` , OA `• 81.8 750.3 95.5 0.98 3 17.00 15.00 1 -10:2 13.7 " 0.75 4 9.29 � 26.00 21 -13.0 4 -760.7 0.0 43.9 939.0 . 50.2 1.02 4 • 9.29 26.00 21 7.2. 7.6 0.94 Y Parameters Used for Axial and Flexural Desien Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J - Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. 'in.2 in.2 in.4 in.4 in.3 in.3 -in.3- in.3' in.4 in.6 <W2 6 System 1.000 60 180 1 11.83 142.02 142.0 142.0 ' 5.76 1.50 419.50 9.00 39.95 3.00 45.26 4.59 0.08, 969.21 1.66 0.99 1.00 0.84 0.73 2 0.92 417.17 , • 21.1 21.1 4.99 1.25 290.70 5.21 30.60 2.08 34:95 3.21 0.07 458.09 1.00 1.00 1.00 0.94 0.67 3 17.00 417.17 29.0. ; 29.0 4.45 1.25 170.16 . 5.21 22.69 , 2.08 25.51 3.19 0.06 .283.44 1.19 1.00 1.060.96 0.76 4 9.29 111.51 111.5 .111.5 5.32 0.94 -500.92 3.91 38.53 1.56 - 46.28 2.46 0.04 651.53 1.68 -0.93 1.00 :0.78 0.62 T1nflurAnn i nad !`nmhinat;nnc _ Fram;nn .. _ _ . No. Origin Factor Def H Def V Application Description 1 System 1.000: 0 180 1.0 L •' + " t t (M71) L/450, 2 System 1.000 60 180 0.42 W1> W1> 3 System 1.000 60 180 0.42 <W 1 ' . W 1 4 System 1.000 60 180 0.42 W2> 4 W2> 5 System 1.000 60 180 0.42 <W2'' `. ' ''." ` _y <W2 6 System 1.000 60 180 0.42 WPL . . y ' ' ' � cw WL 7 .System _ 1.000 60 180 0.42 WPR � ;,, WPR 8 System 1.000.1 0 1.0 E>+ 1.0 EG- + EG - 9' System 1.000 10 0 1.0 <E + 1.0 EG- E + EG- ' Controlling Frame Deflection Ratios for Cross Section: 2 r s ' Description Ratio Deflection in. Member Joint Load Case 'Load Case Descri tion • „ + ax. Horizontal Deflection ax. Vertical Deflection for Span I (M71) L/450, L ., 0.433 -0.974: 4 3 2'., I; 2 1` W 1> L•. Date: 10/20/2016 + BUTLER Bu„a, Manu,—tu„n9 16-023613-01 Calculations Package Time: 09:44 AM ��".��_���.•- Page: 47 of 57 Wall:=4;=Fra ne•at:,,59/6/07 Frame Cross Section: 3 x Dimension Key 1 81/2" 2 4'-0" 3 3'-6" 4 F-10" 5 2'-713/16" 6 2'-5 7/8" 7 2 @ 3'-6" Frame Clearances Horiz. Clearance between members I (CX005) and 4(CX006): 35'-8 34' Vert. Clearance at member I(CX005): 12'-1 1/16" Vert. Clearance at member 4(CX006): 9'-2 3/8" I Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) - - File: 16-023613-01 Version: 2016.1 d' Butler Manufacturing, a division of BlueScope Buildings North America; Inc. . Date: 10/20/2016 B[/TLER „e ITLE�„�9 16-023613-01 Calculations Package Time: 09:44 AM Page: 48 of 57 Location I Avg. Bay Spare I Description I Angle I Group Trib. Override I Design Status 59/6/0 1 15/3/0 ISolar - Roof Cover Rieid Endwall #2 EW 3 1 90.0000 Stress Check nn.:n.. 7.nod ('n...h:..oKn..c - F.�...:..n 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 + 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 + 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 0.6D+0.6CU+0.6W2> +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 + CU + WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU + WPR 19 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> D + CG + L + W 1> 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 + 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 F> + 0.7 EG+ D + 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 + 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 F> + 0.7 EG+ D + CG + Fj + EG+ 30 Special 1.000 1.0D+I.0CG+1.75<E+0.7EG+ +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- + CU + <E + EG - 33 OMT Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ + CG + F> + EG+ 34 OMT 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 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 - 1P M -h- Rine Mem. Fig Width Fig Thk Web Thk Depth Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi R.I R.2 1 5.00 0.1875 0.1345 12.00 21.00 13.56 214.6 55.00 55.00 BP KN 313 2 5.00 0.1875 0.1345 13.00 9.00 19.63 212.1 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1345 9.00 12.00 19.05 209.8 55.00 55.00 SS KN 3P 4 5.00 0.1875 0.1345 12.00 13.00 10.35 147.8 55.00 55.00 BP KN 3P -1 otal name weignt = 184.5 (p) (tncluaes all plates) Rnnnd- rnnditinn Gimmnm Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. _ Displacement Y in. Displacement ZZ rad. 1 4 0/0/0 0/0/0 40/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. . - Type Exterior Column Exterior Column - X -Loc 0/0/0 40/0/0 Gridl - Grid2 3-C 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" Horizontal Load Reaction k k Load Type Desc. Hx BUTLER V 2.1 Date: 10/20/2016 Frm 0.45 16-023613-01 Calculations Package Time: 09:44 AM a�a.,MunuractuAng - CG. Frm 0.79 1.53 -0.79 1.53 7.3 L> . Page: 49 of 57 Values shown are resisting forces of the foundation. ` 7.3 Base Connection Design is Based on 3000.00 (psi) Concrete Frm 1.90 3.66 -1.90 - Reactions - Unfactored Load Type at Frame Cross Section: 3 W l> Frm -4.70 -7.61 0.44 -5.95 19.3 <Wl Frm -2.75 -9.38 5.37 -9.93 1.4 W2> Frm -2.91 -0.10 -1.35 1.55 4.3 <W2 Frm -0.97 -1.88 3.58 -2.42 19.3 WPL Frm -3.28 -9.81 2.82 -9.50 13.6 WPR . - Type Exterior Column Exterior Column - X -Loc 0/0/0 40/0/0 Gridl - Grid2 3-C 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" Horizontal Load Reaction k k Load Type Desc. Hx V Hx V 2.1 D Frm 0.45 L03 -0.45 0.97 3.1 CG. Frm 0.79 1.53 -0.79 1.53 7.3 L> . Frm 1.90 3.66 -1.90 3.66 ' 7.3 <L Frm 1.90 3.66 -1.90 3.66 13.6 W l> Frm -4.70 -7.61 0.44 -5.95 19.3 <Wl Frm -2.75 -9.38 5.37 -9.93 1.4 W2> Frm -2.91 -0.10 -1.35 1.55 4.3 <W2 Frm -0.97 -1.88 3.58 -2.42 19.3 WPL Frm -3.28 -9.81 2.82 -9.50 13.6 WPR Frm-1.57 -6.77 1.59 -6.79 0.0 MW Frm - - - 0.0 MW Frm 0.84 0.50 2.2'_ -0.50 0.0 MW Fr - Frm- - - 0.0 MW Frm -2.41 -0.67 -1.09 0.6.7 0.0 CU Frm - - - - 7.3 L Frm 1.90 3.66 -1.90 3.66 0.0 F> Frm -0.45 -0.25 -0.55 0.33 0.6 EG+ Frm 0.16 0.31 -0.160.31 ^ 0.0 <E Frm 0.45 0.25 0.55 -0.33 0.6 EG- Frm -0.16 • -0.31 0.16 -0.31 a division of BlueScope Buildings North America, Inc. t Cum of r-.. -4#h 0 ... tin.. f`henrr - V -mi.. Load Type Horizontal Load Reaction k k Vertical Load Reaction (k k D 0.0 0.0 2.1 2.0 CG 0.0 0.0 3.1 3.1 L> 0.0 0.0 7.3 7.3 <L 0.0 0.0 7.3 7.3 W1> 4.3 4.3 13.6 13.6 LW1 2.6 2.6 ' 19.3 19.3 W2> 4.3 4.3 1.4 1.4 <W2 2.6 2.6 4.3 4.3 WPL 0.5 0.5 19.3 19.3 WPR 0.0 0.0 13.6 13.6 MW 0.0 0.0 0.0 0.0 MW 3.1 3.1 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 3.5 3.5 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 7.3 7.3 F> 1.0 1.0 0.0 0.1 EG+ 0.1 0.0 0.6 0.6 <E 1.0 1.0 0.0 0.1 EG- 0.1 0.0 0.6 0.6 Maximum Combined Reactions Summary with Factored Loads - Framing Nnte• All reacti- are hated nn 1 o order ct-t-1 an 1-k Y X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load VR Down Load Mom cw Load Mom ccw Load x (-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 3-C 2.55 13 3.14 1 - - - - 5.27 17 6.22 1 - - - - 40/0/0 3-A 3.27 21 2.95 14 - - - - 5.37 14 6.16 1 - - - - File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 1 Date: 10/20/2016 B[/TLER Butler Manufacturing 16-023613-01 Calculations Package Time: 09:44 AM ...�..d...-���- Page: 50 of 57 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 & aitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4•drod) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. k Rods in. in. in. Type Flange Web 0/0/0 3-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 40/0/0 3-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 BracingfWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial rame Shear Load in. k k Case k k Case k k Case k k k Case 0/0/0 3.18 6.23 2 1.66 -5.26 17 3.18 6.23 2 0.1644 0 2.000 0 40/0/0 3.32 5.96 21 2.92 -5.37 14 3.19 6.16 1 40/0/0 0.173 1 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Cone. 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 0.173 2 0.137 17 0.1644 0 2.000 0 0.054 2 0.199 17 0.100 2 0.079 2 0.113 17 40/0/0 0.173 1 0.140 14 S9 0 12.714 0 0.054 1 0.203 14 0.099 1 0.078 1 0.130 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. in. No. in. in. in. in. Description 1 1 S3 12.30 20.625 N/A N/A N/A 0.2500 2.500 Both SP -BS -0.2500,W -BS -0. I 250,F -OS -0. 1250 4 1 S11 1 Alternate Web Thick= 0.1644 0.1875 2.000 Opposite W -OS -0.1250 3.25/2.00 3 (SIO) KN(Face) 0.375 6.00 17.75 0.750 A325N/PT 3.00 Fillet 3.25/2.00 4 2 S9 9.31 12.714 94.53 N/A N/A 0.2500 2.500 Both SP -BS -0.2500,W -BS -0. I 250,F -OS -0. 1250 Bolted End -Plate Connections (Plate Fy = 55.00 ksi) Moment Connections: Outside Flange Required Stren Design End -Plate Dimensions I Bolt Outside Flange Inside Flan e Mem. Jt. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Pitches Ist/2nd Configuration Pitches Ist/2ndrExtended ID Desc. in. in. No. No. Cs in. in. in. in. Tension in. 1 2 KN(Face) 0.375 6.00 18.81 0.750 A325N/PT 3.00 31 Extended 3.25 3.25/2.00 2 1 KN(Face) 0.375 6.00 18.76 0.750 A325N/PT 3.00 31 Extended 3.25 3.25/2.00 3 2 KN(Face) 0.375 6.00 17.75 0.750 A325N/PT 3.00 32 Extended 3.25/2.00 3.25/2.00 4 2 KN ace 0.375 6.00 17.75 0.750 A325N/PT 3.00 32 Extended 3.25/2.00 3.25/2.00 Moment Connections: Outside Flange Required Stren Design StrengthRatios • Mem. Jt. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension Shear Bending Yielding Ru ture Tearing Weld Weld 1 2 2 -2.7 5.6 408.2 AISC DG-16/Thin plate 0.467 0.075 0.999 0.298 __Tearing 0.441 0.070 0.707 0.516 2 1 2 -2.7 5.6 408.2 AISC DG-16/Thin plate 0.467 0.075 0.999 0.298 0.441 0.070 0.707 0.516 3 2 21 -4.0 5.1 384.8 AISC DG-16/Thin plate 0.359 0.052 0.898 0.300 0.443 0.043 0.710 0.516 4 2 21 4.0 5.1 384.81 AISC DG-16/rhin plate 1 0.359 0.052 0.898 0.300 0.443 0.043 0.710 0.516 Inside Flan e Required Stren Design StrengthRatios Mem. A. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension I Shear Bendin Yieldin Ru ture Tearing Weld Weld 1 2 17 4.3 4.9 385.3 AISC DG-16/Thin plate 0.374 0.050 0.933 0.315 0.466 0.042 0.746 0.516 2 1 17 4.3 4.9 385.3 AISC DG-16/Thin plate 0.374 0.050 0.933 0.315 0.466 0.042 0.746 0.516 3 2 14 3.6 4.7 321.7 AISC DG-16/Thin plate 0.446 0.063 0.961 0.285 0.421 0.059 0.675 0.516 4 2 14 3.6 4.7 321.7 AISC DG-16/Thin plate 0.446 0.063 0.961 0.285 0.421 0.059 0.675 0.516 ' Strength ratios shown for the connections are reported as a percentage ofthe system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Summary Member I From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 2 2/5/8 5/0/0 GFB2050 0.428 0 2 17/5/8 20/0/0 GFB2037 0.367 0 3 14/7/0 35/0/0 GFB2050 0.358 21 3 17/2/13 37/7/13 GFB2050 0.583 21 File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. { Date: 10/20/2016 T SULER 'Butler Manufacturing 16-023613-01,Calculations-P,ackage Time:W44AM - - Page: 51 of 57 Frame Design Member Summa - Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 fn ControllingCases Require StrengthAvailable Strength . StrengthRatios Ag A Ixx Axial Sx Axial Shear Mom -x Mom -y i Axial Shear Mom -x Mom- y Axial Qa Mem. Loc. ; Depth r + Shear Pr Vr Mrx Mry . Pc VC Mcx Mcy + Shear Nod" ft in. Flexure, F k k in -k • in -k. k « _-k .. in -k in -k Flexure 28.70 1 .-12.34' 21.00 2 423.46 -6.3 1.00 -443.9 �- 0.0. 26.9 2 • 5.28.4 50.0 0.98, 180.0 1 12.34 [ 21.00 , 3.91 17 1.56 4.0 2.40 ,' ' - 147.28 9.5 1.00 ­ ' 0.43 2 3.29 12.46 2 180.0 •''-2.7 ., -259.6 0.0 ` - 18.2. ' •• ' 279.7 • '. 55.0 1.00 75.87 2_ 0.90 13.00 0.88 2 . .4 1, , ,R 5.6 . 113. '. 15.6 0.94 99.51. 3.91 0.36 3' 0.00 9.00 17 160.42 4.1 1.00 -166.5 , 0.0 100.2 172.2 58.4 0.99 3 ] 8.07 12.00 1 -5.3 ' .. • 17.0 F 0.31 4'- 9.44 13.00 •21 -6.0 J,-394.3 0.0 �' 42.5 •' 442.3 ' - 54.5 0.96 4;. 9.44 13.00 21 ' 3.6 - '15.6 0.23 'Parameters Used for Axial and Flexural Design Mem. Loa Lx Ly/Lt Lb Ag A Ixx Iyy Sx • Sy • Zx Zy ' J : Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2• •in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 , in.6 <W2 6 System 1.000 60 180 1 - 12.34 148.04 148.0 148.0 4.65 0.94 301.39 3.91 28.70 1.56 33.82 2.44 0.04 423.46 1.66 1.00 1.00 0.78 0.76 2 3.29 430.42 ' 180.0 180.0 3.50 0.94 90.46 , 3.91 .14.51 1.56 16.42 2.40 0.03 - 147.28 1.95 1.00 1.12 0.83. 0.98 3` 0.00 430.42 180.0 180.0 3.04 0.94. 43.60 3.91 9.69 1.56 110.76 2.38 .0.03 75.87 1.55 1.00 1.11 0.88 1.00 . .4 9.44 113.22 113. 113.2 3.57 0.94 99.51. 3.91 15.31 `1'.56 17.37 2.40 0.03 160.42 1.68 1.00 1.11 0.83 0.83 No. Origin Factor DefH DefV Application ' Description 1 System 1.000 0 180 1.0 L 2 1 2 System 1.000 60 180 0.42 Wl> -. t W1> t' 3't 'System 1.000 Deflection Load Combinations - Framin r 4 System 1.000 60 180 No. Origin Factor DefH DefV Application ' Description 1 System 1.000 0 180 1.0 L 2 1 2 System 1.000 60 180 0.42 Wl> -. t W1> t' 3't '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 . t, <W2 6 System 1.000 60 180 0.42 WPL . "' WPL z ^ '7 System 1.000 60 180 0.42 WPR , WPR 8 - System 1.000 10 0 1.0 E> + 1.0 EG- - �" + EG - 9 System 1.000 1 10 1 0 11.0 <E + 1.0 EG- < <E + EG - Controlling Frame Deflection Ratios for Cross Section: 3 Descri tion RatioI Deflection in. Member Joint Load Case Load Case Description ax. Horizontal Deflection ax. Vertical Deflection for S an 1 ( H/237 ), L/366 0.499 1.216 4. 3 2 1 2 3 - W 1> <W 1 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): 2.665 (k/in) Fundamental Period (calculated) (T): 0.501 (sec.) , R .,, ,� _ .. } moi• n ". . ," ' File: 16-023613-01 ' Version: 2016.1d Butler Manufacturing, a division of Blu8cope Buildings North America, Inc.:f�t 5', " ', . �` s• r t r`, a = Zone Zone Units Units T e' BL/TLER . Actual Date: 10/20/2016 , 8u1er Manufacturing 16-023613-,01 Calculations Package Time: 09:44 AM Ratio Dir. Page: 52 of 57 . C,overing = Summary�Report psf W 1> Shape: Solar - Roof Cover •� • ` 0/0/0 Loads and Codes'- Shapii,Solar - Roof Cover 0.78 OUT City: Durham 'County: Butte State California Country: United States Building Code: California Building Standards Code -2013 Edition Structural: 10AISC - ASD Rainfall: I: 3.30 inches per hour Based on Building Code: 2012 Intemational Building Code Y Cold Form: 12AISI - ASD Pc: 3000.00 psi Concrete Building Risk/Occupancy Category: It (Standard Occupancy Structure) p ' 0.93 Dead and Collateral Loads, i Roof Live Load ` Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: 2.08 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: -0.00 psf. - 'Frame h Weight (assumed for seismic):2.50 psf '31.000 0.78 OUT -1.810 Wind Load r Snow Load j • Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf w' Lateral Force Resisting Systems using Equivalent 21.000 0.93 Force Procedure v T The'Envelope Procedure' is Used ' Flat Roof Snow: pf. 0.00 psf ' , • .Mapped MCE Acceleration: Ss: 6 1. 10 %g Wind Exposure: C - Kz: 0.849 'Design Snow (Sloped): ps: 0.00 psf y ' Mapped MCE Acceleration: S1: 27.20 %g Parts Wind Exposure Factor: 0:849 Rain Surcharge: 0.00 K" Site Class: Stiff soil (D) ' Wind Enclosure: Partially Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00+ Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sds: 0.5341 19.45 Thermal Factor: Unheated - Ct: 1.20 ` Design Acceleration Parameter: Shc : 0.3366 NOT W indbome Debris Region Ground /Roof Conversion: 0:70. , Seismic Design Category: D Base Elevation: 0/0/0 t 1 Unobstructed, Slippery , • ' 4 .." + Seismic Snow Load: 0.00 psf ' Primary Zone Strip Width: 2a: 8/0/0 ' k. w % Sriow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 4/0/0 Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.35 psf L Fundamental Period Height Used: 12/8/0 ' • Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2134 •: R -Factor: 3.50 Overstrength Factor: Omega: 2.50 ' Deflection Amplification Factor: Cd: 3.00 : Base Shear: V: 0.1526 x W « Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames + Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1343 • R -Factor: 3.25 �. ' Overstrength Factor: Omega: 2.50 ' .a ° • Deflection Amplification Factor: Cd: 3.25 +� • x Base Shear: V: 0.1643 x W r----:.. ,nom:... r.. 91. _ Well. r Zone Zone Units Units T e' Description Actual Locl Allow. Ratio Dir. Coef. End Zone T psf W 1> Need Lower Girt - 24.27 0/0/0 31.000 0.78 OUT -1.810 End Zone psf ' <W2 Standard Spacing is Adequate 19.45 0/0/0 21.000 0.93 IN 1.450 End Zone psf -W 1> Need Lower Girt 24.27 36/0/0 '31.000 0.78 OUT -1.810 End Zone psf <W2 •� Standard Spacing is Adequate 19.45 36/0/0 21.000 0.93 IN 1.450 Interior Area psf W 1> Need Lower Gal 20.65 4/0/0 31.000 0.67 OUT -1.540 Interior Area sf <W2 Standards acin-isAdequate '" 19.45 4/0/0 21.000 0.93 IN 1 1.450 Coverin2 Desi2n Loads - Wall: 2 Type Description Actual Locl Allow. , Ratio Dir. Coef. End Zone .. psf W 1> Need Lower Girt�; : ' 24.27 0/0/0 77.000 0.32 OUT -1.810 End Zone psf <W2 Standard Spacing is Adequate' ' 19.45 0/0/0 24.000 0.81 IN 1.450 End Zone .w psf _ W 1> r ,' Need Lower Girt , . ' 24.27 56/0/0 77.000 0.32 OUT -1.810 End Zone psf <W2 _ •?' Standard Spacing is Adequate: 19.45 56/0/0 24.000 0.81 IN 1.450 Interior Area psf W l> Standard Spacing is Adequate 20.65 4/0/0 23.000 0.90 OUT -1.540 Interior Area psf <W2 d Standard Spacing is Adequate 19.45 4/0/0 24.000 . 0.81 1 IN 1 1.450 BUTLER Date: 10/20/2016 Luer Manufacturing 16-023613-01 Calculations Package Time: 09:44 AM Page: 53 of 57 .. Covering Design 1 -dc - Wallr d Zone Units T e Description Actual LocI Allow. Ratio Dir. Coef. End Zone psf W 1> Need Lower Girt 24.27 0/0/0 31.000 0.78 OUT -1.810 End Zone psf <W2 Standard Spacing is Adequate 19.45 0/0/0 21.000 0.93 IN 1.450 End Zone psf W 1> Need Lower Girt 24.27 56/0/0 31.000 0.78 OUT -1.810 End Zone psf <W2 Standard Spacing is Adequate 19.45 56/0/0 21.000 0.93 IN 1.450 Interior Area psf W 1> Need Lower Girt 20.65 4/0/0 31.000 0.67 OUT -1.540 Interior Area psf <W2 Standard Spacing is Adequate 19.45. 4/0/0 21.000 0.93 IN 1.450 Covering Design Loads - Roof: A Zone Units Type Description Actual LocI Allow. Ratio Dir. Coef. Entire Surface psf L Standard. Spacing is Adequate 20.88 0/0/0 69.000 0.30 IN 0.997 Comer Zone psf <W2 Standard Spacing is Adequate 12.35 16/0/0 69.000 0.18 IN 0.850 Comer Zone psf W 1> Standard Spacing is Adequate 41.67 16/0/0 64.000 0.65 OUT -3.150 Exterior Edge Zone psf <W2 Standard Spacing is Adequate 12.35 8/0/0 69.000 0.18 IN 0.850 Exterior Edge Zone psf W 1> Standard Spacing is Adequate 30.94 8/0/0 64.000 0.48 OUT -2.350 Exterior Edge Zone psf <W2 Standard Spacing is Adequate 12.35 52/0/0 69.000 0.18 IN 0.850 Exterior Edge Zone psf W l> Standard Spacing is Adequate 30.94 " 52/0/0 64.000 0.48 OUT -2.350 Comer Zone psf <W2 Standard Spacing is Adequate 12.35 44/0/0 69.000 0.18 IN 0.850 Comer Zone psf W 1> Standard Spacing is Adequate 41.67 44/0/0 64.000 0.65 OUT -3.150 Interior Edge Zone psf <W2 Standard Spacing is Adequate 12.35 8/0/0 69.000 0.18 IN 0.850 Interior Edge Zone psf W 1> Standard Spacing is Adequate 24.24 8/0/0 64.000 0.38 OUT -1.850 Side Zone psf <W2 Standard Spacing is Adequate 12.35 52/0/0 69.000 0.18 IN 0.850 Side Zone psf W 1> Standard Spacing is Adequate 24.24 52/0/0 64.000 0.38 OUT -1.850 Interior Edge Zone psf <W2 Standard Spacing is Adequate 12.35 52/0/0 69.000 0.18 IN 0.850 Interior Edge Zone psf W 1> Standard Spacing is Adequate 24.24 52/0/0 64.000 0.38 OUT -1.850 Interior Edge Zone psf <W2 Standard Spacing is Adequate 12.35 16/0/0 69.000 0.18 IN 0.850 Interior Edge Zone psf W 1> Standard Spacing is Adequate 24.24 16/0/0 64.000 0.38 OUT -1.850 Interior Area psf <W2 Standard Spacing is Adequate 12.35 8/0/0 69.000 0.18 IN 0.850 Interior Area psf W 1> Standard Spacing is Adequate 21.56 8/0/0 64.0001 0.34 OUT -1.650 panel Data a1URoof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: 1 Butlerib II Punched 26 Butler -Cote Cool Birch White Left to Right Left to Right 41/0/0 Wall: 2 Butlerib H Punched 26 Butler -Cote 'Cool Birch White Left to Right Left to Right 41/0/0 Wall: 3 Open MPS, SDS Stitch Exposed to wind Yes None No No Wall: 4 Butlerib H Punched 26 Butler -Cote Cool Birch White Left to Right Left to Right 41/0/0 Roof: A Butlerib 11 Unpunched 26 A1Zn Plain AIZn System Generated " Not Applicable 41/0/0 Fattener Dara Wall/Roof -TypeLength Spacing Washers Insul. Block Mod. Ctrl. Ice Dammin Wall: 1 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Wall: 2 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Wall: 3 None. Wall: 4 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Roof. A Hex CS SDS, CS SDM SDS, SDM Stitch Standard Option Yes None No No Stitch File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. T WEAK AXIS LOAD k `. Zone 5E .. Y y.., •_ gpartlally -. Enclosure Classification Renclosed, BUILDING t - Wind p esure (WP) _ "' 22 35x1 psf 4 Bay Dim = 20 ft GCp = 01."' Trib Width (Tw) _ X10,; ft GCpf'= 0 1° n Heigth (L) = .. �12 ft Total uniform wind load (W) (GCp; + GCpf) * Wp * 259 2W plf Equivallent Weak Axis Load (H) _ ((W*L)/2)/1000. kips - Aplied at ft =- 6 25 'Weak Axis load was duplicated in Vision file considering that each flange is going to support the same loading. " Elevation View of Open Sid ewall w s WOffi , N equiv L12 M l r2 Weak,Akis Moment=.wL^2:• H eguivx L Resulting Moment 8 4 'Diagram - H equiv = 4w L^2 w L _ Apply H equiv as a weak axis point 8 L 2 load on corner column at,elev. L2 F Date: 10/20/2016 BUTLER 'Butter Manufacturing 16-023613-01 Calculations Package Time: 09:44 AM Page: 55 of 57 2. -Panel loads check. Walls Suction - Panel actual load max-- 24.2729 psf Panel load allowable= 31 psf 31.0>24.2729 Ok Pressure (+) Panel actual load max-- 19.4452 psf Panel load allowable= 32 psf 32.0>19.4452 Ok Panel Span Lengths, ft. Suction (-) Load. �bBIVo:,'.:: N- Tables. . Length A of 26 Ga. Butlerib® ii Wall ASD • Availahle Strength Page, ' eulier Mariufacturlrig Deflection' Panel > • 91918 A= L 1 60 ASD - Panel Available Strength (psf) a - L 1 50 iphoolaw ey; 10 2 7.50 , 2S0 , - - - - 22 - Standard Watt Support Spaces 24' �Rw3 t5 &17+2016 Panel Span Lengths, ft. Suction (-) Load. P-aun til Lee& . Length A of O 1 I 02 I 03 I 91 16 5 I 6 6 ASD • Availahle Strength Deflection ASD Deflection' Panel Connection A= L 1 60 Panel a - L 1 50 MJ Spam 10 2 7.50 , 2S0 , - - - - 22 - 69 24' 70 f0 3 4.00 250 2.50 - - 73 - 451 58 462 11 2 7.50 3.50 - 23 67 24 69. 11 I 3 4.00 1250 13.50 I - I --. I - 77� 428 61 439, 12- 1 2 7.30 11.50 I -- 1 -. I- I - 23 - .BS 24 69 12 3 4.00 3.50 ' 4.50 ' 63. - 277 1 56 284 13. i 2 7.50 5.50 i - -- - I- 21 - 71 23 73 13 3 4.00 250 5.50 - - - 43 - 154 45 157 tJ 4 4.00 3.50 4.00 1.50 - ?6 -- 431 61 .442 14-. 2 7.50 6.50 - - - - 19 -- ,79P .21' 81' 4.00.1..5d, 1. d. 50.1 __.1:. -,1 - _.._.3[..w_- .... -8v --..•- ,.32. 14 4 4.00 1 250 1 4.00 1 250 1 63 - 387 571.- 375 15 3 7.50 5.00 i 2.50 i '- - - 23 - 58 24 69 15 - 4 4.00 !.ISO ' 5.00 ' 250 ' -- 64 - 382 56 371 18, 3 7.505.00 3.50 - - .50 23` - 67 '24' 69 t6i 4 4.00 13.50 15.00 13.50 i - 58 -- 396 52 406 17 i 7.50 5.00 4.50. .- - - 24 - 6a: 25 67 f7 i 4 4.001 3:50 1100 1 4.50 1 - I - 47 - 371 '46' 380 18_ ( 3 7.50 1 5.00 1 5.50 1 - . I .- I - 24.. -. 84 26 66. 18 4 .4.00 3.50 SOD 5.50 - - 37 '- 176 39 180 18 5 4.00 ' 250 ' 5.00 ' 4.00 ' 1.50 ' 58 - 394 52, 403 19. 3 7.50 5.00 , 6.50 25 _.. 52 26• 64- 19' 4 4.00 250 1100 i 6.50 -. - 28 _._ 102 30 104 19 I .5 4.00 13.50 1 5.00 15.00 1 L50 I - 50. ..._ '482 48 474, 20 I 4 7.50 15.00 15.00 1 2.50 1 - I - 23 -• .6a '25 68- 20 ) 5 4.00 1 3.501 5.001 5.001 2.501 - 50 - - 498 48' :510' 22 1 4 7.50 1 5.00 1 5.00 14.50 1 - I - 23. - 67 . 25 68, 22 5 .4.00 ` 250 ' 5.00 ' 5.00 ` 4.50 ' 51 - 339 338 48 - 347 24 4 7.50 i 5.00 i 5.00 i 8150 i - i .- 23 __. .67 24 69 24 54.00 350. 100 , 100 .8.50 , - 30. _.� 98 31 too 24 I 5 4.00 1 3.50 I S.OD 1 5.00 1 5m 11.50 53 -- 428 1 .50 '439 File: 16-023613-01 'Version: 2016.1d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: .10/20/2016 BL/TLER Buller Manufacturing 16-023613-01 Calculations Package Time: 09:44 AM Page: 56 of 57 Roof A Suction - Panel actual load max-- 41.6730 psf Panel load allowable= 64 psf 64.0>41.6730 Ok Pressure W Panel actual load max-- 20.8808 psf Panel load allowable= 69 psf 69.0>20.8808 Ok 26 6a. laui erib© 11 Roof ;i;.;.::A; s•t15 Butler Manufacturing ASD. Pared Available Strength Ono ae-dBr>.� al Su ees .. it 547MId Paw t7o-L"1N11s R. Sutaan N L4f p - N1 La050 La1018 I .00 91 I 92 I 93 I 04 1 •5 l.s5 ASD Aw11001e SaIJFOOI Odb.0 n ASO Oe@WaO P.0 camcc0m a= L 1 00 Prow 'A O L r 80 pl1 Eysn 2.4r 1.2 13017 - - - - 2m 1 200 -• - I - I - An 283 210 IN 4440 tan 218 103 4273 1803 LS.S 11.2. 3.30 I'zx I - 1 - 1 - 1 _ IBB of 99 .1]7 923 )WO 11.2 'am i.30C I -- l - I - I - 143 'Z5 -053 909 '334 ]77.0 11.2 .]]51,3` 1 ,_. _. j.-- j - '1m :rDr 430 }BD. 42D 3.5.7 itv2 L"'j'3.30I•-•'I'- IW 9.i '349 Ba '338 3.79.7.3 i1W2 1.73i,3.r.I,-, _I. i - i - _95' 3' di BT M 4.8 - t'.2. 4m .600 - M 'a2 274 82 225 '25 -23'! tart i.z1 Cis - - - - 79 - 193 >7 198 43.9 I /.7 67 -. :104 71 ISB 4,75.0.31 1.2 .731.4,.7;1-'-+I- I- I- 'a1 ._. Ito a n5 9.19 1.2 7m' 30C' - - 35" 120 67 115 470 j' 3 730 i 1.5'i I30 i "- i - j - 518 7115 am 247 8084 Om 3 . 2m i LaS i 2210 i. _. i _. i _ .330 8330 IB5 3402 730 ] 230 ' L30 230 _ _ _ .234 Q. Ula so 1742 Bm 1 3 9m 1 9m 1 BOB I - I '- I - 172. 'Fi£e' ID47 W' tape 875 I 8 823 1827 1 87J 1 _ I _ I _ 749 l0i B ab 114 793 '7030 I 9 '9.101 3.]0.13301 - I - I - 131. W. '&Ii IN BIB 1173. I 9 3.73 1 . in 1175 1 _.' 1 .. _. 1 . _ 115 OF 53O 99 310 um i 3 4m 14m i.tm i' -. j. -. j - '161' .ar 93 429 IL75 i 3 423 i 47.7 i 423 i - I - i - 92' .•, am B). '253 13.30. . 3 430 ..4.50 •4.70. - - 83.. %.2.- 310 B2 PJB 1475 ! 80.7! !'x.75.1 175 I - I _ _ 73' au IB 234 15m ( ] BM15m I 5MI _. 1 _. I _ W M,225 73 218 0A0 24 AM 1.70 •1301.1301 �. I _ 497nrl 8894 238' .8700 am I 2 Y 2m j 2m 1. 2160 1.2210 j. et. 1 - ]21" 2 3752 173 mil. tOm j 24 2.70 j 2.30 I L34' 13.70 1117:. I' .- :m i::t 1921 143 1849 t2m' i 249m 13m j 9m i BOB_i .eY. 103 sr.: 1112. 119 1070 Ilm' i 211 3231 073 i 125 i 327,1 11111. i ._ iN tir 974 110 so 74m L 4 330 .330. 330. 330 119:. .123 " Of 700 m, . 674 1BAD 1 20 17-4. LTJ 1 3.70 1 170 eY. 1 - 109 a? we 93 so IMM I 24 4m 1 4m 1.4m 14m I e'3.. 1 - ;97. a2. as 89 .651 171 1 a4 4771.423 1425'1 AM I.e'Y. I - 'm IF 3" 84 378 lam . I 21 6.90 j. 4.30 16.70; I a3o j es. j �- 78 7A 329 78 .317 4.76 3.23'j 075 M. ' m ':27 220 73 279 _ 297.0- 20 I. I........_ I. 140 149 Sm _. i3r_.._... File: 16-023613-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 10/20/2016 BUTLER Bu1ef 8 16-023613-01 Calculations Package Time: 09:44 AM Page: 57 of 57 3. — Loads check MBSM 2012 Metal Building Systems Manual County Name Snow Wind Rain Seismic S W, Wz W.W. WS 11 12 County Seat 1 S6 S, TL 4. - Coil doors iambs and header L= 16 ft H= 12 i ft Coil door (jambs) Drum size= 20 CALIFORNIA Drum weight= 960 lbs Eccentricity= 10 Alameda0(2400) Max moment on jambs (drum weight)= 4.8 100 110 1.1572 Kips -in 2.18 3.11_ ,Oakland _._1.698 _0;671 8/12.___ Alpine CS 100' 110' 115' 72?_ 3.32 4.91 Markleevill 1.903 0.710 _ _ 6 Amador 0(1500) _ . 100' 110' 115' 72' 2.62 3.68 Jackson _ 0.432, . 10.224, 6/12 Butte ( 0(1500) 100 110 115 72 3.30 4.68 Oroville 0.597 0.260 16 4. - Coil doors iambs and header L= 16 ft H= 12 i ft Coil door (jambs) Drum size= 20 in Drum weight= 960 lbs Eccentricity= 10 in Max moment on jambs (drum weight)= 4.8 Kips -in Actual moment forces on jambs= 49.3 Kips -in Mu= 1 54.1 1 Kips -in Moment allowable= 1 59.54 1 Kips -in Mu= <= M allowable 54.1 <= 59.54 Ok Coil header (jambs) Drum weight= 960 lbs Linear drum weight= 5 lbs/in Eccentricity= 10 in Linear moment (drum weight)= 50 lbs-in/in Max force on header (drum weight) 2.5 lbs/in Max moment on hader (drum weight)= 11.52 Kips -in Actual moment forces on header= 1.79 Kips -in Mu= 13.31 Kips -in Moment allowable= 39.95 Kips -in Mu= <= M allowable 13.31 <= 39.95 Ok Drum flcfght File: 16-023613-01 Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. AREA OF INTEREST IfiLOTESSIp C. ✓pZfyc+ allo. C 691882' * Eq. 6/30/18 # JI. CI VD% i AfF0FCALLFO I . i • THESE PIANS NAVE BEEN REVIEWED FOR CDMPUNIO: ONLY WITH THE ATTACKED STRUCRMAL CALCULATIONS I _ - - � r EXISTING GRAVEL DRIVEWAY ' I ` _ —_ % 01 _ (7 APik 035ME 1)0-M _ - 'Ilk • - ` - EXISTING METAL BUILDING � - 889 RIoUndo Avn EXISTING SEPTIC. - (3500 S.F., TYPE 118. U -AG) -L ORCHARD S"ftt,200 • • • F F. G tj A407 I .♦ _ fl 650.692A407, EXISTING RESIDENCE Burn ftmis i t ` . - I ASSUMED PROPERTY LINE • • • r _EXISTING WELL - r 1 f'I --I— PROPOSED - - ORCHARD •� o METAL SLOG - - (2400 S.F., j • EXISTING METAL BUILDING •,` r� TYPE IIB, (8000 S.F., TYPE IIB, U -AG). a.., 130'* - . O\/ERALL SITE PLAN ^' • • .t . µ EXISTING ORCHARD ...1 ; ... - .APN: 03.8.-170-030 . - •• $C. • 'N i y -' i ` EXISTING ORCHARD 35:660 ACRES -� FLOOD HAZARD NOTES, ' ,1) PARCEL APPEARS TO BE IN FLOOD ZONE AE - - BASED ON FEMA FIRM MAP 06007CO520E DATED JAN 6, 2011. THE STRUCTURE MEETS REQUIREMENTS FOR AUTOMATIC EQUALIZATION OF FLOOD WATERS DUE TO THE OPEN NATURE OF THE STRUCTURE V1. (ONE -SIDE IS COMPLETELY OPEN). THERE IS NO :. ELECTRICAL PLANNED FOR THIS STRUCTURE. 2) THE PROPOSED BUILDING IS FLOOD PROOF IN THAT ALL PORTIONS OF THE STRUCTURE BELOW THE BASE BUTTE - FLOOD ELEVATION WILL NOT BE ADVERSELY AFFECTED COUNTY OR DAMAGED BY WATER AT THE BASE FLOOD • ELEVATION. NOV 07 2016 3) IT SHOULD BE NOTED THAT ALL BUILDING CONTENTS CHAPTER 16, DNLSIONS I, II, III, AND N U.N.O.: K - - • I 8) SEISMIC - .r 'i . MAPPED SPECIAL RESPONSE ACCELERATIONS: 55 - 0.61, S1- 0.272 )) SEISMIC SEE ClAZ D ' REVISIONS: ti AREA OF INTEREST IfiLOTESSIp C. ✓pZfyc+ allo. C 691882' * Eq. 6/30/18 # JI. CI VD% i AfF0FCALLFO I . i • THESE PIANS NAVE BEEN REVIEWED FOR CDMPUNIO: ONLY WITH THE ATTACKED STRUCRMAL CALCULATIONS I _ - - � r EXISTING GRAVEL DRIVEWAY ' I ` _ —_ % 01 _ (7 APik 035ME 1)0-M _ - 'Ilk • - ` - EXISTING METAL BUILDING � - 889 RIoUndo Avn EXISTING SEPTIC. - (3500 S.F., TYPE 118. U -AG) -L ORCHARD S"ftt,200 • • • F F. G tj A407 I .♦ _ fl 650.692A407, EXISTING RESIDENCE Burn ftmis i t ` . - I ASSUMED PROPERTY LINE • • • r _EXISTING WELL - r 1 f'I --I— PROPOSED - - ORCHARD •� o METAL SLOG - - (2400 S.F., j • EXISTING METAL BUILDING •,` r� TYPE IIB, (8000 S.F., TYPE IIB, U -AG). a.., 130'* - . O\/ERALL SITE PLAN ^' • • .t . µ EXISTING ORCHARD ...1 ; ... - .APN: 03.8.-170-030 . - •• $C. • 'N i y -' i ` EXISTING ORCHARD 35:660 ACRES -� FLOOD HAZARD NOTES, ' ,1) PARCEL APPEARS TO BE IN FLOOD ZONE AE - - BASED ON FEMA FIRM MAP 06007CO520E DATED JAN 6, 2011. THE STRUCTURE MEETS REQUIREMENTS FOR AUTOMATIC EQUALIZATION OF FLOOD WATERS I j I J x v ZZu Q0LJJ Q 11 Ne 4 # •poo ,I TL Oz ' Z U. s o t Z mo J� T Do Do W0 x x - DUE TO THE OPEN NATURE OF THE STRUCTURE V1. (ONE -SIDE IS COMPLETELY OPEN). THERE IS NO :. ELECTRICAL PLANNED FOR THIS STRUCTURE. 2) THE PROPOSED BUILDING IS FLOOD PROOF IN THAT ALL PORTIONS OF THE STRUCTURE BELOW THE BASE BUTTE - FLOOD ELEVATION WILL NOT BE ADVERSELY AFFECTED COUNTY OR DAMAGED BY WATER AT THE BASE FLOOD • ELEVATION. NOV 07 2016 3) IT SHOULD BE NOTED THAT ALL BUILDING CONTENTS I j I J x v ZZu Q0LJJ Q 11 Ne 4 # •poo ,I TL Oz ' Z U. s o t Z mo J� T Do Do W0 x x - V1. STRUCTURAL DESIGN , DESIGN LOADS FOR NEW BUILDINGS PER BUTLER BUILDING SYSTEMS. A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC - K CHAPTER 16, DNLSIONS I, II, III, AND N U.N.O.: K - - • I 8) SEISMIC - SEISMIC IMPORTANCE FACTOR: l •. 'i . MAPPED SPECIAL RESPONSE ACCELERATIONS: 55 - 0.61, S1- 0.272 )) SEISMIC SEE ClAZ D ' REVISIONS: MAY BE LOST OR DAMAGED BY FLOOD EVENTS._ SPECTRAL RESPONSE COEFFICIENTS: SDS. OJSQML SD1. 03366 DUEVELOPVENT. SEISMIC DESIGN CATEGORY: BASIC sEwICioRCE IsLSTING SYSTEMS AND RD N�IC 40X 60X 14-4METAL BUILDING STEEL COCENTRICAILY- BRACED FRAMES ' SERVWESSPECIAL INSPECTION REQUIREMENTS: SEISMIC BMSKEAR: SEE ATTACHED CALCULATIONS BY BUTLER BUILDING SYSTEMS - f c - RESPONSE MODIFICATION FACTOR RIORDINARY STEEL MOMENT FRAMES)- 3.5 7 NOTE: ENGINEER OF RECORD HAS NOT VISITED THE PROPOSED HIGH STRENGTH BOLTING OF METAL R(ORDINARYSTEEL CONC. BRACED FRAMES) -32S CONSTRUCTION SITERECOR HAS IONS AND LAYOUT EPRO OSEING BUILDING ABOVE BY OTHERS NOTE: BUILDING LOCATIONS SHOWN ASAPPROXIMATE. ANALK6PROCEDURE USED.SEE ATTACHED CALCULATIONS BYBUTLER BUILDING MTEMS BUILDINGS AND SITE HAS BEEN DEDUCED FROM INFORMATION ACTUAL DIMENAONSSHALL BEVEAIFlEDINTItERE1D.. q WIND DATE: 10/25/16 . i wlNoSPEED, 11oMPH ' PROVIDED BY THE CONTRACTOR. CONTRACTOR MUST FIELD �c�EXPOSu E C �s r 1SCALE: NITS SITE PLAN VERIFY PLANS AND ALL DIMENSIONS PRIOR TO CONSTRUCTION DRAWING INDEX NO SCALE AND IMMEDIATELY REPORT ANY DISCREPANCIES TO SUMMIT 4 D) GRAVITY LOADS:. DRAWN BY: ACJ STRUCTURAL DESIGN. A1'..............SITE PLAN/CODE ANALYSIS RO FL0AD5` __ _2DPSF - IOBNUMBER 2fr325 A2 ... :........... FLOOR PLAN/ELEVATIONS/SECTION FOUNDATION STRUCTURAL DESIGN PER SHEET sl AND ATTACHED STRUCTURAL CAumLATIONsBYSILMMTT ' t SHEET: • - S1...............BUILDING FOUNDATION STRUCTURAL DESIGN. Al ' _ F y� r D N p n .M.� ... _- ., it -.. .. ._...r..-.,. ,... .._-.,�- ._... .- �'.. �. r.r �-..L aJM-.w n•_ _ .. _.. __ . . .. -. _ .. r. _ _ •iT � r FLOOR PLAN/ELEVATIONS/SECTION 40x60 METAL BUILDING FOR KONYN ORCHARDS I '• 33 1� REGiS €BYg = p CPN o! ? .• 0 �o =o 8900 MIDWAY, DURHAM, CA a 3 '* di FOUNDATION ENGINEERING APPLIES TO: 16-023613-01 DATED 10/21/16 10. IN -------------- j rl y� r D N p n r FLOOR PLAN/ELEVATIONS/SECTION 40x60 METAL BUILDING FOR KONYN ORCHARDS I '• 33 1� REGiS €BYg = p CPN o! ? .• 0 �o =o 8900 MIDWAY, DURHAM, CA a 3 '* di FOUNDATION ENGINEERING APPLIES TO: 16-023613-01 DATED 10/21/16 GENERAL NOTES ` A 0 SIDE EAVEr--- -1/f4A O O - 11MG CORP. FOR ANCHOR BOLT SPACING VVESEFY ALL tl - _ - - - I -• 3- CUT., TYP. - 1. GENERAL' 2 ' - DRAWN BY: AU • .. ON -STRUCTURAL BOL75 FOR OPENINGS AND DOORS WITH OWIDR'AS- L- __l ' ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. NOTE SEE ANCHOR BOLT SETTING PLAN FRONDED BY BUTLER METAL _ , _ -1 „ P •THE ENGINEER HAS PROVIDED AND IS RESPONSIBLE FOR SPECIFIC STRUCTURAL ITEMS ONLY, ALL OTHER REQUIREMENTS - MAY OR MAY NOT HAVE BEEN SHOWN ON THIS PLAN. _ .. .. OFTHE BUILDING CODE INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS BUILDING CORP. FOR ANCHOR BOLT SPACING, VERIFY ALL ' REQUIREMENTS. PARKING, ANDALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN IN THE STRUCTURAL r '• L 30- I L DIMENSION PER PLAN DESIGN CALCULATIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. SHOULD ANY CHANGES BE MADE - ,IV - FROM THE DESIGN AS SPECIFIED IN THESE DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN TYP. MAY NOT HAVE BEEN SHOWN ON THIS PLAN. ANCHOR BOLT SCHEDULE THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE., • O 1 _" NO SCALE - SZ ` THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED - OI SZ - - OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF:' n - .CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, • 1 AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SMALL INCLUDE FORMING, SHORING, BRACING, + , , ' • - SCAFFOLDING, ETC. N W • ` IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN T SMALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDIT!ONS THAT ARE SHOWN ON THE DESIGN ' • .. - ©� DOCUMENTS.. . , + ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST • BE BROUGNTTO THE ATTENTION OF THE ENGINEER WITHOUT PROCfifiDING WITHCONSTRUfT1ON PRIOR 70 THE PORTAL FRAME •' REVIEW OF THE ENGINEER. •' _ r -7 ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS; GARAGE FLOORS, ETC ..) IS THE RESPONSIBILITY OF THE • CONTRACTOR OR OWNER. - - •H B - 1 I - '� - - . SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1704 OF THE CBC SMALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: - I • } HIGH STRENGTH BOLTING OF METAL BUILDING ABOVE - 00. - THE SPECIAL INSPECTOR SMALL BE ACCEPTABLE TO THE ENGINEER OF,RECORD AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE - SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT. 2. SITE WORK / FOUNDATIONS `•. - I + ASSUMED MAXIMUM SOIL BEARING =1500 PSF (NO SOILS REPORT PROVIDED) o S, r FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. TYP. CURB • FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. - `USE 4- DIAMETER PERFORATED PIPE SUB-0RAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT: t 3. CONCRETE /•REINFORCING CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI U.N.O. , • c _4A " (DESIGNED BASED ON 25W PSI MIN.) " - r - r - - ALL CEMENT USED SHALL CONFORM TO ASTM C•150 AND SHALL RE TYPE II OR TYPE III LOW ALKALI. ` AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE ALKALI REACTIVE AS - C IGH SIDE EAVEL -. J DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO AMU REACTIVE .MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0,45%BY WEIGHT. - - CONCRETE EXPOSED TO FREEING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE I - AO CODE AND CBC APPENDIX, CHAPTER 19. - - REINFORCEMENT COVER SHALL BE AS FOLLOWS. • F L �'�" •, - CONCRETE CAST AGAINST AND PERMANENTLY .EXPOSED TO SOIL. 3'- " CONCRETEWITH SOIL OR WEATHER EXPOSURE: • .. RS BARS AND SMALLER. I H' t 1 - 416 BARS AND LARGER 2" • . .' • - CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4 REINFORCEMENT SHALL BE GRADE 60 PER ASTM A61LS U.N.O. LAP REINFORCING 40 BAR DIAMETERS U.N.O. '• y - ' , - RS AND LARGER REBAR SHALL NOT BE RE-BENT. ` • - , ' i - - i • ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION .. r FOUNDATION PLAN BEFORE AND DURING CONCRETE PLACEMENT. .1 „' ' . 7 'ANCHOR BOLTS SHALL BE ASTM A 307 AND SHALL BE PROVIDED NEW, W/O EXCESSIVE RUST. r - SpLLE:,1-0" 'I TGE OF STEEL - - _ I _ _ i i �. �3/a•CHAMFER. _TYP PEDESTAL P -P A • j _ 3 4' I `' a O TYPICAL { - SOIL 1 6' MAX (VERIFY) BE R -/GRAVEL FLOOR DRAINAGE BY OTHERS_ . ! 0 1 O O O O GRAVEL WHERE OCCURS - .. - OTE CONTRACTOR SEE ANCHOR BOLT SETTING PLAN PROVIDED BY BUTLER MET /4 VERT. AT 24' O.C. i .. I .. O O - 11MG CORP. FOR ANCHOR BOLT SPACING VVESEFY ALL tl - _ - - - I -• 3- CUT., TYP. - - 2 ' - DRAWN BY: AU • 1) B4 CONT,'TOP AND - (1) 84 CONT. BOTT ON -STRUCTURAL BOL75 FOR OPENINGS AND DOORS WITH OWIDR'AS- - PER WITH STANDARD HOOKS TYP AT EACH END UNDISNRBED NAIVE SOILS - NOTE SEE ANCHOR BOLT SETTING PLAN FRONDED BY BUTLER METAL _ , _ -1 _. B'-10- i MAY OR MAY NOT HAVE BEEN SHOWN ON THIS PLAN. _ .. .. .. BUILDING CORP. FOR ANCHOR BOLT SPACING, VERIFY ALL ' • L 30- I L DIMENSION PER PLAN NON-STRUCTURAL BOLTS FOR OPENINGS AND DOORS AS THEY MAY OR ,IV I I DETAIL AT CURB FOOTING 4 •' -'N PEDESTAL P-P� DETAIL AT SPREAD FOOTING TYP. MAY NOT HAVE BEEN SHOWN ON THIS PLAN. ANCHOR BOLT SCHEDULE O 1 _" NO SCALE - SZ _ • 0 IC & 2C ' NO SCALE SZ No SCALE --- - -- Sl 1 N W ©� PORTAL FRAME U 17 �' --1 � CD Z p Z.Y=IQ O 2 :� 0 0 �. In z a Lt1 - - 60'-2. OUT -TO -OUT OF CONCRETE (VERIFY) - * 1 ALL DIMENSIONS INCLUDING ANCHOR BOLT LOCATIONS AND SPACING SHALL, BE Q TAKEN FROM THE FINAL "FOR CONSTRUCTION" SET OF METAL BUILDING MFR Z lap LD DRAWINGS. FOUNDATION DRAWINGS ARE GENERAL IN NATURE AND ONLY o '� p Z REPRESENT FOUNDATION SIZES, REINFORCING, AND ANCHOR ROD EMBEDMENT.. DO L� O LLLJ W •� Z TO PROVIDE CORROSION _ _ ,I �{ OF COLUMN - - - ,.. - _ '.. _ - - 1, U- ROTECTON FOR AU EXPOSED BOL TYP. STEEL COLUMN, ATOP PEDESTAL ' W A L pX EXTERIOR , FOOTING SCHEDULE N . z ' LAN PEREl 'STEELP I (4) VERTS, TOP OF MARK DIM X) X CM Y) X (THICKNESS REINFORCING 1 Q ! EDGE OF PEDESTAL TO BOTTOM Of S F4A 4'-0' 4'-0' X 2'-0- 6 - EW., TOP & BOTT. ~ PANEL NOTCH WHERE OCCURS PIER WITH STANDARD HOOKS F48 '-0' X 4'-0' 3'-0- B '-6- B EW.• TOP & BOTL E.W., TOP & BOTS, Q • 3 4' - I TYP AT EACH END, U.N.O. - F5 5'-0' S' -o' F6 W-0' 6'-0' 3'-0' 12 EW.; TOP & BOTT. ,r Z 4 a s \\ I I I I 3/4- CHAMFER. TYP - Z) . ' (2) B4 HOOPS WITHIN 5' •: t - _. LL 1 ;,i II I II OF TOP OF PEDESTAL, TYP. m ' FOOTING SCHEDULE �l 1'-0- 84 HOOPS AT 4. O.C. WITH ,35 NO SCALE - Sl REVISIONS: 3' CLR. DEGREE BEND AT EACH BAR END - - - NEVER EMOVEDI.O o z W i ANCHOR BOLT SCHEDULE f j . 0. I I 11 u o AB. TYPE AB. SIZE EMBEDMENT N jtl I I II I I 00 II - W- W TYPICAL 43 4- DIA 20' . wwtl z�o II I II Two( _ - mo < �- "� ANCHOR ROD SHALL CONFORM TO ASTM F1554 GR 36 WITH RATE WASHER 1/Y X 1/4' X 2 1/4' SECURED WITH DOUBLE HEAVY HEX NUTS, TYPICAL •• - DATE: 10/25/16, 2 - REINFORCING PER SCHEDULE, TYP. SCALE; 1J4' =1'-0' ! - I • J . I " /4 VERT. AT 24' O.C. i .. I .. O O (B) S VERTS. TOP OF PEDESTAL TO BOTTOM OF tl - _ - - - I -• 3- CUT., TYP. - - 2 ' - DRAWN BY: AU • 1) B4 CONT,'TOP AND - (1) 84 CONT. BOTT - PER WITH STANDARD HOOKS TYP AT EACH END UNDISNRBED NAIVE SOILS - NOTE SEE ANCHOR BOLT SETTING PLAN FRONDED BY BUTLER METAL _ , _ !OB NUMBER: 16325 _. B'-10- i PER PLAN PER PLAN BUILDING CORP. FOR ANCHOR BOLT SPACING, VERIFY ALL ' • L 30- I L DIMENSION PER PLAN NON-STRUCTURAL BOLTS FOR OPENINGS AND DOORS AS THEY MAY OR SHEET: I I DETAIL AT CURB FOOTING 4 •' -'N PEDESTAL P-P� DETAIL AT SPREAD FOOTING I �� MAY NOT HAVE BEEN SHOWN ON THIS PLAN. ANCHOR BOLT SCHEDULE _ S 1 1 _" NO SCALE - SZ _ • 0 IC & 2C ' NO SCALE SZ No SCALE --- - -- Sl 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Bret Wood - North Valley Building Systems - Project: Konyn Orchards 40x60 Metal Building Foundation 4 .. Address: 8900 Midway, Durham, CA ROFE S G, lo-�� carr PERMIT # 1 v�y c `c BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR XP. 0313 t$ CODE COMPLIANCE 6" CIVi s �]� I I C� BY \ �Cr CAOF DATE. ' 10)2t) Ili M (,�- ��l 11 q BUTTE COUNTY NOV 07 2016 DEVELOPMENT SERVICES 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 speciflcations void. Note: Summit Structural Design (SSD) is not responsible for on-site inspection to 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 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�CmPa Summit Structural Design ' Project: e: Pag4 : Engineer: Date ) Design of: Foundations n I ,2C 2.05 3.69 7.08 -16.87 -1.08 3.25 3 6.00 x 6.00 14.87 •1.67 3A 0.97 1.53 3.66 -9.93 -0.64 2.37 2.5 5.00 x 5.00 8.69 1.62 V3C 1.03 1.53 3.66 -9.81 -0.56 2.37 2.5 5.00 x 5.00 8.69 1.65 f • t • S a- .<wr •-.�c.wn•,m•u. w-,fma.,.r�. m r CBC2013. Section 1605.3.1- Basic Load Combos " Soil Bearing 1500 psf .re.wm.wwr. a �t.:ps DL+CL+LL Soilcapacity to resist uplift Ta varies DL+CL-.6W .•,s4r,nsnaa.�,...m.R, ..r rko;•rv. rnt DL+CL+-7S(.6W)+.75LL � DL + CL+ .75(.7E) + .75LL .6DL+.6W .6DL +.7E " OT 1 ' Sqr Ftg for Resistive Unity Gravity (kips) Uplift (kips) Soil Bearing Thickness Length Width Uplift Factor Grid Line DL I CL I U Wind I Eq Min Size (ft) (ft)(ft) (ft) Load(kips) (must be> 1) A 0.51 0.78 2.80 -5.22 -1.25 1.72 2 4.00 x 4.00 4.43 1.57 B 0.90 1.50 5.38 -9.41 10.40 2.32 3 4.00 x 4.00 7.77 1.52 ?> C 0.89 0.78 2.80 -5.23 -0.46 1.79 2 4.00 x 4.00 4.43 1.70 JA 1.96 3.69 7.08 -17.13 -1.23 3.26 3 6.00 x 6.00 14.87 .1.63' n I ,2C 2.05 3.69 7.08 -16.87 -1.08 3.25 3 6.00 x 6.00 14.87 •1.67 3A 0.97 1.53 3.66 -9.93 -0.64 2.37 2.5 5.00 x 5.00 8.69 1.62 V3C 1.03 1.53 3.66 -9.81 -0.56 2.37 2.5 5.00 x 5.00 8.69 1.65 f • t • S PROJECT ENGINEER: DESIGN OF SUMMIT STRUCTURAL DESIGN www.summitchico.com PAGE: rz DATE: '7- \,9 . . ...... .. .. ...... ........ . ... .. .. .. .... .......... 2:A c jr . ....... ...... ......... vv 2 . ..... ... 5 L j... �. ;.. � ..._j. ;. (t ,03'� � .�.� (��k�)'..4.. , ,� �-�1.� 2 ,�i'S�- � + � ,�: 5 � f� 2.55'` -7 i, .... .. .... . .. . ...... . . .......... ......... .......... PROJECT.'�1-"'.,r' PAGE: 3 SUMMIT STRUCTURAL DESIGN ENGINEER: LIM www, summitchico. com DATE: DESIGN OF CY..� +._fir.. ... ., .., _ ...� _ ........{... ;... � _ S2!...... , y a ; , i : re 77 PC Ax ! s , 4 , y a I 1 i t 1 + 3 1 S + ........... ......_.........._. , (3,5 2 , , ? 2 j;. 1; <, SOP JL i �.... , I ; + i : i 9 I , i : 1 � 1 {{{ ......... I PRaEcr.....-_'d SUMMIT STRUCTURAL DESIGN PAGE. 5 ENGINEER: www.summitchico.com DATE: DESIGN OF s r' 1 : C��Y [� �y = mil ... ,_ .... / f . J_ I 17) , 1 I _12s JQV-) PROJECT. . SUMMIT STRUCTURAL DESIGN PAGE; Co ENGINEER: www.sumtriitchico.com DATE: DESIGN OF ; s . i � s I 64&b CCL 5.9 y _ c 1 tl �1 . i , i I i , : ' ch e ��- � 1��� � ►-�ca nye ssv : �� � �, -... .. , 1 ! i _._l. i 51 } . , i I � 5 11 X.41 • . � "`�) (. �4: ;. FCS � s � -�—A P �' Anchor Designer TM Software Version 2.4.6025.30 1.Project Information Customer company: Customer contact name: Customer e-mail: Comment: 2, Input Data & Anchor Parameters General Design method:ACI 318-11 r Units: Imperial units Anchor Information: Anchor type: Cast -In-place Material: AB Diameter (Inch): 0.750 Effective Embedment depth, hbt (inch): 20.000 Anchor category: - Anchor ductility: Yes hn,tn (Inch): 22.25 C.in (inch): 1.63 Sean (inch): 3,00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: U = 0.9D + 1.OW Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <FI Company: Summit Structural Design Date: 10/26/2016 Engineer Andy Johnson, P.E. Page: 1/5 Project: Address: 383 Rio Linde Ave #200, 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: Untracked Compressive strength, fb (psi): 2500 qJb.v: 1.4 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): 13.00 x 8.00 x 0.38 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. aimpson Strong -ria Con;pany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.947,3871 www.strongtie.com V • Anchor DesignerTM Software Version 2.4.6025.30 <Figure 2> Company: Summit Structural Design I Date: 10/26/2016 Engineer: Andy Johnson, P.E. Page: 2/5 Project: Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@summitchico.com i y I . � GGG .:.y.N, M `" s J s .n_rC (orf �� io- a I`v a 1 , t r -0t Irb li � W r ,a sp/ la( jl `•�r f' af f 14 it 14 G11V`� � v �41i I ,nl!� .;'fir � °r..��� u .o ::rn4� '�^ {`+� � � •�a/ "b r t 11',��� �ti�• ��w,� ��ri,� ,.(•�s�i y Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Boll - PAB6 (3/4"0) `�-S`� X56-4'-3 �o Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strrnig-'lie Company In:, 5958 W. Las Posites Boulevard Pleasanton, CA 94588 Phone: 925.580.9000 Fax: 925.847,3871 www,strongt(e.com Anchor DesignerTM h' , Software Version 2.4.6025.30 Company: Summit Structural Design Date: 10/26/2016 Engineer: Andy Johnson, P.E. Page: 3/5 Project: Anchor Address: 383 Rio Undo Ave 4200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@summitchico.com 3. Resulting Anchor Forces D 5 11 19370 0.75 14528 Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu. (lb) VU.Y (lb) VU.Y (lb) vi(V...)'+(Vu.y)' (lb) 1 1498.8 377.5 0.0 377.5 2 1498.8 377.5 0.0 377.5 3 1498.8 377.5 0.0 377.5 4 1498.8 377.5 0.0 377.5 Sum 5995.0 1510,0 0.0 1510.0 Maximum concrete compresslon strain (%.): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 5995 Resultant compression farce (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Ns (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces In x-axis, e'w (Inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (Inch): 0.00 01 02 Y 04"Or 03 4. Steel Strength of Anchor Ne. (lb) 0 in Tension(Sec ONra (Ib) D 5 11 19370 0.75 14528 5 Concrete Breakout Strength of Anchor in Tension (Sec D 5 2) No = 16d.Vr.h.r'3 (Eq. D-7) de r. (psi) he (in) Nb (lb) 1.00 2500 20.000 117889 ON.bp =0 (ANcI ANco)Y'e.,N'Ped,N'Pc.NY$p,NNb (Sec. D.4.1 & Eq. D-4) AN. (In') ANc. (in') Y'.GN 'Ped,N 'Pt.N 'P.AN No (ib) 0 pNcov (ib) 4522.56 3600.00 1.000 1.000 1.25 1.000 117869 0.70 129588 6 Pullout Strength of Anchor In Tension (Sec D 5 31 qNp. = OYIq^ = 04'o.PBAorvrc (Sec. D.4,1, Eq. 0-13 & D-14) 'PGP Afro (inv) r. (psi) 0 ONm (ib) 1.4 3.53 2500 0.70 69266 L Input data and results must be checked for agreement With the existing circumstances, - cumstances, the standards and guidelines.must be checked for plausibility, Sirnpson Strdno-Tie Company Ina. 5956 W. Les Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongile.com N� x'711'/1:�--�•�e� Anchor DesignerT11 Software {� Version 2,4,6025.30 8. Steel Strength of Anchor In Shear (Sec. 0.6.11 V.. (lb) Og,.,d d Og tOV.. (Ib) 11625 1.0 0.65 7556 Company: Summit Structural Design I Date: 10/26/2016 Engineer Andy Johnson, P.E. I Page: 4/5 Project: OVabgv (lb) Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592,4407 E-mail: andy@summitchico.com 9. Concrete Breakout Strength of Anchor In Shear (Sec. 0.6.21 Shear perpendicular to edge in K-directlon: Vbr = minl7(la/dd)O-Nda�*.,ccar-; 9Aa*ccal'•51 (Eq. 0-33 8 Eq. D-34) 1. (in) da (In) Ao r. (psi) car (in) Vbr (lb) 6.00 0.75 1.00 2500 24.00 52909 OVebvr = is (Ave/Aveo)'Poe.vY'.d.v'Ye.vY'n,vVb. (Sec. D.4.1 & Eq. D-31) Shear Forces (Sec. D.71 Factored Load. N.. (lb) Design Strength, eN. (lb) Ratio'- Ave (In't) Av. (Ing) 'f'.ay Y'.d.'v 'I'o.v Y'n,v Vo, (lb) d OVabgv (lb) 2592.00 2592.00 1.000 0.979 1.400 1.000 52909 0.70 50771 Shear parallel to edge In x -direction: 0.05 Pass Pullout Ver = minl7(l./d.)O-1Vd.a..J/'.c.r'•b; 9A.4r.c.r'-51 (Eq. D-33 & Eq. D-34) 69266 0.02 Pass 1. (in) do (in) .ta re (psi) c.r (in) Vby (ib) Design Strength, oV. (ib) Ratio 6.00 0.75 1.00 2500 24.00 52909 378 7566 OVcbgr = 0(2)(Ave/Avm)Y'6avY'6d•vP6.vP'.vVby (Sec. D.4.1 & Eq. D-31) Pass (Governs) T Concrete breakout x+ 1510 Av. (In') Ave. (in') 'Pa c.y 'I'od.v 'I'a,v 'Nn,v Vbr (Ib) m QVebg. (ib) 2592.00 2592,00 1.000 1.000 1.400 1.000 52909 0.70 103702 10. Concrete Prvout Strength of Anchor in Shear (Sec. D.6.3) 1510 259175 0.01 dVcpg = OkepNcbg = Okep(ANe/ ANm)'P.aNY'.d.N Y'e,N'/'cp.NNb (Eq. 0-41) kep ANe (Ing) AN. (In2) Y'.e,N %d.N 'Pe,N Y'cov Nb (lb) d dVcpg (lb) 2.0 4522.56 3600.00 1.000 11000 1.250 1.000 117889 0.70 259175 11. Results Interaction of Tensile and Tension Shear Forces (Sec. D.71 Factored Load. N.. (lb) Design Strength, eN. (lb) Ratio'- Status Steel 1499 14528 0.10 Pass (Governs) Concrete breakout 5995 129588 0.05 Pass Pullout 1499 69266 0.02 Pass Shear Factored Load, Vu. (lb) Design Strength, oV. (ib) Ratio Status Steel 378 7566 0.05 Pass (Governs) T Concrete breakout x+ 1510 50771 0.03 Pass li Concrete breakout y- 755 103702 0.01 Pass Pryout - 1510 259175 0.01 Pass Interaction check Nva/¢Nn Vv./OV. Combined Ratio Permissible Status Sec. D.7.1 0:10 0.00 10.3% 1.0 Pass PA136 (3/4"0) with hef =20.000 Inch meets the selected design criteria. Input data and results must be chocked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sirnptson Strang -Tie Company Ina, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com