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HomeMy WebLinkAboutB15-3077TLEDate: 11 /23/2015 BUR ' }.. Butler Manufadurlm, . 15-020974-01 Letter of Certification ' Time:'07:04 PM wwxq.......r w..,.•.... :Page:. l of 2 `Iie>tter�oft Cerla>��cadon 0" � Contact: Jessica Hopper. A!, Project: Project. Mike Sohnrey Name: North Valley Building Systems, Inca Builder PO #: Address: 30 Seville Court ]offsite: TBD City, State: Chico, California 95928 City, State: Durham, California '95938 Country`. United States County,Country: try:. 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 A 'Stora a Oderall Width 30/0/0 Overall. Len 90/0/0 Floor Area (s : ft.) :2700 Wall (s . 3909 �JRoqfArea Max. Eave Min..Eave k:Hei t Hei ht 2 l7/1010 ]5/4/0 _ .MaxRoof Min. Roof:Peak Pitch . Pitch -1.000:12 Hei t Collateral Gravity.3.00 psf k Collateral Uplift: ' 0.00 psf Loads and Codes - Shape: Ag Storage City:. Durham County:. ,Butte / State: California ' Country: United States Building Code: 2013 California Building Standards Code ( Structural: l OAISC - ASD Rainfall: I: 3.30 inches hour. Based on Building Code: 2012 International Building Code Cold Form: Building.RisklOccupincy Category: II (Standard Occupancy Structure) per 12AISI - ASD fc: 3000.00 psi Concrete ; Dead and Collateral Loads Roof Live Load Collateral Gravity.3.00 psf k Collateral Uplift: ' 0.00 psf Roof Covering + Second: Dead Load 2.15• psf Frame Weight (assumed for seistiuc):2.50 psf, Roof Lave Load: 20.00 psf Reducible . Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph ,Ground Snow Load Snow Load pg:, 0.00 psf Seismic Load Mapped MCE Acceleration. Ss: 61.00 0169 The'Envelope Procedure' is Used Wind Exposure: C.- Kz: 0.853 Flat Roof Snow: pf: 0.00 psf Design Snow (Sloped): ps: 0.00 psf Map MCE Acceleration: S 1:27.00 %g Site Class: Parts Wind Exposure. Factor: 0.853 Rain Surcharge: 0.00. Stiffiff soil (D) . Seismic Importance: Ie: 1.000 Wind Enclosure:. Partially Enclosed Topographic Factor::Kzt: 1:0000 Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0:5335 Snow Importance: Is: 1.000 '' ` Thermal Factor: Unheated- Ct: 1.20 Design Acceleration Parameter: SdL 0.3348 Seismic Design Category: D NOT Windbome Debris Region Base Ground / Roof Conversion: 0.70 Seismic Snow Load: 0.00 psf Elevation: 0/0/0 Primary Zone Strip Width: 2a: 12/3/3.' . Uriobstiucted, Slippery %Snow Used in Seismic: 0.00 'Parts / Portions Zone Strip Width: a N/A Diaphragm Condition: Flexible ' Fundamental Period Height Used: 16/7/0 Basic Wind Pressure: q: 22.45 psf Transverse Direction Parameters • � Redundancy.Factor Rho: 1.30' Fundamental Period. Ta: 0.2648 • ,. Factor.' 3.50 .. .. Overstrength'.Factor:Omega: 2.50.. _ ' Deflection.Amplification.Factor: Cd:,3.00 . Base Shear: V• 0.1524 x W . Longitudinal Direction Parameters Redundancy.Factor: Rho: 1.30 Fundamental Period: Ta: 0.1644 R -Factor: 3.25. Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3:00 Base Shear: V: 0.1642 x W... PERMIT # I• 13. 3 U BUTTE COUNTY DEVELOPMENT SERVICES CON CODE PLIANCE , DATE- ) Z'I 3 O I C File: 15.-020974-01 Version: 2015.2.' Butler Manufacturing;.a division of BlueScope Buildings North'America Ine. :C ! le,C7 � ` '%.S. DEPARTMENT OF HOMELAND SECURITY FEDERAL EMERGENCY MANAGEMENT AGENCY ELEVATION CERTIFICATE OMB No. 1660-0008 National Flood lasumocc program IMPORTANT: Follow the instructions on pages 1-9. Expiration Date: July 31, 2015 SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building owner's Name Mike SOhnrey Policy Number: A2. Bufldin Stree,t Address (including Apt, Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number: 8999 Mldwa u"y Durham State C8 IIP Code A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) 95938 APN: 038 -16r) -rim A4. A5. A6. A7. A8. Building Use (e.g.. Residential, Non -Residential, Addition, Accessory, etc.) -Metal building addition Latitude/Longitude: Lat. Long. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood Insurance, Horizontal Datum: Building Diagram Number 1R For a building with a crawlspace or en I ❑ NAD 1927 ❑ NAD 1983 c osure(sy A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) N/A sq It b) Number of a). Square footage of attached garage N/A sq ft permanent flood openings in the crawlspace b) Number ofopenings or enclosure(s) within 1.0 foot above adjacent grade permanent flood in the attached garage c) Total net area of flood openings in A8.b sq within 1.0 foot above adjacent grade d) Engineered flood openin ? in c) Total net area of flood openings in A9.b gs ❑Yes ❑ No sq in d) Engineered flood openings? g ❑Yes ❑ No SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bl. NRP CernmunMv Nu,.,n p. r•.. «...:_,...,..��__ __ Butte County 060017 wr. mapiranei rvumoer 85.S 88. FlRM Index Date 67. FlRM Panel Effective/ B8. RoodGal 2one(s) B9. Base Rood Elevation(s) (Zone E Revised Date AO, use base flood depth) 01/06/2011 01/06/2011 AE 0600700735 137.40 BID. Indicate the source of the Base Rood Elevation (BFE) data or base flood depth entered In Item 69: ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item 89: ❑ NOVD 1929 ® NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ®No Designation Date: / / ❑ CBRS [IOPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ® Construction Drawings+ ❑ Building Under Construction* +Anew Elevation Certificate will be required when construction of the building Is complete. [3 Finished Construction C2. Elevations - Zones A1-A30,.AE, AH, A (with BFE), VE, Vl-V30, V (with BFE). AR, AR/A, AR/AE, AR/Al-A30, AR/AH, AR/A0. Complete Items C2.a-h below according to the building diagram specified In Item A7. In Puerto Rico only, enter meters. Benchmark utilized: Butte County'BW 88 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 ® NAVD 1988 Datum used for building elevations must be the same as that used fnr the AFE. O Other/Source: a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor W Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs including -135 structural support Q f Cheok•the measurement used. 46 ® feet ❑ meters � .--, +r-V� /, �-� , Company Name FeeneyEn ineerin & Surveying, Inc.` [I feet ❑ meters N/A , ❑feet ❑meters 12 OFL-0��f�� N/A N/A• ❑ feet E3 meters + ❑ feet ❑meters v r /" ►� T /"" • 10'® feet ❑ meters --135 .46 ® feet ❑ meters �l l✓1 S r A L _ rD /V"i t n eat ❑ meters SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification Is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the informatfon on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001: ❑Q Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a s� ❑ Check here if attachments, licensed land surveyor? ❑ Yes ❑ No d-ZI, Name Lauren Lauren J. McSwain 8754 Number - GSWAIN L. No. -8754 Title--,, Professional Land Surveyor Address Company Name FeeneyEn ineerin & Surveying, Inc.` PMB 301,M6 East e e Suite A nr _ Chico aB19,"26 e SignapirgyDateC Telephone 12 /1i 17 OQ� OP CALF 530 570-7174 EM rm n (Revised 7/12) See reverse side for continuation. Replaces all previous editions. e-- rLf (IN 0 ' ELEV'AT10N CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the corresponding IMonnatlon from Section A. Building Street Address (including APL, unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. FOR INSURANCE COMPANY USE 8399 MidwayPolicy Number: city State ZIP Code fl- �.,,,,__ ComparryNAlCNumber; SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments The benchmark vertical datum was converted from NGVD 1929 to NAVD 1988 by using the National Geodetic website height 5NY `c/ Date 4 2-1t4 15- N - 46ILDING EL A ON INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO an (without BFE), complete Items ES -E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Se, For Items EI -E4, use natural grade, If available. Check the measurement used. In Puerto Rico only, enter meters. ctions ABand C. E1. Provide elevation Information for the following and check the appropriate boxes to show whether the elevation Is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawispace, or enclosure) Is ❑feet b) Top of bottom floor (Including basement, crawlspace, or enclosure) is meters 13 above or ❑ below the HAG. ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided In Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building Is E3. Attached garage (top of slab) is ❑feet ❑meters ❑above or ❑below the HAG. ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building Is E5. Zone AO only: ff no flood de p ❑feet ❑meters ❑above or ❑below the HAG. cath number is available, Is the to of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authorized representative who completes Sections A, B, and E for Zone A (without a FEMAissued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ]•Check here if attachments. SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A. B, C (or Q. and G of this Elevation Certificate. Complete the applicable items) and sign below. Check the measurement used In Items G8-GJ0. In Puerto Rico only, enter meters. Gi. ❑ The Information In Section C was taken from other documentation that hes been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation Information. pndicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMAissued or community issued BFE) or Zone AO. G3. ❑ The following Information (Items 134-1310) Is provided for community floodplain management purposes. G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments. FEMA Form 0860.33 (Revised 7/12) Replaces all previous editions. %%' U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 FEDERAL EMERGENCY MANAGEMENT AGENCY National Flood Insumocc Pmgram IMPORTANT: Follow the instructions on pages 1-9. Expiration Date: July 31, 2015 Al. Building Owner's Name Mike SOhnrey A2. Building Street AddrPcc N.A ..ii,.n A— n - A3. A4. A5. A6. A7. A8. (Lot and Block Numbers, SECTION A — PROPERTY INFORMATION Bldg. No.) or P.O. Route and Box No. .awie Ca Number,, Legal Description,, etc.) FOR INSURANCE COMPANY USE Policy Number: Code 95938 Building Use (e.g.. Residential, Non -Residential, Addition, Accessory, etc.) �lletal buildinO addition Latitude/Longitude: Lat. Long. Attach at least 2 photographs of thebuilding if the Certificate is being used to obtain flood Insurance. odzontal Datum: Building Diagram Number -1E For a building with a crawispace or en I ❑ NAD 1927 ❑ NAD 1983 a c osure(s). A9. For a building with an attached garage: Square footage of crawlspace or enclosure(s) N/A a). Square footage of attached b) Number of permanent flood o sq ft garage N/A openings in the crawlspace sq ft or enclosure(s) within 1.0 foot above adjacent grade b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b d) Engineered flood openings? [3 Yes [I No sq in c) Total net area of Rood openings in A9.b sq In d) Engineered flood openings? ❑ Yes ❑ No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bi. NFlP Community Nmm. p r•..� .... w ..,..��__ Butte County 060017 log lag ivurnoer ala. bum B6. FIRM Index Date 1 87Ili . FlRM Panel Effective/ 88. Flood 2one(s 0600700735 Revised Date E 01/06/2011 01/06/2011 AE BIO. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9: ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: 811. Indicate elevation datum used for SFE in Item 89: ❑ NGVD 1929 .® NAVD 1988 ❑Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Designation Date: / / ❑ CBRS ❑ OPA 69. Base Flood Elevatii AO, use base flood 137.40 Check the measurement used. N/A ❑Yes ®No SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ® Construction Drawings• ❑ Building Under Construction* •A new Elevation Certificate will be required when construction of the building is complete. ❑Finished Construction C2. Elevations — Zones Al A30,.AE, AH, A (with BFE), VE, V1—V30, V (with BFE), AR, AR/A, AR/AE, AR/A1—A30, AR/AH, AR/A0. Complete Items C2.a—h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: Butte County BM# 88 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations In items a) through h) below. ❑ NGVD 1929 ® NAVD 1988 Datum used for building elevations must be the same as that used for the BFE. .0 Other/Source: a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location In Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. I certify that the information on this Certificate represents my best efforts to Interpret the data avallable. I understand that any false statement may be punishable by fine or Imprisonment under 18 U.S. Code, Section 1001: I] Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a S� ❑ Check here if attachments. licensed land surveyor? ❑ Yes ❑ No Name J. McSwain Land Name & Surveying, Inc. ) PIAEI.301, A36 VI(l, EastA7ede Suite A I & (`n eonad Irn '�Te zZIPsoda e 570-7174 J. N NOr8754 �, §Z�,-Czf V-9 7/12) See reverse side for continuation. Replaces all previous editions. 135.46 ® feet (3 meters N/A ❑ feet ❑ meters N/A , ❑ feet ❑ meters NIA ❑ feet ❑ meters N/A ❑ feet Q meters , 134 , 10'® feet ❑ meters -- 35 • 46 - ® feet ❑ meters ❑ feet ❑ meters SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. I certify that the information on this Certificate represents my best efforts to Interpret the data avallable. I understand that any false statement may be punishable by fine or Imprisonment under 18 U.S. Code, Section 1001: I] Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a S� ❑ Check here if attachments. licensed land surveyor? ❑ Yes ❑ No Name J. McSwain Land Name & Surveying, Inc. ) PIAEI.301, A36 VI(l, EastA7ede Suite A I & (`n eonad Irn '�Te zZIPsoda e 570-7174 J. N NOr8754 �, §Z�,-Czf V-9 7/12) See reverse side for continuation. Replaces all previous editions. ELEVATION CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the corresponding Information from Section A. Building Street Address (Including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. FOR INSURANCE COMPANY USE 8399 MidwayPolicy Number: City Durham State ZIP Code Company NAIL Number: Ca 95938 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/compan% and (3) building owner. Comments The benchmark vertical datum was converted from NGVD 1929 to NAVD 1988 by using the National Geodetic website height convers P Cv Date 4 2-114 1 E ON — 46ILDIDG EL A ON INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO an (without BFE), complete items E1 -E5. If the Certificate is Intended to support a LOMA or Low+ request, complete Sections A, B,and C. For Items EI -E4, use natural grade. If available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation Information for the following and check the appropriate boxes to show whether the elevation Is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑feet 0meters ❑above or [I below the HAG. b) Top of bottom floor (Including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided In Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ E3. Attached garage (top of slab) is feet ❑meters ❑above or ❑below the HAG. ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is E5. Zone AO only: ff no flood de p ❑feet ❑meters ❑above or 11 below the HAG. cath number is available, is the to of the bottom floor elevated In accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B. and E for Zone A (without a FEMAdssued or communt Zone AO must sign here. The statements In Sections A. B, and E are correct to the best of my knowledge. ty issued BFE) or Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments (5 -Check here if attachments. SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the communhy's floodplain management ordinance can complete Sections A. B, C (or E), and G of this Elevation Certificate. Complete the applicable Item(s) and sign below. Check the measurement used in Items G8 -G10. In Puerto Rico only, enter meters. G1. ❑ The Information in Section C was taken from other documentation that hes been signed and sealed by a licensed surveyor, engineer, or architect who Is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -Issued or communityissued BFE) or Zone AO G3. ❑ The following Information (Items G4 -G10) is provided for community floodplain management purposes. G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date 0 Check here if attachments. FEMA Form 08633 (Revised 7/12) Replaces all previous editions. .a u tF� Butte County Department of Development Services FIF101O PLAN CHECK •cou t5.0 7 County Center Drive, Oroville, CA 95965 DPC_04 Mala Phone (530) 538-7601 Fax(530)538-778S FLOOD PLAIN DECLARATION I declare the market value of the proposed construction work under building permit application number: 1i 15- 3 c)7 7 at the location of S'3q cJ M I `AVA'Y Assessor's Parcel Number: 2:� F3 -1(00 -p0(o for the construction of an addition and/or remodel consisting of &001 tj aN To A -KJ oU Stliv G MV2 �rNG will not equal or exceed the definition of Substantial Improvement" as defined below. I am aware the building site is located within special flood hazard area zone Community Number, Map Panel, and Suffix0(oW-7 Q7351v dated b I I and may be at risk of flooding although I am not required to comply with flood plain management criteria. Property Owner. 'Z Address: 9 to 'Z `l L-%)� �i •� .a.,.-� C.o�,. q 3 8 (?�- �x q �t� Phone Number: o. - 9 t y Print Name: r-y-�Gg is o Signature:e��-K��� Date: 6 !ol "Substantia/ Improvement is defined as follows:. any reconstruction, rehabilitation, addldkx% or other proposed new development of a structure, the cost of which equals or exceeds fifty (50) percent of the market value of the structure before the Ostart of construction of the Improvement The Substantial Improvement cost is cumulative and includes all improvements that are not fisted w i below as being excepted and that have • occurred within the proceeding five years. This term in includes structures which have incurred •substantial damage, regardless of the actual repair work performed.. The term does not, however, include either. UJ Z X UJ OZ a. Any project for improvement of a structure to correct existing violations or state or local health C, 0 pZ sanitary, or safety code specifications which have been identified by the local code enforcement w LUQ- officialandwhich are the minimum necessary to assure safe living conditions; or T 0 wpb b. An alteration of a. `h SW& structure' provided that the alteration will not preclude the structure's continued designation as a "historic structure:' U Note: If the improvement o �fl percentage. cumulative over the last 5 years, equals or exceeds 40% of `." w the market value of the structure before the 4start of construction of the improvement. a eeitftd k appraisal shall be required to verify the proposed work will not constitute a substantial Improvement. in Substantially improved structures shall meet the minimum building standards of the National cc li-' c Flood Insurance Program & Butte County's Flood Plain Ordinance (BCC 26-21) K:'\ "•.:1V%T-8Sl1Ff3uilccng:Bni' ne i urtaia� lJucumec: s Approved Ni l : r:rFh,:m:n:;cs and cut lis', Fio a Plain Dedwaiion Fenn DPC-: IU?c%.l I.dac Page 1 of 1 f • • . ' ,, j • EXISTING WELL t , « • • • O f _ EXISTING GRAVEL DRIVEWAY • • ! _ .. ` EXISTING. BARN AP.N a `038:160 006 000 ORCHARD APPROX. 93.28;ACRES ` SPECIAL INSPECTION REQUIREMENTS: - s HIGH STRENGTH BOLTING OF METAL ,• _ APROX.. 2335' BUILDING ABOVE BY OTHERS . s ORCHARD , GREGORY PERI, AIA - 99,. - ( PROPOSED CONSTRUCTION: , • . • (530) 894-5719 30' X 90' X 18' METAL ' NOTE: PARCEL APPEARS TO BE IN FLOOD ZONE AE a , AREA OF N,EREST'� 'I BASED ON FEMA FIRM MAP 06007CO73SE DATED 2013 CFC. 2013 CALIF. HEALTH B SAFETY CODE AND AMENDMENTS ' 2003 CALIF. BUILDING ENERGY EFFICIENCY STANDARDS • ' - ` JAN 6, 2011. THE STRUCTURE MEETS REQUIREMENTS .. •. .. . OCCUPANCYGROUP:U-AG .. ``ii NOTE: BUILDING LOCATIONS SHOWN AS 1 FOR AUTOMATIC EQUALIZATION OF. FLOOD WATERS ACTUAL FLOOR AREA. 36W S.F.(EXISTING). 2790 SF.(PROPOSED)=6390 S$iJTTE ;7: ' APPROXIMATE. ACTUAL DIMENSIONS SHALL BE ' VERIFIED IN THE FIELD. 'DUE TO THE OPEN NATURE OF -THE STRUCTURE FIRE-RESISTANCERATINGS: NONE ` : •' - DEC- 1•,6 '2015 nrRox 1615 • _ (ONE—SIDE IS COMPLETELY OPEN). -FURTHERMORE OPENINGS: UNLIMITED UNPROTECTED (TABLE 700.8) •, •• SERVICES T�S.' CY i� tlV 1 OVERALL ' '+'..L• .. AND IMMEDIATELY REPORT ANY DISCREPANCIES TO SUMMIT • .. ORCHARDDill CHAPTER 16, DIVISIONS I, 11,111, AND IV U.N.O.: B) SEISMIC: " STRUCTURAL DESIGN ,, Al—.. SITE PLAN/CODE ANALYSIS • A2:.'... BASIC SEISMIC -FORCE -RESISTING SYSTEMS: ORDINARY STEEL MOMENT FRAMES , ELEVATIONS/SECTION/FLOOR PLAN • BRACED FRAMES 1 S1 AM BUILDING FOUNDATION • ANALYSIS PROCEDURE USED: SEE ATTACHEO CALCULATIONS BY BUTLER BUILDING SYSTEMS , C) WIND:. WIND SPEED: IIO MPH i • WIND EXPOSURE: C- « ' . BASIC WIND PRESSURE: 22.45 PSF - D) GRAVITY LOADS: LIVE LOADS: - ROOF ........... :................................20 PSF REDUCIBLE I FOUNDATIONSTRUCTURAL DESIGN PER SHEET SI AND ATTACHED STRUCTURAL CALCULATIONS BY SUMMIT STRUCTURAL DESIGN. ' „ •, r` • ... . _ r Ix '_ EXISTING SEPTIC •- ' �' •� , a 450'+ TO PROPERTY UNE • �. - _ « �• A#( ' �• „ , r 01 - '' •, ' PROPOSED 30x90 METAL BUILDING ADDITION _ + O EXISTING 404008 x9METAL • �� • • - - a BUILDING • EXISTING l .• ,•RESIDENCE ' `1850+ P ; •� ' }` TO PROPERTY UNE (� • • . ' ,, j • EXISTING WELL t , « • • • O f _ EXISTING GRAVEL DRIVEWAY • • ! _ .. ` EXISTING. BARN AP.N a `038:160 006 000 ORCHARD APPROX. 93.28;ACRES ` SPECIAL INSPECTION REQUIREMENTS: - s HIGH STRENGTH BOLTING OF METAL ,• _ APROX.. 2335' BUILDING ABOVE BY OTHERS . s ORCHARD , GREGORY PERI, AIA - 99,. - ( PROPOSED CONSTRUCTION: , • . • (530) 894-5719 30' X 90' X 18' METAL ' NOTE: PARCEL APPEARS TO BE IN FLOOD ZONE AE a , AREA OF N,EREST'� 'I BASED ON FEMA FIRM MAP 06007CO73SE DATED 2013 CFC. 2013 CALIF. HEALTH B SAFETY CODE AND AMENDMENTS ' 2003 CALIF. BUILDING ENERGY EFFICIENCY STANDARDS • ' - ` JAN 6, 2011. THE STRUCTURE MEETS REQUIREMENTS .. •. .. . OCCUPANCYGROUP:U-AG .. ``ii NOTE: BUILDING LOCATIONS SHOWN AS 1 FOR AUTOMATIC EQUALIZATION OF. FLOOD WATERS ACTUAL FLOOR AREA. 36W S.F.(EXISTING). 2790 SF.(PROPOSED)=6390 S$iJTTE ;7: ' APPROXIMATE. ACTUAL DIMENSIONS SHALL BE ' VERIFIED IN THE FIELD. 'DUE TO THE OPEN NATURE OF -THE STRUCTURE FIRE-RESISTANCERATINGS: NONE ` : •' - DEC- 1•,6 '2015 nrRox 1615 • _ (ONE—SIDE IS COMPLETELY OPEN). -FURTHERMORE OPENINGS: UNLIMITED UNPROTECTED (TABLE 700.8) •, •• SERVICES T�S.' CY i� tlV 1 OVERALL ' '+'..L• .. • THERE IS NO ELECTRICAL PLANNED FOR THIS STRUCTURE.« SITE PLAN , GREGORY PERI, AIA - ARCHITECT OF RECORD' - ( PROPOSED CONSTRUCTION: , • . • (530) 894-5719 30' X 90' X 18' METAL ' _ CODE ANALYSIS GOVERNING CODES: 2013 CBC, ' 2013 CEC ,- BUILDING ADDITION_ NOTE: ENGINEER OF RECORD HAS NOT VISITED THE PROPOSED 2013 CFC. 2013 CALIF. HEALTH B SAFETY CODE AND AMENDMENTS ' 2003 CALIF. BUILDING ENERGY EFFICIENCY STANDARDS • ' - CONSTRUCTION SITE. DIMENSIONS AND LAYOUT OF EXISTING .. •. .. . OCCUPANCYGROUP:U-AG .. ``ii NOTE: BUILDING LOCATIONS SHOWN AS ' N BUILDINGS AND SITE HAS BEEN DEDUCED FROM INFORMATION ACTUAL FLOOR AREA. 36W S.F.(EXISTING). 2790 SF.(PROPOSED)=6390 S$iJTTE ;7: ' APPROXIMATE. ACTUAL DIMENSIONS SHALL BE ' VERIFIED IN THE FIELD. SITE PLAN PROVIDED BY THE CONTRACTOR. CONTRACTOR MUST FIELD VERIFY PLANS AND ALL DIMENSIONS PRIOR TO CONSTRUCTION FIRE-RESISTANCERATINGS: NONE ` : •' - DEC- 1•,6 '2015 `" RATED CONSTRUCTION: CHAPTER A " R OPENINGS: UNLIMITED UNPROTECTED (TABLE 700.8) •, •• SERVICES T�S.' CY i� tlV 1 AUTOMATIC SPRINKLER: NONE ••jil `i%.t7 NUMBER OF EXIT REO'D:1 DRAWING INDEX . AND IMMEDIATELY REPORT ANY DISCREPANCIES TO SUMMIT • A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC '• CHAPTER 16, DIVISIONS I, 11,111, AND IV U.N.O.: B) SEISMIC: " STRUCTURAL DESIGN ,, Al—.. SITE PLAN/CODE ANALYSIS • A2:.'... BASIC SEISMIC -FORCE -RESISTING SYSTEMS: ORDINARY STEEL MOMENT FRAMES , ELEVATIONS/SECTION/FLOOR PLAN • BRACED FRAMES 1 S1 •- BUILDING FOUNDATION • • , GREGORY PERI, AIA - ARCHITECT OF RECORD' 383 RIO UNDO AVE - CHICO, CA 95926 , • . • (530) 894-5719 : • ✓ _ CODE ANALYSIS GOVERNING CODES: 2013 CBC, ' 2013 CEC ,- 2013 CPC +' 2013 CMC 2013 CFC. 2013 CALIF. HEALTH B SAFETY CODE AND AMENDMENTS ' 2003 CALIF. BUILDING ENERGY EFFICIENCY STANDARDS • ' - I 2013CALIF. BUIIDINGCODE CHAPTER II ,. • , _ _• .. •. .. . OCCUPANCYGROUP:U-AG .. OCCUPANCY SEPARATION: NONE'• ALLOWABLE HEIGHT AND BUILDING AREAS (C202.1) ALLOWABLE AREA: 18,000 S.F.. ACTUAL FLOOR AREA. 36W S.F.(EXISTING). 2790 SF.(PROPOSED)=6390 S$iJTTE ALLOWABLE STORYMEIGHT: 2/55' •, - - ACTUALSTORY/HEIGHT: 1/18'-0' - COUNTY % CONSTRUCTION TYPE: TYPE 118 FIRE-RESISTANCERATINGS: NONE ` : •' - DEC- 1•,6 '2015 OMRIOR WALL SEPARATION: NONE RATED CONSTRUCTION: CHAPTER PROJECTIONS: NON-RATEO(SECRON700.2) •-DEVELOPMENT,'• OPENINGS: UNLIMITED UNPROTECTED (TABLE 700.8) •, •• SERVICES T�S.' CY i� tlV 1 AUTOMATIC SPRINKLER: NONE ••jil `i%.t7 NUMBER OF EXIT REO'D:1 STRUCTURAL DESIGN DESIGN LOADS FOR NEW BUILDINGS PER BUTLER BUILDING SYSTEMS • '• A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC '• CHAPTER 16, DIVISIONS I, 11,111, AND IV U.N.O.: B) SEISMIC: " SEISMICIMPORTANCE FACTOR: 1 MAPPED SPIRAL RESPONSE ACCELERATIONS: S=0.61,51=0.27 SEISMIC SITE CLASS: D - - SPECTRAL RESPONSE COEFFICIENTS: SDS - 0533S, SDI •0.3348 , . SEISMIC DESIGN CATEGORY: D . BASIC SEISMIC -FORCE -RESISTING SYSTEMS: ORDINARY STEEL MOMENT FRAMES , AND ORDINARY STEEL CONCENTRICALLY •' • BRACED FRAMES 1 SEISMIC BASE SHEAR: SEE ATTACHED CALCULATIONS BY BLITLER BUILDING SYSTEMS ' • " RESPONSE MODIFICATION FACTOR: R(ORDINARY STEEL MOMENT FRAMES)- 3.5 . R(ORDINARY STEEL CONC. BRACED FRAMES) --3.25 ' ANALYSIS PROCEDURE USED: SEE ATTACHEO CALCULATIONS BY BUTLER BUILDING SYSTEMS , C) WIND:. WIND SPEED: IIO MPH i • WIND EXPOSURE: C- « ' . BASIC WIND PRESSURE: 22.45 PSF - D) GRAVITY LOADS: LIVE LOADS: - ROOF ........... :................................20 PSF REDUCIBLE I FOUNDATIONSTRUCTURAL DESIGN PER SHEET SI AND ATTACHED STRUCTURAL CALCULATIONS BY SUMMIT STRUCTURAL DESIGN. t • QpOEESSIpN C. Q� yiPy ¢No. C 691882 * Esp. 6/30/16- �rCivil gff OF CAL11OR�`p THESE PIANS MVE BEEN REVIEIA6 FOR COMPIUNa ONLY WITH THE ATTACHEDSTRUCTURAL ' - CALCULATIONS 383 Rb Undo Ave. SuRe200 • _ • ChIm CA 95926 . P. 630.692A407.' - SummHChiw.00m V I ' Q O cr . I'— m Z o� , 0} uj Q �3 Zc� O m' U Jc Q N ZLLS 4A a� x Q 0' �^ b, W w d REVISIONS: DATE: • 11/23/15 SCALE: NTS DRAWN BY: AG JOB NUMBER: 15345 SHEET: A1'�• r t }I • c� slog GENERAL NOTES DTLC. S s� +L . , '/•{ NO. C 691882. - ` 1. GENERAL •y .. V F ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPUCABLE LOCAL CODES.. ' - ` ' 'L1 , - • r _ . . * CIV 1\ 'r - ' i THE ENGINEER HAS PROVIDED AND IS RESPONSIBLE FOR SPECIFIC STRUCTURAL ITEMS ONLY, ALL OTHERi REQUIREMENTS _ � ,. - - � ,• I - ' OF' CA0 OF THE BUILDING CODE INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS; - ,' • - - '• - ' REQUIREMENTS, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN IN THE STRUCTURAL DESIGN CALCULATIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. SHOULD ANY CHANGES BE MADE - + .Lq,;' ' - - • THESE PUBS HAVE BEEN REVIEWED FROM THE DESIGN AS SPECIFIED IN THESE DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN '• " FOR COMPLHINCEONLYMINTHE THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. t' - - .. - . . ATTACHED STRUCTURAL CALCULATIONS j o THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED _ - Z' ' OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF - - • • , . - • } CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE. PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, .r' `j - I SCAFFOLDING, ETC. - F , _ , 1 _A� . •'; • IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON,THE DRAWINGS OR IN THE CALCULATIONS, - THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THATARE SHOWN ON THE DESIGN - w - !')•sV• • ` - - - ` ® I DOCUMENTS. ' - ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BYTHE CONTRACTOR, AND ANY DISCREPANCIES MUST - a BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE - - - V 'i•, - •-.-_. eee` REVIEW OFTHE ENGINEER. , - ' „„ o - - EXISTING METAL BUILDING _ - ,{ • 383 Rio Lin Ave., 1 �)• Suite 200 - C • - ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC, ..) IS THE, r r „ , , - - .. Chi -,CA 95926 r RESPONSIBILITY OF THE CONTRACTOR OR OWNER. - f, r ------------------ r ---------------- , - i' r j ,�5 ,.A .• j P.630.692.4407. t i ® I X7 RACING I ®- I I I, - SummltChico.com SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1704 OF THE - I I I I -• - F (� - CBCSHALLBEPROVIDEDFORTHEFOLLOWINGTYPESOFCONSTRUCTION:---{--{ HIGH STRENGTH BOLTING OFMETAL BUILDING ABOVE �F5x4:53 7HE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE ENGINEER OF RECORD . " i ' ' - • - • I t AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE - - ' - ` r ' j ' SHALL BE COMMENSURATE WITH THIS TYPE OF PROTECT. - �. • T'o Y ` '- . •r �F3 - ' , < , r . /f3 ' • B I GRAVEL FLOOR BY OTHERS- ' r 2. SITE WORK / FOUNDATIONS ' - i J Y •• . L J FnrF F r ASSUMED MAXIMUM SOIL BEARING =1500 PSF (NO SOILS REPORT PROVIDED) ' FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. LINE' OF ROOF ABOVE - • - + r , +� M ' FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER + " - ' _ 7 51 TYP. 4.5 • • 4.5 \• FOREIGN SUBSTANCES. - , ' t .2.5 'r-,. - .. .. __.,/F4.5 _i - .. .. 'F2.5 USE 4' DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING, - _ ! _ _---__- _-_ -_-- _ PORTAL BRACING --- - ------ --------- I I I I WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. - C - - - - - - -I- -I (LLI ' 3. CONCRETE / REINFORCING . . - •. - • - • Y .. ' r L Q I'• ;CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI U.N.O. 6_ - • t ; j ' S1 ' ' • • g' I x. (DESIGNED BASED ON 2500 PSI MIN.) •i ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR - - ' - TYPE III LOW USEDALKALI. - - - ,. . • { AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHAH NOT CONTAIN - 1 � - - Z 3 _ - 4 0 -C O i ` - MATERIALS WHICH ARE ALKALI REACTNE AS DETERMINED BY a • • ' - OG .. - ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS O 1 TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM' r • . ALKALI CONTENTLESS THAN 0,45% BY WEIGHT. ', . . ... CONCRETE EXPOSED TO. FREEZING OR THAWING SHALL BE PROTECTED . • . " IN ACCORDANCE TO THE LATEST EDITION OF THE ACI CODE AND CBC APPENDIX, ' - CHAPTER 19.. .. .. . ' . REINFORCEMENT COVER SHALL BE AS FOLLOWS: - CONCRETE CASTAGAINST AND PERMANENTLY EXPOSED TO SOIL: 3' - - CONCRETE WITH SOIL OR WEATHER EXPOSURE: 85 BARS AND SMALLER 1 X' , 116 BARS AND LARGER 2' CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4• {l. 90,_0_, • • L Z �. 0--000 ca N OTESEE ANCHOR BOLT SETTING PLAN PROVIDED BY BUTLER MET • ' { C C. a . - ILDINC CORP. FOR ANCHOR BOLT SPACNC. VERT ALL C _ 'FOUNDATION PLAN NON-STRUCTURAL BOLTS FOR OPENINGS AND DOORS w1TNOvmEx As Ip � z i' REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP REINFORCING 40 BAR DIAMETERS U.N.O. THEY MAY OR MAY NOT HAVE BEEN .SHOWN ON THIS PLAN- . I O RS AND LARGER REBAR SHALL NOT BE RE-BENT. - - - - - ' - - - - ' I SCALE:1/8'"1'-0' X 00 OC LU O ` ALL REINFORCING STEEL AND ANCHOR BOLTS SNAIL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION _ y 'T _ - W-- _ T _ _ O • M LL.Iz1 BEFORE AND DURING CONCRETE PLACEMENT. _ j; `-' _ -F ,-. {.- _ _ • __U_ ILD • ANCHOR BOLTS SHALL BE ASTA 307 AND SHALL BE PROVIDED NEW, W/O EXCESSIVE RUST.' , .� fL OF COLUMN M ` 1 STEEL COLUMN, ATOP PIER SIZE 1 FOOTING SCHEDULE 111 . li. .. • (•. , .. ( I; DETERMINED' BY OTHERS:.{ MARK (DIM X)'X (DIM Y) X (THICKNESS) REINFORCING -') C' • A ° . • .. - - '{ - (18' X 18" X 12• APPROX.) - - - ....j .. r •" t �' 1 . F2.5 4 E.W. TOP & BOTT.' (4) g5 VERTS, TOP OF F3 - - - 6 E.w. TOP &eon. Q I • L• r , - ( •..t A.B. PER P�VA PEDESTAL TO 80TTOM OF _ ( _ _ _ • ( F4.5 9 EW. TOP&.8077.. • RIESf PIER PATH STANDARD F5x4.5 - - - 4 AT 6. O.C. E.W. TOP & BOTT-HOOKS.TW AT EACH END � { - • Z I , .. ( - ,( •. , �. X II 'll 3/4• CHAMFER. TYP- ( _ r 0 . '<m �� II II 1' FOOTING SCHEDULE 2 t' �3/4" CHAMFER. •TYP ,.. �w _ •� _ ' NO SCALE $1 REVISIONS: i _ m , #4 HOOPS AT 4" O.C: WITH 135 ! ' 0-6` MAX DEGREE BEND AT EACH BAR END I - r _.. - .. 6• MAX (VERIFY) . - %- ANCHOR BOLT. SCHEDULE L _ . I •. - - GRAVEL FLOOR t I 11 II o Z W J { A.B. TYPE. A.B. SIZE EMBEDMENT. %1 ' _ • DRAINAGE BY OTHERS _ ` • • W I I I I I m O, ] ! Dl 4 } 4' DIA 15' _ - • P - a o: o W D2 4 3 4' DIA - 15' ( ) �P 3 4' DIA LS'• ,I •e C '} w w i w o m - DATE: 11/23/15 . • - j. ra - , - ( J i, x cii • I I yI{f a - I ANCHOR ROD SHALL CONFORM TO ASTM F1554 GR: 36 WITH PLATE WASHER ( . GRAVEL WHERE OCCURS p g ® 3/8' X 2-1/4' X 2-1/4', SECURED WITH DOUBLE NUTS, TYP. ' SCALE: 1/8" = 1'-O" -T r - - - IEINFORCING ®4 VERT. AT 24' D.C.O.C} L . • 1 - - - • • PER SCHEDULE _ - DRAWN BY: ACJ (•. �(1) 94.CONT. TOP AND I I• JOB NUMBER: 15-345 - _ ' 1 - • . r - j - - (1) ®4 CONT. BOTT' t • { j EQUAL • EQUAL 3• CUR I BUILDING CORP. NOTE-- SEE CFOR ANCHOR BOLT SPACINGORBOLT SETTING PLAN . VERIFY ALL VIDED BY BUTLER METAL . • I ' 4 ' O• • 1 t OIM PER SC DU i NON-STRUCTURAL BOLTS FOR OPENINGS,AND DOORS AS THEY MAY ORA. SHEET: ? . i • j " - _ - - MAY NOT HAVE BEEN SHOWN' ON THIS PLAN. ) . ( DETAIL AT CURB FOOTING a DETAIL AT SPREAD FOOTING' 3 - ANCHOR BOLT, SCHEDULE 1. S'1 NO SCALE NO SCALE f NO SCALE '.xic'.� "A'... .r K�e".7r•w� m�nr.: `°'.."�; ... _;,. i ..w .+:,wr..: - _ .. 44°f°7"T"-,.�,a.r...wrJa'^.w±w-..w.31 K�A 383 Rio t_indo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.coiTm Structural Calculations For: Client: Bret Wood - North Valley Building Systems Project:, Sohnrey 30x90 Roof Only Metal Building Address: 03 3 g MIDWAY , Durham, CA Jph�o�,y�Z 8 Z sTq� ClVll 101 F1 CAU PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE 1I11 DATE o S BYE Note, These calculations and details are based on permit dravrings by Butler Building Company: 'these calculations apply only to thestructure as defined in the reviewed set of drawings: Any changes to either this set of calculations or the reviewed set of drawings provided by Butler Building Company without the written consent of this Engineer is strictly prohibited and shall render these calculations and:specifications void. Note: Summit . Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically rioted 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. F('11(/. 616) Grid Line 3A 3C 4A 48 4C Summit Structural Design Project: . Engineer Resistive Design of: Foundations Gravity (kips) Uplift (kips) Soil Bearing Soil Bearing 1500 Length psi Soil capacity to resist uplift T. variesti �•�wa Factor a.w trft-�+c%.%M eo CL LL Grid Line 3A 3C 4A 48 4C Sqr Ftgfor Resistive Unity Gravity (kips) Uplift (kips) Soil Bearing Thickness Length Width Uplift Factor OL CL LL Wind Eq Min Site (ft) (ft) (ft) (h) , Load (kips) I (must .be.> 1) 0.58 036 231. -4.62 -0:25' 1.57 2 3.00 x 3.00 2.79 1.15 0:75 0.67 4.34 7.65 -0.18 2.00 3 3:00 x 3:00 5.03 1.22 0.51 0.35 2.27 -1-03- 0.36- -1.44- -_- 2' 2.50x_, '2.50 2,10 - -- /-.1.39 1.39 1.35 5.40 14 13 -0:54_ _ 2.73 - 3 5.00 x 4.50 10.'16;__ 2.31 1.33. 5.31 •11'.32 -0.63_ 2.51' - - .3 - 4.50 `x -4.50_ 9:34 �._ .1.56 1.39 1,35 5.40 -14.13 -0.54 2.73 3 5.00 x 4.50 10:16 1.33 1.31 133 5.31 •11.32 -0.63 2.51 3 4.50 x 4.50 9.34 1:56 0.58 0.36 .2.31 4.62 -0.2S 1.57 2. 3.00 . 3.00 2.79 1.15 0.75: 0.67 4.34 -7.65 -0.23 2.00 3 3.00 x 3.00 5.03 1.22 0.51, 0.35 2.27 3.01 -0.36 1.44 2. 2.50 x 2-50 2.10 1.40 .Y -"'.k '� r.�..n.: , —+ !,•:* ,:,.. N _.�,..,.. _..,, _ _ ,. may ., v. mV"'7 urt n. . 71 ... _. PROTECT: iPAGE: ;-1402,- SUMMIT STRUCTURAL DESIGN, . / ENGINEER: „. www.surr�rr,itchico.com DATE: DESIGN OF T1 71 ml Vy i } p 3 { t p ` III # i i_ \-433.. _ - _ .,__�.. p # � � � I } 4-1 `•'-"i.:.H... ......,.}-..._._yam 1 { 4-1 , ! :gin � ...: .. , •- PROJECT.,� SUMMIT STRUCTURAL DESIGN GAGE: ENGINEER. i 4J www.swmmitchico.com DATE: 1 '� DESIGN OF r_ r . +..vr.+.3+•..w � � � K4 is (-._.. . ' . -4- 22 c 1�1- LW ! �� •Anchor-DesignerT" + r Software -. Company Summit Structural Design date ;11/3012015 Engineer , . Andy Johnson, RE s'e:, r'} s" '�' �e3.•a a" :;;h �., '5'.w.'+Ft 7" 3'r'dr• - =_+.-x•- �' yes + Customer contact name: ..fid t 5 l`1 .ax,'C *' u�&FtN"s, Y� t.F ri Y.`2"r �` # ' r h' .+r A t 1 .' f aR+,d ,la,_:,+'� t ' ai' ' ..d t= , n, .. ,'+ .,,. .•' } • r r M' �G.. t , benign method ACI 316 i1, �' , Concrete Normal Units: Impenat :un iIs .* n. Concrete,thickness; h (inch)::36 00 .•44• Slat e Uncracked Anchorhrtormation �" Compressive'slrength rs:(psi):2500: ^ +; tr Anchor rypeS'Cast-in piece Wcv .4' », r . Rernforcerient condition B tens* ion Q shev � b ieter (irich) 0 750 t - Y Suppleriignlal reinfolceme"nt: No', r • 'R provided at comers: No., 'Anchor category R po not evaluate concrete breitkout in tension No :._y A'no r duotilhy Yos1. `s z Do not evaluole concrete breakout rn shear No ' R t �� •Anchor-DesignerT" + r Software -. Company Summit Structural Design date ;11/3012015 Engineer , . Andy Johnson, RE project descnpuon.. �, F a i _,� r .� t •� 4 , + Customer contact name: , ' Customor a mail i Addtess : 83 R16 L'indo Ave #200„Chico, CA;95926.... ' P h 6 n e`. .530.592.4407 Email; end sui-nmitchico,conr -'” '"' wt ,�j , � + , 1 ProtocC Information • + ` - �,.;;. _ x ;.:,� k � • R Customer company i project descnpuon.. �, F a i _,� r .� t •� 4 , + Customer contact name: , ' Customor a mail i Fastening descriphont Comment. ,r ' Inuut Data & Anchor Paramotors . .2 Gonoral Baso Motorial r ° benign method ACI 316 i1, �' , Concrete Normal Units: Impenat :un iIs .* n. Concrete,thickness; h (inch)::36 00 .•44• Slat e Uncracked Anchorhrtormation �" Compressive'slrength rs:(psi):2500: ^ +; tr Anchor rypeS'Cast-in piece Wcv .4' », ' .. ` Mel©vial AB' .' J + rte; - " .T Rernforcerient condition B tens* ion Q shev � b ieter (irich) 0 750 t - Y Suppleriignlal reinfolceme"nt: No', r i` Effective Einhedment depth h�l.(inGl) 15,000 'R provided at comers: No., 'Anchor category R po not evaluate concrete breitkout in tension No :._y A'no r duotilhy Yos1. `s z Do not evaluole concrete breakout rn shear No ' R t r Nm (Inch) t7:25 Ignore Edo r`equirernent Yes' gout pad:'No Sw :finch) 3. 00 „ Load and Goometry'',; t "`, ' • t Lanyth x W�dtfi.xThickness (inch) 13.00 x 9 OO x 0", 38 Load factor source AC 318 Section 9 2 r ; k f :Y M Load con binAtion U =-01 +-.1 OW ,' 3 •:5.` + Sefsmicdesign No y. "... i, �•, ;'r , t 4.Anchors subjected to sustainedaension 'Not Opp lirapie t.�` ti `t - N.rr ` .1, `' �• , Aopiy enfire thear load`at front row No Anchors only resisting wind and/or seismic loads: No', y t r Y , � t :o h•te: � w ,. .•*,,, t it r.`+y {, , .0 h w �+ ' S .'ka .� '•'3i.. f V o ` inpw ut dal0 And results must be Chec.Wd for agreanent with file eAsUn9'elrcurrlstaneCS lhs Standards And gVldCtfttoS TUBI bQ ehoekQd foY; pfsUblbility" -e ' 5tittp n Si orrq Tia ConiplinyArrtc 5f156'W. Lim Po it l3oufuvard: Pleasanton CA'94588*iono:'925.560.9000 Fax: 925 847 Ia71 wr✓vi`strottgtie.com " '��V, A mf�,ar:.x' i� T c?"' * ^'�x�^°.,@".... YPA 4'�d S'y� a �� i `IX `Anchor^DesigrierT"' Verslon 2.4;5673.30 Compan Summit-.StruduralDesign; ' .date 11/30/2015 Engineer.. .: 'And -Johnson, P.E , 'Pa e:'^ 215; ...' ' _4 'Address: 383 Rio Lindo Ave #200,, -.Chico, CA 9592 , Phone>' . 530.592;4407 E=ma and @summitchicoxom' � _4 Anchor DesignerT`,1 r r Software Version 2.4.567.3.30 Company: Summit Structural Design. Date: I V30/2015 Engineer. Andy Johnson, P.E. Pa e: 3/5 Project: Shear load.x,. Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail. andy@summitchloo.com 3. Resulting Anchor Forces 1:000 1.000 1.25 1,000 72986 0.70 85277 `6. Pullout Strength ofn :hor In Tension (Sec D 5 31 Anchor Tension load. Shear load.x,. Shear load y, Shear load combined, Nu. (lb) Vu.. (lb) (lb) 1 2916.0 -889.8 0.0 889.8 2 2916:0 -889.8 0.0 889.8 3 2916.0 -889.8 0.0 889.8 4 2916.0 -889.8 0.0 889,8 Sum 11664.0 -3559.0 0.0 3559:0 Maximum concrete compression strain (%.): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (ib): 11664 Resultant compresslon .force (lb) 0 Eccentricity of resultant tension forces in x-axis, e`w (inch): 0.00 Eccentricity of resultant tension forces in y-oxis, e'trr (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vr (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e`vv (inch): 0.00 4. Strength of Artchor in Tenslonfte� n s 1 t N.. (tb) ON.. (ib) 19370 0.75 14528 (Sec, D.5.2) 01 o2 Y 040F 03 . Nb 16.1.-4Poho?3(Eq,0-7) A. f'. (psi) h.t (in) Nb (Ib) 1.00 2500 15.000 72986 4Nd7 10Ont/Anre)V.4Ny'.tHV bNY'ca.NNa (Sec. DAA 8 Eq. D-4) Am. (in') AN- (Inr) 'a. N V w,v 'Nr,a VICaN Ne (lb) 0 Okw (ib) 2704.00 2025,00 1:000 1.000 1.25 1,000 72986 0.70 85277 `6. Pullout Strength ofn :hor In Tension (Sec D 5 31 DNpn o OW4pNp c O'1'e,P8Aftf. (SOC. D.4:1, Eq. D-13 8. D•14) y'qP Aft fn') P, (psi) d ONp.-(lb) 1.4 3.55 2500 0.70 69741 Input data and tesulm must be chocked Cor agreement with the existin0.circumstances, the standards and guidelines must be chocked for plausibility. Vmpson 5ttoetg-lla comp.Iey iia,. :5956 W. las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fox: 925.947.3871 wv.w,strm9t1c..eom Anchor Designer TM Software Version 2.4.5673.30 Company: Summit Structural Design jDate. 11113012013,. V4, (lb) O"d6V,a (lb) Engineer., Andy Johnson. P.E. Pager 4/5 Project: Address: 383'Rio Lindo Ave ,1200, Chico, CA.95926 Phone: 530.592.4407 E-mail:. andy@summitchico.com 8' Steel Strength of Anchor In Shear (Sec. D.6.11 V4, (lb) O"d6V,a (lb) 11625 1.0 0.65 7556 c>r(in) Var.(lb) 9; Concrete Breakout. Strength of Anchor In Shear (Sec. D.6.21 Shear perpendicular to edge In x -directions 6.00 0.75 1.00 2500 Vbr=min)7(Id/da)°''Jda2.\rPccat'°s: 9).a\Iracat"j,(Eq. D-33 & Eq. D-34). 4.(in), da (in) )b ra (psi) cat (in), Vbr (lb) 6.00 0.75 1.00 2500 24.00 52909 6V�sa. = 0(Ava/Ataa)'!'aFv'!'eu:v44v!i'h,M, (Sec. D.4.1 A Eq. D-31) Avo Ong Asea (in') V'aa,y Y'64V '!'a V '111,v' Vbr (ib) d OV.", (ib) 2160.00 2592.00 1.000 0.929 1.400 1.000 52909 0.70 40148 Shear parallel to edge In x -direction: Vbr=m(n(7(i"/da)°"'�dadu\rra¢a1Q"5: 9daVrccai13( (Eq. D-33 & Eq. D-34) 4:00 do (in) 24. P, (psi) c>r(in) Var.(lb) . 6.00 0.75 1.00 2500 24.00 52909 ¢Vab°T = d (2)(Avcl&a) ve vY'ad.vYc v'/n;vVsy (Sec. DA.1 & Eq. D-31) Av.(W) AQ. (in')y.gv 4'ed,v 'lav Vrgv Vbr (lb) d . OV*, Ob) 1944.00 2592.00 1.000 1.000 1.400 1.000 52909 0.70 77776 10. Cbncreto PryoutaStsongth of Anchor in Shear (Sec. D.6,31 OVw = CkcaMbo = Okm(ANa/ANw) (Eq. D-41) k.. AN. ((n') AN. (in') '1'ac,N '1od,N '1"%N 'Naa.N Nb (lb) d dVepj (Ib) 2.0 .2704.00 2025.00 1.000 1.000 1.250 1.000 72986 0.70 170554 11, Results Interaction of Tensile and Shear Forces (Sec. D.71 Tension Factored Load, Nu. (Ib) Design Strength, oN,, (lb) Ratio Status Steel 2916 14528 0.20 Pass (Governs) Concrete breakout 11664 852.77 0.14 Pass Pullout 2916 69741 0.04 Pass Shear Factored Load, Vu, (lb) Design Strength, oV.r(Ib) Ratio Status . Steel 890 7556 0.12 Pass.(Governs) T Concrete breakout x- 3559 40148 0.09 Pass Concrete breakout y- 1780 77776 0.02 Pass Pryout 3559 170554 0.02 Pass Interaction check N -10N. Vv./¢V" Combined: Ratio Permissible Status Sec. D.7.1 0.20 0.00 20.1 % 1.0 Pass PA86 (314"0) with hef = 15.000 inch meets the selected design criteria. _ . _.._._.....»... ..._._..___.» ____......... _..._..._.. ._......_ ._ _ _ w»..__..__..__.._...__.�..._.. _.... » .... _ ........... Input data and results must. be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson 5uv°ng-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax:. 925.647.3871 www.sirong,te.eom Date: 11/23/2015 BUTLER I5-020974-01 Calculations Package Time: 07:03 PM Page: 1 of 54 Butler Manufacturing Company 1540 Genessee Street Kansas City, MO 64102 STRUCTURAL DESIGN DATA Project: Mike Sohnrey Name: 15-020974-01 Builder PO #: Jobsite: TBD City, State: Durham, California 95938 County: Butte Country: United States TABLE OF CONTENTS BuildingLoading - Expanded Report .............................................................................................................................................................. 2 Bracing- Summary Report ...........................................................................................................................................................................11 Secondary- Summary Report .......................................................................................................................... Framing- Summary Report ........................................................................................................................................................................ 24 Covering- Summary Report .................................................................................. ...................:............................................................ 51 Appendix.................................................................................................................. ............ �n.....................................53 3N No. C 8Z 293 �j0 m � Exp.3--16 zo cmt- 9�OF CAUF� bl� l File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. ' BUTLER ' Date: 11/23/2015' . _ 15-020974-01 Calculations Package Time: 07:03 PM ButWr Mnnuroeturlra , Page: 2 of 54 • Building=Ltlading;�Expanded�Re ort = :.aw ,�: a,'.'. %� Shape: Ag'Storage Loads and Codes- Shape: Ag Storage City: Durham County: Butte .State: California Country- United States ' Building Code: 2013 California Building Standards Code .Structural: IOAISC - ASD Rainfall: 1: 3.30 inches per hour Based on Building Code: 2012 International Building Code �' Cold Form: 12AISI = ASD fc: 3000.00 psi Concrete �4ti ' Building Risk/Occupancy Category: II (Standard Occupancy Structure) . Dead and Collateral Loads ` ' Collateral Gravity:3.00 psf ! • Frame Weight (assumed for seismic):2.50 psf Collateral Uplift: 0.00 psf. ~ Side Type Mag Units Shape Applied tof Description / A - D 2.154 • psf Entire Frm Covering Weight - 26 Butlerib Il Unpunched + Secondary Weight 1.20: Roof: A �. A D 0.950 psf Entire Pui Covering Weight - 26 Butlerib II Unpunched: Roof: A ' Roof Live Load t Roof Live Load: 20.00 psf Reducible ' Wind Load - Wind Speed: Vult: 110.00 (Vasd: 85.21) mph 'Gust Factor: G: 1.0000 Wind Enclosure: Partially Enclosed ` Least Horiz. Dimension: 30/0/0 a Height Used: 15/4/0 (Type: Eave) Base Elevation: 0/0/0 ' NOT Windborne Debris Region Primary Zone Strip Width: 2a: 12/3/3 •: , Parts / Portions Zone Strip Width: a: N/A{ Velocity Pressure: gz: 30.98 psf .' - qz= 0.00256' (1.00)' (1 10.00)^2 • (1.00) Topographic Factor: Ku: 1.0000 . The 'Envelope Procedure' is Used ' ' Directionality Factor: Kd: 0.8500 Wind Exposure: C - Kz: 0.853 Basic Wind Pressure: q: 22.45 psf Snow Load •� Ground Snow Load: pg: 0.00 psf Rain Surcharge: 0.00 R ? Flat Roof Snow: pf: 0.00 psf _ Exposure Factor: 2 Partially Exposed Ce: 1.00 • s Design Snow (Sloped)Os:-0!00 psf psi,: Thermal Factor: Unheated - Ct: 1.20 Snow Accumulation'Factor LOGO Unobstructed; Slippery �t Snow Importance Is 1 000"�q�it��'" `ti Slope Reduction: Cs: 1,00 4.764 Ground / Roof Con`veisi&r�. .70b (/�/ i, [ f Slope Used: deg. ( 1.000:12 ) " Seismic Laad� S. ¢� Mapped NICE Acceleration. Ss: 6.00 %g U-1 Transverse Direction Parameters. .X- r--�r g�va u �.. Mapped MCE Accelerauon::S9:2I.00". /og - �i j . Redundancy Factor: Rho: 1.30 Site Class, Stift soil (D)fji_6 x yy,r Fundamental Period: Ta: 0.2648 Seismic Importance: 12:'1.000 •:3 �, R-Factor: 3.50 Design Acceleration Parameter: Sds: 0.5335 Overstrength Factor: Omega: 2.50 ' • Design Acceleration Parameter: Shc: 0.3348 Deflection Amplification Factor: Cd: 3.00 • Seismic Design`Category`DPI f 1- Base Shear: V: 0.1524x W % Snow Used m Seismic 0.00 Seismic Snow L ad; 0 00 psfj�) 1 �e ' P �� Longitudinal Direction Parameters ._ Diaphragm Condition: Flexible Redundancy Factor: Rho:1,30 Fundamental Period Height Used: 16/7/0 Fundamental Period: Ta: 0.1644 R-Factor: 3.25 ' Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1642x W r .# Side Type Mag Units Shape Applied to Description I E 0.249 psf Entire Frm Seismic: Covering Weight - 26 Butlerib I1 Punched + Secondary Weight 0.68: Wall: 1, • I E 0.268 psf, Entire Brc Seismic: Covering Weight -,26 Butlerib 11 Punched + Secondary Weight 0.68: Wall: 1 { 3 E 0.249 pif Entire Frm Seismic: Covering Weight - 26 Butlerib Il Punched + Secondary Weight 0.68: Wall: 3 3 E 0.268 psf Entire Brc Seismic: Covering Weight - 26 Butlerib It Punched + Secondary Weight 0.68: Wall: 3 ' A E 1.167. psf Entire Frm Seismic: Covering Weight - 26 Butlerib 11 Unpunched +Secondary Weight 1.20 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A A E 1.257 psf Entire Brc Seismic: Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 1.20 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A File: 15-020974-01 ' . Version: 2015.2' - Butler Manufacturing, a division of B1ueScope. Buildings North America, Inc.' , ; surcE�r Date: 11/23/2015 15-020974-01 Calculations Package Time: 07:03 PM Page: 3 of 54 Deflection Conditions Frames are vertically supporting: Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporti ng: Metal Roof Panels Girts are supponing:Metal Wall Panels 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 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+I.0CG+0.6W1> D+CG+W1> 6 System 1.000 LOD+1.0CG+0.6<WI D +CG+<W1 7 System - 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 I.0D+I.0CG+0.6<W2 D+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 D + CG + WPR 11 System 1.000 0.6 MW MW -Wall: I 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> +CU+WI> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <Wl D+CU+<Wl 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 D+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 D+CU+WPR 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> D + CG + L + W l> 22 System 1.000 1.0D+I.0CG+0.75L+0.45<Wl D+CG+L+<Wl 23 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 24 System 1.000 1.0D+I.0CG+0.75L+0.45<W2 +CG+L+<W2 25 System 1.000 1.0D+I.0CG+0.75L+0.45WPL +CG+L+WPL 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 27 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + 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 F> + 0.7 EG- D + CU + F> + EG - 30 System 1.000 0.6 D + 0.6 CU + 0.91 <E+0.7EG- ' D + CU + <E + EG - 31 Special 1.000 1.0D+I.0CG+1.75F>+0.7EG+ D +CG+E>+EG+ 32 Special 1.000 1.0D+I.0CG+1.75<E+0.7EG+ 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 I.0D+I.0CG+2.45E>+0.7EG+ D+CG+F>+EG+ 36 OMF 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 E> + 0.7 EG- D +CU+E>+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 +WBI> 40 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> +CU+WPR+WB1> 41 System Derived 1.000 I.OD+I.0CG+0.75L+0.45WPR +0.45WBI> D + CG + L + WPR + WBI> 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 0.6D+0.6CU+0.6WPR +0.6<WB1 D+CU+WPR+<WB1 44 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45 <WB 1 D+CG+L+WPR + <WB I 45 System Derived 1.000 1.0D+I.0CG+0.6WPR+0.6WB2> 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> 47 System Derived 1.000 I.OD+I.0CG+0.75L+0.45WPR +0.45WB2> D + CG + L + WPR + WB2> 48 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + 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 1.0D+I.0CG+0.75L+0.45WPR +0.45<WB2 D + CG + L + WPR + <WB2 51 System Derived 1.000 1.0D+I.0CG+0.6WPL +0.6WB3> D+CG+WPL +WB3> 52 System Derived 1.000 0.6D+0.6CU+0.6WPL +0.6WB3> D+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 I.0D+I.0CG+0.6WPL +0.6<WB3 D + CG + WPL + <WB3 55• System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 +CU+WPL+<WB3 56 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL +0.45<WB3 D + CG + L + WPL + <WB3 57 System Derived 1.000 I.0D+I.0CG+0.6WPL +0.6WB4> D + CG + WPL + WB4> 58 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 1. Date: 11/23/2015 sur�Eia eu� [o,Mnnufaeu,,„ 15-020974-01 Calculations Package Time: 07:03 PM Page: 4 of 54 Ori 'n 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> 1.000 60 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 1.0 D + 0.6 <W I 61 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4. D+W2> 62 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPL +0.45<WB4 D + CG + L + WPL + <WB4 5 63 System Derived 1.000 0.6 MWB MWB - Wall: 1 System 64 System Derived 1.000 0.6 MWB MWB - Wall: 2 1.000 65 System Derived 1.000 0.6 MWB MWB - Wall: 3 I.0D+0.6<W4 66 System Derived 1.000 0.6 MWB MWB - Wall: 4 MW - Wall: 1 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D+CG+P>+EG++EB> 11 68 System Derived 1.000 1.0D+I.0CG+0.91F>+0.7EG++0.273EB> D + CG + E> + EG+ + EB> System 69 System Derived 1.000 1.0D+I.0CG+0.273<E+0.7EG++0.91EB> +CG+<E+EG++EB> 1.000 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> 1.0 D + 0.7 <E 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> D + CG + W 1> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D+CU+F>+EG- +EB> 17 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> System Derived 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> 1.000 75 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 1.0 D + 1.0 CG + 0.6 <W3 76 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - D + CG + W4> 77 System Derived 1.000 1.0D+I.0CG+0.273E>+0.7EG++0.91<EB D + CG + E> + EG+ + <EB 23 78 System Derived 1.000 I.0D+I.0CG+0.91F>+0.7EG++0.273<EB D + CG + E> + EG+ + <EB System Derived 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 1.000 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 0.6 D + 0.6 CU + 0.6 <W2 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 D + CU + W3> 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 29 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 System Derived 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 1.000 85 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ 86 1 Special 1 1.000 10.6D+0.6CU+1.75 <EB +0.7EG- ID+CU+<EB +EG - Design Load Combinations - Bracin No. Ori 'n Factor I Application Description I System 1.000 1.0 D + 0.6 W l> + W l> 2 System 1.000 1.0 D + 0.6 <W I D + <W 1 3 System 1.000 1.0 D + 0.6 W2> D+W2> 4 System 1.000 I.0D+0.6<W2 D+<W2 5 System 1.000 I.0D+0.6W3> +W3> 6 System 1.000 1.0D+0.6<W3 +<W3 7 System 1.000 1.0 D + 0.6 W4> D+W4> 8 System 1.000 I.0D+0.6<W4 D+<W4 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW : Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 1.0 D + 0.7 E> D + E> 14 System 1.000 1.0 D + 0.7 <E D + <E 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W 2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 + CG + <W4 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W l> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W] D + CU + <W 1 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> D + CU + W3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W 3 29 System Derived 1.000 0.6D+0.6CU+0.6W4> D+CU+W4> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> +, 0.7 EG+ D + CG + F> + 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+E>+EG- 34 1 System Derived 1 1.000 10.6 D + 0.6 CG + 0.7 <E + 0.7 EG- + CG + <E + EG - File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 11/23/2015 BUTLER I5-020974-01 Calculations Package Time: 07:03 PM Page: 5 of 54 Design Load Combinations- Purbn I 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+I.0CG+0.6W1>+0.6WBI> D + CG + WI> + WBI> 3 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6WBI> D +CG+<W2+WBI> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WBI> D+CU+WI>+WBI> 5 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB1> D + CU + <W2 + WBI> 6 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45WBI> D+CG+L+WI>+WBI> 7 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45WBI> D+CG+L+<W2+WB1> 8 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6<WBI D+CG+WI>+<WBI 9 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6<WB1 D + CG + <W2 + <WBI 10 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WBI D+CU+WI>+<WBI 11 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WBI D + CU + <W2 + <WBI 12 System Derived 1.000 1.0D+1.0CG+0.75L+0.45WI>+0.45<WBI D + CG + L + WI> + <WBI 13 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45<WBl D + CG + L + <W2 + <WBI 14 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WB2> D+CG+WI>+WB2> IS System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6WB2> D + CG + <W2 + WB2> 16 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB2> D + 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 1.0D+I.0CG+0.75L+0.45,W1>+0.45WB2> D+CG+L+W1>+WB2> 19 System Derived 1.000 LOD+I.0CG+0.75L+0.45<W2+0.45WB2> D + CG + L + <W2 + WB2> 20 System Derived 1.000 1.0D+1.0CG+0.6W1>+0.6<WB2 D+CG+WI>+<WB2 21 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6<WB2 D + CG + <W2 + <WB2 22 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB2 D+CU+WI>+<WB2 23 System Derived 1.000 0.6D+0.6CU+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 WI> + 0.45 <WB2 D+CG+L+WI>+<WB2 25 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45<WB2 D + CG + L + <W2 + <WB2 26 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WB3> D + CG + WI> + WB3> 27 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6WB3> D + CG + <W2 + WB3> 28 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB3> D +CU+WI>+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 I.0D+I.0CG+0.75L+0.45W1>+0.45WB3> D+CG+L+W1>+WB3> 31 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45WB3> D + CG + L + <W2 + WB3> 32 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6<WB3 D + CG + WI> + <WB3 33 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6<WB3 D +CG+<W2+<WB3 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WI> + 0.6 <WB3 D+CU+WI>+<WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 D +CU+<W2+<WB3 36 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WI>+0.45<WB3 D+CG+L+WI>+<WB3 37 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45<WB3 D + CG + L + <W2 + <WB3 38 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WB4> D + CG + WI> + WB4> 39 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6WB4> D +CG+<W2+WB4> 40 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB4> D+CU+W1>+WB4> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> D + CU + <W2 + WB4> 42 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB4> D +CG+L+W1>+WB4> 43 System Derived 1.000 1.0D+1.0CG+0.75L+0.45<W2+0.45WB4> D + CG + L + <W2 + WB4> 44 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6<WB4 D+CG+WI>+<WB4 45 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6<WB4 D + CG + <W2 + <WB4 46 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB4 D + CU + WI> + <WB4 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 D + CU + <W2 + <WB4 48 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WI>+0.45<WB4 D+CG+L+WI>+<WB4 49 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45<WB4 D + CG + L + <W2 + <WB4 50 System Derived 1.000 I.0D+I.00G+0.7EB> +0.7EG+ D+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 10.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- ID + CU + <EB + EG - Design Load Combinations - Girt No. Origin Factor Application I Description 1 2 System System 1 1.000 1.000 0.6 W 1> 0.6 <W2 IWI> tj J<W2 Design Load Combinations - Roof- Panel No. Origin Factor Application Description I System L000 D+ 1.0 L D+ L 2 System L000 11.0 1.0D+0.6<W2 D+<W2 3 System 1.000 0.6 D + 0.6 W I> + W 1> File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 11/23/2015 BUTLER aurae, Me��ro��„n. 15-020974-01 Calculations Package Time: 07:03 PM +���' Page: 6 of 54 nasion i.oad Cnmhinatinns- Wall -Panel No. Origin I Factor I ` Application I Description 1 2 System System 1 :.000 1.000 0.6 WI> 0.6 <W2 IWI> J<W2 DeOectinn Load Cnmhinatinna - Framino No. Origin Factor DefH DefV Application Description I System 1.000 0 . 180 1.0 L IWI> W2. 2 System 1.000 60 180 0.42 WI> WI> 3 System 1.000 60 180 0.42 <W 1 <WI 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E> + 1.0 EG- + EG - 9 1 System 1 1.000 1 10 1 0 11.0 <E + 1.0 EG- j<E + EG- 1)nAo�tin.. No. Origin Factor Deflection Application Description 1 System 1.000 150 1.0 L IWI> W2. 2 System 1.000 180 0.42 W I> ' WI> 3 System 1.000 180 0.42 <W2 <W2 Deneet:nn r.nad C—h:natinnc - rirt No. I Origin I Factor I Deflection I Application Description l '2 1 System System 1 1.000 1.000 1 90 90 0.42 WI> 0.42<W2 IWI> W2. Load Type Descriptions D Material Dead Weight C' Collateral Load CG Collateral Load for Gravity Cases Cu Collateral Load for Wind Cases L Roof Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans I> Live - Notional Right <L Live - Notional Left S Snow Load USI* 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 I PS2 Partial Load, Half Span 2 W Wind Load WI> 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 I WPA2 Wind Parallel - Ref A, Case 2 WPB 1 Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPC 1 Wind Parallel - Ref C, Case 1 WPC2 Wind Parallel - Ref C, Case 2 WPDI Wind Parallel - Ref D, Case'l WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right <WB 1 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 WBS> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left W86> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. r 0 Date: 11/23/2015 BUTLER *,Mnron15-020974-01 Calculations Package Time: 07:03 PM Page: 7 of 54 E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load; Left, Left AL* Aux Live, Right *AL Aux Live, Left AL*>(I) Auxiliary Live Load, Right, Right, Aisle I *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 I AL*(1) Aux Live, Right, Aisle 1 *AL.(1) Aux Live, Left, Aisle I AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 *AL.(2) Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 *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, Lek Aisle 1 WALB>(I) Wind, Aux Live Bracing Reaction, Right, Aisle I <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load U 1 User Defined Load - I 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 - I 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: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 11/23/2015 BUTLER Butler Mnnufnaurlm 15420974-01 Calculations Package Time: 07:03 PM Page: 8 of 54 User Defined Frame Point Loads for Cross Section: 1 Side Units Type Description Magi LocI Offset H or V Supp. Dir. Coef. Loc. 1 k WPR WA Load -3.00 7/8/0 N NA N OUT 1.000 WA 1 k WPL WA Load 3.00 7/8/0 N NA N IN 1.000 WA 4 k WPR WA Load -2.80 8/11/0 N N N OUT 1.000 1 WA 4 1 k WPL WA Load 2.80 8/11/0 NA N N IN 1.000 WA File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. Y X y if File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. Date: 11/23/2015 'BUTLER • Butler M -LE-M_ 15-020974-01 Calculations Package Time: 07:03 PM Page: 9 of 54 I I— rb.fi—d 1?--. P.;nr T—d. f— I—tinny d Side Units Type Description Magl Loci Offset H or V SUPP. Dir. Coef. Loc. I k WPR WA Load -3.00 7/8/0 N N N OUT 1.000 WA 1 'k WPL WA Load 3.00 7/8/0 NA N N IN 1.000 WA 4 k WPR WA Load -2.80 8/11/0 NA N N OUT 1.000 WA 4 k WPL WA Load 2.80 .8/11/0 NA N N IN 1.000 WA zr IL a File: 15-020974-01 Version: 2015.2 , Butler Manufacturing, a division of BlueScope Buildings North America, Inc. a File: 15-020974-01 Version: 2015.2 , Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surcER Date: 11/23/2015 ata. Mawa�„M 15-020974-01 Calculations Package Time: 07:03 PM Page: 11 of 54 Biacwg-Summary Report777 Shape: Ag Storage Loads and Codes - Shape: Ag Storage City: Durham County: Butte t State: California Country: United States Building Code: 2013 California Building Standards Code Structural: IOAISC - ASD Rainfall: 1: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: .12AIS1 - ASD fc: 3000.00 psi Concrete k Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: V ult: 110.00 (V asd: 85.21) mph The 'Envelope Procedure' is Used Wind Exposure: C - Kz: 0.853 Parts Wind Exposure Factor: 0.853 Wind Enclosure: Partially Enclosed Topographic Factor: Kzt: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 12/3/3 Parts/ Portions Zone Strip Width: a: N/A Basic Wind Pressure: q: 22.45 psf Roof Covert ng + Second. Dead Load: 2.15 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 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 Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Mapped MCE Acceleration: Ss: 61.00 %g Mapped MCE Acceleration: S 1: 27.00 %g Site Class: Stiff soil (D) Seismic Importance: le: 1.000 Design Acceleration Parameter: Sds: 0.5335 Design Acceleration Parameter: Sill: 0.3348 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 16/7/0 Transverse Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2648 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1524 x W Longitudinal Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1644 R -Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1642 x W I File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. - Date: 1123/2015 BUTLER Z�, 15-020974-01 Calculations Package Time: 07:03 PM Page: 12 of 54 n ­ i.. I. -I ('.....hi....tinn.- R -A.. No. Origin Factor Application Description 1 System 1.000 1.0 D + 0.6 W l> D + W 1> 2 System 1.000 1.0 D + 0.6 <W I D + <W I 3 System 1.000 1.0D+0.6 W2> +W2> 4 System 1.000 1.0D+0.6<W2 �, +<W2 5 System 1.000 1.0D+0.6W3> D+ W> 6 System 1.000 1.0 D + 0.6 <W3 D+<W3 7 System 1.000 1.0 D + 0.6 W4> D + W4> 8 System 1.000 1.0 D + 0.6 <W4 D + <W4 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System f 1.000 0.6 MW MW - Wall: 4 13 System 1.000 1.0 D + 0.7 F> D + E> 14 System 1.000 1.0 D + 0.7 <E D + <E 15 System Derived 1.000 1.0D+1.0CG+0.6.W1> D +CG+W1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W I 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 + <W 2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG+ W3> 20 System Derived 1.000 I.0D+I.0CG+0.6<W3 D +CG+<W3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG .+ W4> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 23 System Derived 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 25 System Derived 1.000 0.6 D + 0.6 CU + 0:6 W2> + CU + W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 27 System Derived 1.000 0.6D+0.6CU+0.6W3> +CU+W3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D+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 + F> + 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+F>+EG- 34 1 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- p + CG + <E + EG- L J File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 11/23/2015 'BUTLER- --------- 15-020974-01 Calculations Package Time: 07:03 PM Page: 13 of 54 Diagonal Bracing Member Design Summary- Roof A Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Axial k Factor Factor Ratio Load Case Status Right R0.375 34.40 31.7 -1.94 1.0000 1.0000 0.758 I.OD+0.6W1> passed eld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 R 0.375 34.40 31.7 -1.94 1.0000 1.0000 0.759 I.OD+I.00G+0.6<W2 passed 3 R0.375 32.60 24.4 -0.50 1.0000 1.0000 0.196 I.OD+0.6W1> passed 4 - R 0.375 32.60 24.4 -0.50 1.0000 1.0000 0.196 I.OD+0.6<W 1passed Mem. End . Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case 1.013. 0OA W I>, Factored F = 1.94, 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 I.OD+0.6W 1>, Factored F = 1.94, 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 I.OD+I.00G+0.6<W2, Factored F = 1.94, 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+0.6<W2, Factored F = 1.94, 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. 3 Left Slot: Web Thk = 0.134, Load Case I.OD+0.6W 1>, Factored F = 0.50, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange eld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+0.6W 1>, Factored F = 0.50, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange eld 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+0.6<W 1, Factored F = 0.50, 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 l .OD+0.6<W 1, Factored F = 0.50, 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: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 11/23/2015 BUTLER , 15-020974-01. Calculations Package Time: 07:03 PM Page:,14 of 54 s Y Bracing Length Angle ao Seismic Stress Stress Governing DesignComment R No. Shape ft I ial k Factor Factor Ratio Load Case Status X 23Ji" 1 30.7 3fL4r L II I I + ni.—I R—i— Mnmhnr n—ion Summary Sidowall 7 w Mem. Bracing Length Angle Design Seismic Stress Stress Governing DesignComment Right No. Shape ft I ial k Factor Factor Ratio Load Case Status 1 R 0.5 34.66 30.7 -2.81 1.3000 1.0000 0.796 1.OD+LOCG+0.7<E+0.7EG+ passed 2 R 0.5 34.66 30.7 -2.83 1.3000 1.0000 0.801 LOD+I.00G+0.7E>+0.7EG+ passed Mem. End Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7<E+0.7EG+, Factored F = 5.62, 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 ofweb OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case l .OD+I.00G+0.7<E+0.7EG+, Factored F = 5.62, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000 web -flange weld OIC, web direct shear 01c, web punching shear OK, tensile fracture ofweb OK >> PASSED. 2 Left Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7F->+0.7EG+, Factored F = 5.66, 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 ofweb OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 5.66, 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 ofweb OK, >> PASSED. File: 15-020974-01 Version: 2015.2 ' Butler Manufacturing, a division of BlueScope Buildings North America; Inc. Bracing • Length, Design Seismic Stress Stress Load Design Left • 'Right , Shape , ft Axial k Factor Factor Ratio Case F Status End Conn End Conn Left KBD 2L,3. , Ox3.OxO.l 88-0.375: 6.36 " '0.63 2.5000 Bending Stress Ratio 1 1.0000 0.152 I.OD+I.00G+0.7<E+0 passed ' (2) 3/4 A325 '(2)3/4 A325 . • 4 , f Stress Increase Used .7EG+ Seismic Amplification Factor 2.5000 H/490 = 204 >-10 passed. Right KBD 2L 3.Ox3.OxO.188-0.375 ', 6.36 •' 0.41 Date' 11/23/2615 -1.0000 0.099 I.OD+I.00G+0.7E>+0 passed -'�ButW Mnyn« j S tty ) 152-�f 0as Q imeo7:103 PM ,yntt bending OK, haunch web yielding OK haunch web'cnpPlin OK => passe � 1` _ .. ,r..T'.. .7EG+ Page: 15 of 54 - ' . � n.^ � , _ �' �' 1. - �+� Vie.: T ay ,\ �. F'a •� •Y Jt Sd� �'. 4, 1ti - , ' 't � _ � � `� • � • Y « ' '}� .e .. .T M f1 . .tom , � t' Butler Manufacturing, a division ofBlueScope BuildinggNorth America lnc.. , + - `1 S f ? �, �'-.�a 1v �• � '.�-,CK °„ t°'j`-4d "'-w. k ,�w,.f 'M �, i � �' '�. .il C - F'�' i. f, • � r •� Y .r r, �J �� � � ^ tar J to , ., -, s a r�{ ~ ,' , �'-.t ` • 1 `K• r I"` M r 7 �.. '�'? � �i' c.. .. {a.r tai •t`r•' k. �. � 3, ^ - -.'.,fit , ' • r' ,� ...r.. �.� � � f.6 ye .'Y �� � � �. � i � .. -.. ^#� `,'�.., .:ramal ^ .. i >.� � H-; !"-. l K . .. j it S�. �, ,� - t � •f -a-. • r Portal Brace Member Design Summary: Sidewell 4, Bay 2 . f ,. Knee Brace Design Bracing • Length, Design Seismic Stress Stress Load Design Left • 'Right , Shape , ft Axial k Factor Factor Ratio Case F Status End Conn End Conn Left KBD 2L,3. , Ox3.OxO.l 88-0.375: 6.36 " '0.63 2.5000 Bending Stress Ratio 1 1.0000 0.152 I.OD+I.00G+0.7<E+0 passed ' (2) 3/4 A325 '(2)3/4 A325 . • 4 , f Stress Increase Used .7EG+ Seismic Amplification Factor 2.5000 H/490 = 204 >-10 passed. Right KBD 2L 3.Ox3.OxO.188-0.375 ', 6.36 •' 0.41 2.5000 -1.0000 0.099 I.OD+I.00G+0.7E>+0 passed ` (2) 3/4 A325 (2) 3/4 A325. Right Connection Design: FS (4) 3/4 A325T;, , Factored `F = 0.9Factored V - 0.5, E factor = 2.500 stress factor 1.000, bolt shear &tension OK' local FS ' bending OK, haunch web yielding OK haunch web'cnpPlin OK => passe � 1` _ .. .7EG+ ,Knee Brace Connection Design Fr G a « Left KBD nee/Column: Factored ;F'=,1.6k, E factor = 2.500, stress increase = 1.000, 0.375 x 4.000 S2 stiffener one side, S2 bending OK,' 0.125 S2 to Design Size • Y Right KBD nee/Column: Factored.F = 1.0, E factor = 2.500, stress increase = 1.000, 0.375 x 4.000 S2stiffenerone side, S2 bending OK, 0.125 S2 to flange a Left KBD nee/Column: Factored ;F'=,1.6k, E factor = 2.500, stress increase = 1.000, 0.375 x 4.000 S2 stiffener one side, S2 bending OK,' 0.125 S2 to Design Size flange weld both sides, 3/16 KC gusset weld => passed ` Knee/Beam: KBC'standard connection 2 3/4 in. A325SC Bolt shear OK => assed . Right KBD nee/Column: Factored.F = 1.0, E factor = 2.500, stress increase = 1.000, 0.375 x 4.000 S2stiffenerone side, S2 bending OK, 0.125 S2 to flange Axial Force weld both sides, 3/16 KC gusset weld =_> passed nee/Beam: KB standard connection 2 3/4 in. A325SC, . Bolt shear OK => passed Portal Brace•Beam Design Design Size r� 3P6x1/4xO.1345x8 * • Combined Ratio 0.204 < 1.03 Design passed`«'• Ky = I'.0 ' : Axial Force 0.49(k) Lx iK r Seismic Amplified Force f 1.23 { a = w Ly ,= 21.00(ft) Compressive Stress Ratio + 0.0581 ° Lb•= 21.00(ft) t`,A� , '� •�4 a tC . Moment t t. f F 17.39(m -k) A + CMx =1.0 t + 1 - Seismic Amplified Moment. 43.49 '1 r t F . • '' CMy= 1.0 Bending Stress Ratio 1 -0.1462,, ` e.:' r ,' Bending coefficient (Cb)' 2.36 r Shear v • 0.32 d ' 4 Column Connection:.Flange Special Seismic Amplified Shear +` 0.81' F k e r h e • rj{, 4 + 4 Stress Ratio f c +«l" :OEG-Shear 0.0395 f ,E , Stress Increase Used 1.0000 ; ', Horizontal Deflection 0.90- Seismic Amplification Factor 2.5000 H/490 = 204 >-10 passed. Load Case Y 1.01)+1.00G+0.7<E+0.7EG+ Left Connection Design:'- FS (4) 3/4 A325T, F = 1.2 V = 0.8, E factor = 2.500 stress factor = 1000, bolt shear & tension OK, local FS bending OK, haunch - web yielding OK, haunch web cripplinjOK - passed '' ", s : .y L t '• `-" ` . �� t Right Connection Design: FS (4) 3/4 A325T;, , Factored `F = 0.9Factored V - 0.5, E factor = 2.500 stress factor 1.000, bolt shear &tension OK' local FS ' bending OK, haunch web yielding OK haunch web'cnpPlin OK => passe � 1` _ .. a. « - ' . � n.^ � , _ �' �' 1. - �+� Vie.: T ay ,\ �. F'a •� •Y Jt Sd� �'. 4, 1ti - , File: 15-020974-01 • " ` t. '' z 's � + Version 2015.2 t' Butler Manufacturing, a division ofBlueScope BuildinggNorth America lnc.. , + - `1 S f ? �, �'-.�a 1v �• � '.�-,CK °„ t°'j`-4d "'-w. k ,�w,.f 'M �, i � �' '�. .il C - F'�' i. f, • � r •� Y .r r, �J �� � � ^ tar J to , ., -, s a r�{ ~ ,' , �'-.t ` • 1 `K• r I"` M r 7 �.. '�'? � �i' c.. .. {a.r tai •t`r•' k. �. � 3, ^ - .. .. , No. Origin Factor . B(JTLER Description Date: 11/23/2015 ^ , - nur�eretumm�eturim 15-020974-01. Calculations Package ' Time: 07:03 PM `. D+CG+L Page: •16 of 54 Second�ry�e"Suminary�Report" ' '' . >• ' �," � <��'% Loads and Codes 'Shape: Ag Storage 3. System Derived City: • Durham = County: Butte State: California , Country: United States ` Building Code: 2013 California Building Standards Code Structural: IOAISC - ASD Rainfall: 1: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) 0.6D+0.6CU+0.6-W1>+0.6WB1> +CU+W1>+WBI> 5' SystemDerived- Dead and Collateral Loads 0.6D+0.6CU+0.6<W2+0.6WB1> Roof Live Load: r-• Collateral Gravity:3.00 psf IRoof Covering+ Second. Dead Load: 2.15 psf Roof Live Load: 20.00 psf Reducible Collateral Uplifl: 0.00 psf _ Frame Weight (assumed'for seismic):2.50 psf t , Wind Load Snow Load SeismirLoad Wind Speed: Volt: 110.00 (V asd: 85.21) mph ' Ground Snow Load: pg: 0.00 psf Mapped MCE Acceleration: Ss: 61.06 %g The'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf Mapped MCE Acceleration: S 1: 27.00 %g Wind Exposure: C - Kz: 0.853 Design Snow (Sloped): ps: 0.00 psf Site Class: Stiff soil (D) Parts Wind Exposure Factor: 0.853 `. Rain Surcharge: 0.00 Seismic Importance: le: 1.000 Wind Enclosure: Partially Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0.5335 Topographic Factor: Ka: 1.0000 • Snow Importance: Is: 1.000 Design Acceleration Parameter_: Shc: 0.3348 1.000 Thermal Factor: Unheated - Ct: 1.20 Seismic Design Category: D - NOT Windborne Debris Region Ground / Roof Conversion: 0.70 Seismic Snow Load: 0.00 psf - Base Elevation: 0/0/0 Unobstructed, Slippery % Snow Used in Seismic: 0.00 Primary Zone Strip Width: 2a 12/3/3 1.000 DiaphragmCondition`. Flexible Parti/ Portions Zone Strip Width: a: N/A ` ° ' Fundamental Period Height Used: 16/7/0 Basic Wind Pressure: q: 22.45 psf' t i 15' + Transverse Direction Parameters t D +'CG+<W2+WB2> Redundancy Factor: Rho:' 1.30 " °, ° •! \ - Fundamental Period: Ta: 0.2648 r • ' i , R, Factor: 3.50 , + s A Overstrength Factor: Omega: 2.50 18 System Derived Deflection Amplification Factor: Cd: 3.00 1.0D+I.0CG+0.75L+0.45WI>+0.45WB2> D+CG+L+WI>+WB2> Base Shear. V: 0. 1.524 x W System Derived 4. Longitudinal Direction Parameters ' 3 Redundancy Factor. Rho: 1.30 _ I.0D+I.0CG+0.6Wl>';0.6'<WB2 Fundamental Period: Ta: 0.1644 21 System Derived R -Factor: 3.25 ; r I.0D+I.0CG+0.6<W2+0.6<WB2 H w Overstrength Factor.'Omega: 2.00 %• t"Deflection System Derived • "r + Amplification Factor: Cd: 3.00 D +CU+W1>+<WB2 23 Base Shear: V: 0.1642 x W 1.000 0.6D+0.6CU+0.6<W2.+0.6<WB2 D +CU+<W2+<WB2 Design Load Combinations -'Pu rfin System Derived '1.000' No. Origin Factor Application a Description 1'. System 1.000 .1.0D+1.0CG+I.0L D+CG+L 2 System Derived 1.000 1.0 D + 1,0 CG + 0.6 W1>,+ 0.6 WB I> . + CG + W 1> + WB 1>1 3. System Derived 1.000 1.0D+1.0CG+0.6<W2+0.6WB1> D+CG+<W2+WB1> 4 SystemDerived 1.000 0.6D+0.6CU+0.6-W1>+0.6WB1> +CU+W1>+WBI> 5' SystemDerived- 1.000 0.6D+0.6CU+0.6<W2+0.6WB1> D+CU'+<W2+WB1> 6 -System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0:45WB1> ' D+CG+L+WI>+WBI> 7 System Derived 1.000.1.0D+1.0CG+0.75L+0.45<W2+0.45WB1> +CG+L'+<W2+WB1> ' 8, System Derived 1.000 I.OD+I.006+0.6W1>+0.6<WBl ` D+CG+WI>+<WBI -9 SystemDerived 1.000{ 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB I +CG+'<W2+<WB1 10 System Derived 1.000 0.6D+0:6CU+0.6W1>+0.6<WB1 D +CU+WI>+<WBI 11 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <W131 - + CU + <W2 +<WB 12 System Derived 1.000 I.OD+I.00G+0:75L+0.45W1>+0.45<WBI D+CG+:L+W1>+<WB1 13 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.4.5<WBl D+CG+L+<W2+<WB1 14 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6.WB2>. +'CG+WI>+WB2> + 15' System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6WB2> D +'CG+<W2+WB2> 16 System Derived 9.000 0.6D+0.6CU+0.6W1>+0.6WB2>+CU+WI>+WB2> ' 17 SysteDerived, m 1.000 0.6D+0.6CU+0.6<W2'+0.6WB2> r �' +CU+<W2+WB2>, ' 18 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WI>+0.45WB2> D+CG+L+WI>+WB2> 19 System Derived 1.000 1.0D+I.0CG+0.75-L+0.45<W2+0.45WB2> r D + CG + L + <W2 + WB2> 20, System Derived 1.000 I.0D+I.0CG+0.6Wl>';0.6'<WB2 D+CG+WI>+<WB2 21 System Derived 1000 I.0D+I.0CG+0.6<W2+0.6<WB2 D+CG+<W2+<WB2 22 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB2 D +CU+W1>+<WB2 23 System Derived 1.000 0.6D+0.6CU+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 WI>+0.45<WB2 D +CG+L+WI>+<WB2 f .t File: 15-020974-01 Version. 2015.2 Butler Manufacturing,'a division of B1ueScope Buildings North America, Inc. 4 • r - y _ . } Date: 11/23/2015 BUTLER - au,e, Mn­fa��,,m , 15-020974-01 Calculations Package Time: 07:03 PM • Page: 17 of 54 Origin 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <\y2 + <WB2 1 1.000 1.000 26 System Derived .1.000 I.0D+I.0CG+0.6W1>+0.6WB3> D+CG+W1>+WB3> 27 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6WB3> D+CG+<W2+WB3>' . 1> 28 System Derived, 1.000 0.6 D + 0.6 CU + 0.6 WI> + 0.6 WB3> +CU+W1>+WB3> 0.42 <W2 ,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+0.45W1>+0.45WB3> D +CG+L+W1>+WB3> 31 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45WB3> D + CG + L + <W2 + WB3> 32 System Derived 1.000 I.OD+I.00G+0.6W1>+0.6<WB3 D+CG+WI>+<WB3 33 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6<WB3 D+CG+<W2+<WB3 34 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB3 D+CU+Wl>+<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. LOD+I.0CG+0.75L+0.45WI>+0.45<WB3, D + CG + L + WI> + <WB3 37 System Derived 1.000 1.0D+1.0CG+0.75L+0.45<W2+0.45<WB3 D + CG + L + <W2 + <WB3 38 System Derived 1.000 I.0D+I.0CG+0.6WI>+0.6WB4> +CG+WI>+WB4> t 39, System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6WB4> D +CG+2W2+WB4> , 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W I> + 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> D +CU+<W2+WB4> 42 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB4> D +CG+L+W1>+WB4> 43 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45WB4> D+CG+L+<W2+WB4>' 44 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6<WB4 -- + D+CG+Wl>+<WB4 45 System Derived 1.000 1.0D+1.0CG+0.6<W2+0.6<WB4 Y +CG+<W2+<WB4 46 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB4• D +CU+WI>+<WB4 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 _ - +CU+<W2+<WB4 48 Syst6Derived 1.000 1.0D+I.0CG+0.75L+0,45W1>+0.45<WB4 D +CG+L+W1>+<WB4 49• System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45<WB4 D + CG + L + <W2 + <WB4 50 System Derived 1.000 I.0D+I.0CG+0.7EB>+0.7EG+ - +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 1.0D+I.0CG+0.7<EB+0.7EG+ D +CG+<EB+EG+ 53 1 System Derived 1.000 10.6D+0.6CU+0.7<EB+0.7EG- D + CU + <EB + EG - A L No. Origin Factor 'Application Descri tion I 2 System System 1 1.000 1.000 0.6 WI> 0.6 <W2 IWI> J<W2 Deflection Load Combinations - Pullin Deflection Load Combinations - Girt No. Origin Factor IDeflection Application Description I System 1.000 90 0.42 W I> IWI> 2 System 1.000 1 90 0.42 <W2 I J<W2 . File: i5-020974-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 40. i No. Origin Factor Deflection Application Description System 1.000 150 1.0 L 2 System 1.000 180 0.42 W l> 1> 3 System 1.000 180 0.42 <W2 W2 Deflection Load Combinations - Girt No. Origin Factor IDeflection Application Description I System 1.000 90 0.42 W I> IWI> 2 System 1.000 1 90 0.42 <W2 I J<W2 . File: i5-020974-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 40. i Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % ' %- Ld Lap % % %, % Ld % % ._% % Ld Lap Id- '(ft) 0.42 W 1> Status . (in) Bnd Shr Cmb We Cs (in.) Bnd Shr' Cmb We Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 15.00 8.50xO.O6OZS.im-60.0. Yes -0.0 0.99 0.00 0.00 0.00 1 1,2 15.00 8.500.060 Z Sim -60.0 Yes 0.0 0.71 0.00 0.43 0.00 " 1 2,1 15.00 8.50x0.060 Z Sim -60.0 . Yes 0.0 0.78 0.00 0.48 0.00 1 .2,2 15.00 8.50x0.060 Z Sim-60.0 Ye's . 0.0 0.71 0.00 0.00 0.00 1 3,1 115.001 8:500.060 Z Sim -60.0' Yes 0.0 0.62 0.00 0.38 0.00 1 Maximum Sec ndary DeOectioas for Shape Ag Storage on"Side 1 Design Id Segment Detlection(in. Ratio Location(R) Load Case Description 1 1 0.34 (L/522) 7.50'- 1 t 0.42 W I> 2 1 • 2 0.25 (L/735' 0.42 W 1> 2 2 0.25 (L/731 ) " ) 22.50 t 0.42W1> 2 1 0.27 (U664) 7.50 I 0.42 W 1> 2 2 0.25 (L/731 ) " 22.50 1 0.42W1> 3 1 0.22 L/833 7.50 1 0:42 W 1>. x, +` Date: 11/23/2015 BUTLER • ` 15-020974-01 Calculations Package Time: 07:03 PM - • �� Page: 19 of 54 T. Wall: 2 - -" Des ten Description - Fy(ksi) Design Detail Lap • Exterior _ Interior Exterior %% 0.22 % % Ld Lap % %, % % Ld % % % % Ld Lap Id ft 0.42W 1> Status in Bnd I Shr I Cmb We Cs in. Bnd Shr Cmb We Cs Bnd 'Shr Cmb Wcp Cs in 1,1 15.00 8.500.060 Z Sim -60.0 Yes 0.0 , 0.62 0.00 ,0.38 0.00 -1 2,1 15.00 8.500.060 Z Sim -60.0 Yes 0.0 0.71 0.00 0.43 0.00 1 2,2 15.00 8.500:060 Z Sim -60.0 :Yes-} 0.0 0.99 0.00 0.00 0.00 1 3,1 15.00 -8.500.060 Z Sim -60.0 Yes 0.0 0.71 0.00 0.00 0.00 1 3,2 .115.001 8:5020.060 Z Sim -60.0 Yes 0.0 0.78 0.00 0.48 0.00 1 Maximum See ndary Deflections for Shape A Stoia a on Side 3 Design Id y , Segment Deflection in. Ratio Location ft Load Case Description 1 1 0.22 (L/833') 7.50 11. � : 0.42W1> 21 l 0.25 (U735) 7.50 11 0.42W1> 2 2 0.34 (U522) 22.50 1 0.42W 1> 3 1 0.25`-' (L/731) 7.50 1 0.42W1> 3 2 0.27 ._ ( U664) 22.50, 1 0.42W 1> r - j Date: 11/23/2015 BUTLER 6utbr Munufae urlm 15-020974-01 Calculations Package ' Time: o7:o3 PM Page: 21 of 54 Wall: 4 � 777 I 5 _ ` Open a / L L BurcER Date: 11/23/2015 15-020974-01 Calculations Package Time: 07:03 PM { 'Butler ManufueluriM - - Page: 22 of 54 i Roof: A f I 3,1( rnp) 3,3( ) Maximum Secouda Desi ns for Sha e Ag Stora a on Side A Des Len Description - Fy(ksi) Design Detail :Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft 0.42W1> Status in Bnd Shr Cmb We Cs is 'Bnd Shr Cmb We Cs Bnd ` Shr Cmb We Cs in 1,1 30.00 8.50x0:113 ZCon-60.0 Yes 46.5 ( U209) 13.00 2 0.42 W 1 > 3 2 1.01 0.02 0.72 0.00 4 0.64 0.13 0.66 0.49 7 46.5 1,2 30.00 8.50x0.073 Z Con -60.0 Yes 34.5 0.64 0.11 0.66 0.49 7 10.5 0.98 0.34 0.86 0:00 7 0.64 0.11 0.66 0.49, 7 10.5 1,3 30.00 8.50x0.113 Z Con -60.0 Yes 46.5 0.64 0.13 ,0.66 0.49 7 46.5 1.01 0.02 0.72 0.00 4 2,1 30.00 8.50x0.1 I3 EZ Sim -60.0 Yes 0.0 0.80 0.00 0.84 0.00 43 2,2 36.00 8.50x0.079 EZ Sim -60.0 Yes 0.0 0.59 0.00 0.97 0.00 22 2,3 30.00 8.50x0.113 EZ Sim -60.0 Yes 0.0 0.80 0.00 0.84 0.00 25 3,1 30.00 8.500.088 ZS3 Con -60.0 Yes 46.5 0.97 0.00 1.02 0.00 19 0.69 0.16 0.74 0.59 7 46.5 3,2 30.00 8.500.088 Z Con -60.0 Yes 34.5 0.69 0.13 0.76 0.59 25 34.5 0.84 0.19 0.98 0.00 25 0.69 0.13 0.76 0.59 25 34.5 3,3 30.00 8.500.088 ZS3 Con -60.0 Yes 46.5 0.69 0.16 0.74 0.59 7 46.5' 0.97 0.00 1.02 0.00 25 4,1 30.00 8.50x0.113 EZ Sim -60.0 Yes 0.0 0.83 0.00 0.86 0.00 19 4,2 30.00 8.50x0.060 EZ Sim -60.0 Yes 0.0 0.76 0.00 0.00 0.00 4 4,3 30.00 8.50x0.113 EZ Sim -60.0 Yes 0.0 0.83 0.00 0.86 0.00 25 Moo:........ Co..o...lo.... no{lo.."....o f... Ch..;- A.. C -......e .... CM. A ' Design Id Se ment Deflection in. Ratio Location ft Load Case Description 1 1' 1.68 (L/211) 13.50 2 0.42 W 1> 1 - 2 -0.16 (U2216) 34.88 2 0.42W1> 1 3 1.71 ( L/207) 76.38 2` 0.42W1> 2 1 0.70. ( L/505) 15.00 2 0.42W1> 2 2 1.02 (L/354) .45.00. 2 0.42W1> 2 3 0.70 (L/505) 75.00 2 0.42 W 1> 3 1- 1:69 ( U209) 13.00 2 0.42 W 1 > 3 2 -0.24 (L/1504) 36.38 2 0.42W1> 3 3 1.71 ( L/208) 76.38 2 0.42W1> 4 1 -0.72 (L/492) 15.50'. - 1 1.01, 4 2 -1.43 ( L/252 ), 45.00 1 1.01, 4 3 -0.72 L/492 74.50 1 1.01, Burt rz Date: 11/23/2015 a�t�.Maa�to�r�„n 15-020974-01 Calculations Package Time: 07:03 PM Page: 23 of 54 P -G. A och.c... F..- f- Shan. A. gtnraoa- Rnnf A- Panel T- is RRIL Pitch = A-MOc 12 AR Clin if rend - F.PC3 Bay Thickness Load(psf) Ld Case #Purlins Length Simple? Diaphragm Allowable DellActual Defl Diaphragm Shr Diaphragm Stress Ratio ](0.00) Frame 0.09U O.OIU (k) 0.37 Width 0,0 0.428 1 0.113 -15.90 I 6 30.00 N 30.10 2.000 0.098 2 0.073 -15.90 1 6 30.00 N. 30.10 1.000 1 0.093 3 0.113 -15.90 1 6 30.00 N 30.10 2.000 0.098 Reference Frm-Line Located @ Force per Anch. Line(k) Force per Anchor Anch. Allow Req'd AR Anchors Actual AR, STD Required Stiffness Available Stiffness Diaphragm Allow Diaphragm Shr Diaphragm Stress Ratio ](0.00) Frame 0.09U O.OIU (k) 0.37 0 0,0 0.428 8.436 0.086 0.003 0.031 BR.1 0.30T (in -k) 4.35 1 1,0 0.086 0.000 0.000 BR.2 0.27T (in -k) 4.35 1 1,0 0.086 0.000 0.000 2(30.00) Frame 0.13U 0.02U (k) 0.58 0 0,0 0.618 14.899 0.086 0.002 0.025 3(60.00) Frame 0.13U 0.02U (k) 0.58 0 0,0 0.613 14.899 0.086 0.002 0.025 BR.1 0.27T (in -k) 4.35 1 1,0 0.086 0.000 0.000 BR.2 0.30T (in -k) 4.35 1 1,0 0.086 0.000 0.000 4(90.00) Frame I 0.09U O.OIU (k) 1 0.37 1 0 1 0,0 1 0.428 1 8.436 1 0.086 0.003 1 0.031 N File: 15-620974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. ` . 7 .. CDate: B�r�ER 11/23/2015 wI i I5-020974-01 Calculations Package Time: 07:0'3: PM' But`r Mnnvrne[urin, A Page: 24 of 54 t .1H ramiog !Lary > , Loads and Codes - Shape: Ag Storage , City: Durham - - County: Butte State:. California Country: United States - Building Code: 2013 California Building Standards Code Structural: 10A1SC - ASD Rainfall: 1: 3.30 inches per hour " Based on Building Code: 2012 International Building Code • Cold Form: 12A1S1 - ASD - fc: 3000.00 -psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) Dead and Collateral Loads- . ` Roof Live Load • Collateral Gravity:3.00 psf Roof Covering.+Second. Dead Load: 2.15'psf Roof Live Load: 20.00 psf Reducible , - Collateral Uplift: 0.00 psf; - Frame Weight (assumed for seismic):2.50 psf , . i Wiud Load Snow Load , Seismic Load r Wind Speed: VuIE 110.00 (Vas& 85.21) mph t Ground Snow Load: pg: 0.00 psf r Mapped MCE Acceleration: Ss: 61.00 %g § The'Envelope Procedure'- is Used Flai:Roof Snow: pf: 0.00 psf -Mapped MCE Acceleration: S 1: 27.00 %g Wind Exposure: C - Kz: 0.853 Design Snow (Sloped): ps: 0.00 psf Site Class: Stiff soil (D) r Parts Wind Exposure Factor: 0.853 Rain Surcharge: 0.00. Seismic Importance: le: 1.000- f l ..Wind Enclosure: 'PPartially Enclosed r Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0.5335 ' Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Shc: 0.3348 r Thermal Factoi: Unheated - Ct: 1.20 Seismic Design Category: D I NOT Windborne Debris Region Ground / Roof Conversion: 0.70 r .' r ` Seismic Snow Load: 0.00 pif 10 r Base Elevation: 0/0/0 Unobstructed, Slippery , % Snow Used in Seismic: 0.00 Primary Zone Strip Width: 2a:'12/3/3 R Diaphragm Condition: Flexible =" n I Parts / Portions Zone Strip Width: a N/A Fundamental Period Height Used:16/7/0 . Basic Wind Pressure: qi 22.45 psf Transverse Direction Parameters - • • , - Redundancy Factor: Rho: 1.30 Fundamental Period: Ta:, 0.2648, R -Factor: 3.50 Overstrengtfi Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 - Base Shear: V: 0.1524 x W Longitudinal Direction Parameters Redundancy Factor: Rho: 1.30 " Fundamental Period: Ta: 0.1644 t R -Factor: 3.25 + . 1-.Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.00 a n Base Shear: V: 0.1642 x W - Deflection Conditions Frames are vertically supporting: Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting: MetalRoof Panels,,' Girts are supporting:Metal Wall Panels ,. C File: 15-020974-01 ' z ' Version: 2015.2 ' Butler Manufacturing, a division of BlueScope Buildings North'America, Inc. .L 0 Date: 11/23/2015 BUTLER e�r� Ma��ron",m 15-020974-01 Calculations Package Time: 07:03 PM Page: 25 of 54 Wall:`4', Fraine atr0/6/0"77 77 Frame Cross Section: I n N) Dimension Key 1 8 1/2" 2 0'-0" 3 2'-6" 4 2'-71/4" 5 11 1/2" Frame Clearances Horiz. Clearance between members l(CX001) and 4(CX002): 26-3 15/16" Vert. Clearance at member I(CX001): 13'-1 l 5/8" Vert. Clearance at member 4(CX002): 16'-2" Vert. Clearance at member 5(EPX001): 15'-1 7/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 15-020974-01 1 Version: 2015.2` Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Q n N) Dimension Key 1 8 1/2" 2 0'-0" 3 2'-6" 4 2'-71/4" 5 11 1/2" Frame Clearances Horiz. Clearance between members l(CX001) and 4(CX002): 26-3 15/16" Vert. Clearance at member I(CX001): 13'-1 l 5/8" Vert. Clearance at member 4(CX002): 16'-2" Vert. Clearance at member 5(EPX001): 15'-1 7/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 15-020974-01 1 Version: 2015.2` Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. r Date: 11/23/2015 BUTLER 15-020974-01 Calculations Package Time: 07:03 PM Page: 26 of 54 nem:..., r ....a �.....ti:..�a....� _ F..,...:.... No. Ori 'n Factor Application Description 1 System 1.000 1.0 D + I.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 I.0D+I.0CG+0.6W1> D +CG+WI> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W I 7 System 1.000 1.0D+I.0CG+0.6W2> D+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 + CG + WPL 10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR I I 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 WI> +CU+WI> 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+W2> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 19 System 1.000 0.6 D + 0.6 CU + 0.6 WPL - D+CU+WPL 20 System 1.000 0.6 D + 0.6 CU + 0.6 WPR +CU+WPR 21 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 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 I.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D+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 D +CG+L+WPR 27 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + 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- D + CU + E> + EG - 30' System 1.000 0.6 D + 0.6 CU + 0.91 <E+0.7EG- 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+ + 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 0.6D+0.6CU+1.75<E+0.7EG- D +CU+<E+EG- 35 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 36 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ + CG + <E + EG+ 37 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 38 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- P + CU + <E + EG - Mem. No. Flg Width in. FlgThk in. Web Thk in. Depth in Depth2 in. Length ft) Weight (p) FlgFy (ksi) WebFy (ksi) Splice R.I Codes 1t.2 Shape 1 5.00 0.2500 0.1345 12.00 12.00 14.68 222.5 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 14.70 124.0 55.00 55.00 KN SS 3P 3 5.00 0.1345 0.1345 9.00 9.00 13.73 115.0 55.00 55.00 SS KN 3P 4 5.00 0.3125 0.1345 12.00 12.00 17.04 291.7 55.00 55.00 BP KN 3P 5 5.00 1 0.1345 0.1345 10.00 10.00 1 15.12 152.4 55.00 1 55.00 BP CP 3P Total Frame Weight = 905.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 5 No Yes R. -d- 4`nndi6nn R. -.- Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 4 30/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 5 15/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 1 ° Date: 11/23/2015 surcER a�tb.Man�ro�t�.,m 15-020974-01 Calculations Package Time: 07:03 PM Page: 27 of 54 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Rrartinns - Unfnet-1 nand TvnP at Frn-Cr- R-tinn- 1 Type Exterior Column Interior Column Exterior Column X -Loc 0/0/0 15/0/0 30/0/0 Grid I-Grid2 1-C 1-B I -A Base Plate W x L (in.) 8X 13 8 X 11 8X 13 Base Plate Thickness (in.) 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 Column Base Ell v. 100'-0"1 100'-0" •100'-0" Load Type Desc. Hx Vy Hx Hz Vy Hx Vy D Frm 0.03 0.51 0.0 0.75 -0.03 0.58 CG Frm 0.03 0.35 8.9 0.67 -0.03 0.36 = L> Frm 0.20 2.27 8.9 4.34 -0.20 2.31 <L Frm 0.20 2.27 ^ASL 4.34 -0.20 2.31 ASL^ Frm 0.11 -0.05 1.3 2.10 -0.11 2.42 ^ASL Frm 0.09 2.32 0.9 2.24 -0.09 -0.11 W1> Frm 0.39 -3.01 3.45 -7.65 0.88 4.62 <W I Frm 0.27 -2.07 -3.21 -5.27 0.61 • -3.18 W2> Frm 0.10 -0.78 - -1.99 0.23 -1.20 <W2 Frm -0.02 0.15 0.0 0.39 -0.05 0.24 WPL Frm 0.27 -2.05 4.4 -5.27 0.61 -3.20 WPR Frm 0.39 -3.03 0.0 -7.64 0.88 4.61, - MW Frm - - 0.0 - - MW Frm 1.43 1.71 L -0.58 2.92 -1.12 MW Frm - - 0.5 - - - MW Frm -3.01 -1.26 0.0 0.10 -1.03 1.16 CU Frm - 0.0 - - - L Frm 0.20 2.27 0.4 4.34 -0.20 2.31 E> Frm -0.31 -0.36 0.03 0.07 -0.23 0.25 EG+ Frm 0.10 0.18 - 0.10 <E Frm 0.31 0.36 -0.03 -0.07 0.23 -0.25 EG- Frm '- -0.10 -0.18 -0.10 Q.,m of F.-. -ith R oartinnc Irk -L - Frami..a Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 1.9 1.8 CG 0.0 0.0 1.4 1.4 L> 0.0 0.0 8.9 8.9 J <L 0.0 0.0 8.9 8.9 ASL^ 0.0 0.0 4.5 4.5 ^ASL 0.0 0.0 4.5 4.5 Wl> 1.3 C3 15.3 15.3 <W I 0.9 0.9 10.5 10.5 W2> 0.3 0.3 4.0 4.0 <W2 0.1 0.1 0.8 0.8 WPL 0.9 0.9 10.5 10.5 WPR 1.3 1.3 15.3 15.3 MW 0.0 0.0 0.0 0.0 MW 4.4 4.4 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 4.0 4.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 8.9 8.9 E> 0.5 0.5 0.0 0.0 EG+ 0.0 0.0 0.4 0.4 <E 0.5 0.5 0.0 0.0 EG- 0.0 1 0.0 1 0.4 0.4 File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. t File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 11/23/2015 surcER 15-020974-01 Calculations Package Time: 07:03 PM Page: 28 of 54 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural anal sis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load VrtDown Load Mom cw Load Mom ccw Load in in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Ma) 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 I -C 1.81 14 0.86 12 - - - - 1.51 20 3.18 4 OS -0.1875 OS -0.1875 1 - 15/0/0 I -B - - - 1 - 1.92 6 2.07 5 4.14 15 5.76 1 -2.38 0.50 20 0.054 30/0/0 1-A 0.62 14 1.75 12 2.43 15 3.35 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 Gape & Ditch 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 I Rods I in in in. T 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 15/0/0 1-B 5 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 30/0/0 I -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 Base Plate Connection Strenmgth Ratios X -Loc Maximum Shear Case I Maximum Tension Case Maximum Comp Case Maximum Bracin A 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 I Bearing Case Tension Shear Comp Case k k Case k k Case k 0.041 Case k k k Case 0/0/0 1.82 -0.76 14 0.22 -1.56 20 0.13 3.15 4 0.90 -1.56 0.22 20 15/0/0 2.11 -4.15 15 2.11 -4.15 15 0.01 5.76 1 - - - 0 30/0/0 1.77 -0.68 12 0.50 -2.39 15 0.16 3.33 3 0.84 . -2.38 0.50 20 Base Plate Connection Strenmgth 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 1 Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.079 14 0.041 20 N/A 0 2.000 0 0.027 4 0.059 20 0.051 4 0.047 20 0.054 14 15/0/0 0.092 15 0.108 15 Flush 2.00 11 0 4 0 0.059 1 0.147 15 0.110 1 0.068 1 0.082 15 30/0/0 0.077 12 0.062 15 11.00 0 A325/- 0 0.029 3 0.090 15 0.054 3 0.052 3 0.052 12 Web Stiffener Sum mary 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 I Desc. in. (in.) (in.) (in.) in. Description 1 1 S9 13.90 11.418 84.89 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 2 1 S2 13.34 8.731 64.91 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.I250,F-0S-0.1250 4 1 S3 16.18 11.375 N/A N/A N/A 0.1875 2.000 Both SP -BS -0. 1875,W -BS -0. I 250,F -OS -0. 1250 Bolted End -Plate Connections (Plate Fv = 55.00 ksi) Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Conli uration Pitches 1st/2nd ID I Desc. in. ID I Desc. in. No. No. I (k) in. in. in. inL Shear (in.1 1 2 KN(Face) 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 2 1 KN(Face) 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 3 2 KN(Face) 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.00 11 Flush 2.00 4 2 KN(Face) 0.375 6.00 10.06 0.750 A325N/PT 3.00 11 Flush 2.00 11 Flush 2.00 5 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 Strength Design n Strength Ratios' Mem. A. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs I (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 12 0.9 1.0 142.8 AISC DG-16/Thin plate 0.598 0.019 0.954 0.000 0.000 0.031 0.959 0.516 2 1 12 0.9 1.0 142.8 AISC DG-16/Thin plate 0.598 0.019 0.954 0.000 0.000 0.031 0.959 0.516 3 2 14 0.5 0.7 119.0 AISC DG-16/Thin plate 0.517 0.015 0.839 0.000 0.000 0.019 0.516 0.516 4 2 14 -0.5 0.7 119.0 AISC DG- I6/I'hin plate 0.517 0.015 0.839 0.000 0.000 0.019 0.799 0.516 File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. v Date: 11/23/2015 BUTLER a�tlerMn�ufnct� n 15-020974-01 Calculations Package Time: 07:03 PM Page: 29 of 54 Inside Flange Re uired Strength Design Strength Ratios 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 Rupture Tearing Weld Weld 1 2 37 0.5 0.7 123.6 AISC DG-16/Thin plate 0.542 0.015 0.864 0.000 0.000 0.024 0.959 0.516 2 1 37 0.5 0.7 123.6 AISC DG-16/fhin plate 0.542 0.015 0.864 0.000 0.000 0.024 0.959 0.516 3 2 38 0.2 0.6 104.9 AISC DG-16/Thin plate 0.469 0.011 0.761 0.000 .0.000 0.014 0.516 0.516 4 2 38 0.2 0.6 104.9 AISC DG-16/Thin plate 0.469 0.011 0.761 0.000 0.000 0.014 0.799 0.516 • Strength ratios shown for the connections are reported as a percentage ofthe system default or user Override Stress Limit. Pinned r.n... ti. - Fl�non Rrn nn C..mmory Member Maximum Shear Case Maximum Tension Case Strengith Ratios Mem. No. I Jt. No. Ld Cs Axial k She az k Ld Cs Axial k Shear k Bolt Tension Bolt Shear Bolt Plate V+T Bending Flange Yieldin Flange Bearing Flange Weld Web Weld 5 1 2 15 1 4.31 2.31 15 4.3 2.3 0.1341 0.1091 0.0001 0.1381 0.0961 0.0821 0.0861 0.085 Fl�non Rrn nn C..mmory Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 2 1/0/2 27/6/0 GFB2037 0.272 12 Bolt Shear 2 11/0/2 17/6/0 GFB2033 0.064 3 Moment 3 2/3/1 12/6/0 GFB2033 0.070 4 Bearin 3 12/3/1 2/6/0 GFB2037 0.237 14 Std T.. OF P.0 Snmmnry X -Loc Grid Top Conn. Condition Flg Mn Rb Allow Comp FB Force FB Angle Min FB;Typ Purlin Bolt Shear FB/WSF Shear Mom -x Reaction Force Qa Moment Shear Depth R1 R2 Purlin Vr Bearin Mry Bearin 15/0/0 1-B 2.07 0.31 Std 46.23 1.85 N 0.17 28.14 0.113 GFB 4.75 5.30 3.07 k in -k in -k Flexure 7.53 1 7.67 N 0.18 28.14 0.088 GFB 3.70 5.30 3.07 Frwmo n -i.. Mnmhnr Q.-.- _ ('nntrnllino I -d rncn and Maximum Cnmhinarl St -c -c ner M-ihrr (L-tinnc are frnm .mint 1 1 U.-.- II -A fn. A.:.1 ..A RI. --I nucinn Mem. No. Controlling Cases Require Strength Available Strength Strength Ratios Ag in.2 Alin 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 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 7.67 12.00 10 55.09 1.0 1.00 -23.8 - -82.8 133.5 3 365.6 96.3 0.93 5.0 1 0.00 12.00 2.80 14 1.12 1.8 1.72 0.02 55.09 17.4 .1.00 1.13 0.67 0.10 2 0.47 9.00 12 194.5 -0.9 1.56 -142.8 0.0 43.5 2.61 169.5 39.0 0.85 222.41 2 13.84 9.00 1.00 1 5 -2.9 185.95 181.4 181.4 20.9 0.67 43.06 2.80 0.14 3 13.06 9.00 14 68.23 -0.5 1.00 -119.0 0.0 43.6 169.5 39.0 0.71 3 0.00 9.00 2 2.8 20.9 0.13 4 8.92 12.00 20 2.4 50.9 -89.9 153.6 394.1 130.6 0.83 4 0.00 12.00 12 -1.8 17.8 0.10 5 7.75 10.00 5 3.2 1 -96.3 0.0 87.6 102.2 39.0 0.96 5 0.00 10.00 15 1 -2.1 20.3 0.10 U.-.- II -A fn. A.:.1 ..A RI. --I nucinn Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Alin in.2 Ixx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 .- Cb Rpg Rpc Qs Qa 1 7.67 168.15 168.1 168.1 4.05 1.25 103.35 5.21 17.22 2.08 19.13 3.18 0.06 179.85 1.68 1.00 1.11 0.98 1.00 2 0.47 160.43 9.7 9.7 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.67 0.85 3 13.06 156.67 5.0 5.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.01 .1.00 1.13 0.67 0.85 4 8.92 194.48 194.5 194.5 4.65 1.56 123.24 6.51 20.54 2.61 22.61 3.96 0.11 222.41 1.73 1.00 , 1.10 1.00 1.00 5 7.75 185.95 181.4 181.4 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.24 1.00 1.14 0.65 1.00 File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Bufldings North America, Inc. i Date: 11/23/2015 BUTLER Butler ManutacturIN ' :15-020974-01 Calculations Package _ , . Time: 07:03 PM , 1 Page: 30 of 54 rtea� nar...aa F�mo v,,:�t i.,aa� r„ � r.•n�� cPM;,,�� t � ,. Side Units Type Descri tion Magl . Locl Offset r H or.V Supp. Dir. Coef. Loc. 1 k WPR WA Load -3.00 7/8/0 N N N OUT 1.000 WA 1 k WPL WA Load 3.00 7/8/0 N NA N IN 1.000 WA 4 k WPR WA Load -2.80 8/11/0 N N N OUT 1.000 WA 4 k WPL A Load 2.80 8/11/0 N N N IN 1.000 WA" No. Origin Factor DefH DefV Application Description I " System 1.000 0 180 1.0 L L 2 System 1.000 60' 180. 0.42 W1> Wl> 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 WPR 8 System .. 1.000 10 0 1.0 E> + 1.0 EG- + EG - 9 System 1.000 10 0 L0 <E + 1.0 EG- E + EG- Descri tion Ratio Deflection in. Member Joint Load Case 'Load Case Description Max. Horizontal Deflection ` (N/237) -0.724 1 2 2 W l>, Max. Vertical Deflection for Span ;l ( L/15779) -0.010 2 2 1 1 L ax. Vertical Deflection for San 2 ( L/15492) -0.010 3 1 1 L File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Ina _ Date: 11/23/2015 BUTLER BtWr nu,eaur,m I5-020974-01 Calculations Package Time: 07:03 PM ��~~' Page: 31 of 54 Wall: 4, Frame'at: 30/0/0 Frame Cross Section: 2 U N Dimension Key 1 8 1/2" 2 0" 3 2'-6" 4 2'-71/4" 5 11 1/2" Frame Clearances _ Horiz. Clearance between members I(CX003) and 4(CX004): 26'-2 15/16" Vert. Clearance at member 1(CX003): 13'-1 l 3/4" Vert. Clearance at member 4(CX004): 15'-11" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. . , Date: 11/23/2015 BUTLER Butbr Mnnufaeturim 15-020974-01 Calculations Package Time: 07:03 PM Page: 32 of 54 Location I Avg. Bay Space Description I Angle I Group I Trib. Override Design Status 30/0/0 29/9/0 a Storaee Clearsoan # 1 90.0000 Stress Check Design Load Combinations- Framing No. Ori •n Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0D+I.0CG+0.6W1> D+CG+W1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W I 5 System 1.000 I.0D+I.0CG+0.6W2> D +CG+W2> 6 System 1.000 1.0D+1.0CG+0.6<W2 +CG+<W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> +CU+WI> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W I D + CU + <W I 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> +CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 18 System 1.000 0.6D+0.6CU+0.6WPR +CU+WPR 19 System 1.000 I.0D+I.0CG+0.75L+0.45W1>' D +CG+L+WI> 20 System 1.000 1.0D+I.0CG+0.75L+0.45<Wl D+CG+L+<Wl 21 System 1.000 1.0 D+ 1.0 CG+ 0.75 L+ 0.45W2> D+CG+L+W2> 22 System 1.000 I.0D+I.0CG+0.75L+0.45<W2 D +CG+L+<W2 23 System 1.000 I.0D+I.0CG+0.75L+0.45WPL D+CG+L+WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D +CU+E>+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- 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+ D+CG+E>+EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- 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 1.0D+I.0CG+0.6WPR +0.6WB1> D+CG+WPR +WBI> 38 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> D +CU+WPR +WB1> 39 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45WB1> D + CG + L + WPR + WBI> 40 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6<WB1 D +CG+WPR +<WB1 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D + CU + WPR + <WB 1 42 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45<WBI D + 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 0.6D+0.6CU+0.6WPR +0.6WB2> D + CU + WPR + WB2> 45 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WB2> 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 I.0D+I.0CG+0.75L+0.45WPR +0.45<WB2 D + CG + L + WPR + <WB2 49 System Derived 1.000 1.0D+I.0CG+0.6WPL +0.6WB3> D+CG+WPL +WB3> 50 System Derived 1.000 0.6D+0.6CU+0.6WPL +0.6WB3> D +CU+WPL +WB3> 51 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPL +0.45WB3> D + CG + L + WPL + WB3> 52 System Derived 1.000 I.0D+I.0CG+0.6WPL +0.6<WB3 D + CG + WPL + <WB3 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + 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> D + CG + WPL + WB4> 56 System Derived 1.000 0.6D+0.6CU+0.6WPL +0.6WB4> 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 1.0D+I.0CG+0.6WPL +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 I.0D+I.0CG+0.75L+0.45WPL +0.45<WB4 D + CG + L + WPL + <WB4 File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 11/23/2015 BUTLER 15-020974-01 Calculations Package Time: 07:03 PM Page: 33 of 54 Fig Width 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 Weight FigFy 62 System Derived 1.000 0.6 MWB MWB - Wall: 2 in. in. 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 (ksi) (ksi) 64 System Derived 1.000 0.6 MWB MWB - Wall: 4 0.2500 0.1345 65 System Derived 1.000 IAD+I.0CG+0.273E>+0.7EG++0.91EB> D + CG + E> + EG+ + EB> 55.00 BP 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG++ 0.273 EB> D + CG + F> + EG++ EB> 0.1345 9.00' 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> KN SS 68 System Derived IA00 1.0D+I.0CG+0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 9.00 12.00 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> KN 3P 70 System Derived 1.000 0.6D+0.6CU+0.91F>+0.7EG- +0.273EB> D + CU + E> + EG- + EB> 12.00 17.04 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> 3P 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 1.0D+I.0CG+1.75EB> +0.7EG+ 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 1.0D+I.0CG+0.273E>+0.7EG++0.91<EB D + CG + E> + EG+ + <EB 76 System Derived 1.000 1.0D+I.0CG+0.91F>+0.7EG++0.273<EB +CG+E>+EG++<EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB + CG + <E + EG++ <EB 78 System Derived 1.000 I.0D+I.0CG+0.91<E+0.7EG++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 + E> + EG- + <EB _ 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + 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 + <E + EG- + <EB 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D +CG+<EB+EG+ 84 1 Special 1 1.000 10.6D+0.6CU+1.75<EB+0.7EG- P + CU + <EB + EG- F- M. -h- %- Mem. Fig Width FlgThk Web Thk Depth Depth2 ' Length Weight FigFy WebFy Splice Codes Shape No. in. in. in. in in. 11) (p) (ksi) (ksi) A.I Jt.2 1 5.00 0.2500 0.1345 12.00 13.00 14.68 230.0 55.00 55.00 BP KN 3P 2 5.00 0.1875 0.1345 9.00' 9.00 14.22 146.2 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1345 9.00 12.00 14.22 155.7 55.00 55.00 SS KN 3P 4 6.00 0.2500 0.1345 12.00 12.00 17.04 287.9 55.00 55.00 BP KN 3P Tota] Frame Weight = 819.8 (p) (Includes all plates) 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 30/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 10/0/0 0.0000 0.0000 t File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. T I Date: 1123/2015 BuBVrcERim 15-020974-01 Calculations Package Time: 07:03 PM +� Page: 34 of 54 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Rnartinnc _ iTnfartnrod f. -A Tvnn at W,n fine- Rurrinn• 7 Type _Exterior Column Exterior Column X -Loc 0/0/0 30/0/0 Grid - Grid2 2-C 2-A Base Plate W x L (in.) 8X 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 El v. 100'-0" 100'-0" Load Type Desc. Hx Hz Vy Hx ' Hz I V D Frm 0.27 1.31 =0.27 , 1.39 CG Frm 0.32 1.33 -0.32 1.35 L> Frm 1.28 5.31 71.28 5.40 <L Frm 1.28 5.31 -1.28 5.40 - Wl> Frm -1.97 -11.32 4.09 -14.13 '<Wl Frm -1.45 -8.31 3.00 -10.38 W2> Frm -0.26 -1.52 0.55 - -1.89 <W2 Frm 0.26 1.49 -0.54 1.86 WPL Frm -1.45 -8.31 3.00 -10.38 WPR Frm -1.97 -11.32 4.09 -14.13 MW Frm - - - - MW Frm 2.41 2.77 6.08 -2.77 MW Frm - - MW Frm -5.64 -2.36 -2.25 2.36 CU Frm - - - - L Frm 1.28. 5.31 -1.28 5.40 E> Frm -0.53 -0.63 -0.51 0.54 EG+ Frm 0:09 - 0.36' -0.09 0.37 <E Frm 0.53 0.63. ,0.51 -0.54 EG- Frm -0.09 -0.36 0.09 -0.37 WB1> Brc 0.06 -0.18 -0.10 -0.06 -3.90 -2.38 <WBI Brc -0.03 0.18 0.13 0.03 - 2.36 WB2> Brc 0.06 -0.18 -0.10 -0.06 -3.90 -2.44 <WB2 Brc -0.03 0.21 0.15 0.03 2.47 , WB3> Brc 0.06 -0.17 -0.09 -0.06 -3.57 -2.26 <WB3 Brc -0.03 0.17 0.11 0.03 - 2.24 WB4> Brc 0.06 -0.17 -0.09 -0.06 -3.56' -2.26 <WB4 Brc -0.03 0.17 0.11 0.03 - 2.24 MWB Brc 0.06 -0.16 -0.09 -0.06 -3.68 -2.25 MWB Brc - - - - - - M WB Brc -0.03 -0.16 0.12 0.03 2.22 MWB Brc - - - - - EB> Brc 0.05 -0.15 -0.08 -0.05 -3.27 -2.09 <EB Brc -0.03 0.17 1 0.12 0.03 2.06 0 File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. , - - Bur�ER Date: 11/23/2015 auaer Manutucturim 15-020974-01 Calculations Package Time: 07:03 PM +� Page: 35 of 54 Sum of Forces with Reactions Check -Framing Load Type Horizontal Load Reaction k Vertical Load Reaction k k D + 0.0 0.0 2.7 2.7 CG 0.0 0.0 2.7 2.7 ' 1> 0.0 0.0 10.7 10.7 <L 0.0 0.0 10.7 10.7 WI> 2.1 2.1 25.5 25.5 <W1 1.6 1.6 18.7 18.7 W2> 0.3 0.3 3.4 3.4 <W2 0.3 0.3 3.4 3.4 WPL 1.6 1.6 18.7 18.7 WPR 2.1 2.1 25.5 25.5 MW 0.0 0.0 0.0 0.0 MW 8.5 8.5 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 7.9 7.9 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 10.7 10.7 E> 1.0 1.0 0.0 0.1 EG+ 0.1 0.0 0.7 0.7 '<E 1.0 1.0 0.0 0.1 EG- 0.1 0.0 0.7 0.7 WBl> 0.0 0.0 0.0 2.5 <WB 1 0.0 '0.0 0.0 2.5 W82> 0.0 0.0 0.0 2.5 <WB2 0.0 0.0 0.0 2.6 WB3> 0.0 0.0 0.0 2.3 <WB3 0.0 0.0 0.0 2.3 WB4> 0.0 0.0 0.0 2.3. <WB4 0.0 0.0 0.0 2.3 MWB 0.0 0.0. 0.0 2.3 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 2.3 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 2.2 <EB 0.0 '0.0 1 0.0 2.2 Maximum Combined Reactions Summary with Factored Loads - Framing Nnte- All renctinnq are haled nn 10 orcier strnr.t a1 nnal-iq. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load I Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ecw Load in in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 (k) Std (k) OS -0.1875 (k) 2-A (k) 0.375 (k) 13 (k) 4 (in -k) 5.0 (in -k) Std 0/0/0 2-C 3.38 12 1.86 1 0.26 73 0.30 83, 6.07 38 7.94 1 1.89 8.18 1 2.34 30/0/0 2-A 1.86 1 3.65 10 5.73 73 9:11 • 44 8.14 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 rave x, rcit,h Man,lar,1. - h. -d nn ert_z I R Anna ui n „rite.ia rc 1. mein as, _a) X -Loc Grid Mem. Thickness IWidth I- Maximum Bracin A Case Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in in. Rods in in in. Type Flange Web 0/0/0 2-C l 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 30/0/0 2-A 4 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Rage Plnte Cnnneetinn 1-dino File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Maximum Shear Case Maximum Tension Case Maximum Comp Case I- Maximum Bracin A Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Load Shear k k Case k k Case k k Case k k k Case 0/0/0 3.42 -1.42 12 0.99 -6.17 38 1.89 7.95 2 0.11 -6.17 0.99 38 30/0/0 3.70 ' -1.66 10 2.27 -9.01 44 1.89 8.18 1 2.34 -9.01 2.27 44 File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 0 9 Date: 11/23/2015 BUTLER eutl r Man fae urin! 15-020974-01 Calculations Package Time: 07:03 PM .� Page: 36 of 54 Race Plata C-Peflan Rt-ath Rntinc X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load in. Shear Case Tension Case V+T Case Bendin Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.148 12 0.161 38 N/A 0 4.000 0 .. 0.069 2 0.233 38 0.128 2 0.114 2 0.127 ' 38 30/0/0 0.160 10 0.234 44 S3 0 11.500 0 0.071 1 0.331 44 0.084 1 0.105 1 0.191 44 woh cwrr nor c..mmar.. Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. GagesIn/Out (ft) (in Desc. in. ID Desc. in. in. in in. in. Description 1 1 S9 13.90 12.291 91.38 N/A N/A 0.2500 2.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 1 2 S2 10.16 12.079 89.80 N/A N/A 0.3750 4.000 Far F -BS -0.1875,W -OS -0.1875,F -BS -0.1875 4 *** MUST Use Alternate Web Thick.= 0.1644 " • • • ' 4 2 S3 15.92 11.500 N/A N/A N/A 0.2500 2.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 R..1 to.i F...i_Dloto r......o.•H....� lPlo to F.. a GG M 4�:1 M-- r. -Mi-.. Outside Flan a Re uired Strength Design , End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jt. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Confi ration Pitches Ist/2nd Configuration Pitches lst/2nd ID Desc. in. ID Desc. in. No. No. (k) in. in. in. in. Shear in. 1 2 KN(Face) 0.500 6.00 12.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 5.63 2 1 KN(Face) 0.500 6.00 12.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 5.63 3 2 KN(Face) 0.500 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 6.63 12 Flush 2.00 4 2 KN(Face) 0.500 • 6.00 13.08 0.750 A325N/PT 3.00 1 I Flush 6.63 12 Flush 2.00 M-- r. -Mi-.. Outside Flan a Re uired Strength Design , trength Ratios * Mem. A. 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 34 -1.0 3.7 311.2 AISC DG-16/Thin plate 0.494 0.051 0.665 0.258 0.382 0.037 0.815 0.516 2 1 34 -1.0 3.7 ' 311.2 AISC DG-16/Thin plate 0.494 0.051 0.665 0.258 0.382 0.037 0.815 0.516 3 2 33 -0.3 3.9 353.4 AISC DG-16/Thin plate 0.972 0.079 0.961 0.000 0.000 0.095 0.689 0.516 4 2 33 -0.3 3.9 353.4 AISC DG-16/rhin late 0.972 0.079 0.961 0.000 0.000 0.095 0.959 0.516 Inside Flan a Re uired Strength Design Strength Ratios Mem. A. 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 12 -1.2 1.5 221.5 AISC DG-16/Thin plate 0.856 0.031 0.836 0.000 0.000 0.038 0.959 0.516 2 1 12 -1.2 1.5 221.5 AISC DG-I6/Thin plate 0.856 0.031 0.836 0.000 0.000 0.038 0.959 0.516 3 2 44 1.8 6.9 402.6 AISC DG-16/Thin plate 0.634 0.093 0.962 0.000 0.000 0.075 0.799 0.516 4 2 44 1.8 6.9 402.6 AISC DG-16/Thinplate 0.634 0.093 0.962 0.000 0.000 0.075 0.679 0.516 * Strength ratios shown for the connections are reported as a percentage ofthe system default or user Override Stress Limit. Tilana. R.n ro Cnmma.v Member From Member Joint 1 From Side Point I Part Axial Load per FB k Load Case Design Note 2 0/11/2 27/6/0 (2)GFB2037 0.250 10 Mom -y 2 10/11/2 17/6/0 - GFB2037 0.455 44 Mem. 3 7/8/13 7/6/0 GFB2050 0.301 12 Mrx 3 12/8/13 2/6/0 2 GFB2050 0.254.. 1 Shear V.o...e rt -i- M. -h- C........a.v _ rnnrrnll:nn I. A rnm ...a Marim...n rnmhinal Qt-.. oar Mamh.r R.nratinnc - from .rnint 1 1 File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. t Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 1 14.02 13.00 2 -8.0 -312.3 0.0 27.7381.5 •17.4 96.0 1.01 1 0.00 12.00 12 ' 3.4 0.19 2 0.51 9.00 2 -2.3 -282.6 0.0 51.3 292.8 58.4 0.99 2 0.51 9.00 2 6.7 21.1 0.32 3 13.13 12.00 , 44 1.8 402.6 0.0 l 13.5 ' 407.7 55.4 1.00 3 13.13 12.00 1 -7.0 17.0 0.41 4 15.96 12.00 1 -8.2 364. 0.0 37.0 469.0 118.8 0.91' 4 0.00 12.00 10 3.7 17. 0.21 File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. t sur�ER Date: 11/23/2015 Butler Menuracturim 15-020974-01 Calculations Package Time: 07:03 PM ._� .._._ Page: 37 of 54 vo.o.nnt- iTcnd fn. A.:ol and Flnv...•ol noc:.... Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx lyy 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 ICU 168.23 168.2 168.2 4.18 1.25 123.51 5.21 19.00 2.08 21.19 3.18 0.06 211.77 1.64 1.00 1.10 0.98 0.94 2 0.51 315.85 10.1 10.1 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.00 1.00 1.11 0.88 0.91 3 13.13 315.85 4.7 4.7 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.03 1.00 1.13 0.84 1.00 4 15.96 191.47 191.5 191.5 4.55 1.50 120.61 9.00 20.10 IOC 22.07 4.55 0.07 310.72 1.64 1.00 1.10 0.90 0.95 nana,.en.. r..n,d rn.nt,:..ar;..ne _ F.•en.:ne Description Orin 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> Wl> rNo. 3 System 1.000 60 180 0.42 <W I W 1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- G- I<E + EG- Descri tion Ratio I Deflection in. Member Joint Load Case I Load Case Description Max Horizontal Deflection ax Vertical Deflection for Span 1 ( H/201) L/342 0.854 0.956 1 3 2 1 7 7 WPR WPR • Negative horizontal deflection is left • Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 1.141 (k/in) Fundamental Period (calculated) (T): 0.783 (sec.) I File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. W x Dimension Key 1 8 1/2" 1 2 0" 3 2,-6.. 4 0'-0',i 5 ,2'-71/4" 6 11 1/2., Frame Clearances Horiz. Clearance between members 1(CX005) and 4(CX004): 26-2 15/16" Vert. Clearance at member 1(CX005): 13'-11 3/4" Vert. Clearance at member 4(CX004): 15'-11" . k I I Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America,;Inc. Date: 11/23/2015 BUTLER 15-020974-01 Calculations Package Time: 07:03 PM Page: 39 of 54 Frame Location Desi n Parameters: Location Avg. Bay Space Description Angle I Group I Trib.Override Design Status 60/0/0 29/9/0 IAR Storage Clearspan #1 90.0000 1 1 1 - Automatic Design Desi n Load Combinations- Framing Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L rNo. 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 <W I D + CG + <W 1 5 System 1.000 1.0D+I.0CG+0.6W2> D+CG+W2> 6 System 1.000 I.0D+I.0CG+0.6<W2 D+CG+<W2 7 System 1.000 I.0D+I.0CG+0.6WPL D+CG+WPL 8 System 1.000 I.0D+I.0CG+0.6WPR D+CG+WPR 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <WI D+CU+<W1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 +CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 19 System 1.000 I.0D+I.0CG+0.751`+0.45W1> D+CG+L+W1> 20 System 1.000 1.0D+I.0CG+0.75L+0.45<WI D+CG+L+<WI 21 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D+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.OD+I.00G+0.75L+0.45WPL D+CG+L+WPL 24 System 1.000 I.0D+I.0CG+0.75L+0.45WPR D+CG+L+WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + 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 I.0D+I.0CG+1.75<E+0.7EG+ D+CG+<E+EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D+CU+F>+EG- 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 34 OMF Connection 1.000 1.0D+I.0CG+2.45<E+0.7EG+ D+CG+<E+EG+ 35 OMFConnection 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 I.0D+I.0CG+0.6WPR +0.6WBI> D + CG + WPR + WB 1> 38 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> D+CU+WPR+WBI> 39 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WB1> D + CG + L + WPR + WBI> 40 System Derived 1.000 1.OD+I.00G+0.6WPR +0.6<WBI D + CG + WPR + <WB I 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 42 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45<WBI D + CG + L + WPR + <WBI 43 System Derived 1.000 1.OD+I.00G+0.6WPR +0.6W62> D + CG + WPR + WB2> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 45 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WB2> 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 0.6D+0.6CU+0.6WPR +0.6<WB2 D+CU+WPR+<WB2 48 System Derived 1.000 I.0D+I.00G+0.75L+0.45WPR +0.45<WB2 D+CG+L+WPR +<WB2 49 System Derived 1.000 I.0D+I.0CG+0.6WPL +0.6WB3> 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> + CG + L + WPL + WB3> 52 System Derived - 1.000 1.OD+I.00G+0.6WPL +0.6<WB3 D+CG+WPL +<WB3 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D+CU+WPL+<WB3 54 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL +0.45<WB3 D+CG+L+WPL+<WB3 55 System Derived 1.000 I.0D+I.0CG+0.6WPL +0.6WB4> 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 W 64> D + CG + L + WPL + WB4> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W134 D + CG + WPL + <WB4 59 System Derived 1.000 0.6D+0.6CU+0.6WPL +0.6<WB4 D +CU+WPL +<W64 60 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL +0.45<WB4 D+CG+L+WPL +<WB4 File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I Date: 11/23/2015 BurcER Butler Manutucturin 15-020974-01 Calculations Package Time: 07:03 PM Page:'40 of 54 Fig 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 I.OD+LO CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D+CG+F>+EG++EB> 13.00 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG++ 0.273 EB> D + CG + E> + EG++ EB> KN 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> 9.00 68 System Derived 1.000 1.0D+I.0CG+0.91<E+0.7EG++0.273EB> 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+F>+EG- +EB> 0.1345 70 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 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> + CU + <E + EG- + EB> 0.2500 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- D + CU + EB> + EG - 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 76 System Derived 1.000 1.0D+I.0CG+0.91F>+0.7EG++0.273<EB D + CG + E> + EG+ + <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB +CU+F>+EG-+<EB 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + 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 + <E + EG- + <13 83 Special 1.000 I.OD+I.00G+1.75<EB+0.7EG+ • D+CG+<EB+EG+ 84 1 Special 1 1.000 10.6D+0.6CU+1.75<EB +0.7EG- D +CU+ <EB +EG - 1 - Ft -erne M-hnr Sisec ` Mem. Fig Width FlgThk Web Thk Depth Depth2 Length. Weight FigFy WebFy Splice Codes Shape' No. in. in. in. in in. ft) (p) (ksi) Asi) Jt.l Jt.2 1 5.00 0.2500 0.1345 12.00 13.00 14.68 230.0 55.00 55.00 BP KN 3P 2 5.00 0.1875 0.1345 9.00 9.00 14.22 146.2 55.00 55.00 KN SS 3P 3 5.00' 0.1875 0.1345 9.00 12.00 14.22 155.7 55.00 55.00 SS KN 3P 4 6.00 0.2500 0.1345 12.00 12.00 17.04 287.9 55.00 55.00 BP' KN 3P 7 otal Frame Weight = 819.8 • (p) (includes all plates) , Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad ' 1 4 0/0/0 30/0/0 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 t r File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 11/23/2015 BUTLER a�cw.Ma��rnca.iM 15-020974-01 Calculations Package Time: 07:03 PM Page: 41 of 54 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete R ... tinne - I W-tn-d Load T.- at v-- r- Rortinne i % Type Exterior Column Exterior Column X -Loc 0/0/0 30/0/0 Gridl -Grid2 3-C 3-A Base Plate W x L (in.) 8X 13 8 X 13 r Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base El v. 100'-0" 100'-0" Load Type Desc. Hx Hz Vy Hx 1 Hz Vy D Frm 0.27 1.31 -0.27 1.39 CG Frm 0.32 1.33 -0.32 1.35 L.> Frm 1.28 5.31 -1.28 5.40 <L Frm 1.28 5.31 -1.28 5.40 Wl> Frm -1.97 -1132 4.09 -14.13 <W1 Frm -1.45 -8.31 3.00 -10.38 W2> Frm -0.26 -1.52 0.55 -1.89 <W2 Frm 0.26 1.49 -0.54 1.86 WPL Frm -1.45 -8.31 3.00 -10.38 WPR Frm -1.97 -11.32 4.09 -14.13 MW Frm - - - - MW Frm 2.41 2.77 6.08 -2.77 MW Frm - - - - MW Frm -5.64 -2.36 -2.25 2.36 CU Frm - - - - r - L Frm 1.28 5.31 -1.28 5.40 E> Frm -0.53 -0.63 -0.51 0.54 EG+ Frm 0.09 0.36 -0.09 0.37 <E Frm 0.53 0.63 0.51 -0.54 EG- Frm -0.09 - -0.36 0.09 -0.37 WB1> Brc -0.03 -0.15 0.13 0.03 2.36 = <WBI Brc 0.02 0.15 -0.15 -0.02 3.90 -2.33 WB2> Brc -0.04 -0.15 0.13 0.04 - 2.41 <WB2 Brc 0.02 0.17 -0.18 -0.02 3.90 -2.44 WB3> Brc -0.03 -0.14 0.12 0.03 - 2.23 <WB3 Brc 0.02 0.14 -0.14 -0.02 3.57 -2.21 WB4> Brc -0.03 -0.14 0.12 0.03 - 2.23 <WB4 Brc 0.02 0.14 -0.14 '-0.02 3.56 -2.21 MWB Brc -0.03 -0.13 0.12 0.03 - 2.22 MWB Brc MWB Brc 0.02 -0.13 -0.13 -0.02 3.68 -2.21 MWB Brc - - - - - EB> Brc -0.03 -0.12 0.10 0.03 - 2.06 <EB Brc 0.02 0.14 -0.15 -0.02 3.27 -2.03 File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 11/23/2015 BUTLER Bua., Munufactu.Un I5-020974-01 Calculations Package Time: 07.:03 PM Page: 42 of 54 C..m of Fnr..c w:rh R.�.rinnc rh..4 _ Fram:na Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 2.7 2.7 CG 0.0 0.0 2.7 2.7 t> 0.0 0.0 10.7 10.7 <L 0.0 0.0 10.7 10.7 Wl> 2.1 2.1 25.5 25.5 <Wl 1.6 1.6 18.7 18.7 W2> 0.3 0.3 3.4 3.4 <W2, 0.3 0.3 3.4 3.4 WPL 1.6 1.6 18.7 18.7 WPR 2.1 2.1 25.5 _ 25.5 MW 0.0 0.0 0.0 0.0, - MW 8.5 8.5 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 7.9 7.9 0.0 0.0 CU ,. 0.0 0.0 0.0 0.0 L r 0.0 0.0 10.7 10.7 E> 1.0 I.0 0.0 0.1 EG+ 0.1 0.0 0.7 0.7 <E 1.0 1.0 0.0 0.1 EG- 0.1 0.0 0.7 0.7 WBl> 0.0 0.0 0.0 2.5 <WB 1 0.0 0.0 0.0 2.5 WB2> 0.0 '0.0 0.0 2.5 <WB2 0.0 0.0 0.0 2.6 WB3> 0.0 0.0 0.0 2.3 <WB3 0.0 0.0 0.0 2.3 WB4> 0.0 0.0 , 0.0 2.3 <WB4 0.0 0.0 0.0 2.3 MWB 0.0 0.0 0.0 2.3 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 2.3 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 2.2 <EB 0.0 0.0 0.0 2.2 Maximum Combined Reactions Summary with Factored Loads -Framing. Ai_. A II _e .....:...... .._e I.. -A .... I ......Ae ......... -1 .,....I.,o:. 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, f'.- R .....1..a.,..A._A..,_. I.. -A .... APT _I 14 A. ---A:.. n ...:...:. f- "...n ..._..1....++.....M. mAe lM:n rn = A*AmAI X -Loc Grid Hrz left Load Hrz Right Load HrzIn Load HrzOut Load Uplift Load VrtDown Load Momcw Load MomccwLoad in. in in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 9)c 5.0 (k Std (k) OS -0.1875 (k 3-A (k) 1 0.375 (k) 13 (k) 1 4 (in -k) 5.0 (in -k) Std OS -0.1875 3-C 3.38 12' 1.86 1 0.21 73 0.25 83 6.12 47 7.94 1 1 1.89 8.18 1 2.34 -9.01 3-A 1.86 1 3.65 10 5.73' 83 9.11 47 8.14 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, f'.- R .....1..a.,..A._A..,_. I.. -A .... APT _I 14 A. ---A:.. n ...:...:. f- "...n ..._..1....++.....M. mAe lM:n rn = A*AmAI X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to I Load Shear No. in. in in. 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 30/0/0 3-A 4 1 0.375 8 13 No 1 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 P; -..A Roc. Dlom r.. ... .r:n.. i ..od:..n File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin WA Case X -Loc Shear _ Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Load Shear k k Case k k Case k k Case k k k Case 0/0/0 3.42 -1.42 12 1.01 -6.21 47 1.89 7.95 2 0.10 -6.21 1.01 47 30/0/0 3.70 -1.66 10 2.29 -9.01 47 1.89 8.18 1 2.34 -9.01 2.29 47 File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 11/23/2015 BUTLER .15-020974-01 Calculations Package Time: 07:03 PM Page: 43 of 54 Base Plate Connection Strenpth Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load in. Shear Case Tension Case V+T Case BendingCase 13.90 Bearin Case Tension Case Com Case Weld Case Weld Case 0/0/0 0.148 12 0.162 47 N/A 0 - 0 0.069 2 0.235 47 0.128 2 0.114 2 0.128 47 30/0/0 0.160 10 0.234 47 S3 0 - 0 0.071 1 0.331 47 0.084 1 0.105 1 0.191 47 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 Desc. in. lD Desc. in. in. in in. in. Description 1 1 S9 13.90 12.291 91.38 N/A N/A 0.2500 2.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 1 2 S2 10.16 12.079 89.80 N/A N/A 0.3750 4.000 Near F -BS -0.1875,W -OS -0.1875,F -BS -0.1875 4 *** MUST Use Alternate Web Thick.= 0.1644 6.00 13.00 0.750 A325N/PT 4 2 S3 15.92 11.500 N/A N/A N/A 0.2500 2.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections (Plate Fv = 55.00 ksil Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Confi ration Pitches 1st/2nd Configuration Pitches Ist/2nd IDI Desc. in. lD Desc. in. No. No. (k) in. in. in. in. Shear in. 1 2 KN(Face) 0.500 6.00 12.25 0.750 A325N/PT 3.00 3.7 3.25 11 Flush 5.50 2 1 KN(Face) 0.500 6.00 12.25 0.750 A325N/PT 3.00 1 xtended 3.25 11 Flush 5.50 3 2 KN(Face) 0.500 6.00 13.00 0.750 A325N/PT 3.00 131EMended Flush 6.63 12 Flush 2.00 4 2 KN Face 0.500 6.00 13.08 0.750 A325N/PT 3.00 0.000 Flush 6.63 12 Flush 2.00 Moment Connections: Outside Flange Required Strength Design trength Ratios * Mem. It. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 34 -1.0 3.7 311.2 AISC DG-16/fhin plate 0.494 0.051 0.665 0.258 0.382 0.037 0.815 0.516 2 1 34 -1.0 3.7 311.2 AISC DG-16frhin plate 0.494 0.051 0.665 0.258 0.382 0.037 0.815 0.516 3 2 33 -0.3 3.9 353.4 AISC DG-16/Thin plate 0.972 0.079 0.961 0.000 0.000 0.095 0.689 0.516 4 2 33 -0.3 3.9 353.4 AISC DG-16/Thin plate 0.972 0.079 0.961 0.000 0.000 0.095 0.959 0.516 Inside Flan a Re uired Strength Design Strength Ratios * 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 Rupture Tearing Weld Weld 1 2 12 -1.2 1.5 221.5 AISC DG-16/Thin plate 0.856 0.031 0.836 0.000 0.000 0.038 0.959 0.516 2 1 12 -1.2 1.5 221.5 AISC DG-16/Thin plate 0.856 0.031 0.836 0.000 0.000 0.038 0.959 0.516 3 2 13 1.8 6.8 398.9 AISC DG-16/Thin plate 0.628 0.093 0.954 0.000 0.000 0.074 0.799 0.516 4 2 13 1.8 6.8 398.9 AISC DG-16/fhin plate 0.628 0.093 0.954 0.000 0.000 0.074 0.673 0.516 * Strength ratios shown for the connections are reported as a percentage ofthe system default or user Override Stress Limit. Flanpe Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 2 0/11/2 27/6/0 (2)GFB2037 0.250 10 Mom -y 2 10/11/2 17/6/0 GFB2037 0.454 44 Mem. 3 7/8/13 7/6/0 GFB2050 0.301 12 Mrx 3 12/8/13 2/6/0 2 GFB2050 0.254 1 Shear Frame Desipn Member Summary- Controllinp Load Case and Maximum Combined Stresses ner Member (Locations are from Joint 1 ) File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 1 14.02 13.00 2 -8.0 -312.3 0.0 27.7 381.5 96.0 1.01 1 0.00 12.00 12 3.4 17.4 0.19 2 0.51 9.00 2 -2.3 -282.6 0.0 51.3 292.8 58.4 0.99 2 0.51 9.00 2 6.7 21.1 0.32 3 13.13 12.00 13 1.8 398.9 0.0 113.5 407.7 55.4 0.99 3 13.13 12.00 1 -7.017.0 0.41 4 15.96 12.00 1 -8.2 -364.4 0.0 37.0 469.0 118.8 0.91 4 0.00 12.00 10 -3.7 17.4 1 0.21 File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Dater 11/23/2015 BUTLER - 8t,la,Mo-„a«u,,„ 15-020974.-01 Calculations Package Time: PM +� 'Page: 44 of 54 Parameters Used for Axial and Flexural Desi n Mem. Loc: Lx Ly/Lt Lb, Ag Afn lxx lyy Sz 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 14.02 168.23 168.2 168.2 4.18 1.25 123.51 5.21 19.00 2.08 21.19 3.18 0.06 211.77 1.64 1.00 . 1.10 0.98 -0.94 2 0.51 315.85 .10.1 10.1 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03. 75.87:1:00 1.00 1.11 0.88 0.91 3 13.13 315.85 4.7 4.7 3.44 0.94 83.02. 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.03 1.00 1.13 0.84 1.00 A, 15.96 191.47 191.5 191.5 4.55 1.50 120.61 9.00 20.10 3.00 22.07 4.55 0.01 310.72 1.64 1.00 1.10 0.90 0.95 nana�nnn t.nad !'nmh:no6nnc _ F.om:nn No. Origin Factor DefH DefV Application Description 1 System 1.000 0 180 1.0 L WPR 2 System 1.000 60 180, 0.42 WI> Wl> 3 System_ 1.000 60 180 0.42 <W 1 <Wl 4 System 1.000 60 180 0.42 W2> W2>' 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000' 60 180 0.42 WPR WPR 8 System . ' 1.000 ` 10 0 - 1.0 F> + 1.0 EG- E> + EG - 9 1 System 1 1.000 1 10 1 0 11.0 <E + 1.0 EG- t<E + EG - Controlling Frame Deflection Ratios for Cross Section: 3 ' Descri tion Ratio Deflection in. Member Joint Load Case Load Case Description 1 7 WPR Max Horizontal Deflection) (H/201 -0.854 1 - 2 7 WPR ax Vertan Negative Horizontal deflection is left, • • Negative vertical deflection is down Lateral deflections of piimary frames are calculated on a bare frame basis.and do not include resistance from systems such as roof arid endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): J. 130 (Win) Fundamental Period (calculated) (T): 0.786 (sec.) File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ical Deflection for S 1 L/342 0.956 3 1 7 WPR 5 Date: 11/23/2015 BUTLER n��.rne��rocm.,m 15-020974-01 Calculations Package Time: 07:03 PM Page: 45 of 54 Wall: 4, Frame at: 89/6!0 Frame Cross Section: 4 9 N Dimension Key 1 8 1/2" 2 0" 3 2'-6" 4 2'-71/4" 5 11 1/2" Frame Clearances Horiz. Clearance between members I(CX001) and 4(CX002): 26'-3 15/16" Vert. Clearance at member l(CX001): 13'-11 5/8" Vert. Clearance at member 4(CX002): 16'-2" Vert. Clearance at member 5(EPX002): 15'-1 7/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. r ti Date: 11/23/2015 BUTLER 15-020974-01 Calculations Package Time: 07:03 PM Page: 46 of 54 Frame Location Desilun Parameters: Location Avg. Bay Space Description Angle I Group Trib. Override Design Status 89/6/0 1 15/3/0 a Storaee Rieid Endwall #2 EW 3 1 90.0000 1 1 - Stress Check To�:ao i.n�d !`nm6:n n6nnc _ F�am:na No. Ori 'n Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L.> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 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+I.0CG+0.6W1> D +CG+WI> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W l 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 8 System 1.000 1.0D+I.0CG+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 D + CG + WPR 1 I System 1.000 0.6 MW MW -Wail: 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 W - Wall: 4 15 System 1.000 0.6D+0.6CU+0.6W1> +CU+WI> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <WI D+CU+<W1 17 System 1.000 0.6 D + 0.6 CU + 0.6 W2> +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 D + CU + WPR 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W I> D + CG + L + W 1> 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 1.0D+I.0CG+0.75L+0.45W2> D +CG+L+W2> 24 System 1.000 1.0D+1.0CG+0.75L+0.45<W2 +CG+L+<W2 25 System 1.000 I.0D+I.0CG+0.75L+0.45WPL +CG+L+WPL 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 27 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + 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- 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 I.0D+I.0CG+1.75F>+0.7EG+ +CG+p>+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 0.6D+0.6CU+1.75F>+0.7EG- 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 1.0D+I.0CG+2.45E>+0.7EG+ D+CG+P>+EG+ 36 OMF 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 + E> + EG - 38 OMF Connection 1 1.000 10.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- F..,...o Mem. No. Fig Width in. FlgThk in. Web Thk in. Depth in Depth2 in. Length 1.11) Weight (p) FigFy (ksi) WebFy Asi) Splice Jt.I Codes Jt.2 Shape 1 5.00 0.2500 0.1345 12.00 12.00 14.68 222.5 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 14.70 124.0 55.00 55.00 KN SS 3P 3 5.00 0.1345 0.1345 9.00 9.00 13.73 115.0 55.00 55.00 SS KN 3P 4 5.00 0.3125 0.1345 12.00 12.00 17.04 291.7 55.00 55.00 BP KN 3P 5 5.00 1 0.1345 0.1345 1 10.00 10.00' 1 15.12 1 152.4 55.00 55.00 BP CP 3P Total Frame Weight = 9U5.7 (p) (Includes all plates) Frame Member Releases Member Joint I Joint 2 5 No Yes Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 4 30/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 5 15/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 File: 15-020974-01,• Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 11/23/2015 BUTLER Butle.I5-020974-01 Calculations Package Time: 07:03 PM Page: 47 of 54 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Rcnrf:nnc- II.r-t-A I -A T- of Frm.. . r-- Q -ti..• d Type Exterior Column Interior Column Exterior Column X -Loc 0/0/0 15/0/0_ 30/0/0 Gridl -Grid2 4-C 4-B 4-A Base Plate W x L (in.) 8X 13 8 X 11 8X 13 Base Plate Thickness (in.) 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Vy Hx Hz Vy Hx Vy D Frm 0.03 0.51 0.0 0.75 -0.03 0.58 CG Frm 0.03 0.35 8.9 0.67 -0.03 0.36 L> Frm 0.20 2.27 8.9 4.34 -0.20 2.31 - - <L Frm 0.20 2.27 ^ASL 4.34 -0.20 2.31 ASL^ Frm 0.11 -0.05 1.3 2.10 -0.11 2.42 ^ASL Frm 0.09 2.32 0.9 2.24 -0.09 -0.I1 W 1> Frm 0.39 -3.01 3.45 -7.65 0.88 4.62 <W] Frm 0.27 -2.07 -3.21 -5.27 0.61 -3.18 W2> Frm 0.10 -0.78 - -1.99 0.23 -1.20 <W2 Frm -0.02 0.15 0.0 0.39 -0.05 0.24 WPL Frm 0.27 -2.05 4.4 -5.27 0.61 -3.20 WPR Frm 0.39 -3.03 0.0 -7.64 0.88 4.61 MW Frm - 0.0 0.0 - - MW Frm 1.43 1.71 L -0.58 2.92 -1.12 MW Frm - - 0.5 0.5 0.0 MW Frm -3.01 -1.26 0.0 0.10 -1.03 1.16 CU Frm - - 0.0 - - L Frm 0.20 2.27 0.4 4.34 -0.20 2.31 E> Frm -0.31 -0.36 0.03 0.07 -0.23 0.25 EG+ Frm - 0.10 0.18 - 0.10 <E Frm 0.31 0.36 -0.03 =0.07 0.23 -0.25 EG- Frm -0.10 -0.18 -0.10, Q.- of Fn.roc -i/6 R - N- 1rh-1, - F -i.... Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 1.9 1.8 CG 0.0 0.0 1.4 1.4 L.> 0.0 0.0 8.9 8.9 <L 0.0 0.0 8.9 8.9 ASL^ 0.0 0.0 4.5 4.5 ^ASL 0.0 0.0 4.5 4.5 W1> 1.3 1.3 15.3 15.3 <WI 0.9 0.9 10.5 10.5 W2> 0.3 0.3 4.0 4.0 <W2 0.1 0.1 0.8 0.8 WPL 0.9 0.9 10.5 10.5 WPR 1.3 1.3 15.3 15.3 MW 0.0 0.0 0.0 0.0 MW 4.4 4.4 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 4.0 4.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 8.9 8.9 E> 0.5 0.5 0.0 0.0 EG+ 0.0 0.0 0.4 0.4 <E 0.5 0.5 0.0 0.0 EG- 0.0 0.0 0.4 0.4 r File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 0 Date: 11/23/2015 BUTLER saner Mn�utnau„M. 15-020974-01 Calculations Package Time: 07:03 PM Page: 48 of 54 Maximum Combined Reactions Summary with Factored Loads -Framing Note: All reactions are based on I st order structural analysis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load in in. (-Hx) Case (Rx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 (k) Std (k) OS -0.1875 (k) 4-B (k) 0.375 (k) 11 (k) 4 (in -k) 5.0 (in -k) Std 0/0/0 4-C 1.81 14 0.86 12 - - - - 1.51 20 3.18 4 OS -0.1875 OS -0.1875 1 - 15/0/0 4-B - - - - 1.92 6 2.07 5 4.14 15 5.76 1 -2.38 0.50 20 0.054 30/0/0 4-A 0.62 14 1.75 12 - - - - 2.43 15 3.35 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 Gage & 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 I Gage Hole Welds to Welds to Load Shear No. in. in in. Shear Rods in in. in. T pe Flange Web 0/0/0 4-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 15/0/0 4-B 5 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 30/0/0 4-A 4 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Strength Ratios X -Loc Maximum Shear Case I Maximum Tension Case I Maximum Comp Case Maximum Bracin A Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Load (in.) Shear Case Tension Case V+T Case Be ing Case Bearing Case Tension Shear Comp Case Weld k Case k k Case k k Case k k k Case 0/0/0 1.82 -0.76 14 0.22 -1.56 20 0.13 3.15 4 0.90 -1.56 0.22 20 15/0/0 2.11 4.15 15 2.11 4.15 15 0.01 5.76 1 - - - 0 30/0/0 1.77 -0.68 12 0.50 -2.39 15 0.16 3.33 3 0.84 -2.38 0.50 20 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 Be ing Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.079 14 0.041 20 N/A 0 2.000 0 0.027 4 0.059 .20 0.051 4 0.047 ' 20 0.054 14 15/0/0 0.092 15 0.108 15 0.750 0 2 0 0.059 1 0.147 15 0.110 I 0.068 1 0.082 15 30/0/0 0.077 12 0.062 15 2.00 0 2 0 0.029 3 0.090 15 0.054 3 1 0.052 3 1 0.052 12 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Mem. 00 (in.) Web Desc. in. ID (in.) (in.) (in.) No. Description 1 1 S9 13.90 11.418 84.89 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 2 1 S2 13.34 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 4 1 S3 16.18 11.375 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 Fy = 55.00 ksi) Moment Connections: Outside Flange Required Strength Design, End -Plate Dimensions I Bolt Outside Flange Inside Flange Thick. Width Length Diam. Spec/Joint Gages Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd Mem. A. Type Web Desc. in. ID Desc. in. No. No. (in -k) in. in. in. in. Yielding Rupture 1 2 KN(Face) 0.375 6.00 10.00 0.750 A325N/PTFlush .142.8 AISC DG-16/Thin plate 2.50 11 Flush 12.50 2 1 KN(Face) 0.375 6.00 10.00 0.750 A325N/PTFlush -0.9 1.0 2.50 11 Flush 2.50 3 2 KN(Face) 0.375 6.00 10.00 0.750 A325N/PTFlush 2 14 2.00 11 Flush 2.00 4 2 KN(Face) 0.375 6.00 10.06 0.750 A325N/PTFlush 0.516 4 2.00 11 Flush 2.00 5 2 CP 0.375 6.00 11.00 0.500 A325/ -Flush 0.019 0.799 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Strength Design, Strength Ratios' _ Mem. 1t. Ld Axial Shear Moment Bolt Bolt Plate . Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bendin Yielding Rupture I Tearing Weld Weld 1 2 12 -0.9 1.0 .142.8 AISC DG-16/Thin plate 0.598 0.019 0.954 0.000 0.000 0.031 0.959 0.516 2 1 12 -0.9 1.0 142.8 AISC DG-16/Thin plate 0.598 0.019 0.954 0.000 0.000 0.031 0.959 0.516 3 2 14 -0.5 0.7 119.0 AISC DG-16/fhin plate 0.517 0.015 0.839 0.000 0.000 0.019 0.516 0.516 4 2 14 -0.5 0.7 119.0 AISC DG-16/Thin plate 0.517 0.015 0.839 0.000 0.000 0.019 0.799 0.516 File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Ar BUTLER Date: 11/23/2015 Butter Manuraet-IMI5-020974-01 Calculations Package Time: 07:03 PM -� Page: 49 of 54 Inside Flan a Required Stren t Design tren h Ratios e Mem. Jt. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k I in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 37 0.5 0.7 123.6 AISC DG-16/Thin plate 0.542 0.015 0.864 0.000 0.000 0.024 0.959 0.516 2 1 37 0.5 0.7 123.6 AISC DG-16/Thin plate 0.542 0.015 0.864 0.000 0.000 0.024 0.959 0.516 3 2 38 0.2 0.6 104.9 AISC DG-16/Thin plate 0.469 0.011 0.761 0.000 0.000 0.014 0.516 0.516 4 2 38 0.2 0.6 104.9 AISC DG-16/Thin plate 1 0.469 0.011 0.761 0.000 0.000 0.014 0.799 0.516 e Strength ratios shown for the connections are reported as a percentage ofthe system default or user Override Stress Limit. pi. -I 9 ..00uotin.... Flanoa Rraro Snmmary Member Maximum Shear Case Maximum Tension Case Strength Ratios Mem. No. I Jt. No. Ld Cs Axial k Shear k Ld Cs Axial k Shear k Balt Tension Bolt Bolt Shear V+T Plate Bendin Flange Yieldin Flange Bearing Flange Weld Web I Weld 5 1 2 15 1 4.31 2.3 15 1 2.3 0.1341 0.1091 0.0001 0.1381 0.0961 0.0821 0.0861 0.085 Flanoa Rraro Snmmary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 2 1/0/2 27/6/0 GFB2037 0.272 12 Bolt Shear 2 11/0/2 17/6/0 GFB2033 0.064 3 Moment 3 2/3/1 12/6/0 GFB2033 0.070 4 Bearing 3 12/3/1 2/6/0 GFB2037 0.237 14 Std Ton nR poet C..mmary X -Loc Grid Top Conn. Condition Fig Mn Rb Allow Comp FB Force FB Angle Min FB Typ Purlin Bolt Shear FB/WSF Shear Mom -x Reaction Force I Moment Shear Depth Rl I R2 Purlin Vr Bearing Mry " Bearin 15/0/0 4-13 2.07 0.31 Std 46.23 1.85 N 0.17 28.14 0.113 GFB 4.75 5.30 3.07 k in -k in -k 1 1 1 7.67 N 0.18 1 28.14 0.088 GFB 3.70 5.30 3.07 Frame Ancien M. -h- Q.-.- _ r-tmllina r na.t ram -A M-imnm r -hi -1 Graeme nor Momhor 11-entinne - from .rnint 1 1 Mem. No. Controlling Cases Require Strength Available Strength Strength Ratios Ag in.2 Afn in.2 in Ixt0624280 Axial Sx in.3 Axial Shear Mom -x Mo -Y Axial Shear Mom -x Mom -y Axial Mem. Loc. Depth + Shear Pr Vr Mrx I Mry " Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 7.53 1 7.67 12.00 10 55.09 1.0 1.00 -23.8 -82.8 133.5 3 365.6 96.3 0.93 5.0 1 0.00 12.00 14 1.1 1.8 1.72 0.0 55.09 17.4 1.00 1.13 0.10 2 0.47 9.00 12 194.5 -0.9 1.56 -142.8 0.0 43.5 2.61 169.5 39.0 0.85 222.41 2 13.84 9.00 1 5 -2.9 185.95 181.4 181.4 20.9 0.67 4 0.14 3 13.06 9.00 14 68.23 -0.5 1.00 -119.0 0.0 43.6 169.5 39.0 0.71 3 0.00 9.00 2 2.8 20.9 0.13 4 8.92 12.00 20 2.4 50.9 -89.9 153.6 394.1 130.6 0.83 4 0.00 12.00 12 -1.8 17.8 0.10 5 7.75 10.00 5 3.2 -96.3 0.0 87.6 102.2 39.0 0.96 5 0.00 10.00 15 1 -2.1 20.3 0.10 Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 in Ixt0624280 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc 1 7.6 168.15 168.1 168.1 . 4.05 1.25 10 17.22 2.0 19.13 3.18 0.06 179.85 1.68 1.00 1.11 2 0.47 160.43 9.7 9.7 2.52 0.67 3 7.53 1.1 8.53 1.72 0.02 55.09 1.00 1.00 1.13 T65I.aOOO 3 13.06 156.67 5.0 5.0 2.52 0.67 3 7.53 1.1 8.53 1.72 0.0 55.09 1.01 1.00 1.13 4 8.92 194.48 194.5 194.5 4.65 1.56 12 20.54 2.61 22.61 3.96 0.11 222.41 1.73 1.00 1.10 5 7.75 185.95 181.4 181.4 2.65 0.67 4 8.61 L1 9.82 1.73 0.02 68.23 1.24 1.00 1.1 r File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date:. 1123/2015 BUTLER • 15-020974-01 Calculations Package Time: 07:03 PM Butbr Manufneturlru f- ' Page: 50 of 54 User Defined Frame Point Loads for Cross Section: 4 Side Units Type Description Magl Locl Offset H or V Supp. Dir. Coef. Loc. L_• k WPR WA Load 3.00 7/8/0 N NA N OUT, 1.000 WA 1 • k' WPL WA Load 3.00 " 7/8/0 N N N = IN, 1.000 WA 4 k " WPR WA Load -2.80 8/11/0 N N N OUT 1.000 WA 4 k WPL WA Load 2:80 8/11/0 N NA N IN 1.000 WA No. 'Origin Factor DefH DefV Application Description May- HorizontalDeflectionH/237) System 1.000 ' 0 180 1.0 L L 21 System E000 60 180 0.42 W,I> WI> 3 System 1.000 `60 180 0.42 <W 1 ' W 1, 4 System . 1.000 60 180 0.42 W2> W2>" 5 System' 1.000 _ 60 180 0.42 <W2 W2 6 System 1.000' 60 180 0.42 WPL WPL 7 System 1.000 60 - 180 0.42 WPR WPR 8 System 1.000 10 0 1:0 E> + 1.0 EG- + EG - 9 System •'1.000 10 0' L0 <E'+ l.0 EG- E +'EG - Desai tion Razio Deflection in. Member Contro0in Frame Deflection Ratios for Cross Section: 4 Load Case Load Case Description May- HorizontalDeflectionH/237) -0.724 1 2 2 W I> Max Vertical Deflection•for.Span L/15779) t(( -0.010 - 2 2. 1 ` L Max Vertical Deflediomfor S an t (L/15493) -0.010 3 1 1 L ,. Negative. horizontal deflection is left Negative vertical deflection is down. Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. ) Frame Lateral.Stiffness (K)`.'0.748 (k/in) Fundamental Period (calculated) (T): 0.673 (sec.) -File: 15-020974-01 Versioti: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Desai tion Razio Deflection in. Member Joint Load Case Load Case Description May- HorizontalDeflectionH/237) -0.724 1 2 2 W I> Max Vertical Deflection•for.Span L/15779) t(( -0.010 - 2 2. 1 ` L Max Vertical Deflediomfor S an t (L/15493) -0.010 3 1 1 L ,. surzER Butbr MonufottuHm, Date: 11/23/2015 15-020974-01 Calculations Package Time: 07:03 PM Page: 51 of 54 Co! vering °- Summary Report . 7 771" ;""A" � -7<77. Shape: Ag Storage Loads and Codes- Shape: Ag Storage City: Durham County: Butte State: California Country: United States Building Code: 2013 California Building Standards Code Structural: IOAISC - ASD Rainfall: 1: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AIS1 - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: V ult: 110.00 (V asd: 85.21) mph The Envelope Procedure' is Used Wind Exposure: C - Kz: 0.853 Parts Wind Exposure Factor: 0.853 Wind Enclosure: Partially Enclosed Topographic Factor: Ku: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 12/3/3 Parts / Portions Zone Strip Width: a: N/A Basic Wind Pressure: q: 22.45 psf r-ar;no nasi- i -,id - wan. t Roof Covering + Second. Dead Load: 2.15 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 Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Mapped MCE Acceleration: Ss: 61.00 %g Mapped MCE Acceleration: S 1: 27.00 %g Site Class: Stiff soil (D) Seismic Importance: Ie: 1.000 Design Acceleration Parameter: Sds: 0.5335 Design Acceleration Parameter: Shc: 0.3348 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 16/7/0 Transverse Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2648 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1524 x W Longitudinal Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1644 R -Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1642 x W Zone Units TvDe Description Actual LocI Allow. Ratio Dir. Coef. End Zone psf W 1> Standard Spacing is Adequate 24.39 23/10/6 24.000 1.02 OUT -1.810 End Zone psf <W2 Standard Spacing is Adequate 19.54 23/10/6 26.000 0.75 IN 1.450 Interior Area psf W 1> Standard Spacing is Adequate 20.75 0/0/0 24.000 0.86 OUT -1.540 Interior Area psf <W2 Standard Spacing is Adequate 19.54 0/0/0 26.000 0.75 IN 1.450 r --i..111.6- r.aad< - wan. a Zone Units I Type ,Description Actual LocI Allow. Ratio Dir. Coef. End Zone psf W 1> Standard Spacing is Adequate 24.39 0/0/0 24.000 1.02 OUT -1.810 End Zone psf <W2 Standard Spacing is Adequate 19.54 0/0/0 26.000 0.75 IN 1.450 Interior Area psf WI> Standard Spacing is Adequate 20.75 6/1/10 24.000 0.86 OUT -1.540 Interior Area psf <W2 Standard Spacing is Adequate 19.5 6/1/10 26.000 0.75 IN 1.450 File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America,lnc. Date: 11/23/2015 BUTLER Batter Munurueruaq 15-020974-01 Calculations Package Time: 07:03 PM .. _ Page: 52 of 54 Desi- if ­ d� - R.,s• e 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 Exterior Edge Zone psf <W2 Standard Spacing is Adequate 12.40 12/3/4 69.000 ' 0.18 IN 0.850 Exterior Edge Zone 'psf W 1> 'Standard Spacing is Adequate 131.09 12/3/4 64.000 0.49 OUT -2.350 Comer Zone psf <W2 Standard Spacing is Adequate 12.40 24/6/8 69.000 0.18 IN 0.850 Comer Zone psf W 1> Standard Spacing is Adequate 41.87 24/6/8 64.000 0.65 OUT -3.150 Corner Zone psf <W2 Standard Spacing is Adequate 12.40 65/5/8 69.000 0.18 IN 0.850 Comer Zone psf W 1> Standard Spacing is Adequate 41.87 65/5/8 64.000 0.65 OUT -3.150 Exterior Edge Zone psf <W2 Standard Spacing is Adequate 12.40 77/8/12 69.000 0.18 IN 0.850 Exterior Edge Zone psf W 1> Standard Spacing is Adequate 31.09 77/8/12 64.000 0.49 OUT -2.350 Interior Edge Zone psf <W2 Standard Spacing is Adequate 12.40 12/3/4 69.000 0.18 IN 0.850 Interior Edge Zone psf W 1> Standard Spacing is Adequate 28.40 12/3/4 64.000 0.44 OUT -2.150 Interior Edge Zone psf <W2 Standard Spacing is Adequate- 12.40 65/5/8 69.000 0.18 IN 0.850 Interior Edge Zone psf W 1> Standard Spacing is Adequate 28.40 65/5/8 64.000 0.44 OUT -2.150 Interior Edge Zone psf <W2 Standard Spacing is Adequate 12.40 77/8/12 69.000 0.18 IN 0.850 Interior Edge Zone psf W 1> Standard Spacing is Adequate 28.40 77/8/12 64.000 0.44 OUT -2.150 Side Zone psf <W2 Standard Spacing is Adequate 12.40 12/3/4 69.000 0.18 IN 0.850 Side Zone psf W I> Standard Spacing is Adequate 24.35 12/3/4 64.000 0.38 OUT -1.850 Interior Area psf <W2 Standard Spacing is Adequate 12.40 12/3/4 69.000 0.18 IN 0.850 Interior Area psf W 1> Standard Spacing is Adequate 21.66 12/3/4 64.000 0.34 OUT -1.650 Panel Data Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: 1 Bidlerib 11 Punched 26 Butler -Cote Cool Birch White Left to Right Left to Right 41/0/0 Wall:2 Open Wall: 3 Butlerib Il Punched.- 26 Butler -Cote Cool Birch White Left to Right ' Left to Right 41/0/0 Wall: 4 ` Open MPS, SDS Stitch Standard Option Yes None No No Roof. A Butlerib 11 Unpunched 26 AIZn Plain AIZn S stem Generated Not A licable 41/0/0 Fattener Dara Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Damming Wall: 1 Torx CMC MPS, CMC MPS, SDS Stitch Standard Option Yes None No No SDS Stitch Wall: 2 , None. Wall: 3 Torx CMC MPS, CMC MPS, SDS Stitch Standard Option Yes None No No SDS Stitch Wall: 4 None. oof. A Hex CS SDS, CS SDM SDS, SDM Stitch Standard Option Yes None No No Stitch r File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 11/23/2015 BUTLER 15-020974-01 Calculations Package Time: 07:03 PM Page: 53 of 54 Ap endix User Load - Weak Axis Load Hec7uiv , W L M :weak axis moinent wL2/8 Hequiv L/4 Hequiv = 4wL2/8L wL/2 Corner columns -at high side the base wind force, qh = 22 A5 psf The: tributtary. widht of the `column, b.t 7.5 ft' L = 17.83 it y GCp.= 0.10 GCpi = 0.55 w = ch x`bt x (GCp + GCF] w = 22.45 vsf :x: 7..5 . ft (0.,61 + 0.55]. = 160.0. p1'f Hequiv,= wL/2 160.0x17.83/2/1000 = 1..4 k * This load ;Jas doubled on Vision.since just one column.f`lange. is taking the load. Corner columns at_low side The base wind farce, qh 22.45•psf The tributta y.•w.idht of the column, bt = 7'.5 it .L = 15.33 ft GCp = 0..51• GGpi 0.35'. W qh x bt x (G --p + GGpi] ;,; = 22.45 psf x 7.5 ft [0.61 ;+ 0..55] = 195.3 plf Hequiv = wL/2 = 1S5.`.3x15.33/2/l000 = 1.5 k * This load was. doubled. on Vision sInce just- ohe::c.olumn flange is taking the load. i File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 11/23/2015 ' •BUTLER - ♦ a��b. Mai �o���� ♦ 15-020974-01 Calculations Package Time: 07:03 PM Page: 54 of 54 Design Check -Save Web Crippling Load (D+CG+L) = 31.08plf Tributary length = 30ft/2 = 15ft 31.08plfx 15ft/1000 = 0.47k Pn/f2 (gage 11) = 3.74k > 0.47k End - One lange Loading USA and Mexico' Canada Design Nominal Strength Allowable Strength Design Strength, Factored Raslatance Section Thickness P„ (ASD) P J SZ„ - (LRFD)1,0... P„ f (LSD). . P�: (in.) (kip) (kip) (kip) (kip) ' V 0.060 1:96 .1.12 1.67, " ' ,1:47• ' - ° 0;073, 2.89 1,65 ' ' 2 45 2.16 N'. 0.098 Y 5.09 2:91 , . 4.33 3.82, 0 0:113 6.67 3:8i., O:fl60 1.91 1.09 ' 1.62 'A 0.068 2.44 IA& 2.06 V a 0.073 281- 1.61 2.39 N• 0.07 9 , 3.28 1.88 2.79 T 2:46 r+ "0.088 4,05' 2.31 .. 3.44^ 3.04 . 0.098 •4.98, 2.85 . 4.23 X3,73 5.56 0.113 -6.54 3.74 0:060 1..85 1.06 n 1.58- 1-.39,,,, V 0.068 2.38 1.36 2:03' • 1'79 `' `0 •0.073 -2:74 1.57 2;33. 2:06y N 0.079 3.21 1.83 x2.73 2:40 0.088 3:96 2.26' 3.37-, 2.97 0 q 0.098 4.88 2.79 '415 166 0.113. .6.42 3.67: SAS :4:81 0:068 2.33 1.33' ♦ '' 1:98` 1:74 0:073 2`.68 1.53, '2.2 2,01• 1° '0.088, - 388 2.22 3 30 . ` ' r '.i.91"", ` 0.113 6.31 3.60 5-36 .� ' 4.73 . i i • I r File: 15-020974-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.