Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
1966 OLIVENHAIN RD; BLDG J; PCR01061; Permit
/' City .of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 j' . 07-08-2010 Plan Check Revision Permit No:PCR10061 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: Building Inspection Request Line (760) 602-2725 1966 OLIVENHAIN RD CBAD PCR Lot#: 0 2550405600 $0.00 CB092046 Construction Type: NEW OMWD-DEFERRED SUBMITAL FOR BUILDING J CALCS & SPECS FOR METAL BLDG Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 05/19/2010 LSM 07/08/2010 07/08/2010 ERIC MUNOZ OLIVE:NHAIN MUNICIPAL WATER DISTRICT 3152 LIONSHEAD AVE CARLSBAD 92010 760 692 4011 Plan Check Revision Fee Additional Fees Total Fees: $460.00 Inspector: PLJBLIC AGENCY 00000 Total Payments To Date: $460.00 Balance Due: ., ---~ "" ! I f-f _, ~': ' • f ~ ' _ f FINAL APPROVAL Date: Clearance: $460.00 $Q.OO $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" offees, dedications, reservations, or other exactions hereafter collectively referred to as '1ees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fee's/exactions of which vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired. t «,~ ~ CITY OF CAR·LSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Ctieck Revision No. C.8 oq .. ;JO '-f 0 Original Plan Check No. PC!c-IO .. Ola I Project Address / q ~ (p Of' Ve/\J-\Ct . .-1 ..J f.ld.. Date----~----.=----- Coritact €R.tc_, /1 U/ldr; Ph 6?~ 9°(0 // Fax _____ Email e.,,v(L,,/JoJ@ ,4; ~-1.(?/q,,,k.~ Contact Address 3 I '5")., lcQJis:k.£? City c6,w Zip 7~ <:~ General Scope of Work cq~ ( fv Original plans prepared by an architect or engineer, r~visions must be signed & stamped by that person. 1 Elements revised: D Plans D Calculations D Soils D Energy D Other __________ _ 2 3 4 Describe revisions in detail List page(s) where List revised sheets each revision is that replace shown existina sheets .Deffe/2.e.C> fu,...om,tr'PrL ~r ~ha, -J ~ c;pe.d> C_ V 8uD ./lhr/~ ',~ ~- 5 Doe$ this revision, in any way, alter the exterior of the project? D Yes ggl_No -·---------· --·----------------------- 6 · Does this revision add ANY new floor area(s)? D Yes a No 7 Does this revision affect any fire related issues? D Yes ~o 8 Is this a complete set? o·: Yes ~o C--A11 ,- ~signature t::~-~ ~ 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 7 60-602-2717 / 2718 / 2719 Fax: 760-602-8558 www.carlsbadca.gov ' Carlsbad 09-2046(PCR10-06 l) 7/6/10 DATE: 7/6/10 JURISDICTION: Carlsbad EsGi.l Corporation in (['artnersfiip wit/i, <Jovernmentfor<.BuiCaing Safety CJ APPLICANT D JURIS. CJ PLAN REVIEWER D FILE PLAN CHECK NO.: 09-2046(PCR10-061) PROJECT ADDRESS: 1960 Olivenhain Rd. SET: REVl, Set III PROJECT NAME: Olivenhain Water Di$trict Operations Building ( Steel Building Plans) ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans ~re submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: IZ] Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Mail Telephone Fax In Person D REMARKS: By: Chuck Mendenhall EsGil Corporation D GA D EJ D PC Fax#: Enclosures: 6/30/10 . /;\;}}~·;. ! ,:··.·.·: )'·'.v.: ".\<::/i;~.;i~·1· ;:!~;;-/', '.,. .····:·./. !·~ .. :\.--.. ::.·!.·.~:. )' t·,-~-_i.~.~.-' ·:·~!.,.'·:'':·: :_: .. ,'..·,:.: .•• :·.·:.·:·'.."····.·,·,:~_-::.:-:.-./. ·.1 ~~-.·.:·:.'.::.-,·_.~:--.. • .. ~.;,·,:·:·· .• ··.'. •. ~ •. ~.'\.,·,·:_.:'_·.·.~.···.·,~.-· •• -·:···.-:_-;:~_::.::.:f,~_;·?·:,t:~'-t¼.·~r ,,::.};~/·<:'· r::' '.~·:·\:'.· .. ~.::-:;.:?·::•;·.·:;>?t··;!;>t~t~:". : ----.. , ·. . c-'.:·>·: :·· , : ~; ~ --~-,·.·· ~ r .. ·. : ~ : .. \ .. )' .: , ,~·::_- .. · . ; .. ,_.:.-··· ,· Rec >,rt <c,,/c>':S//t.J :ft~dn> /dan ... ,,., ('.), EsGil Corporation In (l'art1mslii.p witfi qo1Je,rtt.ment for cJJuifaino Saf11ty DATE: 6/22/10 JURISDICTION: Carlsbad PLAN CHECK NO.: 09-2046(PCR10-061) PROJECT ADDRESS: 1960 Olivenhain Rd. SET: REVl, Set II Q APPLICANT D JURIS. Cl PLAN REVIEWER CJ FILE PROJECT NAME: Olivenhain Watei; District Operations Building ( Steel Building Plans) D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resub.mitted for a complete recheck. · ~ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected pl~ns are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has b~en sent to: Eric Munoz, Hoffman Planning 3152 Carlsbad Ave., Carlsbad, CA 92010 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. [gl Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Eric Munoz Telephone#: (760) 692-4011 Date contacted: {by: ) Fax #: Mail relephone Fax In Person D ·REMARKS: -' ' ~-. h - By: Chuck Mendenhall EsGil Corporation 0 GA O EJ O PC ! .., .. : ·.: _. ,' · ... .· .:_. email: emunoz@hofmanplanning.com Enclosures: 6/15/10 ·-""" Carlsbad 09 .. 2046(PCR10-06.l) 6/22/10 ··{(:f ti·~_· :',:•If ". < •• . ~ ' . NOTE: The items listed below are from the previous correction list. These remaining item$ have not been adequately addre$sed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit three new complete sets' of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department1 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. . 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. STRUCTURAL 5. The wall elevation <:!long line 1 shown on sheet E15 shows the braced wall system between grid E-G. The architectural plans show a window in the center of the braced frame. See A2.1 of the architectural plans. Provide plans consistent with-the approved architectural plans. The response was " See revised architectural plans" There were no revised architectural - -plans provided. ft,.fASf Sec A-rr.-tuted • 6. The wall elevation along line 10 shown on sheet E17 shows the braced wall system between grid E-G. The architectural plans show a window in the center of the braced frame. See A2.1 of the architectural plans. Provide plans consistent with the approved architectural plans. No revise architectural plans provided. 'fte'ltl'c Sff Arr~ 7. The waif braces shown in detail 8/D3 and 6/D1 show the braces connected to the columns in the center of the column web. The architectural plan details show the low masonry wall will surround the steel columns on 3 sides. See details on A4.3 of the approved architectural plans and detail 2/S-3 of the approved foundation plans. Detail how you intend to extend the braces through the 5ft high masonry $tern waif. No revised .architectural plans provided. · ft,E"A-.!'E sa Arr-A~ All other previous corrections regarding the steer building are OK · END OF STRUCTURAL STEEL BUILDING RECHECK To speed up the review process, note on this list {or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone nomber of 858/560-1468, to perform the plan review for your p~oject. If you have any questions regarding these plan review items, olease contact Chuck Mendenhall at Esail Corporation. Thank vou. -1 .r EsGil Corporation In iPartnersliip witli <]overn.mentfor<Builaing Safety DATE: 5/28/ 10 JURISDICTION: Carlsbad PLAN CHECK NO.: 09-2046(PCR1'0-061) PROJECT ADDRESS: 1960 Olive:nhain Rd. SET: REVl, Set I CJ ~NT ~ CJ PLAN REVIEWER CJ FILE PROJECT NAME: ·olivenhain Water District Operations Building ( Steel Building Plans) D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at Esgil . Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Eric Munoz,. Hoffman Planning · 3152 Carlsbad Ave., Carlsbad, CA 92010 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. ~ Esgil Corp_o~ation staff did advise the applicant that the plan check has been completed. Person contacted: Eric Munoz Telephone#: (760) 69~-4011 Date contacted: vf 1 /,o (by:{~) Fax #: ·t·MailV Telephon~/ Fax In Person D REMARKS: By: Chuck Mendenhall EsGil Corporation D GA D EJ D PC email: emunoz@hofmanplanning.com Enclosures: 5/21/10 9320 Chesapeake Drive, SuJte 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 J Carlsbad 09-2046(PCR10-061) 5./28/10 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 09-2046(PCR10-061) JURISDICTION: Carlsbad OCCUPANCY: S-1, B TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: 36,000 SPRINKLERS?: yes REMARKS: DA TE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW ·COMPLETED: 5/28/10 FOREWORD (PLEASE-READ):· USE: Repair, Storage Maint Facility ACTUAL AREA: 11,442 STORIES: one HEIGHT: 21 '-6" approx. per CBC OCCUPANT LOAD: 38 DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/21/10 PLAN REVIEWER: Chuck Mendenhall This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations .enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the _issuance of a building permit. · Code sections cited are based on the 2007 CBC, which adopts the 2006 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each_ correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 09-2046(PCR10-061) 5/28/10 Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1.. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire · Departments. . 2. Bring one corrected set of plans and calculatiom~/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plaris that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • . STRUCTURAL 1 The steel Bldg plans by Nucor show on sheet F1 of 2 the portal frame along line 2 occurs between C-E but the elevation on sheet E21 of 21 shows the frame between G-E. Provide consistent plans. 2 The portal frames along grid lines J and 2 are referenced to details 6/D5 and 8/D5. These qetails do not include the size of the frame members. Provide detailed plans for the portal frame listing member sizes as established in the design calc's. See pages A68 & A73 of the calc's 3 . Detail 1 0/D5 shows the connection of the portal frame.beam to the spandrel channel. The details lists the connection as¾" X 2-3/4" A325 bolts. See Detail -----for quantity. The quantity reference detail is not included. What is the nury,ber and spacing of the spandrel connection bolts? 4 Where in the design calc's do I find that the spandrel beam connection detail 6/D6 is adequate to drag the lateral loads into the portal frame. See sheet D5 of 6 showing that the portal frame connection to the adjacent -bldg column is detail 9/D5 but only applies on one side of the portal frame. The other side of the portal frame relies on detail 6/D6 to transfer lateral loads between the bldg and portal frame. · 5 The wall elevation along line 1 shown on sheet E 15 shows the hraced wall system between grid E-G. The architectural plans show· a window in the center of the braced frame. See A2.1 of the architectural plans. Provide plans consistent with the approved architectural plans. 6 The wall elevation along line 1"0 shown on sheet.E17 shows the braced wall system between grid E-G. The architectural plans show a window in the center of the braced frame. See A2.1 of the architectural plans. Provide plans consistent with the approved architectural plans. 7 The wall braces shown in detail 8/D3 and 6/D1 show the braces connected to the columns in the center of the column web. The architectural plan deta.ils show the low masonry wall will surround the steel columns on 3 sides. See details on A4.3 of the approved architectural plans Carlsbad 09-2046(PCR10-061) 5/28/10 and detail 2/S-3 of the approved foundation plans. Detail how you intend to extend the braces through the 5ft high masonry stem wall. 8 Where in the plans do I find the details for the brace connection plates shown in details 8/03. These were designed on page A65 of the calc's to resist the lateral loads from the tension braces in the calc's. The double angle gusset is designed as 5/8" plate *" X 11.67" and welded to the base plate and web with 5/16 fillet weld. · · 9 Where in the calc's do I find the design justification for the braced rod connections as shown in 6/01? END OF STRUCTURAL STEEL BUILDING REVIEW To speed up the_ review process, note on this list (or a copy) where each ·correction item has been addressed, i.e., plan sheet,. note or detail number, calculation .page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation. Thank you. Carlsl>ad 09-2046(PCR10-061) 5/28/10 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND.PLAN CHECK FEE ( Deferred Steel Bldg Plans) JURISDICTION: Carlsbad PREPARED BY: Chuck Mendenhall BUILDING ADDRESS: 1960 Olivenhain Rd. PLAN CHECK NO.: 09-2046(PCR10-061) DATE: 5/28/10 BUILDING OCCUPANCY: B, S-1 BUILDING AREA Valuation PORTION ( Sq. Ft) M!-lltiplier Op~rations Bldg 10442 Hrly Air Conditioning Fire Sprinklers TOTAL VALUE ;Jurisdiction Code cb By Ordinance Bldg. Permit' Fee by Ordinance , ,.. , Plan Check Fee by Ordinance I ""' I Type cit Review: D Complete Review D Repetitive Fee =8 Repeats * Based on hourly rate Comments: D Other 0 Hourly EsGII Fee TYPE OF CONSTRUCTION: VB Reg. VALUE Mod. ' " D Structural Only -----41 Hrs. @ * ($) $400.001 Sheet 1 of 1 macvalue.doc + PCR10061 1968 OLIVENHAIN RD Ii "VD-DEFERRED SUBMITAL FOR ·, 11\JG_J CAL~·&SPECS FOR METALBLDG ... ----• ..,. ... -~-.. ------\ ~ nd•9A~ ~ 5l\l'.\) 10 -w Fd2 .. ~ 4-~e-lL -u:>J ~r-~ C-f:> oci ~4~ · -sr-- s~ c...c..u...c.s of--~reJ.. 6~ ~m-A-tb;.kp-t~t! . ~e.., . ~~. s/ .tJ., I , o ~ e.s oo, ,;xY-tf!l -t0 if$,.IYT L,, §/2~~ ' s/ ~-.'o Gt:,(r1 L-L-i--rY' 1/t /rD -{!,-o/, IL Cst'MJk slt~f lh-':J) M ~t,V,,-1.,,,/ fry /sG-;1.. /)?axr AJLuf 'h> b~ $/;~', //1)fr) 4!~'6,~. CJl!t)'f~l/6, {r,6il-JJ.-1711<-f. Cs. h:; lrf;kc11,.1r. l(\fo ~~~ ~ cJ/ ~ +J vL. O w µtl.., -& Rc,L-060 tn 7(ef11> -ISscus-P ~ --·-· ------· ·----... ---~· ~ BUILDING PLANNINr ENGIN!'E-.1·.' IREAPPH1r HEALTHDEP· HAZMAT/Alk·-~ .. -------OTHER SEWER lli: TO flROM ·-·-APPLICANT -~-~ SCHoOL ~, CFO·FORM PE&MW01<1-,,n l r SPECINSP .:,~/ID ,. PLAN CORP ENGCORfl ESGILCOR/\ FIRE CORR -------·-·-.... -... -~.-.--v-~~ ... =-~-~·--···..--·-·-----. .., ..... ~ ~ .... ··-~-~ -·- ~. .. N :L.lc::: c::11=1-B-U'fl;.D1NQ,SYSTE'MS GROUP. 1050 North Watery Lane Brigham City, UT 84302 Ph: (435) 919-3100 Fax: (435) 919-3101 Version 1.8 (2/26/10) by DJE CAIRO CONSTRUCTION COMPANY 7111 ENGINEER RD. May 13,2010 Project Name: OLIVENHAIN MWD OPERATIONS BLDG SAN DIEGO, CA 92111 Buildings: A->20'-8"xl97'-8 "xl 6'-8"(RCS,3. 0: 12); B->20'-8"xl 41 '-S"xl 6'-8" (RCS,3.0:12); C->31 '-0"x141 '-8"xl8'-5"(RCS,3.0:12) Attn.: CHRIS CAIRO Project_ Location:· CARLSBAD, CA 92009 , NBS Project#: Ul0S0189A This Letter of Design Certification ensures that the materials supplied by Nucor Building Systems are designed in accordance with the information specified to Nucor on the order documents and summarized by the loading information listed below. The Project Engineer of Record (not Nucor Building Systems) is responsible for verifying that the building code and design loads meet any and all applicable local requirements. The Professional Engineer whose seal appears on this Letter of Certification is employed by Nucor Building Systems, a Member ofMBMA, and <;loes not serve as or represent the Engineer of Record for this project and shall not be construed as such. DESIGN LOAD CRITERIA: . Structural Loads Applied in General Accordance with: California (CBC 2007) MBMA Occupancy Importance Classification: II -Standard Buildings cl - P_R_O_JE_C_T_-_WID_E_L_O_AD_IN_G_INF __ O_RMA~-T-IO_N_:---------~---------------'. Ground Snow Load: 0.0 psf Snow Exposure Factor,Ce: 1.00 Snow Imp. Factor, Is: 1.00 Roof Live Load: 20.0 psf Reducible as per code. · Wind Velocity: 85 mph Wind Exposure: C Is Roof to meet UL 90 Requirements?: No Wind Imp. Factor, Iw: LOO Seismic Criteria: Ss; 1.173 Sl: 0.457 • No· ground snow included in seismic calculations. }. Design Sds / Sdl: 0.806/0.470 Analysis Procedure: Equiv. Lat. Force Procedure .F-, Seis. Imp. Factor, le: 1.00 Basic SFRS: Ord. Steel Mom. Frames & ___ S_e_is_._D_e_si=gn_C_at_e=go_ry-=--: c--_D_· _______ S_it_e_C_las_s_: D_~--~~ __ O_r_d_. S_t_e_el_C_o_n_c._-B_r_._F_ram_e_s ______ .. -.. BUILDING-SPECIFIC LOADING INFORMATION: V Roof Dead i Collateral Dead Sriow Wind Seismic .... Bldg··· ........ (psf)* ....... .J .... Pri (p!lf) , ..... Sec_{psf)'--+ __ C_t--i ........ Cs .......... Ps (psf)J ... Enclosure ............ GCpi ,. .... j __ R_ Cs V (kips) A 13.8 i 5.0 5.0 1.0 0.00 i Enclosed ± 0.18 i 3.25 0.248 ;~ j~i~t -~: B 13.8 5.0 5.0 1.0 0.00 Enc{osed ± 0.18 3.25 0.248 C 13.8 5.0 5.0 1.0 0.00 · · Enclosed ±0.18 3.25 0.248 I I ! I Mezzanine Infohnation: Floor Dead Load: N/ A . Floor Collateral Load: NIA *Primary Structural Not Included Floor Live Load: NIA Crane Information: No cranes on building. Roof-Top Unit Information No-roof-top units on building. The design of structural members supporting roof gravity loads is controlled by the more critical effei;:t of roof live load or roof snow applied in accordance with the governing building code. DESIGN STANDARDS REFERENCED: ~JD_e_si=gn_E_n__,,g~in_e_er_: _________ T_o_d_d_C_o_bu_rn_,j • AISC Specification for Structural Steel Buildings -Steel Construction Manual, 13th Edition,© 2005. • AiSI North-American Specification for the Design of Cold-Formed Steel Structures; Latest Edition. • MBMA Low Rise Building Systems Manual, Latest Edition. • A WS Latest Edition of Structural Welding Code. • IBC codes are designed using the latest version of ASCE 7. • No buyout structural components.provided on this project. Excellence from the ground up Vat \ o -ot,I De>O'\--~ U10S01•89A Olivenhain MWD Operations Bldg R1/10 Version 1.8 (2/26/10) by DJE 1050North Watery Lane Brigham City, UT 84302 Ph: (435) 919-3100 Fax: (435) 919-3101 Page: Rl of Date: 5/4/2010 GENERAL INFORMATION F'OR COLUMN BASE REACTIONS 0 FOR REVIEW @ FOR CONSTRUCTION Project Name: OLIVENHAIN MWD OPERATIONS BLDG NBS Project Number: U10S0189A -------------------Customer: CAIRO CONSTRUCTION COMP ANY Nucor Engineer: . Todd Coburn ------------------------- Column base reactions are included in this packet for a building designed by Nucor Building Systems. These reactions result from frame analysis done by a Nucor Engineer for this specific job. They reflect all loading to which the building may be subject, per the appropriate building code and loading information provided to Nucor Building Systems at the date of design. Reaction packets marked "PRELIMINARY" are subject to change and are usually provided at the request of the customer, although the Nucor Engineer believes he is working with undefined, incomplete or assumed information. Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load factors and combinations to be used with either Working Stress or Ultimate Strength design methods. Wind load cases are given for each primary wind direction, and the case which produces the largest reaction at a particular column should be used for design. Sign conventions for computer generated frame reactions are as follows and should be taken in the sense of the frame sketch given on the reactions sheets. GLOBALX (+to right) +X GLOBALY (+upward) GLOBALZ ( + counter-clockwise) ~z Anchor bolt diameter, grade, location and projection is provided on the Anchor Bolt Plan. Anchor bolt embedment lengths and types are not provided by Nucor Building Systems. This Information is closely related to the complete foundation design which shquld be done by a Registered Professional Engineer familiar with the local site conditions and construction practices. Excellence from the ground up • ACCREDlTED TKC U10S0189A Olivenhain MWD Operations Bldg R2/10 ~nue~-~-11_~--~---l¥ITELl1I ·1 JOB NAME: Olivenhain MWD Operations Bldg JOB NUMBER: U10S0189A ENGINEER: TKC r LONGITUDINAL X-BRACING REACTIONS -I (These reactions must be combined with the appropriate longitudinal frame reactions) Line:c,. '' -:,Bay: --'.H (KIP$)· ,,_ .V (KIPS) ·. '. CASE_ M 4-5, 6-7. 1 1 WIND 20 11 SEISMIC 1 E-G 2.5 2 WIND 32 20 SEISMIC SAND 10 E-G 2 1.5 WIND H*-1 l 26, 19 SEISMIC V V * -Horizontal bracing reactions are orthogonal to horizontal frame reactions. -1-L;ON91TUDINAL 1?.0RT:A.L f~ME ijEACT-IONS_--,-·1 (These reactions must be combined with the appropriate longitudina) frame reactions) Line:···._ · Bay:_ ff(KIPS) -V{KIPS)---_ CASE_, - K 7-8 2 DEAD 1 1 WIND 12 17.5 SEISMIC 2 C-E 2 DEAD 2 3 WIND 16 27 SEISMIC H*-1 l--H* V V * -Horizontal bracing reactions are orthogonal to horizontal frame reactions. 5/13/2010 TKC l:J10S0Hl9A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job #: U10S0189A Page: Frame : Frame Lines 3 -8 and A and C By: NBSUT\ tcoburn Date: 05-13-10 File: fOl Job Name: OLIVENHAIN MW!) OPERATIONS BLDG *** DESIGN SUMMARY -FRAME REACTIONS BY LOAD CASE *** Member LOAD CASE COLOl COL02 LOAD CASE COL01 COL02 LOAD CASE COL01 COL02 LOAD CASE COLOl COL02 LOAD CASE COL01 COL02 LOAD CASE COLOl COL02 LOAD CASE COL01 COL02 LOAD CASE COLOl COL02 LOAD CASE COL01 COL02 h /~lf--(_1_0_> ____ 20_._s_1 _____ <p--llJ ( 9) 16,67 C0LOl. X (kips) y (kips) z (kip-ft) 1 -DEAD 1 -1 2 -COLLATERAL 1 -1 3 -ROOF LIVE 1 -1 3 3 7 8 4 -WIND CASE 1 TO RIGHT -3 -8 -2 -2 5 -WIND CASE 1 TO LEFT 4 2 2 ~10 6 -WIND CASE 2 TO RIGHT -3 -10 -2 04 7 -WIND CASE 2 TO LEFT 4 1 3 -11 8 -LONG. WIND 1 TO BACK 1 -2 1 -3 9 -LONG. WIND 1 TO FRONT 0 0 1 -2 0 1 -3 0 21,83 C0LO2 I Member X (kips) y (kips) z (kip-ft) I LOAD CASE COLOl I COL02 I LOAD CASE I COLOl I COL02 10 -LONG. WIND 2 TO BACK 1 -4 1 -5 11 -LONG. WIND :i TO FRONT 1 -4 1 -5 I LOAD CASE 12 -LONG. WIND 3 TO BACK I COLOl O -2 I COL02 1 -2 I LOAD CASE 13 -LONG. WIND 3 TO FRONT I COLOl O -2 COL02 1 -2 I LOAD CASE 14 -LONG. WIND 4 TO BACK COLOl 1 -4 I COL02 1 -3 I LOAD CASE I COLOl I COL02 I LOAD CASE I COLOl COL02 15 -LONG. WIND 4 TO FRONT 1 -4 1 -3 16 -SEISMIC TO RIGHT -6 -9 -4 9 I LOAD CASE 1 7 -SEISMIC TO LEFT COLOl 6 10 I COL02 4 -10 0 0 0 0 0 0 R3/10 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR" BUILDING SYSTEMS Job #: UlOS0189A Page: Frame : Frame Lines 9 and K (Hip Lean-T By: NBSUT\tcoburn Date: os-ii-10 File: F02 Job Name: OLIVENHAIN MWD OPERATIONS BLDG *** DESIGN SUMMARY -FRAME REACTIONS BY LOAD CASE *** ~ }flt--( 1_0_> ___ 20_.6_7 _____ <r ( 9) Member LOAD CASE COLOl X ,(kips) 1 -DEAD 1 l.6 .6 7 y (kips) 5 'LOAD CASE 2 -COLLATERAL COLOl 1 LOAD CASE COLOl 3 -ROOF LIVE 1 C0LOl. z (kip-ft) LOAD CASE 4 -WIND CASE 1 TO RIGHT COLOl -1 -2 ·LOAD CASE 5 -WIND CASE 1 TO LEFT COLOl -1 -2 LOAD CASE COLOl 6 -WIND CASE 2 TO RIGHT -1 -4 LOAD CASE 7 -WIND CASE 2 TO LEFT COLOl -1 -4 LOAD CASE 8 -LONG. WIND 1 TO BACK COLOl -1 -3 LOAD CASE 9 -LONG. WIND 1 TO FRONT COLOl -1 -3 0 / Member 21,83 C0LO2 X (kips) y (kips) z (kip-ft) I LOAD CASE COLOl 10 -LONG. WIND 2 TO BACK -1 -5 / LOAD CASE 11 -LONG. WIND 2 TO FRONT / COLOl -1 -5 0 I LOAD CASE COLOl 12 -LONG. WIND 3 TO BACK -1 -2 / LOAD CASE '13 -LONG. WIND 3 TO FRONT / COLOl -1 -2 0 / LOAD CASE 14 -LONG. WIND 4 TO BACK / COLOl -1 -4 I LOAD CASE COLOl 15 -LONG. WIND 4 TO FRONT -1 -4 I LOAD CASE 16 -SEISMIC TO RIGHT COLOl 1 , 1 I LOAD CASE 17 -SEISMIC TO LEFT COLOl -1 -1 R4/10 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job #: UlOS0189A Page: Frame : Frame Lines E and G By: NBSUT\tcoburn Job Name: OLIVENHAIN MWD OPERATIONS BLOG Date: 05-13-10 File: F03 *** DESIGN SUMMARY -FRAME REACTIONS BY LOAD CASE *** l.6 .6 7 C0LOl. Member X (kips) y_ (kips) z (kip-ft) LOAD CASE 1 -DEAD COLOl 1 7 8 COL02 -1 LOAD CASE COLOl COL02 LOAD CASE COL01 COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LqAD CASE COLOl coi.02 LOAD CASE COLOl COL02 2 -COLLATERAL 1 -1 3 -ROOF LIVE 1 -1 3 3 4 -WIND CASE 1 TO RIGHT -3 -8 -2 -2 5 -WIND CASE 1 TO LEFT 4 2 2 -10 6 -WIND CASE 2 TO RIGHT -3 -10 -2 -4 7 -WIND CASE 2 TO LEFT 4 1 3 -11 8 -LONG. WIND 1 TO BACK 1 -2 1 -3 0 0 20.67 2l.83 C0LO2 I Member X (kips) y (kips) z (kip-ft) I LOAD CASE 10 -LONG. WIND 2 TO BACK I COLOl 1 -4 I COL02 1 -5 I LOAD CASE I COLOl I COL02 I LOAD CASE I COLOl I COL02 11 -LONG. WIND 2 TO FRONT 1 -4 1 -5 12 -LONG. WIND 3 TO BACK 0 -2 1 -2 I LOAD CASE 13 -LONG. WIND 3 TO FRONT I COLOl O -2 I COL92 1 -2 I LOAD CASE I COLOl I COL02 I LOAD CASE I COLOl I COL02 I LOAD CASE COLOl I COL02 I LOAD CASE COLOl I COL02 14 -LONG. WIND 4 TO BACK 1 -4 1 -3 15 -LONG. WIND 4 TO FRONT 1 -4 1 -3 16 -SEISMIC TO RIGHT -6 -9 -4 9 17 -SEISMIC TO LEFT 6 10 4 -10 0 0 0 0 ---------------------------------------------------------------. --------------------------. --. ------------LOAD CASE COLOl COL02 9 -LONG. WIND 1 TO FRONT 1 -2 1 -3 R5/10 TKC U10SU189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job #: UlOS0189A Page: Frame : Frame Lines C, E, and G By: NBSUT\tcoburn Job Name: OLIVENHAIN MWD OPERATIONS BLDG Date: 05-13-10 File: F04 *** DESIGN SUMMARY -FRAME REACTIONS BY LOAD CASE *** Member X (kips) l.8 .42 COLOl y (kips) z (kip-ft) LOAD CASE l -DEAD COLOl 2 9 11 COL02 -2 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOi COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl ,COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 2 -COLLATERAL i -1 3 -ROOF LIVE 2 -2 3 4 9 9 4 -WIND CASE l TO RIGHT -3 -11. -1 -a 5 -WIND CASE 1 TO LEFT 4 2 6 -14 6 -WIND CASE 2 TO RIGHT -4 -14 1 -10 7 -WIND CASE 2 TO LEFT 4 -1 7 -16 8 -LONG. WIND 1 TO BACK -1 -4 2 -5 9 -LONG. WIND 1 TO FRONT 0 0 0 0 0 0 -1 -4 0 2 -5 0 3l.OO COL02 / Member X (kips)' y (kips) z (kip-ft) / LOAD CASE 10 -LONG-. WIND 2 TO BACK / COLOl -1 -6 / COL02 3 -7 I LOAD CASE I COLOl COL02 I LOAD CASE I COLOl / COL02 I LOAD CASE I COLOl CQL02 I LOAD CASE COLOl. / COL02 I LOAD CASE I COLOl / COL02 I LOAD CASE I COLOl COL02 11 -LONG. WIND 2 TO FRONT -1 -6 3 -7 12 -LONG. WIND 3 TO BACK -1 -2 1 -2 13 -LONG. WIND 3 TO FRONT -1 -2 1 -2 14 -LONG. WIND 4 TO BACK -l: -5 2 -5 15 -LONG, WIND 4 TO FRONT -1 -5 2 -5 16 -SEISMIC TO RIGHT -6 -9 a7 9 I LOAD CASE 17 -SEISMIC TO LEFT COLOl 6 9 / COL02 7 -9 0 0 0 0 0 0 0 0 R6/10 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job j!, UlOS0189A Page: Frame : Frame Line K By: NBSUT\tcoburn Job Name: OLIVENHAIN MWD OPERATIONS BLDG Date: 05-13-10 File: F05 *** DESIGN SUMMARY -FRAME REACTIONS BY LOAD CASE *** Member LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 C0LO1 X (kips) y (kips) z (kip-ft) 1 -DEAD 1 -1 2 -COLLATERAL 1 -1 3 -ROOF LIVE 1 -1 17 16 4 -,WIND CASE 1 TO RIGHT -3 -11 -2 -8 /5 -WIND CASE 1 TO LEFT 5 3 6 -23 6 -WIND CASE 2 TO RIGHT -4 -14 -1 -11 7 -WIND CASE 2 TO LEFT 5 0 6 -26 8 -LONG. WIND 1 ,TO BACK -1 -3 2 -7 9 -LONG. WIND 1 TO FRONT 0 0 0 0 0 0 0 0 0' 0 -1 -3 0 2 -7 0 3l,OO :26 ,17 C0LO2 I Member X (kips) y (kips) z (kip-ft) I LOAD CASE I COLOl COL02 I LOAD CASE I COLOl J COL02 I LOAD CASE COLOl J COL02 I LOAD CASE I COLOl J COL02 10 -LONG. WIND 2 TO BACK -1 -6 3 -10 11 -LONG. WIND 2 TO FRONT -1 -6 3 -10 12 -LONG. WIND 3 TO BACK -1 -2 1 -3 13 -LONG. WIND 3 TO FRONT -1 -2 1 -3 J LOJ)D CASE 14 -LONG. WIND 4 TO BACK J COLOl -1 -5 J COL02 2 -7 I LOAD CASE COLOl COL02 15 -LONG. WIND 4 TO FRONT -1 -5 2 -7 J LOAD CASE 16 -SEISMIC TO RIGHT I COLOl -16 -24 COL02 -19 24 I LOAD ·CASE COLOl J COL02 1 7 -SEISMIC TO LEFT 17 25 19 -25 0 0 0 0 0 0 R7/10 TKC .I' U10S0189A Olivenhain MWD Operations Bldg NUCOJ\ BUILDING SYSTEMS Job #, UlOS0189A Page: Fi-ame : Frame Line A By: NBSUT\tcoburn Date, 05-13-10 File, F06 Job Name' OLIVENHAIN MWD OPERATIONS BLDG *** DESIGN SUMMARY -FRAME REACTIONS BY LOAD CASE *** l.8 .42 C0LOl. Member LOAD CASE COLOl COL02 X (kips) y (kips) z (kip-ft) 1 -DEAD 1 -1 7 LOAD CASE 2 -COLLATERAL COLOl 1 3 3 COL02 -1 LOAD CASE COLOl -- COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl coi.02 3 -ROOF LIVE ~ -1 4 -WIND CASE l TO RIGHT -2 -8 -1 -6 5 -WIND CASE 1 TO LEFT 3 l 4 -10 6 -WIND CASE -2 -1 TO RIGHT -10 -8 7 -WIND CASE 2 TO LEFT 3 -2 4 -12 8 -LON<,. WIND 1 TO BACK -1 -2 1 -3 9 -LONG. WIND 1 TO FRONT -1 -2 1 -3 0 0 0 0 :n.oo 26.J.7 C0LO2 I Member X (kips) y (kips) z (kip-ft) I LOAD CASE COLOl COL02 10 -LONG. WIND 2 TO BACK -1 -4 2 -5 I LOAD CASE 11 -LONG. WIND 2 TO FRONT I COLOl -1 -4 0 I COL02 2 -5 0 I LOAD CASE I COLOl j COL02 I LOAD CASE I COLOl j COL02 12 -LONG. WIND 3 TO BACK -1 -2 l -2 13 -LONG. WIND 3 TO FRONT -1 -2 1 -2 j LOAD CASE 14 -LONG. WIND 4 TO BACK j COLOl -1 -3 j COL02 1 -3 I LOAD CASE I COLOl j COL02 15 -LONG. WIND 4 TO FRONT -1 -3 l -3 j LOAD CASE 16 -SEISMIC TO RIGHT j COLOl -5 -7 j COlj02 -6 7 I LOAD CASE I COLOl j COL02 17 -SEISMIC TO LEFT 5 9 6 -9 0 0 0 0 RS/10 TKC • U10S01'89A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job #, U10S0189A Frame : Hip Frame By: NBSUT\ tcoburn Job Name, OLIVENHAIN MWD OPERATIONS BLDG *** DESIGN SUMMARY -FRAME REAC~IONS BY LOAD CASE*** Member LOAD CASE COL01 COL02 LOAD CASE cdi.01 COL02 LOAD CASE COL01 COL02 LOAD CASE COL01 COL02 LOAD CASE COL01 COL02 LOAD CASE COL01 COL02 v ~(M) ~x l.6 .6 7 COLOJ. X (kips) 1 -DEAD 0 0 y (kips) 6 13 Z -COLLATERAL 0 0 3 -ROOF LIVE 0 0 7 17 z (kip-ft) 4 -WIND CASE 1 TO RIGHT 0 -6 0 -10 5 -WIND CASE 1 TO LEFT 0 -4 0 -6 6 -WIND CASE 2 TO RIGHT 0 -7 0 -13 29.23 I Member I LOAD CASE I COL01 I COii02 I LOAD CASE I COL01 I COL02 I LOAD CASE I COL01 I COL02 I LOAD CASE I COL01 COL02 I LOAD CASE COL01 I COL02 Page: Date, 05-13-10 File, E01 (J) 21..83 COL02 X (kips) y (kips) z (kip-ft) 7 -WIND CASE 2 TO LEFT 0 -5 0 -8 8 -LONG. WIND 1 TO BACK 0 -5 -7 9 -LONG. WIND 1 TO FRONT 0 -5 0 -7 10 -SEISMIC TO RIGHT 0 1 0 -1 11 -SEISMIC TO LEFT () -1 0 1 0 0 R9/10 TKC 1 U10S01'89A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job #: UlOS0189A Frame : Frame Line M By: NBSUT\ tcoburn Job Name: OLIVENHAIN MWD OPERATIONS BLDG *** DESIGN SUMMARY -FRAME, REACTIONS BY LO.AD CASE *** l.8 .42 COL01 Member LOAD CASE COLOl COL02 X (kips) y (kips) z (kip-ft) 1 -DEAD 0 1 5 12 LOAD CASE 2 -COLLATERAL COLOl 0 2 4 COL02 1 LOAD CASE 3 -ROOF LIVE COLOl 0 6 13 COL02 1 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 4 -WIND CASE 1 TO RIGHT 0 -5 -1 -13 5 -WIND CASE l TO LEFT 0 -3 1 -2 6 -WIND CASE 2 TO RIGHT 0 -6 -l -15 0 0 n.oo I Member I LOAD CASE I COLOl I COL02 I LOAD CASE I COLOl COL02 I LOAD CASE I COLOl I COL02 I LOAD CASE I COLOl J COL02 I LOAD CA/lE I COLOl J COL02 Page: Date: 05-13-10 File: E02 26.17 ~OL02 X (kips) y (kips) z (kip-ft) 7 -WIND CASE 2 TO LEFT 0 -5 0 -4 8 -LONG. WIND 1 TO BACK 0 -5 -1 -7 9 -LONG. WIND l TO FRONT 0 -5 -l -7 10 -SEISMIC TO RIGHT 0 l 0 -1 ll -SEISMIC TO LEFT 0 -i 0 1 0 0 R10/10 TKC U10S0189A Olivenhain MVVD Operations Bldg A1/164 1N :UC l:l'FII BU'ilA.1J.tNG: sY&TE~$ G:.it.bur Version 1.8 (2/26110) by DJE 1050 North Watery Lane Ph: (435) 919-3100 Brigham City, UT 84302 Fax: (435) 919-3i01 Name: Title: Affiliation: Date: STRUCTURAL DESIGN CALCULATIONS FOR CAIRO CONSTRUCTION COMPANY 7111 ENGINEER RD. SAN DIEGO, CA 92111 PROJECT OLIVENHAIN MWD OPERATIONS BLDG 1966 OLIVENHAINRD. CARLSBAD, CA 92009 Nucor Job No. U10S0189A Design Engineer = Todd Coburn Stamping Engineer= Russ Skeem, PE PROJECT DATA Structural Design Calculations -Pages Column Base Reactions -Pages Russ Skeem, PE Professional Engineer Nucor Building Systems May13,2010 Al RI to Al64 to RIO Professional Seal The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Building Systems, a Member of MBMA, and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. ExceJ,lence from the ground up l U10S0189A Olivenhain MWD Operations Bldg A2/164 Seismic Considerations: ]BC / ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 -Section 12.8) Building Data Input: ASCE 7-05 Nature of Occupancy Gaj,le/Sing]e Slope Building Width Building Length Distance to Ridge Roof Slope, s: 12 Low Eave Jleight (Front SW) High Eave Height ()3ack SW) Mean Roof Height Roof Level Diaphragm Mezzanine Level Diaphragm Seismic Data Input: Short period response acceleration, Ss 1 -second period response acceleration, S1 Site Classification Roof Loading: Self.weight(SW) RoofDead.Load (RDL) Roof Collateral Load (CDL) Roof Snow (Pf} Exterior Wall #1 (Left EW) Loads: 0 Full Height Wall ® Partial Height Hardwall Building A ·.:sfancfud.~\\ll' in s, · Gabie · ·, 27:3cl .feet _,_ :-· ; 255.Po' tee.t ... _'. '.li'.3~0-feel _ . -----·-12 -.. fe.et :·:_---SS= J'.173 .,~;¥ !\it~'r [ . .-: : . : )}.; __ . .--·1·· *** 0 Full Height Wall w/ Parapet 0 Partial Height Hardwall w/ Parapet D Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 27.33 feet Top Elevation Upper Wall Weight Top of Masonry Elevation Lower Wall Weight Exterior Wall #2 (Front SW) Loads: 0 Full Height Wall ® Partfal 1feight Hardwall *"'** 0 Full Height Wall w/ Parapet 0 Partial l:Ieight Hard wall w/ Parapet D Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports SelfWeight) Top Elevation 15.96 feet Upper Wall Weight j;.....,: . .J.2.QO_ ·pst'· , ... I Top of Masonry Elevation Lower Wall Weight Interior Wall #5 (Partition) Loads: @ Full Height Wall 0 Partial Height Hardwall 0 Full Height Wall w/ Parapet O Partial Height Hardwall w/ Parapet 0 Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 19.38 feet . **•• Wall Weight 0.00 pst,.:-,--j Pagel of6 Input Data STORAGE BUILDING Spreadsheet Revision Number: Latest Revision Date : Project No.:.· .. · • ·:· :; lJJ0$0J89A 2.5 8/28/2009 Description: ;0LIY.ENJlAJl)I MW;P OPilR!4J:i'.0NS BLDG Engineer : -T,,ciaoilU;!o1:>uEtl. :> Date : 4/27 /20 I 0 •Note: ASCE-7-05 states ''Whe1e diaphragms are not flexible, the design shall include the torsion moment pill'! the accidental torsional moments ·caused by an assumed 5% displacement in either direction of the building masses. Due to the configuration ofrigid frame metal buildings, accidental t01sionis NOT reqcired in the lateral seisniic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. **Note: ASCE 7-05 -Section 11.4.2. states ''Where the soil properties arc not known in sufficient detail to determine tl1e site class, Site Class D shall be used unless the authority having jurisdiction or geoteclmical data detennines Site Class E or F soils are present at the site." As a resull Site Class D will be used on nearly all huildings. *'*Note: 20% of flat roof snow load us,:d in seismic dead load calculations per NBS standards when flat roof snow load is greater tllan 30 psf. DO NOT include snow drift loads in seismic dead load. ****Note: Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter the height req_uired to account for the full dead load of the wall. Exterior Wall #3 (Right EW) Loads: 0 FullHeightWall 0 Full Height Wall w/ Parapet ® Partial Height Hardwall 0 Partial Height Hardwall w/ Parapet 0 Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 27.33 feet Top Elevation Upper Wall Weight Top of Masonry Elevation Lower Wall Weight Exterior Wall #4 (Back SW} Loads: 0 Full Height Wall ®· Partial Height Hardwall I 9.38 feet •••• I. _ lc?.-01tpsf. 'j -,1 O Full Height Wall w/ Parapet O Partial Height Hardwall w/ Parapet D Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 21.83 feet Upper Wall Weight !. 'ii.'Ob pst l,, ·1 Top ofMasonry Elevation Lower Wall Weight " 4.l°r'feii~· I ' $.foo, sf } .. Note: The weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral/ longitudinal seismic force resisting systems, provided that details permit unrestramed movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, steel studs, wood, EIFS, or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. 4/27/2010 TKC U10S0189A Olivenhain MWD Operations Bldg A3/164 Seismic Considerations: me / ASCE 7-05 -(Continued) Equivalent Lateral Force Procedure (per ASCE 7 -Section 12.8) Input Data Spreadsheet Revision Number : 2.5 8/28/2009 Mezzanine #1. Loads: Floor Dead Floor Live Elevation . Mezzanine #2 Loads: Latest Revision Date : Project No.: U10S0189A Description: OUVENHAIN MWD OPERATIONS BLDG Engineer : Todd K. Coburn Date: 4/27/2010 I;,, . ·1···· :~~~~i::d r: .. , , .. ,, --···{-I 1--------1_ ·Elevation J :\l ~~- ••**Note:~l-)~U-s-e-25~'½-,-p-e,~c~en~. t--o-'!f Floor Live Load when mezzanine is designed for Storage. (Typical st01age loads are 125 psf or greater.) 2) Use 10 psf (or actual weight if greater) for partition walls on mezzamne Crane Loads : Aisle #1 Number of Aisles with 11\is crane-info. Crane Type: (TR/ UH/ Mono) Crane Beam+Channel Rail Wt BriilgeWt. Hoist & Trolley Elevation Crane Loads : Aisle #3 Number of-Aisles with this crane info. Crane Type: (TR/UH/Mono) Crane Beam+Channel Rail Wt Bridge Wt. Hoist & Trolley Elevation Page 2 of6 Crane Loads : Aisle #2 Number of Aisles with this crane info. Crane Type: (TR/UH/Mono) Crane Beam+Channel Rail Wt Bridge Wt. Hoist & Trolley Elevation 0.00 plf .;.--~ Tl 4/27/2010 TKC U10S0189A Lateral Seismic Calculations: IBC / ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 -Section 12.8) Frame Description / Location: Building Data Input Echo: ASCE 7-05 Occupancy Category Seismic Force Resisting System Gable/Single Slope Width Length Distance to Ridge Roof Slope, s:12 Low Eave Height High Eave Height Mean Roof Height Bay Width Frame Located at Bay: f. II . • ~Riafd Fr'anie;. · Gable 27.33 feet 255.00 feet 23.50 feet 3.00: 12 15.96 feet 21.83 feet 19.38 feet O Left Endwall O Right Endwall Roof Concentrated Load Information: Roof concentrated loads: Mezzanine Information: :j ., Loading Area -Mezzanine #1: Concentrated Loads -Mezzanine #1: Loading Area -Mezzanine #2: Concentrated Loads -Mezzanine #2: 1---r:·.;:,, ,;/ ,,, [-1·1 ~-:·~ ··. ·'I Seismic Data Input Echo: Short period response acceleration, Ss I-second period response acceleration, SJ Seismic Data Output: Occupancy Importance Factor, Ie Site Coefficient Fa: Site CoefficientFv: Max spectral response for short periods (Eq 11.4-1): Max spectral response for I-second period (Eq 11.4-2): Design spectral response for short periods (Eq ll.4-3): Design spectral response for I-second periods (Eq 11.4-4): Seismic Design Category: Response Modification Coefficient, R: System Overstrength Factor, !lo: Deflection Modification Factor, c.: Building Period Coefficient,.Ct: Approximate Fundamental Period, Ta (Eq 12.&-7): Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12.&-l to 12.8-6) · Multistorv J)utribl!tk!~ · Sela111k Co1111lderatfoa1 ggfStbill;lc Wefpt w. Roof Loads 16400lbs Interior Wall #5 (Partition) Loads Dibs Exterior Wall #2 (Front SW) Loads 4245lbs 68751bs Exterior Wall #4 (Back SW) Loads 6360lbs 6875lbs Crane Aisle # I Dibs Crane Aisle #2 Olbs Crane Aisle #3 Olbs Mezzanine #1 Olbs Mezzanine #2 Dibs Totals 40755lbs Page3·of 6 Olivenhain MWD Operations Bldg A4/164 Lateral Cales. (1) Spreadsheet Revision Number: 2.5 8/28/2009 Latest Revision Date : Project No.: UIOS0189A ---------------Description: OLIVENHAIN MWD OPERATIONS BLDG Engineer : _____ T;:.o::cd::::dc.:K:::·:..C;:;.o;.:b;;:urn=----- Date: _____ ---'4/'-'2""7/""2-'-0"'-10'------- • Interior Frame O Int. Frame w/ Partition Hardwall (SW) Information: Ss= l.173 SJ= 0.457 1.00 Fa= 1.03 Fv= 1.54 Sms= 1.209 Sm! =0.705 Sds=0.806 Sdl =0.470 D 3.25 3 3.25 0.028 0,300 .8.64ldps 0.248 'llf/\'tdo•-·~ 19.38 feet - 10.06 feet 2.08 feet 13.00 feet 2.08 feet -------- *** ·~· ••• Wall Length Exterior Wall #2 (Front SW): Wall Length Exterior Wall #4 (Back SW): Crane Information: Quantity of Cranes / Bay -Aisle #I: . .~--:---, ____ ,_ Length of Runway -Aisle #I: Quantity of Cranes-/ Bay -Aisle #2: Length of Runway -Aisle #2: Quantity of Cranes/ Bay-Ai$1e #3: Length of Runway -Aisle #3: 1-: .... --, ... *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. **Note: Enter mnway lengfu, DO NOT double nm way length as other seismic sheets-have asked you to do previously. :,_ - "*'Note: ASCE 7-05 -Sections 12,2.3, 12.2.3.J and 12 2.3.2 sillies. "Where di!Terent seismic force-resisting systems are used in combination to resist seismic forces in the same direction of stmctural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." Iu summary, the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value ofR for any of the-systems utilized in that same direction. Likewise, the deflection amplification factor, Cd. and the system overstreng1h factor, n0• in the direction under consideration shall not be less than the largest value of this factor for any of the systems used in that san1e direction. Distribution Exponent, k 1.00 Alt. RoofWeight: Alt. Panel Load: 41.98pef OJ12 kips/ft Vutlt*IJ)ist, .. 'Selllill.lc-li'orce S¢lsiill~1Jue :Mold.eat ·'Frame Jjiiffol'Dl• Ll>acb' . t,,i;w,.c,.. F, ·-~ RoofWeight: Panel Load: 317750 6.81 kips _ 131.90 ft-kips 33.47pef 0.249 kips/ft ---Fwtte Cl)l1ceiJthite.dM•111 Load Elevation 42716 0.92kips 9.21 ft-kips 0.673 kips 14.63feet 14323 0.31 kips 0.64 ft-kips 82680 1.77 kips 23.03 ft-kips J.JSSkips 20.50 feet 14323 0.31 kips 0.64 ft.kips ---------~ ------------------------ 471792 10.11 kips 165.42 ft-kips FrtUMBaseShcar: 8.636kip~ 4/27/2010 TKC U10S0189A Lateral Seismic Calculations: me I ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 -Section 12,8) Frame-Description/ Location: Building Data Input Echo: ASCE 7-05 Occupancy Category Seismic Force Resisting System Gable/Single Slope Width Length Distance to Ridge Roof Slope, s:12 Low Eave Height High Eave Height Mean Roof Height Bay Width Frame Located at Bay: II r -·l>ost&,Beain --JI Gable 27.33 feet 255,00 feet 23 50 feet 3.00: 12 15.% feet 21.83 feet 19.38 feet O Left Endwall O RightEndwall Roof Concentrated Load Information: Roof concentrated loads: Mezzanine Information: Loading Area -Mezzanine # I : Concentrated Loads -Mezzanine #I: Loading Area -Mezzanine #2: Coil_centrated Loads -Mezzanine #2: Seismic Data Input Echo: Short period response acceleration, Ss I-second period response acceleration, S1 Seismic Data Output: Occupancy Importance Factor; Te Site Coefficient Fa: Site Coefficient Fv: f . Max spectral response for short periods {Eq I I.<!-1 ): Max spectral.response for 1-second period (Eq 11.4-2): Design spectral response for short periods (Eq 11.4.-3): Design spectral response for !-second periods (Eq 11 .4-4): Seismic Design Category: Response Modification Coefficient, R: System Overstrength Facto,, no: Deflection Modification Factor; Cd: Building Period Coefficient, Ct: Approximate Fundamental Period, Ta (.Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12 8-1 to 12 8-6) Mllltl5fjlt,y DiJtnbu:ti.OJl . S-leC•iid~ Ell'.~ W9*lrt" ' -·w,. RoofLoads 10842 lbs Interior Wall #5 (Partition) Loads 0lbs Exterior Wall #2 (Front SW) Loads 2so61bs 45451bs Exterior Wall #4 (Back SW) Loads 4205lbs 4545lbs Crane Aisle #1 Olbs Crane Aisle #2 Olbs Crane Aisle #3 Olbs Mezzarune #I Olbs Mezzanine #2 Olbs Totals 269441b, Page 4 of6 Olivenhain MWD Operations Bldg AS/164 Lateral Cales. (2) • Interior Frame Spreadsheet Revision Number : Latest Revision Date : Project No.: UI0S0l89A 2.5 8/28/2009 Description: OLJVENHAIN MWD OPERATIONS BLDG Engineer : _____ .,!T_,,o;:,dd=K.::..:::C:::ob;:,urn=----- Date : ______ 4::,;l2::;7c,;l2::;0:..:1.::.0 _____ _ O Int. Frame w/ Partition Hardwall (SW} Information: Ss = 1.173 Sl= 0.457 1.00 Fa= 1.03 Fv= 1.54 Sms=l.209 Sml =0.705 Sds=0.806 Sd! =0.470 D 3.25 .... 3" *** 3.25 0,03 0.277 S,71kips 0248 ••• Wall Length Exterior Wall #2 (Front SW): Wall Length Exterior'Wall #4 (Back SW): Crane Information: Quantity of Cranes/ Bay -Aisle #1: Length of Runway -Aisle #I: Quantity of Cranes/ Bay -Aisle #2: Length of Runway -Aisle #2: Quantity of-Cranes/ Bay -Aisle #3: Length of Runway-Aisle #3: .. } J!i,1!?:~eet r~ ' ·:· N,83 feet _tf r ·:_ .: gJ:. I-_.· ---.._---....,.,,-·::a •.• •: ,, .. < *Note: Enter quantity of cranes for one ais1e only, DO NOT increase the crane quantities when crane information is used for more than one aisle. **Note~ Enter rnnway length, DO NOT double nmway length as otl1er seismic sheets have asked you to do previously. ***Note: ASCE 7-05 -Sections 12.2.3, 12 2.3.l and 12.2.3.2 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." In summary, the response modification coefficient, R, used for design in the.direct;on under consideration shall not be greater than the least vah1e ofR for any of the systems utilized in that san1e direcnon. Likewise, the deflection amplification factor, C"' and the system ovcrstrength factor, no, in the direction under consideration shall not be less than the largestvalue of this factor for any of the systems used in that same direction. Distribution Exponent k I 00 Alt. RoofWeight: Alt. Panel Load: 41.9Bpsf 0.207 kips/ft ~-VerdealDlit, ISir;nuc :fbr!;e 'Seisll\ic·BueMoment Frinil.e'irnifonn Load~ . fl,, ·Factor, C:.,. Fs: .. .. M Roof Weight: Panel Load: 19.3S feet 210068 4.50kips 87.20 ft-kips 3!J.47psf 0.165 kips/ft -----linnt.t1Co)i'Cl0Jltnted :L!>a.da. · Load Elevation 10.06 feet 28240 0.61 kips 6.09 ft-kips 0.44Skips 14,63feet 2.08 feet 9469 0.20kips 0.42 ft-kips 13.00 feet 54661 1.17 kips 15.22 ft-kips 0.763kips 20.50 feet 2.0S feet 9469 0.20kips 0.42 ft-kins -----------------------------------------311906 . 6.68kips 109.36 rt-kips FrameBllseS!te,zr: 5.709/dps 4/27/2010 TKC U10S0189A Lateral Seismic Calculations: me I ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 -Section 12.8} Frame Description / Location: Building Data Input Echo; ,~~:Lln~10·· .. ' . . -A I II ASCE 7-05-0ccupancy Category Seismic Force Resisting System Gable/Single Slope L lli:>st:&: Beam, . Width Length Distance to Ridge Roof Slope, s: 12 Low Eave Height High.Eave Height Mean Roof Height \3ayWidth Frame Located at-Bay: Gable 27.33 feet 255,00 feet 23.50 feet 3.00: 12 15.96 feet 21.83 feet 19.38 feet O Left Endwall O Right Endwall ·Roof Concentrated Load Information: Roof concentrated loads: Mezzanine Information: Loading Area -Mezzanine #1: Concentrated Loads -Mezzanine #I: Loading Area -Mezzanine #2: Concentrated Loads -Mezzanine #2: Seismic Data Input Echo: Short period response acceleration, Ss I -second period response acceleration, Sl Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fv: 1 · . : : .. ,.-.. ' I ... ~--_: Max spectral response for short periods (Eq 11 .4-1 ): Max spectral response for I-second period (Eq 11.4-2): Design spectral response for short periods (Eq 11.4-3}: Design spectral response for I -second periods (Eq 11.4-4): Seismic Design ~ategory: Response Modification Coefficient, R: System Overstrength Factor, .Q0: Deflection Modification Factor, c.: Building Period Coefficient, Ct: Approximate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12 8-1 to 12 8-6) :Miiltistor,v Qistiibufio~ .. .. . ' .. - V I ~--I Selamie Cci-.ldfritloa, E~Sel1mk:Wel1!it w .. . ~ Roof Loads 7927lbs Interior Wall #5 (Partition) Loads Olbs Exterior Wall #2 (Front ~W) Loads 2052lbs 3323 lbs Exterior Wall #4 (Back SW) Loads 3074lbs 3323 lbs Crane Aisle #1 Olbs Crane Aisle #2 Olbs Crane Aisle #3 Olbs Mezzanine # I Olbs Mezzanine #2 Olbs Totals 196981ba Page 5 of 6 Olivenhain MWD Operations Bldg A6/164 Lateral Cales. (3) Spreadsheet Revision Number : Latest Revision Date : Project No.: UJOS0189A 2.5 8/28/2009 Description: OLIVENHAIN MWD OPERATIONS BLDG Engineer· _____ ..:T~o~dd=K::. . .:::C.:::ob!'.:urn=----- Date · _____ __:4::.;12:::7~/2:::0~1.::.0 _____ _ It Interior Frame O Int. Fr3Jl!e w/ Partition Hardwall (SW) Information: Ss = 1.173 SI= 0.457 LOO Fa= 1.03 Fv= 1.54 Sms= 1.209 Sm!= 0.705 Sds=0.806 Sdl = 0.470 D 3,25 3 3.25 0.03 0277 4,l7kips 0248 £lent111a --~·--19.38 feet - 10.06 feet 2.08 feet 13.00 feet 2.08 feet .. ------ .. .... ••• *** Wall Length Exterior Wall #2 (Front SW): Wall Length Exterior Wall #4 (Back SW): ·Crane Information: Quantity of Cranes /Bay-Aisle #1: Length of Runway -Aisle#!: Quantity of Cranes I Bay -Aisle #2. Length of Runway -Aisle #2: Quantity of Cranes / Bay -Aisle #3: Length of Runway-Aisle #3. _ _l~SQ feet r, _, - *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used.for more than one aisle ••Note: Enter runway length, DO NOT double mnway length as other seismic sheets have asked you to do previously. .. *Note: ASCE 7-05 -Sections 12.2.3, 12.2.3.1 and 12.2.3.2 states. "V.~iere different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of stmcrural response, other than those combinotions considered as dual systems, the more stringent system limitation · contained in Table 12.2-1 shall apply." In summary, the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value ofR for any of tlie systems utilized in that same direction. Likewise, the deflection amplification factor, c.,, and the system overstrength factor, Ci.0, in the direction under consideration shall not be less than the largest value of tlus fact of for any of the systems used in that san1e direction. Distribution Exponent k 1 00 Alt. RoofWeight: Alt. Panel Load: 4J.98pif 0.151 kips/ft Vtitlcil Dist.. ~imli:Force Seismic Base l\l:om~i · Fr'llin.eJ:l)ilfonn Loads .. ;tr•dor,1'.;.. 'JI. M RoofWeight: Panel Load: -~ 153579 3.29 kips 63. 75 ft-kips 33.47pif 0.120 kips/ft -·-.. Fr.ante €(i)f§ellfrllted L«!'-°4i· Load Elevation 20646 0.44kips 4.45 ft-kips 0.325kips 14.63 feet 6923 0.15kips 0.31 ft-kips 39962 0 86kips 11.13 ft-kips 0.558kips 20.50 feet 6923 0.15 kips 0.31 ft-kins -----.. -.. ---------------· .. --- 228033 4;89 kips ·79_95 ft-kips Frame Base Shear: 4.174kips 4/27/2010 TKC U10S0189A Olivenhain MWD Operations Bldg A7/164 Longitudinal Seismic Calculations: IBC / ASCE 1-05 Equivalent Lateral Force Procedure (per ASCE 7 • Section 12.8) Building Data Input Echo: ASCE 7-05 Occupancy Categol)' Low SW Force Resisting System High SW Force Resisting System Gable/Single Slope Width Length Distance to Ridge Roof Slope, s:12 Low Eave Height High Eave Height Mean Roof Height Roof Concentrated Load Information: Building A II Gable 27.33 feet 255.00 feet 23.50 feet 3.00: 12 15.96 feet 21.83 feet 19.38 feet Longitudinnl Cnlcs. Hardwall Information: Spreadsheet Revision Number : Latest Revision Date : Project No.: UI0S0189A 2.5 8/28/2009 Description: OLlVENHAIN MWD OPERATIONS BLDG Engineer : Todd K. Coburn Date: 4/27/2010 Wall Length Exterior Wall #2 (Front SW): 2ss:00 fee~ J _ ; Roof concentrated loads: ,. Wall Length Exterior Wail #4 (Back SW): Qty. = I~ · •', · ·, -"~-~ ! Wall Length Interior Wall #5 (Partition): 27.33 feet Mezzanine Information: Loading Area .. Mezzanine # 1: Concentrated Loads • Mezzanine # l: Loading Area • Mezzanine-#2: Concentrated Loads· Mezzanine #2: Seismic Data Input Echo: Short period response acceleration, Ss I-second period response acceleration, SJ Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fv: , ._ ..... 1-. Max. spectral response for short periods (Eq 11 .4-1 ): Max spectral response for 1-second period (Eq 11.~2): Design spectral response for sbortperiods (Eq 11.4-3): Design spectral response for !-second periods (Eq 11.4-4}: Seismic Design Categol)': Response Modification Coefficient, R: System Overstrength ·Factor, .0.,: Deflection Modification Factor, C,: Building Period Coefficient, Ct: Approximate Fundamental Period, Ta{Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) ».l)itJs.tgJii •nii(tiliui111n. - ~k (:oqld4iAt1oa, Jff',.Wnd~ Wd.&bt' w. Roof Loads 139400lbs Exterior Wall #1 (Left EW) Loads 4988lbs 62641bs Exterior Wall #3 (Right EW} Loads 4988lbs 62641bs Interior Wall #5 (Partition) Loads Olbs Exterior Wall #2 (Front SW) Loads 36083lbs 58438lbs Exterior Wall #4 (Back SW) Loads 54060lbs 58438-Jbs Crane Aisle # 1 0lbs Crane Aisle #2 Olbs Crane Aisle #3 0lbs Mezzanine /fl Olbs Mezzanine #2 Olbs Totals 368923lbi Page 6 of6 Ss = 1.173 SI= 0.457 1.00 Fa= 1.03 Fv= 1.54 Sms= l.209 Sm! =0.705 Sds=0.806 Sdl = 0.470 D 3.25 3 3.25 0.03 0.277 82.ll kips 0.248 ·· !;levatlo1t ~. 19.38 feet 11.90 feet 2.08 feet 11.90 feet 2.08 feet 9.79 feet 10.06 feet 2.08 feet 13.00 feei 2.08 feet --.. ... .. - .... ••• ••• Crane Information: Quantity of Cranes--Aisle #1: Length of Runway -Aisle #I: Quantity of Cranes .. Aisle #2: Length of Runway • Aisle #2: Quantity of Cranes • Aisle #3: Length of.Runway • Aisle #3: *Note: Enter quantity of eranes for one aisle only, DO NOT increase 1he crane quantities when crane. information is used for more than one aisle. **Note: Enter runway length. DO NOT donble runway length as otherscismic sheets have asked you to do p1eviously. ***Note: ASCE 7-05 • Sections 12.2 3, 12.2.3. J and J 2.2.3.2 states, "\>,,'here different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, oilier than those combinations considered as dual systems, the moie suingent system limitation contained in. Table 12.2-1 shall apply." I.ti SlllnJllBI)', the response modification coefficient. R, used for design iu the direction under consideration shall not be greater than the least value ofR for any of the systems utilized in that same direction. Likewise, the deflection an1phfication factor, Cd, and the system overstrength factor, WO, m the direction under congjderation shall not be less than 1he largest value of this factor for any of the systems used in that same direction. Distnbution Exponent, k 1.00 Veni,;a!Plst. · Selsll!lc;l<ow,-Seismill B'iJR ll:lo!ll'!!i· Factor,<;.. i', " l\l .,-, •" 2700876 59A8kips 1152.40 ft-kips ··· · -··»ia'ciJt2tUiiifofat l;oi!.11_• ·: - 59355 1.31 kips 15.55 ft-kips Roof Snow: - 13050 0.29kips 0.60 ft-kips Seismic Dead W: 35.37psf 59355 1.31 )cips 15.55 ft-kips Total Seismic W: 35.37pef 13050 0.29 kips 0.60 ft-kips Seismic Factor: 0.273 -.. -Bracl11d!o11~ti'.llted I,clads. Load Elevation 363082 8.00 kips 80.46 ft-kips 5.392 kips 15.96 feet 121747 2.68 kips 5.59 ft-kips 702779 15.48 kips 201 .20 ft-kips 9.47lkips 21.83 feet 1217~7 2.68 kips 5.59 ft-kips .. ... ---------------.. ---. .. .. -- 4155041 91.50 kips 1477.53 ft-kips Bracing Base Shear: 82.123kips 4/27/2010 TKC U10S0189A Olivenhain MWD Operations Bldg A8/164 Seismic Considerations: me / ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 • Section 12 8} Building Data Input: ASCE 7-05 Nature of Occupancy Gable/Single Slope Building Width Building Length Distance to Ridge Roof Slope, s: 12 Low Eave Height (Front SW) High Eave Height (BackSW) Mean Roof Height Roof Level Diaphragm Mezzanine Level Diaphragm Seismic Data Input: Short periodresponse acceleration, Ss 1-second period response acceleration, S, Site Classification Roof Loading: Selfweighl {SW) RoofDead Load (RDL) Roof Collateral Load.(CDL) RoofSnow (Pf) Exterior Wall #1 (LeftEW) Loads: 0 Full Height Wall ® PartialHeightHardwall BuildingB -Sta'ndard B.11i!WJ11!S .. -.-· --Giiti1. 1 ---._- i'7Ja f~et 19.38 feet r_ }:lone ~~ _--_-~-~t"':_o~: __ ----~1·· -5.00 .. Dsf-- O Full Height Wall w/ Parapet 0 Partial Height Hardwall w/ Parapet D Exclude Wall in Lateral Seismic-Calculations. (Shear Wall Supports Self Weight) Wall Length 27 33 feet Top Elevation Upper Wall Weight Top of Masonry-Elevation Lower Wall Weight Exterior Wall_#2(Front SW) Loads: 0 Full Height Wall ® Partial Height Hardwall I 9.38 feet_ •••• I'. -, ,a,ott.i>st·_-' :! -_ .s~.Q(/-"'sf -·_., :- 0 Full Height Wall w/ Parapet 0 Partial Height Hardwall w/ Parapet D Exclude Wall in Longitudinal SeismicCalcuiations.. (Shear Wall Supports Self Weight} T9p Elevation 15.96 feet Upper Wall Weight I, · 1-i:_QQ pst: . ___ J Top of Masonry Elevation Lower Wall Weight Interior Wall #5 (Partition) Loads: ~ FullHeightWall O Partial Height Hardwall .:4,l7 feet _ . :. 1 0 Full Height Wall w/Parapet 0 Partial Height Hardwall w/ Parapet D Exclude Wallin Lateral Seismic Calculations. {Shear Wall Supports Self Weight) Top Elevation 19,38 feet ~••• Wall Weight ! -~00: }sf , · -j Page I of& Input Dab\ WAREHOUSE Spreadsheet Revision Number : Latest Revision Date : Project No.: __ Descrip!Ion:"':0:c:L':l:,:VENHAlN::,_._:s-:: __ c:'i-c::-_ ::- Engineer: ' ___ ---· -~-'l'.' Date: 2.5 8/28/2009 *Note: ASCE 7-05 states ''Where diaphragms are not fkxible, the design shall include the torsion momentplus the accidental torsional moments caused by an asSlnned 5% displacement in either direction of the building masses. Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. \ 1 ••Note: ASCE7-05 -Section l 1-4.2. states "Where the soil properties arc not lmowo in sufficfoot dctatl LO determine the site class, Site.Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E orF soils are present at the site." As a result, Site Class D will be used on nearly all buildings, ••*Note: 20% of flat roof snow load used in seismic dead load calculations per NBS standards when !lat roof.snow load is greater than 30 psf_ DO ~OT include snow drift loads in seismic dead load. ••••Note: Full Height Hardwall is applied at mean roof height (mrh) alEndwalls. Enter the height required to account for the full dead load of the wall. Exterior Wall #3_ (Right EW) Loads: 0 Full Height Wall O Full Height Wall w/ Parapet Ii Partial HeightHardwall O Partial Height Hardwall w/ Parapet D Exclude Wall in Lateral Seismic: Calculations, (Shear Wall Supports Self Weight) Wall Length 27.33 feet Top Elevation 19.38 feet •••• UpperWallWeight r· _ 1.2,PJ(r,sf"'. f] Top of Masonry Elevation Lower Wall Weight -Exterior Wall #4 (Back SW) Loads: 0 FullHeightWall 0 Full Height Wall w/ Parapet ® Partial HeightHardwall O Partial HeightHardwall w/ Parapet 0 Exclude Wall inLongitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 2l.S3 feet UpperWallWeight C . __ U:._Q\'l psJ t ~J Top of Masonry Elevation Lower Wall Weight -4.17.Jeet ;r" Note: The weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral./ long,tudinal seismic force resisting systems, provided that details permit unrestrained movement of the seismic force resisting system relative to the wall, (This exclusion does not apply to metal panel walls, steel studs, wood, EIFS, or other flexible wall SYstcms that are attached to the buildingfraniing at several points,) Per MBMA "Seismic Design Guide for Metal Building Systems. 4/27/2010 TKC U10S0189A Olivenhain MWD Operations "Bldg A9/164 Seismic Considerations: iBC / ASCE 7-05 -(Continued) Equivalent Lateral Force Procedure (per ASCE 7 -Section 12.8) Mezzanine_#l Loads: Input Data Mezzanine #2 Loads: Spreadsheet Revision Number: Latest Revision Date : Project No.: U! OSOi 89A 2.5 8/28/2009 Description: OLIVENHAIN MWD OPERATIONS BLDG Engineer : Todd K Coburn Date: 4/27/2010 Floor Dead Floor Live Elevation [~_:::~,-~-:~:--~~~ i:-J···· ~:~:f!~:d r-,-~ ;.-~---c LI .. **Note: 1) 1Jse 25% percent ofFJoor Live Load when mezzanine is designed for Storage. {Typical storage loads are 125 psf or greater.) 2) J;se-10 psf (or actual weight if greater) for partition walls on mezzanine Crane Loads : Allie #1 Number of Aisles with this crane info. Crane Type: (TR/ UH/ Mono) Crane Beam+Channel Rail Wt Bridge Wt. Hoist & Trolley Elevation Crane Loads :_Allie #3 Numberof Aisles with this crane info. Crane Type: (TR/ UH /Mono) Crane Beam+Channel ·Rail Wt Bridge Wt. Hoist & Trolley Elevation Page 2 of 6 Crane Loads : Aisle #2 Numbercof Aisles with this crane info. Crane Type: {TR/ UH/ Mono) Crane Beam+Cbannel Rail Wt Bridge Wt. Hoist & Trolley Elevation < : ,, < -· ..... ·. ifl 4/27/2010 TKC U10S0189A Lateral Seismic Calculations: me / ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 • Section 12.8) Frame Description/ Location: Building Data Input Echo: JI ASCE 7-05 Occupancy Category Seismic Force Resisting System Gable/Single Slope I" ;PoSb&·B~am . Width Length Distance.to Ridge Roof Slope, s:12 Low Eave Height High Eave Height Mean Roof Height Bay Width Frame Located at Bay: Gable · 27.33 feet 147.33 feet 23.50 feet 3.00: 12 15.96 feet 21.83 feet 19.38 feet O Left Endwall O Right Endwall Roof Concentrated Load Information: Roof concentrated loads: Mezzanine Information: Loading Area -Mezzanine #1: Concentrated Loads· Mezzanine#!: Loading Area· Mezzanine #2: Concentrated Loads • Mezzanine #2: Seismic Data Input Echo: Short period response acceleration, Ss I ·second· period response acceleration, Sl Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa: .Site Coefficient Fv: l. . j:. " : "'" . I ·-" .. L · .. Max spectral response for short periods (Eq 11.4·1): Max spectral response fed-second period (Eq 11.4-2): Design spectral response for short periods (Eq 11.4-3): Design spectral response for ! -second periods (Eq l L 4-4): Seismic Design Category: Response Modification Coefficient, R: System Overstrength Factor, no: Deflection Modification Factor, Cf Building Peri~ Coefficient, Ct: Approximate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V (Eq 12.8·1) Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6} M'.11ltistory Distribu.tion ·-..1 ' Sellt11tlt Con1lllm1llon1 Ell', Sel1111te Weight •• Roof Loads 13758 lbs Interior Wall #5 (Partition) Loads 0lbs ),xterior Wall #2 (Front SW) Loads 3561 lbs 5767 lbs Exterior Wall #4 (Back SW) Loads 5335 lbs 5767lbs Crane Aisle # l 0lbs Crane Aisle #2 0lbs Crane Aisle #3 0lbs Mezzanine #1 0lbs Mezzanine #2 0lbs Totals 34189lb1 Page3 of6 Olivenhain MWD Operations Bldg A10/164 Lateral Cales. (J) Spreadsheet Revision Number : Latest Revision Date : Project No.: Ul 0S0189A 2.5 8/28/2009 Description: OLIVENHAIN MWD OPERATIONS BLDG Engineer : Todd K. Coburn Date: 4/27/2010 ii Jnterior Frame O Int. Frame·w/ Partition Hardwall (SW} Information: Ss= 1.173 Sl = 0.457 1.00 Fa= 1.03 Fv= 1.54 Sms =1.209 Sm!= 0.705 Sds=0.806 Sdl =0.470 D 3.25 3 3.25 O.Q3 0.277 7.24 kips 0.248 JllCYlltiOII• -~. 19.38 feet ·- 10.06 feet 2.08 feet 13.00 feet 2.08 feet ·--·-- - ••• *'* ... Wall Length Exterior Wall #2 (Front SW): Wall Length Exterior Wall #4 (Back SW): Crane Information: Quantity of Cranes/ Bay· Aisle #1: Length of Runway -Aisle #I: Quantity of Cranes /eBay-Aisle #2: Length of Runway • Aisl_e #2: Quantity of Cranes/ Bay-Aisle #3: Length of Runway· Aisle #3: .. c. i}.11_~it L .. ,:•j5:1i _reet; :1f. I:: ... , / .-, .. *Note: Enter qu3Dtity of cranes-for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. ••Note: Enter rm1way length, DO NOT double nmway length as other seismic sheets have asked you to do previously. •••Note: A,SCE 7-05 · Sections 12.2.3, 12.2.3.1 and 12.2.3.2 states. "Where different seismic force-, esisting systems are used in combination to resist seismic, forces in the same di.tectionofstructural response, other than those combinations considered as dual systems, the more stringent system limitation contained in !able 12.2-1 shall apply." In summary, the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that same direction. Likewise, the deflection amplification factor, Cd, and the system overstrength factor, no, in the direction under consideration shall not be less than the largest value of this factor for any of the systems used in that same directton. Distribution Exponent, k 1.00 Alt. RoofWeight: Alt. Panel Load: 41.98psf 0.262 kips/ft Ve'riicaJ.Di1t. Sei1111te For.ell Sti"111C JIiiie Millllellt '• Fnilie UJ1i.fiii':m tii>.ati1 Fa~_i:1.£.. . F, M -Roof Weight: Panel Load: 266557 5.71 kips 110.65 ft-kips 33.47psf 0.209 kips/ft -----. frame Coicei,ttjlttd Lo1c& Load Elevation 35834 0.77 kips 7.73 ft-kips 0.565/rips 14.63fut 12016 0.26kips 0.54 ft-kips 69359 1.49 kips 19 .32 ft-kips 0.969kips 20.50/ut 12016 0.26kips 0.54 ft-kips "" -·--- "" "" "" ---"" ----·---- "" -· "" -- 395781 8.48kipa 138.77 ft-kips Fr~BaseSnear: 7.24S kips 4/2712010 TKC U10S0189A Lateral Seismic Calculations: IBC / ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 -Section 12.8) Frame Description/ Location: Building Data Input Echo: ASCE 7-05 Occupancy Category Seismic Force Resisting System Gable/SingkSiope Width Length Distance to Ridge Roof Slope, s:12 Low Eave Height High Eave Height Mean Roof Height Bay Width Frame Located at Bay: 1· BuildingB II '. ;R.lgicfJ'tam~- Gable 27,33 feet 147.33 feet 23,50 feel 3,00 : 12 15.96 feet 21.83 feet 19.38 feet O Left Endwall 0 Right Endwall Roof Concentrated Load 1nformatii>n: Roof concentrated loads· Mezzanine Information: ., Loa~ing Area -Mezzanine# 1: Concentrated Loads -Mezzanine# I: h ~:1 Loading Area • Mezzanine #2: Concentrated Loads -Mezzanine #2: Seismic Data Input Echo: Short period response acceleration, Ss !-second period response acceleration, Sl Seismic Data Output: Ocpupancy Importance Factor, Ie Site Coefficient Fa: Site Coefficient Fv: : '·. ·'"" .• "". t.,---~ . . . -· I • •"'· 'J • • • ; ,- Max spectral-response for short periods (Eq 11.4-1 ): Max spectral response for !-second period (Eq 11.4-2): Design spectral response for short periods (Eq 11.4-3): Design spectral response for !-second periods (Eq 11.4-4): Seismic.Design Category: Response Modification Coefficient, R: System Overstrenglh Factor, Oo: Deflection Modification Factor, Cd: Building Period Coefficient, Ct: Approximate Fundamental Period, Ta(Eq 12.&-7): Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient. Cs (Eq 12 8-1 to 12.8-6) Mllltlifory Distr=:linitfoll . .... -.....--- $'eiolil> einurd~llo•• EW. Se!MlJ¢ Wei*llt :w. .. RoofLoads 16400lbs Interior Wall #5 (Partition) Loads Olbs Exterior Wall #2 (Front SW) Loads 4245 lbs 6875 lbs Exterior Wall #4 (Back SW) Loads 6360 lbs 6875 lbs Crane Aisle #1 Olbs Crane Aisle #2 Olbs Crarie Aisle #3 Olbs Mezzanine If.I Olbs Mezzanine 112 Olbs Totals "6755 lbs Pagc4-of6 Olivenhain MWD Operations Bldg A11/164 Lateial Cales, (2) Spreadsheet Revision Number : Latest Revision Date : 2.5 8/28/2009 • 1· ••• •.· ~ -~ . ,· Project No.: UIOS0189A Description: OLIVENHAIN MWD OPERATIONS BLDG Engineer : _____ T_o_d_d.,..K_,.. C_o_b_urn _____ _ Date: 4/27/2010 --------------- • Interior Frame 0 fut. Frame w/ Partition Hardwall (SW) Information: Ss= l.!73 Sl = 0.457 1.00 Fa= 1.03 Fv=!.54 Sms= 1.209 Sm! =0.705 Sds=0.806 Sdl =0.470 D 3.25 3 3.25 0.02& 0,300 8.64kips 024& '1:1mt1oi1 ~. 19.38 feet .. 10.06 feet 2.08 feet 13.00 feet 2.08 feet .. ------ ••* •o ••• Wall Length Exterior Wall #2 (Front SW): Wall Length Exterior Wall #4 (Back SW): Crane Information: Quantity of Cranes/ Bay-Aisle #1: Length of Runway -Aisle #J: Quantity of Cranes / Bay-Aisle #2: Length of Runway-Aisle #2: I. -.. EJ:. Quantity of Cranes / Bay -Aisle #3: Length of Runway -Aisle #3: F *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. **Note, Enter nmway length, DO NOT doublemmvay length as other seismic shcetshave-asked you to do previously. ***Note: ASCE 7-05 -Sections 12.2.3, 12.2.3. l and 12 2.3.2 states, "\\~1ere different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." Tn summary, the response modification coefficient, R, used for design in the direction under cousideration shall not be greater than the leas, value of R for any of the sysiems utilized in that same direction. Likewise, the deflection amplif1cat1on factor, c •. and the system overstrenglh.factor, [);0, in the direction under consideration shall not be less than the largest value of this factor for any of the systems used m that same direction. Distribution Exponent, k 1 00 Alt.RoofWeight: I Alt. Panel Load: 41,98psf 0.312 kips/ft . Veitltal D"ut., , !!e!imlt FIiice Seismic Ba11e.liloment ~e 'Urfi.(oYJi! Lilada . ,Fido..-,<;,., 11 · M. RoofWeight: Panel Load: ·*' ., 317750 6.81 kips 131.90 ft-kips 33.47psf 0.249 kips/ft -.. -Fra.111;, Qln.~trateil Lil•if• . Load Elevation 42716 0.92kips 9.21 ft-kips 0.673kips 14.63 feet 14323 0.31 kips 0.64 ft-kips 82680 1.77 kips 23.03 ft-kips J.155 kips 20.50 feet 14323 0.31 kips 0.64 ft-kios --.. -----.. --------.. --------- 47,1792 10.11 kips 165.41 ft-kips Frame Base Shear: 8.636kips 4/27/2010 TKC U10S0189A Lateral Seismic Calculations: me/ ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 -SectionJ 2.8) Frame Description/ Location: Building-Data Input Echo: ASCE 7-05 Occupancy Category Seismic Force Resisting System Gable/Single Slope Width Length Distance to Ridge Roof Slope, s: 12 Low Eave Height High Eave Height Mean Roof Height BayWidth Frame Located at Bay: ,' -. '· '~I 1.- I. n .. rusjtt'ffaine::' Gable 27.33 feet 147.33 feet 23.50 feet 3.00 : 12 15.96 feet 21.83 feet 19.38 feet : • '.f!t;1;;1;./t'eet·y; O Left Endwall a Right Endwall Roof Concentrated Load Information: Roof concentrated loads: Mezzanine Information: Loading Area ·Mezzanine#!: Concentrated Loads -Mezzanine #1: Loading Area-Mezzanine #2: Concentrated Loads -Mezzanine #2: Seismic Data Input Echo: Short period response acceleration, Ss I-second period response acceleration, SI Seismic Data-Output: Occupancy Importance Factor, Ie Site Coefficient Fa: Site Coefficient Fv: Max spectral response for short periods (Eq I 1.4-1): Max spectral response for I-second period (Eq I 1.4-2): Design spectral response for short periods (Eq 11 .4-3): Design spectral response for I-second periods (Eq 11.4--4): Seismic·Design Category: Response Modification Coefficient, R: System Overstrength Factor, Oc,: Deflection Modification Factor, Cd: Building Period Coefficient, Ct: Approximate Fundamental Period. Ta (Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V·(Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12 8-1 to 12 8-6) .l\inlti,rtorv l)llltrlbutloi ·1 ·11 -·I Seiul'.l:-Co!lllderatiou Elt Selaatl.c W e!Jbt w, RoofLoads !0478lbs ExteriorWalrJ/3 (RightEW) Loads 4988 lbs -62641bs Exterior Wall #2 (Front SW) Loads 2712lbs 4392lbs Exterior Wall #4 (Back SW) Loads 4063 lbs 4392 lbs Crane Aisle #1 Olbs Crane Aisle #2 Olbs Crane Aisle #3 Olbs Mezzanine # I . Olbs Mezzanine #2 Olbs Totals 37l901ba Page S of6 Olivenhain MWD Operations Bldg A12/164 Lateral Cales. (3) -~.: C • Spreadsheet Revision Number : Latest Revision Date : Project No.: UIOS0!89A 2.5 8/28/2009 ---------------Description: OLIVENHAIN MWD OPERATIONS BLDG Engineer : Todd K. Coburn Date: 4/27/2010 O Interior Frame O Int. Frame w/ Partition Hanlwall (SW) Information: Ss= 1.173 SI= 0.457 1.00 Fa= 1.03 Fv= 1.54 Sms= 1.209 Sml=0.705 Sds=0.806 Sdl =0.470 D 3.25 3 3;25 0.028 0.300 7.31 kips 0248 :tlentiolll .. 19.38 feet 11.90 feet 2.08 feet 10.06 feet 2.08 feet 13.00.feet 2.08 feet .. .. .. .. -- .. * ••• ~·· Wall Length Exterior Wall #2 (Front SW): .. _ 19,11 i/h; r=- Wall Length Exterior Wall #4 (Back SW): · ... -; 19~,t7 feet L.J Crane Information: Quantity of Cranes / Bay • Aisle #I: Length of Runway· Aisle #1: I:--:~ ._ ... Quantity of Cranes / Bay -Aisle #2: Length of Runway • Aisle #2: I.~ ..... Quantity of Cranes / Bay -Aisle #3: Length of Runway· Aisle #3: *Note: Enter quantity of cranes for one aisle only, DO NOT increase the ctane quantities wben crane information 1s used for more than one aisle **Note: Enter mnway length, DO NOT double mnway length as other seismic sheets have asked you to do. previously. -1 r ***Note: ASCE 7-05 -Sections 12.2.3, 12.2.3.1 and 12.2 3.2 states, 'Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained 111 Table 12.2-1 shall apply." In summary, the re5Ponsc modification coefficient, R, used for de,ign in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that same direction. Likewise, \be deflection amplification factor, c,. and the system overstrength factor, !lo, in the direction under consideration shall not be less than the largest value of this factor for any of tbe systems used in that san1e direction Distribution Exponent k . 1 00 Alt. Roof Weight: Alt. Panel Load: 55.68psf 0.265 kips/ft VertlcaU)iat. ~1ml1,:Forcct $ei1mj1,: llue Mom~t ... Fi:11111e l!nlform Lo.ads, . J!'ad{lr,C,. -· . :Ji';. l\f Roof Weight: Panel Load: 203007 5.02 kips 97.31 ft-kips 45.86psf 0.218 kips/ft 59355 1.47 kips 17.47 ft-kips Fnlne.Co"-Ce,l!tl'at¢d.W<k 13050 0.32 kips 0.67 ft-laps Load Elevation 27291 0.68 kips 6. 79 ft-kips 0.497kips 14.63 feet 9151 0.23 kips 0.47 ft-kips 52823 1.31 kips 16.99 ft-kips 0.852kips 20.50 feet 9151 0.23 kips 0.47 ft-kios -.. ---.. ------· -.. --.. .. ---.. --- 373828 9.lS kips 140.19 ft-kips Frame Base Shear: 7.308J.1ps 4/27/2010 TKC U10S0189A Olivenhain MWD Operations Bldg A13/164 LongitudinalSeismic Calculations: me/ ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 -Section 12.8} Building Data Input Echo: ASCE 7-05 Occupancy Category Low SW Force Resisting System High SW Force Resisting System Gable/Single Slope Width Length Distance to Ridge Roof Slope, s:12 Low Eave-Height High Eave Height Mean Roof Height ,.!'' Roof Concentrated Load Information: BuildingB II ·x,Br;ikms :. X-Bracjng Gable 27.33 feet 147.33 feet 23.50 feet 3.00·: 12 15.96 feet 21.83 feet 19.38 feet Longitud4ia1 Cales. Hardwall Information: Spreadsheet Revision Number : Latest Revision Date : 2.5 8/28/2009 ProjectNo.: __ =--------U_I_O_S_O_l8_9 __ A_....,.. _____ _ Description: OLIVENHAIN MWD OPERATIONS BLDG Engineer: Todd K. Coburn Date: 4/27/2010 Wall Length Exterior Wall #2 (Front SW): Roof concentrated loads: Wall·Length Exterior Wall #4 (Back SW): Qty. = ._j _· -----·"'·~J Wall Length Interior Wall #S (Partition): • ,1.ll-7.33 feei fi'· 147.3.:lc faet-:;,:- 27.33 feet Mezzanine Information: Loading Area -Mezzanine # I : Concentrated Loads -Mezzanine #I: Loading Area -Mezzanine #2: Concentrated Loads -·Mezzanine #2: Seismic Data Input Echo: Short period response acceleration, Ss I -second period response acceleration, SI Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fvc r:·,:f.::.:· .. _:-:_· : .. :,1 I'·'! .. ·, · .. : ; ::.1 Max spectral response for short periods (Eq 11.4-1): Max spectral response for !-second period (Eq 11.4-2): ,Design spectral response for short periods (Eq 11.4-3): Design spectral response for !-second periods (Eq 11.4-4): Seismic Design Category: Response Modification Coefficient, R: System Overstrength Factor, fio: Deflection Modification Factor, C,: Building Period Coefficient, Ct: Approximate Fundamental Period, Ta (Eq.12.8-7): Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6} Multiston D~trlbntloli . .. " ~ ~ic Co11Ji4or.llo•• ; W,St1.-1JWt11!1* · w~. RoofLoads 80542lbs Exterior Wall #1 (Left EW) Loads 4988 lbs 6264lbs Exterior Wall #3 (Right EW) Loads 4988lbs 6264lbs Interior Wall #5 (Partition) Loads 0/bs Exterior Wall #2 (Front SW) Loads 20848 lbs 33764lbs Exterior Wall #4 (Back SW) Loads 31235 lbs 33764lbs Crane Aisle #I Olbs Crane Aisle #2 Olbs Crane Aisle #3 Olbs Mezzanine #I Olbs Mezzanine #2 Olbs Totals 222657lba Page 6 of6 Ss = 1.173 SI= 0.457 1.00 Fa= 1.03 Fv= 1.54 Sms= l.209 Sml =0.705 Sds=0.806 Sdl =-0.470 D 3.25 2 3.25 0.03 0.277 4!>.12.kips 0.248 !S-Uo• ... 19.38 feet 11.90 feet 2.08 feet 11.90 feet 2.08 feet 9.79 feet 10.06 feet 2.08 feet .13.00 feet 2:08 feet ---------- ••• **• ••• Crane Information: Quantity of Cranes -Aisle #I : Length of Runway -Aisle #I : L ,,.· ··-· Quantity of Cranes -Aisle #2: Length of Runway -Aisle #2: Quantity of Cranes -Aisle #3: Length of Runway-Aisle #3: *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. ••Note: Enterrunway length, DO NOT double runway length as other seismic sheets have asked you to do previously. •••Note: ASCE 7-05 -Sections 12.2.3, 12.2.3. l and 12.2.3.2 states, '\¥here different seismic force-resisting systems are used in comoination to resist seismic forces in the same direction of structural rcspon,e, other than those combinations considered as dual systems, the more stringent system limitation contained-in Table 12.2-1 shall apply." lnsummary, the response mouification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that same direction. Likewise, the deflection amplification factor, Cd, and the system overstrength factor, WO, in the direction under consideration shall not be less than the largest value of this factor for any of the systems used in that same direction. Distribution Exponent, k 1.00 · ·"Vm1ca1 i;i.i 8'lll!!i1?Fol'1». StiisnlJc B-Moment· Fa~r,C;. Fs M 1560506 35:01 kips 678.24 ft-kips .. ·Bra.i:iiiri'unlform_i.oia'1f " 59355 1.33 kips 15.84 ft-kips Roof Snow: - 13050 0.29kips 0.61 ft-kins Seismic Dead W: 36.75 psf 59355 1.33 kips 15.84 ft-kips Total Seismic W: 36.75nd' 13050 0.29 kips 0.61 ft-kips Seismic Factor: 0.273 ---· B111cln2 C/lnten~ted Loa!l• Load Elevation 209781 4.71 kips 47.35 ft-kips 3.173kips 15.96 feet 70343 1.58 kips 3.29 ft-kips 406050 9.11 kips II 8.41 ft-kips 5.574 kips 21.83 feet 70343 l.58l<lps 3.29 ft-kips ---------------------· ---------- 2461832 55.22 kips 883.49 ft-kips Bracing Base Shear: 49.122kips 4/27/2010 TKC U10S0189A Olivenhain. MWD Operations Bldg A14/164 Seismic Considerations: IBC / ASCE 7-05 Equivalent Lateral Force Procedure (per.ASCE 7 -Section 12.8) Building Data Input: ASCE 7-05 Nature of Occupancy Gable/Single Slope Building Width Building Length Distance to Ridge Roof Slope, s:12 Low Eave Height (Front SW) High Eave Height (Back SW) Mean Roof Height Roof Level Diaphragm Mezzanine Level Diaphragm Seismic Data Input: Short period response acceleration, Ss I-second period response acceleration, S1 Site Classification Roof Loading: Self weight (SW) BuildingC .. • Standard-:ifultc!mgi( 0abii:- ~ . __ 3!3.83 feet · ···--·Too:: 12· · . ; ... 11:fi !e.i,t ;: ·i.liJ7 ,~~ 22.42 feet 8sF. ;J,j 1;3 : . , ::si:.,;,,:~,4~'1~ . Roof Dead Load (RDL) Roof Collateral Load (CDL) RoofSnow (Pf) . . : **"" ~--~-~-~ Exterior Wall #1 (Left EW) Loads: 0 Full Height Wall 0 Full Height Wall w/ Parapet ® Partial Height·Harclwall 0 Partial HeightHardwall w/Parapet 0 Exclude Wall in. Lateral Seismic Calculations. {Shear Wall Supports Self Weight) Wall Length 37.67 feet Top Elevation 22.42 feet Upper Wall Weight .)2.-0Q ;psf; .. · :·1 Top of Masonry Elevation Lower Wall Weight Exterior Wall #1 (Front SW) Loads: 0 Full Height Wall ® Partial Height Hardwall 0 Full Height Wall w/ Parapet 0 Partial Height Hardwall w/ Parapet D Exclude Wall in Longitudinal Seismic Calculations. {Sbear Wall Supports SelfWeight) TopElevation 17.71 feet Upper Wall Weight r ·" l40l) pSf.. . . J T.op of Masonry Elevation Lower Wall Weight Interior Wall #5 (Partition) Loads: ~ Ful!Height Wall O Partial HeightHardwall ·I 0 Full Height Wall w/ Parapet O Partial Height Hardwall w/ Parapet 0 Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) ;i:op Elevation · 22.42 feet •••• Wall Weight f ': ' · 0.00 psf ;! Page I of7 Input Data VEHICLE BUILDING Spreadsheet Revision Number : Latest Revision Date : 25 8/28/2009 Project No.: ,· .· . · . _: tll~$.Q.fa_9A ... '.' Description: QI:J~ENm\JNMWD 0PE~TIQ1\!S BLD(t, Engineer : ·;,. . :f!\dtt;I{. C/iQilm,, , Date: 4/27/2010 "Note: ASCE 7-05 states "Where diaphragms are not flexible, the design shall include the torsion moment plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses. Due to the configuration of rigid frame metal buildings, accidental torsion is NOT·required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. **Note: ASCE 7-05 -SectJon 11.4.2, states "Where the soil properties arc not known in sufficient detail to deteonine·the site class, Site Class D sliall be used unless the authority having jurisdiction or geotechnical data determines Site Class E orF soils are present at the site." As a result. Site Class D will be,used on nearly all buildings. ***Note: 20% of flat roof snow load used in seismic dead load calculations per 1'-:SS standards when flat roof snow load is greater than 30 psf. DO NOT include snow drift loads in seismic dead load. ****Note: Full Height Hard,vall is applied at mean roof height (mrh) atEndwalls. Enter the height required to account for th<> full dead load of the wall . Exterior Wall #3 (Right EW) Loads: 0 Full Height Wall O Full Height Wall w/ Parapet ® Partial Height Hardwall O Partial Height Hardwall w/ Parapet 0 Exclude Wall in.Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 37.67 feet Top-Elevation Upper Wall Weight Top ofMasonry Elevation Lower Wall Weight , Exterior Wall #4 (Back SW) Loads: 0 Full Height Wall ® Partial Height Hardwall 22.42 feet •••• L · _. _ _12,0.Q ~})st.-. ?i:-f .. :4.17 feet ~; :. ~~-P~ st' J,n O Full Height Wall w/ Parapet O Partial Height Hardwall w/ Parapet 0 Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 26.17 feet Upper Wall Weight I' . ~ i2,00 psf &,\l! Top of Masonry Elevation Lower Wall Weight ~-:· · 4J7teei' n~ ·: ;5.5.oo sf. m> Note: The weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral / longitudinal seismic force 1 esisting systems, provided that detru1s permit unrestrained movement of the seismic force resistmg system relative to tbe wall. (This e,;clusion does not apply to metal panel walls, steel studs, wood, ElFS, or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. 4/27/2010 TKC U10S0189A Olivenhain MWD Operations Bldg A15/164 Seismic Considerations: me / ASCE 7-05 -(Continued) Equivalent Lateral Force Procedure (per ASCE 7,-Section 12 8) Mezzanine ~I Loads:. Floor Dead Floor Live Elevation Input Data Spreadsheet Revision Number : Latest Revision Date : Project No.: UIOS0!89A 2.5 8/28/2009 Description: OLIVENHAIN MWD OPERATIONS BLDG Engineer : Todd K. Coburn Date: 4/27/2010 Mezzanine #2 Loads: :~~; ~i::d ~""""'""'-· ... ·..,_.: _i __ : -.--. _..,;_1-1·i1 Elevation-,__· _· ---'-~=-" .... ~- •••"Note: 1) Use 25% percent of Floor LiveL-0ad when mezzanine is designed for Storage. (Typical storage loads are 125 psf or greater.) Crane Loads : Aisle #1 Number of Aisles with this crane info. Crane Type: (TR/UH/Mono) Crane Beam+Cbannel Rai!Wt Bridge Wt. Hoist-& Trolley Elevation Crane Loads : Aisle #3 Number of Aisles with this crane info. Crane Type: (TR/UH /Mono) Crane Beam+Cbannel Rail Wt Bridge Wt. Hoist & Trolley Elevation. Page 2o[7 2) Use 10 psf (or actual weight if greater) for partition walls on mezzanine Crane Loads : Aisle #2 Number of Aisles with this crane info. -Crane Type: (TR/ UH I Mono) Crane Beam+Channel Rail Wt Bridge Wt. Hoist & Trolley Elevation ·.T F 4/27/2010 TKC U10S0189A Lateral Seismic Calculations: me/ ASCE 7-05 Equivalent Lateral Force Procedure {per ASCE7 -Section 12.8) Frame Description I Location: Building Data Input Echo: II ASCE 7-05 Occupancy Category Seismic Force Resisting System Gable/Single Slope -, R:igicO~iiunii --I Width Length Distance to Ridge Roof Slope, s:12 Low Eave Height High Eave-Height Mean Roof Height BayWidth Frame Located at Bay: Gable 37.67 feet 147.33 feet 33.83 feet 3.00: 12 17.71 feet 26.17 feet 22.42 feet 1'U7-feet. • Left End wall O Right Endwall Roof Concentrated Load Information: Roof concentrated loads: Mezzanine Information: Loading Area -Mezzanine #1: Concentrated Loads -Mezzanine #l: Loading Area -Mezzanine #2: Concentratea Loads -Mezzanine #2: Seismic Data Input Echo: Short period response acceleration, Ss I-second period response acceleration, SI Seismic Data Output: ·Occupancy Importance Factor,.Je Site Coefficient Fa: Site Coefficient Fv: ·Max spectral response for short periods (Eq 11.4-1): Max spectral response for 1-second period (Eq 11.4-2): Design spectral response for short periods (Eq 11.4-3): Design spectral response for 1-second periods (Eq 11.4-4): Seismic Design Category: Response Modification Coefficient, R: System Overstrength Factor, .00: Deflection Modification Factor, Cd: Building Period Coefficient, Ct: ApproJ<ll!)ate Fundamental Period,_ Ta (Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1-) Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) Mul~t~ l>lstrlbi.tion- __ ·1 ~le Co111ldenffii•a Mr, 'Si,l,atle WtlgJat w. Roof Loads l4439lbs Exterior Wall #1 (Left EW) Loads 8249lbs 8632lbs Exterior Wall #2 (Front SW) Loads 3!15lbs 4392lbs Exterior Wall #4 (Back SW) Loads 5060lbs 4392lbs Crane Aisle # 1 Olbs Crane Aisle #2 Olbs Crane Aisle #3 Olbs Mezzanine #1 Dibs Mezzanine #2 Olbs Totals 482791bs Pagc3 of7 Olivenhain MWD Operations Bldg A16/164 Lateral Cales. (!) Spreadsheet Revision Number : Latest Revision Date : Project No.: UlOSOJ89A 2.5 8/28/2009 ---------------Description: OLIVENHAIN MWD OPERATIONS BLDG Engineer : Todd K. Coburn Date : 4/27 /20 I 0 O Interior Frame O Int. Frame w/ Partition Hardwall (SW) Information: Ss = 1.173 SI= 0.457 1.00 Fa= 1.03 Fv= 1.54 Sms= 1.209 Sm! =0.705 Sds =0.806 Sdl =0.470 D 3.25 3 3.25 O.Q28 0.337 9.54 kips 0.248 Elwatloa ••• 22.42 feet 13.49 feet 2.08 feet 10.94 feet 2.08 feet 15.17 feet 2.08 feet ---· ------ .... ... ••• Wall Length Exterior Wall #2 (Front SW): Wall Length Exterior Wall #4 (Back SW): _. :~· 19.17 feet i' -_ H>,J.1 (e~}. \.,;_ Crane Information: Quantity of Cranes I Bay • Aisle # 1 : Length of Runway -Aisle #I: Quantity of Cranes/ Bay -Aisle #2: Length of Runway -Aisle #2: Quantity of Cranes/ Bay -Aisle #3: Length of Runway -Aisle #3: •N'ote: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. **Note: Enter runway length, DO NOT double runway length as other seismic sheets have-asked you to do previously. ,, r --~ -·, .. "-· ***Note: ASCI! 7-05 -Sections 12.2.3, 12.2.'.l.1 and 12 2:3.2 states, "Where different seismic force-resisting systems are used in combination to resist' seismic forces in the same direction of structural response, other than thos"' combinations considered as dual systems, the more stringent system limitation contained i11 Table 12.2-l shall apply." In summary, the response modification coefficient, R, used for design in the drrection under considcration shall not be greater than the least value of R for any of the sy,tems utilized in that same direction. Likewise, the deflection amplification factor, C,0 and the system overstrength factor, [2,,, in the direction under consideration shall not be Jess than the largest value of this factor for any of the systems used in thatsan1e direction. Distribution Exponent, k l.00 Alt. Roof Weight: Alt. Panel Load: 5!J,15pef 0.253 kips/ft -vert1caIDl1t. 'Seiiinlc''Force Seis111li:il"aae·Mi1111ent , . · t~a11t,e,ilJ.rlfform Loii.il1 'Fattc,r,_t., --·F, M_ Roof Weight: Panel Load: 323673 6.66 kips 149.26 ft-kips 45.0Bpef 0.214 kips/ft 1]1313 2.29 kips 30.90 ft-kips _ 'Fr•111e co~centr,ted bails : --17984 0.37 kips 0.77 ft-kips Load Elevation 34066 0.70 kips 7.67 ft-kips 0.492kips 16.!JBfut 9151 0.19 kips 0.39 ft-kips 76743 1.58 kips 23.94 ft-kips 0.980kips 24.B!Jfut 9151 0.19 kips 0.39 ft-kips ·----.... --------- ' ---·-----.. ---·-.. -- 582081 11.97kips 213.33 ft-kips Frame Base Shear: 9.54!Jkips 4/27/2010 TKC U10S0189A Lateral Seismic Calculations: JBC / ~SCE 7-05 ·Equivalent Lateral Force Procedure (per ASCE 7 -Section 12.8) Frame Description / Location: Building Data Input Echo: BuildingC II ASCE 7-05 Occupancy Category Seismic Force Resisting System. lli@Fiaine · · I Gable/Single Slope · Width Length Distance to.Ridge Roof Slope, s: 12 Low Eave Height High Eave Height Mean Roof Height Bay Width Frame Located at Bay: Gable 37.67 feet 147.33 feet 33.83 feet 3.00 : 12 17.71 feet 26.17 feet 22.42 feet O Left Endwall O Right Endwall Roof Concentrated Load Information: Roof concentrated loads: ,-·.:·--.-.-.·.·,-·, Mezzanine Information: Loading Area -Mezzanine #1: Concentrated Loads -Mezzanine #I: Load_ing Area -Mezzanine #2: Concentrated Loads -Mezzanine #2: Seismic Data Input Echo: Short period response accelerntion, Ss I-second period response acceleration, SI Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fv: Max spectral response for short periods (Eq 11.4-1): Max spectral response for I -second period (Eq 11.4-2): Design.spectral response for short periods (Eq 11.4-3): Designspectral response for I-second periods (Eq_ 11.4-4): Seismic Design Category: Response Modification. Coefficient, R: System OverstrengthFactor; Q0: DeflectionModification.Factor, C,: Building Period Coefficient, Ct: Approximate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output: Seismic Base Shear, \'. (Eq 12. 8-1) Seismic Response Coefficient, Cs (Eq 12 8-1 to 12 8-6) :Mli(tfston D.~-iiffiu1. , , .. .. -I J -Seluilc"Clru~· ; ~ $el1mk w eljhf ,, : . , w. Roof Loads 22600lbs Interior Wall #5 (Partition) Loads Olbs Exterior Wall #2 (Front SW) Loads 4875 lbs 6875lbs Exterior Wall #4 (Back SW) Loads 7920lbs 6875 lbs Crane Aisle #1 Olbs Crane Aisle #2 Olbs Crane Aisle #3 Olbs Mezzanine #1 Olbs Mezzanine #2 Olbs Totals 491451b1 Pogc 4 of7 Olivenhain MWD Operations Bldg A17/164 Lateral Cales (2) Spreadsheet Revision Number : Latest Revision Date : Project No.: UIOSOl89A 2.5 8/28/2009 Description: OLIVENHAIN MWD OPERATIONS BLDG Engineer : ______ T_o_dd_K_. _C_ob_urn _____ _ Date : _____ ......;4::..:/2:;.:7..;;/2:;.:0ccl..:.O ____ ~_ e Interior Frame 0 Int. Frame w/ Partition Hardwall (SW) Information: Ss = 1.173 SI= 0.457 1.00 Fa=L03 Fv=l.54 Sms= 1.209 Sm! =0.705 Sds=0.806 Sd! =0.470 D 3.25 3 3.25 0.028 0.337 10.64 kips 0248 iiltntlo• lt., 22.42 feet - 10.94 feet 2.08 feet 15.17 feet 2.08 feet ------ U>!<- ••• *** Wall Length Exterior Wall #2 (Front SW): ----. ~~,-:, ... · ~0.00 f~ef \~~ Wall Length Exterior Wall /f4 (Back SW). 30.9.0. fi,'ef''. fi: Crane Information: Quantity of Cranes / Bay -Aisle # I : Length ofRunway -Aisle #I: 1.- Quantity of Cranes I Bay -Aisle #2: Length of Runway -Aisle #2: Quantity of Cranes / Bay -Aisle #3: Lei,gth of Runway-Aisle #3: *Note: Enter quantity of cranes for-one aisl,rnnly, DO NOT mcrease the crane quantities when crane information is used for more than one aisle. **Note: Enter runway length, DO NOT doub[emnway length as other seismic sheets have asked you to do previously. .,.Note. ASCE 7-05 -Sections 12.2.3, 12.2.3.I and 12 2.3.2 states. "\\ry1ere different seismic force-1esisting systems are used in combination to resist seismic forces in the same direction of stmctural response, other tlum those combinatious considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." Ill summary, the response modification coefficient, R,.used for design in tl1e direction under consideration shall not be greater than the least value ofR for any of the systems utilized in that same directfon. Likewise, the deflection amphfication factor, C,i. and the system oyerstrength factor, Q0, in the direction under consideration shall not be less than the largest value of this factor for any of the systems used in that same direction. Distribution Exponent k I 00 Alt. RoofWeight: Alt.Panel Load: 37.84 psf 0.282 kips/ft Verticil~ SebmitFon:e 8eiD;tic'Bltl1'>-Moin~t · Fn'nl_e·U.ail:orJli Loil!f•· 'F•ctdi',-C.., II'._ " M RoofWeight: Panel Load: 506618 8.71 kips 195.33 ft-kips 31.0!Jpsf 0.231 kips/ft ------Fr1111.1e-Co~r:entratedl'..o•.~ Load Elevation 53321 0.92kips 10.03 ft-kips 0.644kips 16.38 feet 14323 0.25kips 0.5 I ft-kips 120120 2,07kips 31.33 ft-kips J.282kips 24.83 feet 14323_ 0.25 kips 0.51 ft-kips --------------.. --------------- 708705 12,19kips 237,72 ft-kips Fr'1meBase Shur: 10.640kips 4/27/2010 TKC U10S0189A Lateral Seismic Calculations: me / ASCE 7--05 Equivalent Lateral Force Procedure (per ASCE 7 -Section 12.8) Frame Description/ Location: Building Data Input Echo: ASCE 7-05 Occupancy Category Seismic Force Resisting Systel!l Gable/Single Slope Width Length Distance to Ridge RoofSlope, s:12 Low Eave Height High Eave Height Mean RoofHeight BayWidth Frame Located at Bay: II I~ ;" Rlgtd Ffame Gable 37.67 feet 147.33 feet 33.83 feet 3.00: 12 17.7!, feet 26.17 feet 22.42 feet O Left Endwall O Right Endwall Roof Concentrated Load Information: Roof concentrated loads: Mezzanine Information: Loading Area-Mezzanine #1: Concentrated Loads -Mezzanine #I: LoadingArea -Mezzanine #2: Concentrated Loads -Mezzanine #2: Seismic Data Input Echo: Short period response acceleration, Ss !-second period response acceleration, Sl Seismic Data Output: Occupancy Importance Factor; Ie Site Coefficient Fa: Site Coefficient Fv: If , , Max spectral response forshort periods (Eq 11.4-1 ): Max spectral response for. I-second period (Eq 11.4-2): Design spectral response for short periods (Eq l J .4-3): Designspectral response for I-second periods (Eq 11.4-4): SeismieoDesign Category: Response Modification Coefficient, R: System Overstrength Factor, Oc,: Deflection Modification Factor, Cd: Building Period Coefficient, Ct: Approximate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output! Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12.S-1 to 12.8-6) Muiti$toi'YJ>ism'liu.ti(>.1t . SeiAlfcC~J :Eifi$.i, ... ~'Wel,ah:t w. RoofLoads 18959lbs Interior Wall #5 (Partition) Loads 0lbs Exterior Wall #2 (Front SW) Loads 40901bs 5767lbs Exterior Wall #4 (Back SW) Loads 6644lbs 5767lbs Crane Aisle #1 0lbs Crane Aisle #2 0lbs Crane Aisle #3 Olbs Mezzanine #1 Olbs Mezzanine #2 Olbs Totals. 4122711>1 PagcS of7 Olivenhain MWD Operations Bldg A18/164 Lateral Cales. (3) .; :,I Spreadsheet Revision Number : Latest Revision Date : Project No.: U1 OSOi 89A 2.5 8/28/2009 Description: OLIVENHAIN MWD OPERATIONS BLDG Engineer : ______ T_od_d_K_. C_ob_urn _____ _ Date: 4/27/2010 --------------- It Interior Frame O Int. Fraine w/ Partition Hardwall (SW} Information: Ss = 1.173 SI= 0.457 1.00 Fa= 1.03 Fv= 1.54 Sms= 1.209 Sml =0.705 Sds=0.806 Sdi =0.470 D 3.25 3 3.25 0.Q28 0.337 8.93 kips 0.248 Elevatloa ·'· 22.42 feet -- 10.94 feet 2.08 feet 15.17 feet 2.08 feet ------- ••• ••* ••• Wall Length Exterior Wall #2 (Front SW): Wall Length Exterior Wall #4 (Back SW): _ .J·M'7 feet r- 25.17 re.@i, { Crane Information: Quan ti!)' of Cranes / Bay -Aisle #I: Length of Runway -Aisle #1: Y.'I' ; .. Quantity of Cranes / Bay -Aisle #2: Length of Runway -Aisle #2: •. c -:_ rJ:. Quantity of Cranes / Bay -Aisle #3: Length of Runway -Aisle #3: *Note: Enter quantity of cranes for one aisle only, DO NOT mcrcase the crane quantities when crane information is used for more tl1an one aisle. **Note: Enter runway length, DO NOT double runway length as other seismic sheet, have asked you to do previously. "*Note: ASCE 7-05 -Sections 12.2.3, 12.2 3.1 and 12.2.3.2 states, "\\~iere <lifferent seismic force-resisting systems are used m combination to resist seismic forces in the same direction of structural response, other tlian those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." Tn summary, the response modification coefficient., R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that same direction. Likewise, the deflection amplif,cationfactor, c., and the system overstrength factor, 00, in the direction under consideration shall not be Jess than the largest value of this factor for any of the systems used in that same direction. Distribution Exponent, k 1.00 Alt.Roof Weight: Alt. Panel Load: 37.84psf 0.236 kips/ft " Vertit111J}lllt. · Sei.llliit-Firce seisJi,ic~ue Molilfflt : · · Fl'a!lli:U.niform Loads - f'ad6r~-~-il,c M RoofWeight: Panel Load: 424997 7.31 kips 163.86 ft-kips 31.09psf 0.194 kips/ft ----F.ra111 e Co)i_i:tnfrtted.Lo•d• Load Elevation 44730 0.77 kips 8.41 ft-kips 0.540kips 16-38 feet 12016 0.21 kips . 0.43 ft-kips 100767 l.73 kips 26.29 ft-kips 1.076kips 24.83 feet 12016 0.21 kips 0.43 ft-kips ------------------------------ 594525 10.23 kip• 199,42 ft-kips Frame Base .<ihe.ar: 8.926kips 4/27/2010 TKC U10S0189A Lateral Seismic Calculations: me/ ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 • Section 12.8) Frame Description / Location: Building Data Input Echo: ASCE 7-05 Occupancy Category Seismic Force Resisting System Gable/Single Slope Width Length Distance to Ridge Roof Slope, s:12 Low Eave Height High Eave Height Mean Roof Height Bay Width Frame Located at Bay: II l'ost& Beam . I Gable 37.67 feet 147.33 feet 33.83 feet 3.00 : 12 17.71 feet 26.17 feet 22.42 feet O Left Endwall O Right Endwall Roof Concentrated Load Information: Roof concentrated loads: Mezzanine.Information: Loading Area· Mezzanine #1: Concentrated Loads· Mezzanine #1: Loading Area • Mezzanine #2: Concentrated Loads • Mezzanine #2: Seismic Data Input Echo: Short period response acceleration, Ss ! -second period response acceleration, S l Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fv: r I--: L: ... , Max spectral response for short periods (Eq 11 .4-1 ): Max spectral response for I-second period {Eq 11.4-2): Design spectral response for shortperiods (Eq 11.4-3): Design spectral response for I-second periods (Eq 11.4-4): Seismic-Design Category: Response Modification Coefficient, R: System Overstrength Factor, Oo: Deflection Modification Factor,. c.: Building Period Coefficient, Ct: Approximate Fundamental Period, Ta {Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V {Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) MµJtiaton-:oiil_tdb.ufion Sdfmlc C11n11d,r•Uo•• J!ifr. S""8.!c Weight w •. RoofLoads 8161 lbs Interior Wall #5 (Partition) Loads Olbs Exterior Wall #2 {Front SW) Loads 1760lbs 2483.!bs Exterior Wall #4 (Back SW) Loads 2860lbs 2483 lbs Crane-Aisle #1 Olbs Crane Aisle #2 Olbs Crane Aisle #3 Olbs Mezzanine #1 Olbs Mezzanine #2 Olbs Totals 177471ba Page 6 of? Olivenhain MWD Operations Bldg A19/164 Lateral Cales. (4) Spreadsheet ReVJsion Number : Latest Revision Date : Project No.: UIOS0189A 2.5 8/28/2009 Description: OLIVENHAJN MWD OPERATIONS BLDG Engineer : _____ .;;T.;;odd=K.=..;;;C.;;ob.:.urn=----- Date: 4/27/2010 ---------------- • Interior Frame O Int. Frame w/ Partition Hardwall (SW).Jnformation: Ss= 1.173 SJ= 0.457 1.00 Fa= 1.03 Fv= 1.54 Sms= 1.209 Sm! =0.705 Sds=0.806 Sdl =0.470 D 3 25 3 3.25 0.03 0.309 3.84kips 0248 Jllff.Q!OD ... 22.42 feet - 10.94 feet 2.08 feet 15.17 feet 2.08 feet .. .. .. .. -- ... ••• *** Wall Length Exterior Wall #2 (Front SW): Wall Length Exterior Wall #4 (Back SW): Crane-Information: Quantity of Cranes/ Bay • Aisle #1: Length of Runway· Aisle #1: Quantity of Cranes / Bay -Aisle #2. Length of Runway-Aisle #2: Quantity of Cranes/ Bay • Aisle #3: Length of Runway • Aisle #3: _10.83 fe_~t · f:i:i I--;-· .. • • .. 1. .. ,,_.,.,,f.;, .. *Note: Enter quantity of cranes for-one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. **Note: Enter nmway length, DO NOT double nmway length as other seismic sheets·have asked you to do previously. .. *Note: ASCE 7-05 -Sections 12.2.3, 12.2 3 J and 12.2.3.2 states, 'Where different seismic force-resisting systems are used in combination to resist seismic forces in tl1e same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table l 2.2-1 shall apply." In summary, the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value ofR for any of the systems utilized in that same direction. Likewise. the deflection amplification factor, Cd, and the system overstrength factor, (~, in the direction under consideration shall not be less than the largest value of this factor for. any of tbe systems used in that same direction. Distnbution Exponent k ,. I 00 Alt. RoofWeight: Alt. Panel Load: !J7.84pef O.J 02 kips/ft Verti~ :Qltt. ~1iiml4\Fllrct Se!Jmic'.!Jue ~"1e11t Friim.el}",ni(1>1'DI Lo;adi , .. 'Factor,_e,.. . II~ ... ' ~ Roof Weight: Panel Load: ... 182945 3.15 kips 70.54 ft-kips !Jl.09pef 0.084/rips/ft -~ .. Fnme(¥.11c.~11tnit~:Ua.d1 Load Elevation 19255 0.33 kips 3.62 ft-kips O.Z!J!J kips 16.!JB feet 5172 0,09 kips 0.19 ft-kips 43377 0.75 kips 11.32 ft-kips 0.46!Jkips 24.83 feet 5172 _0.09 kips 0.19 ft-kins "". ----·--------.. -------------- 255920 4.40klps 85,84 ft-kips FrameBa,.-eSl1ear: 3.84Zkios 4/27/2010 TKC U10S0189A Olivenhain MWO Operations Bldg A20/164 Longitudinal Seismic Calculations: IBC / ASCE 7-05 Equivalent.Lateral Force Procedure {per ASCE 7 -Se~tion 12.8) Building Data Input Echo: ASCE 7-05 Occupancy Category Low SW Force Resisting System High SW Force Resisting System Gable/Single Slope Width Length Distance to fildge Roof Slope, s:12 Low Eave Height High Eave Height Mean Roof Height BuildingC n " .P:~!~=~ .. ·1 Gable 37.67 feet 147.33 feet 33.83 feet 3.00: 12 i7.71 feet 26.17 feet 22.42 feet Roof-Concentrated Load Information: Longitudinal Cales. Hardwall Information: Spreadsheet Revision Number : Latest Revision Date : Project No.: UJ 0S0i 89A 2.5 8/28/2009 Description: OLIVENHAIN MWD OPERATIONS BLDG Engineer: Todd K. Coburn Date: 4/27/2010 Wall Length Exterior Wall #2 (Front SW): Roof concentrated loads: I Wall Length Exterior Wall #4 (Back SW): Qty. = ~L-: :-'-: :-.:'.-._-;_;~,~J Wall Length Interior Wall #5 (Partition): _14,il3, ;fe~t f~, 37.67 feet Mezzanine Information: Loading Aiea-Mezzanine ill: Concentrated Loads -Mezz,inme #1: Loading Area-Mezzanine #2: Concentrated Loads -Mezzanine #2: Seismic Data Input Echo: Short period response acceleration, Ss I-second period response acceleration, SI Seismic Data Output: Occupancy Importance Factor, Ie Site Coefficient Fa: Site Coefficient Fv: I Max spectral response for short periods (Eq 11.4-1 ): Max sp·ectral response for I-second period (Eq 11.4-2): Design spectral response for short periods {Eq 11.4-3): Design spectral response for I-second periods (Eq 11.4-4): Seismic Design Category: Response Modification Coefficient, R: System Overstrength Factor, 00: Deflecllon Modification Factor, c,: Building Period Coefficient, Ct: Approximate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) MAltJi.ton D~bUtiPn " .. - -~Cl!mlll~llJ Ett:Sefoi!f·W.ipt ; w. Roof Loads 110991lbSc Exterior Wall #1 (Left EW) Loads 8249lbs 8632lbs Exterior Wall #3 {filght EW) Loads 8249 lbs 8632 lbs Interior Wall #5 (Partition) Loads 0/bs Exterior Wall #2 (Front SW) Loads 23942lbs 33764lbs Exterior Wall #4 (Back SW) Loads 38896lbs 33764lbs Crane Aisle # I 0lbs Crane Aisle #2 0lbs Crane Aisle #3 0lbs Mezzanine #1 0lbs Mezzanine #2 0lbs Totals ·275119lbs Page 7 of7 Ss = 1.173 SJ= 0.457 1.00 Fa= 1.03 Fv= 1.54 Sms= 1.209 Sml =0.705 Sds=0.806 Sdl = 0.470 D 3.25 3 3.25 0.03 0.309 62,15kipa 0.248 .Jl~ii •• 22.42 feet 13.49 feet 2.08 feet 13.49 feet 2.08 feet II.37 feet 10.94 feet 2.08 feet ls:17 feet 2.08 feet ------ ••* ••• ••• Crane Information: Quantity of Cranes -Aisle #1: Length of Runway-Aisle #I: Quantity of Cranes -Aisle #2: Length of Runway -Aisle #2: Quantity of Cranes -Aisle #3: Length of Runway -Aisle #3: *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities wl1en crane information 1s used for more than one aisle. **Note: Enter runway lengtj,, DO NOT double runway length as other seismic sheets have asked you to do previously. •••Note: ASCE 7-05 -Sections 12.2.3, 12.2.3.1 and 12.2.3.2 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems. the more stnn.gent system limitation contained in Table 12.2-1 shall apply." 1n summary, the response-modification coefficient R, used for desig11 in the direction. under consideration shall not be greater than the least value ofR for any of'tbesystems utilized in that same direction. Like,vise, the deflection amplification factor, Cd, and the system overstreni,>th factor, WO, m the direction under consideration shall not be less than the largest value of this factor for any of the systems used in that same direction_ Distribution Exponent, k 1.00 V~Dlit. SeiU!licFo~ S~i~B,seMomen* Flidol'jC.. ... . M 2488057 45.41 kips 1017 .84 ft-kips . .. "Jiraclnl!!Jliil(o~ I,oads, · 111313 2.03kips 27.41 ft-kips Roof Snow: -- 17984 0.33 kips 0.68 ft-kins Seismic Dead W: 34.81 vsf lll313 2.03 kips 27.41 ft-kips Total Seismic W: 34.81 psf 17984 0.33 kips 0.68 ft-kips Seismic Factor: 0.273 -----Br11cln11.C1m~entrale.d J,o.ads Load Elevation 261863 4.78 kips 52.27 ft-kips 3.103kips 17.71 feet 70343 1.28 kips 2.67 ft-kips 589922 10.77 kips 163.28 ft-kips 6.342kips 26.17 feet 70343 1.28 kips 2.67 ft-kips -----------.. --------------- 3739122 68.24 kips 1294.93 ft-kips Bracing .Base Shear: 62.148kips 4/27/2010 TKC U10S0189A IBC/ASCE 7-05 Wind Loading Version 3.8 (3/18/10 by DJE) Code Edition: 2005 Bldg. Name: Building A Bldg. Width (BJ: 27.3333' Dist. To Ridge (W]: 13.6667' Bldg. Length [D]: 221.1667' Left Eave Ht. [LEH]:! 15.9584' Right Eave Ht. [REH]: 15.9584' LeftRoofSlope:1--_3._00_:1_2_ Right Roof Slope: ...___3 ._00_: 1_2____, Bay Width (Bay}: 19.3333' Purlin Trib. Width [P]: 3.0000' EW Girt Trib Ht. [GE]: 6.0000' SW Girt Trib. Ht. [GS]: 6.0000' EW Girt Length: 20.6667' SW Girt Length: 19.3333' Olivenhain MWD Operations Bldg Building Type: Gable A21/164 STORAGE BUILDING Project No.: U10S0189A Description: bLIVENHAIN MWD OPE -i 1 Roof: Not by Nucor V Col. Trib. Width (CE]: 20.6667' BSW Top-of-Parapet: 0.0000' FSW Top-of-Parapet: 0.0000' '7v Col. Trib. Width [CSj: 24.6667' Opening Area: 0.00 sf EW Top-of-Parapet: 0.0000' Wind Speed: 85 mph Building Porosity: Enclosed Wind Exposure: C Interior Partition Walls? No MBMA Occupancy Category: Standard Buildings h: 17.6667' K.i: 0.85 I: I Ks or Ki,: 0.88 Case 1: Windward Total Loa~ Case 2: Leeward Total Load----. Ka: 1.00 G: 0.89 Ri: 1.00 GCp;: ±0.18 a= 3.00ft. -/ a Tributary Pressure j Suction Suction Item 1;;; Zo;:f)4,5 I z;:;' z(::~5 Sidewall Wind Column 436 12.30 ~ -13.68 1 -13.83 I •unHHHHOHHOfHU>aUU•nn•ounUH0H000 ........... &&UUHUUU OOU .... HOUno ............ JnunOUU.UoUUUnn•n f· oOoaOoHOoOoonUUUHU .. Endwall Wind Column 365 12.49 i -13.87 i -14.20 n,u ............. un•. OUoooouuoUOU•••U•O•U uooooounnnoHHUH,. ......... u .................. , ..................... , ...... ••••"'"••n•• .. •Huu, .. ,.,, .. , .... , ........................ Sidewall.Girt ....... )25 ............... 13.63 ..... .J. ...... -15.01 ..... ..1 .... -16.48 .... ... Endwall Girt 142 13.49 i -14.87 i -16.20 .............................. ~~t!'.~~! .... ; ..... !t ................ !§.:!.! ....... L ...... :E:1.?. ....... L ..... :3..t:1.1 ....... . -. ~ . -J Maximum i Windward i Leeward Projection l<i,_par I qP [ Total Load 1 Total Load Item (ft) , (psi) i (psi) i (psi) BSW ParaR,et ------i ---! ---! --- :::::::::::::::::::::::::Fi:~::~:~ • :::::::::::: :: :::::: :::::::::::::::·:::::::I ::::::::: ::: ::::::::::! :::::::::: ::::::.:::::::L ....... ::: ........... : Copyright Nucor Building Systems, 2004. 1 of4 TKC U10S0189A Olivenhain,MWD Operations Bldg IBC/ASCE 7-05 Wind Loading Continued ... IC-0mponents and Cladding, Roofs . tal latal lal ;.--.;------,.---;;.--.;-----;.---;-'I-- Applicable Roof Slope Angle = 14.04 deg a= 3.00 ft. . Pressure Suction in Zones A22/164 I @ @ @@ @ @ a t---1--1-~-t -"" A,11 ........... 1 ........... 1 ........... 2 .......... r ......... 2· ......... r ........... 3 ............ 1 ........... 3, ........... . I I I I Item (ft2) (psf) j (psf) ! (psf) i (psf) 1 (psf) I I I I ®I CD I@ @I CD I@ · I I I I Purlin/Joist 10 00 -13 54 ! -19 06 ----! -30 11 l ---- .. _(A: .125sf) ........... .' ........................ .' ........... i ............ .' ................................... ..1 ............. · ........... L ......................... . Panel i i l ....... {~= .2. sf) ,. ..... !..~:.~~ ............ :.~~::.: ...... l ...... ~.::.:~~ ................ ~:..:: ........ .L ...... ::~:~.~ ....... L ....... :.~.:~ ......... .. I I I I I I I I -l---1--1---t -;- @ ® @@ @ ®-! Fastener 10.00 -14.92 \ -25.97 l -38.40 l A: Os . i i i Values Below are or·Overhan Portion o Roo Purlin/Joist i i i i (A: 125s . 4.14 .11.05 j -30.39 i ----i -34.53 l ----...................... f) ••••••• .. HnHo•un,ooo ......................... , • .. •••••••• .... •••• .. •• .. i•nouuon•• .. ••• .. ••• .. •i•••••• ...... ,.., .. _,s.i--,,•-••00••UonuOho Panel i i i l ......... (1;= 0 sf) ........ ~::..= .............. :.=::~.: ...... L .... ~.:.~.:~.~ ...... l. ......... ~:.:~ .......... L ...... ~:~.:~.~ ........ L ....... ~.~:~ .......... . Fastener 6 91 -12 43 j -30 39 ! j -51.11 ! (A: 0 sf) . . i . i i [ pi) iCase WJL (GCpi = -0.18) -3.54 psf 1 -3.54 psf -7.04 psf (C3: -0.51) 9.09 psf (C1: 0.66) (C3: -0.26) I (C2: -0.26) lnt~rnal i ! Suction <~1:8-ltf 9) I cc-t~g_ f;{ --~~~~~~ Wind j Wind Direction · .., ) .... Direction 9.09 psf (C4: 0.66) Net Lat<JOps. Add0.54psftowindwfll', wall. iNetLat<lOps. Add0.54psftowindwor wall. Case W2R (GCpi = +0.18) icase W2L (GCpi = +0.18) -12.02 psf -8.51 psf -8 .. 51 psf ~-0~ ~-0~ ~-0~ 4.12 p~f (C1: 0.30) t Internal Pressure -7.66 ps1.66 psf (C4: {<U5)0.55) I Internal Pressure Wind Direction .,.. Wind • Direction -12.02 psf (C3: -0.87) 4.12 psf (C4: 0.30) Net Lat< 10 ps . Add 0.54 psf to windwaf wall. (et Lat< 10 ps . Add 0.54 psf to wimlwQJ'i wall : Copyright Nucor Building Systems, 2004. 2 of4 TKC U10S0189A Olivenhain MWD Operations Bldg A23/164 IBC/ASCE 7-05 Wind Loading Continued ... f Main Wind Force Resisting Syste.~S, (Ontinued 'l'-. I 'Lateral. StructutaL(p =qh X C, C =. GCpf"' .GCpi) ................................ · ........................................................................................................................ .. Case W5B (GCpi = +0.18) iCase W5F (GCpi = +0.18) -7.04 psf (C2: -0.51) -7.04 psf i -7.04 psf -7.04 psf (C3: -0.51) E: -12.29 psf (C2E: -0.89) (C3: -0.51) ) (C2: -0.51) E: -12.29 psf {C3E: -0.89) JE~~ I,,· ~_\~~ -3.73 psf -3.73 psf -3.73 P~g -3.73 psf {C1: -0.:e'dg im (C2E): (C4: -0.27) f (C1: -0.27) {C4: -0.27) :OOft. 1 Longitudinal Wind i Longitudinal Wind Ca,e W6B{GCp; ~ -fl18) ~ !Cas, W6F {GCp; ~ -0.18)~ -12.02 psf (C2: -0.87) -12.02 psf ( -12.02 psf -12.02 psf (C3: -0.87) E: -17.27 psf (C2E: -1.25) (C3: -0.87) [ (C2: -0.87) E: -17.27 psf (C3E: -1.25) ~E~_.\l.__3-J I ~ _.\~~ -8.70 ~f {C1: -o.S3?9 Longitudinal Wind ~ £ i (~~_g~) I (c::-:gWp Longitudinal Wind ~ -8.70 psf (C4: -0.63) : : Case W7B (GCpi = +0.18) ___ ,.., ................................................................................................................................................................ ,_ ............... . -3.54 psf (C2: -0.26) -3.54 psf E: -6.17 psf (C2E: -0.45) (C3:-0.26) -3.73 psf (C1: -0.2~,P9 ~E~L_~ Longitudinal Wind ~ iCase W7F (GCpi = +0.18) ! -3.54 psf -3.54 psf (C3: -0.26) j (C2: -0.26) E: -6.17 psf (C3E: -0.45) I ~ ~'; -3. 73 psf i, -3. 73 P.Sf -3. 73 psf (C4: -0.27) {C1: -0.~9 {C4: -0.27) I ~ Longitudinal Wind ~ .................... -....... ., ............................................................................................................. , ............. ., ........................................... u ............................................................................... . Case W8B (GCpi = -0.18) 1case W8F (GCpi = -0.18) -8.51 psf {C2: -0.62) -8.51 psf t -8.51 psf -8.51 psf (C3: -0.62) E: -11. 14 psf (C2E: -0.81) (C3: -0.62) f (C2: -0.62) E: -11.14 psf (C3E: -0.81) -8.70 p,sf (C1: -0;6~?9 Longitudinal Wind ~ Copyright Nucor Building Systems, 2004. -8.70 psf (C4: -0.63) 3 of4 -8.70 p~f (C1:-0.6'3J9 Longitudinal Wind ~ -8.70 psf (C4: -0.63) TKC U10S0189A Olivenhain MWD Operations Bldg A24/164 .IBC/ASCE_ 7-05 Wind_Loading_Continued .................................................................................................................................................................. . . Longitudinal _Structural .(P = q_h_x C,. C .= _GCpf -. GCpi) .. v ........................................................................................................................................ .. Case W5B (GCpi = -0.18) iCase W5F (GCpi = -0.18) -7.04 psf l 9.09 psf (C1: 0.66) ~-----(_C_2_: -~0.51) i -7.04 psf (C2: -0.51) ~~~: -268 ~f68 psi I t Internal (C4:(rn419,i.19) i . Wind _, ·_i,, '4 Wind Direction Direction /I -3.73 psf 1 // -3.73 psf Suction ;/ (C3: -0.27) l ;/ (C3: -0.27) Case W6B (GCpi = +0.18! i,Case W6F (GCpi = +0.18) 9.09 psf (C1: 0.66) 4.12 psf (C1: 0.30) -12.02 psf -12.02 psf ~~!±"u% :-o.a~7.66~6pst I ~~!~;u~:an 4.12psf (C4(G@:5-5)55} j (C1: 0.30) / Wind Direction -8.70 psf (C3: -0.63) ... Copyright Nucor Building Systems, 2004. ! ~ I : : 4of4 Wind Direction /1 -8.70psf ;/ (C3: -0.63) TKC U10S0189A IBC/ASCE 7-05 Wind Loading Version 3.8 (3/18/10 by DJE) tQeomttty ' Code Edition: 2005 Bldg. Name: Building B Bldg. Width (BJ: 27.3333' Dist. To Ridge [W]: 13.6667' Bldg. Length [DJ: 147.3333' Left Eave Ht. [LEH]:! 15.9584' Right Eave Ht. [REH]: 15.9584' Left Roof Slope: i----3 ._00_: 1_2_ RightRoofSlope: 3.00:12 ,__ __ __, Bay Width [Bay]: 19.3333' Purlin Trib. Width [P]: 3.0000' EW Girt Trib Ht. [GE]: 6.0000' SW Girt Trib. Ht. [GS]: 6.0000' EW Girt Length: 20.6667' SW Girt Length: 19.3333' Olivenhain MWD Operations Bldg Building Type: Gable A25/164 WAREHOUSE Project No.: UIOS0189A Description: OLIVENHAIN MWD OPE , . . I Roof: Not by Nucor V Col. Trib. Width [CE]: 'N Col. Trib. Width [CS]: 20.6667' 24.6667' BSW Top-of-Parapet: 0.0000' FSW Top-of-Parapet: 0.0000' 1-----EW Top-of-Parapet:,___O._OO_O_O_' __. Opening Area: 0.00 sf , ,;, ----~- Wind Speed: 85 mph Building Porosity: Enclosed Wind Exposure: C Interior Partition Walls? No MBMA Occupancy Category: Standard Buildings h: 17.6667' K.t: 0.85 I: 1 ~ or Ki,: 0.88 IC\ I wl @ Case 1: Windward Total LoaQt3- Case 2: Leeward Total Load---., K..t: 1.00 G: 0.89 I·.' a= 3.00 ft. Tributary Pressure j Suction Suction Area Zones 4,5 ! Zone 4 Zone 5 Item (ft2) (psf) j (psf) (psf) Sidewall Wind Column 436 12.30 -13.68 . -13.83 Endwall Wind Column 365 12.49 -13.87 i -14.20 ... -................................................. u ............................................................................. ,to ........................... . Sidewall Girt 125 13.63 -15.01 i -16.48 · · Endwall Girt 142 13.49 -14.87 i -16.20 ....................... u ................................................................... ,u, .. , ................................. ,t. ........................... . ............................. Wall.Panel ........ )2 ................. 16.1.1 .............. -17.49 ...... i ...... -21.44 .... ... Maximum 1 Windward I Leeward Projection Ki._par qP ! Total Load 1 Total Load Item (ft) (psf) l (psf) l (psf) :~ts::::;;i.:::'.:,0,;:LI:.:'::D BSW ParaP,et ------l ---! ---! --- ......................... FSW. Parapet .......... ---................... ---........ ..! ......... ---.......... !... ........ ---........... !. ......... ---........... . ........................... EW.Parapet .......... ---................... ---...... .,..L ....... ---.......... !... ......... ---.......... j ,. ......... ---........... . Copyright Nucor Building Systems, 2004. 1 of 4 TKC U10S0189A Olivenhain MWD Operations Bldg IBC/ASCE 7-05 Wind Loading Continued ••• ICimrporients· anti Cladding, Roofs Applicable Roof Slope Angle= 14.04 deg a= 3.00ft. Item Pressure All (ft2) A26/164 ') Suction in Zones Purlin/Joist i i l l ..... c~:).f.?..~D. ....... ~~:~~······· ...... ~.~=.::.~ ...... L: ... ~.~.~·.~.~ ...... ! .......... ~::~ .......... L ..... ~~~.:~.: ....... L ........ ~~.~: .......... . Panel . . i 1 i I ......... (A: .Q. sf) ..... ~~:~~ ............. ~.:~::: ...... L .... ~::.::.: ..... ..l ......... ~~:.~ .......... I... ..... ~.~~.:~.~ ....... ) .......... ~~.:: ........ ... Fastener 10.00 -14.92 1 -25.97 ! 1 -38.40 1 A:Os l I i i Values Below are or Overhan Portion o Rao Purlin/Joist ..... 0.: .. !:~n ...... ~:.~.~·--~~~= ...... , ...... ~.~~:=.~ ...... f. ......................... f ....... ~.:~::.: ....... , .......................... . ...... jA:;.Q .. ~.!2 ........ ~~~: .............. ~~=:~: ...... L .... ~.~~::.~ ...... L ....... ~.:~~ ......... L ..... -51.11 l ........ ~~.~~ ......... .. Fastener 6 91 12 43 I 30 39 [ 1 51 11 i (A: 0 sf) · • · i · · ( 1 · · . ! Lateral Structura = q x p - Case WIR (GCpi = -0.18) !Case WJL (GCpi = -0.18) -7.04 psf -3.54 psf ) -3.54 psf -7.04 psf (02: -0.51) (C3: -0.26) 1 (C2: -0.26) (C3: -0.51) ----~-- t ' 9.09 psf Internal -2.68 psf -2.68 psf Internal cc1: o.66) -Suction -(C4:-0.19) I (C~:-0.19) suction '/Vind • Wind Direction ..., i ... Direction 9.09 psf (C4: 0.66) NetLat<lOps. Add0.54psftowindwar wall. !NetLat<lOps. Add0.54psftowimfwo.r. wall. Case W2R (GCpi = +0.18) . jCase W2L (GCpi = +0.18) -12.02 psf -8.51 psf l -8.51 psf -12.02 psf (C3: -0.87) (C2: -0.87) -=--=--=--=---=--(C3: -0.62) I (C2: -0.62) 4.12 psf lnt~rnal -7.66 ps1.66 psf I lntJnal 4.12 psf (C1: o.30) Pressure (C4: {<tffi~0.55) i Pressure --(C4: o.30) NeJ Lat< 10 ps • A,Jd 0.54 ';,,~,.:;., wall. 'Nd Lat< 10 . A::..54 f};, w/ndwa, waTJ. ! ; Copyright Nucor Building Systems, 2004. 2of4 TKC U10S0189A Olivenhain MWD Operations. Bldg A27/164 IBC/ASCE 7-05 Wind Loading Continued ... IMain Win4 Force ResiSting Sy~e~s,· ~n~nutd L _ · · J _Lateral.Structural (p =qh.x C, C.= GCpf-.GCpi) ....................................... ---...................................................................................... .. Case W5R (GCpi = +0.18) iCase W5F (GCpi = +0.18) -7.04 psf (C2: -0.51) -7.04 psf i -7.04 psf -7.04 psf (C3: -0.51) E: -12.29 psf (C2E: -0.89) (C3: -0.51) ) (C2: -0.51) E: -12.29 psf (C3E: -0.89) ~-~~ 1 .. · . ~_.\~:; -3.73 psf -3.73 psf -3.73 Pfil:lg -3.73 psf (C1: -0.~dg .J~ J~2E): (C4: -0.27) :;'':,.: (C1: -0.27) · (C4: -0.27) Longitudinal Wind Longitudinal Wind ~ ~ Case W6R (GCpi = -0.18) . . lease W6F (GCpi = -0.18) -12.02 psf (C2: -0.87) -12.02 psf i -12.02 psf -12.02 psf (C3: -0.87) E:-17.27 psf(C2E: -1.25) (C3:-0.87) ~ (C2:-0.87) E:-17.27 psf (C3E: -1.25) ~£ ~_u__ ~ ! ~ ---4~~ -8.70 ~f (C1: -OJJ319 -8'70 psf I (C4: -0.63) ~ ~"° I l~, -8.70 psf (C4: -0.63) ......................................... ___ uuouoou•••••uuuouo -...... .....,....._.. ........ .....,. .......................... ! ................................................................ uoooounuouonnononuoonuuouoouoo•.,.•noooouooooooouooonoo.-Case W7B {GCpi = +0.18) iCase W7F (GCpi = +O. J 8) -3.54 psf {C2: -0.26} -3.54 psf .1 -3.54 psf -3.54 psf (C3: -0.26) E: -6.17 psf (C2E: -0.45) (C3: -0.26) [ (C2: -0.26) E: -6.17 psf (C3E: -0.45) -3.73 P,Sf (C1: -o.il;zpg ,.~,__~ I ~ ~~ I -3.73 psf 1 -3.73 P,Sf (C4: -Q.27) \ (C1: -0.~~g L~nd I L~nd Case W8B (GCpi = .:o.18) . . lease W8F (GCpi = -0.18) -3.73 psf (C4:-0.27) -8.51 psf (C2: -0.62) -8.51 psf i -8.51 psf -8.51 psf (C3: -0.62) E:-11.14 psf (C2E: -0.81) (C3:-0.62) ~ (C2:-0.62) E:-11.14 psf(C3E: -0.81) ~~ \_.2---\L_ ~ l ~ --±2-1!, -8.70p,sf (C1: -0.63?9 Longitudinal Wind ~ Copyright Nucor Building Systems, 2004. -8.70 psf (C4:-0.63) 3 of4 -8.70 p~f (C1: -0.63?9 Longitudinal Wind ~ -8.70 psf (C4:-0.63) TKC U10S0189A Olivenhain MW0 Operations Bldg. A28/164 _IBC/ASCE_7-05 Wind_Loading_Continued ............................... -................................................................................................................................ .. . Longitudinal _Strnctural JP. =.qh .x C,. C. = .GCpf -. GCpi) ............................................................................................................................................. . Case W5B (GCpi = -0.18) l,,_case W5F (GCpi = -0.18) -7.04 psf -7.04 psf I (C2: -0.51) ! I (C2: -0.51) 9.09 psf (C1: 0.66) Internal Internal Suction Wind . ..,.. Direction -2.68 13if68 psf (C4:(roi1 g;i.19) Suction Wind Direction /I -3. 73 psf /1 -3. 73 psf ;/ (C3: -0.27) J/ (C3: -0.27) Case W6B (GCpi = +0.18) icase W6F (GCpi = +0.18) 4.12 psf (C1: 0.30) · -12.02 psf i -12.02 psf (C2: -0.87) l (C2: -0.87) .----------, t l t Internal l Internal Pressure ---7-55 il565 Pst i Pressure - Wind .,. (C4(G@:56)SS) i ... Wind -8~;~cti;:f l:~:: // -8. ;~·:i:; / (C3: -0.63) j/ (C3: -0.63) Copyright Nucor Building Systems, 2004. 4of4 9.09 psf (C1: 0.66) 4.12 psf (C1: 0.30) TKC _J U10S0189A ffiC/ASCE 7-05 Wind Loading Version 3.8 (3/18/10 by DJE) !Geometry . . . Code Edition: 2005 Bldg. Name: Building C Bldg. Width [BJ: 37.6667' Dist. To Ridge [W]: 18.8334' Bldg. Length [D]: 147.3333' Left Eave Ht. [LEHJ:I 17.7084' Right Eave Ht. [REH]: 17.7084' Left Roof Slope: 3.00:12 1------1 Right Roof Slope: .___3._00_: 1_2___. Bay Width [Bay): 19.0000' Purlin Trib. Width [P}: 3.0000' EW Girt Trib Ht. [GE]: 6.0000' SW Girt Trib. Ht. [GS): 6.0000' EW Girt Length: 31.0000' SW Girt Length: 19.0000' Olivenhain MWD Operations Bldg Building Type: Gable A29/164 VEHICLE BUILDING ProjectNo.: U10S0189A Description: OLIVENHAIN MWD OPE Roof: Not by Nucor V Col. Trib. Width [CE}: 15.5000' N Col. Trib. Width [CS]: 24.5000' BSWTop-of-Parapet: 0.0000' Opening Area: · 0.00 sf · FSW Top-of-Parapet: 0.0000' EW Top-of-Parapet: 0.0000' Loading Wo:rmation .. , · Wind Speed: 85 mph Wind Exposure: C Building Porosity: Enclosed Interior Partition Walls? No MBMA Occupancy Category: Standard Builcjings !Generjl Loading Calculations h: 20.0625' I: 1 K.i: 0.85 Kz or Ki,: 0.90 ®' I@ ® Case 1: Windward Total Loac;IS- Case 2: Leeward Total Load--. I@ I ~ K.t: 1.00 G: 0.88 ,,, . R;: 1.00 GCp;: ±0.18 a= 3.77ft. Tributary Pressure j Suction Suction Area Zones 4,5 ! Zone 4 Zone 5 Item (ff) (pst) l (psf) (psf) Sidewall Wind Column 492 12.50 . -13.92 i -13.94 Endwall Wind Colµmn 311 13.00 1 -14.42 ] -14.94 . 1 •uo,uuu••onoH•H•u•••uouu,nuo•UoHH• ........... _ .. uouuuau ........... u,uoo••• .. • .. l••• .... ••• .. ••••••• .... •• .. ••,C,-••nonuu,ououo,,,.,,,, Sidewall Girt 120 14.04 l -15.45 I -17.01 · Endwall Girt 320 12.97 i -14.39 ! -14.87 ............................. Wall.Panel .......... 12 ................. 16.54 ..... J ...... -17.96 ...... J ...... -22.02 ...... .. Maximum i Windward i Leeward Projection Ki,_par qP i Total Load i Total Load Item (ft) (psf) ! (psf) i (psf) t:i':'.~0itlt~lt~~e B SW Para.eet -----• 1 ---i ---i --- ::::::::::::::::::::::::: F~:: :::~:~ .:::::::: :::·::::::::: :::::::::: :::::::::::::l:::::::::: :::::::::::::!::::::::::: :::·::::::::::L::::::: ::::::::::::::: Copyright Nucor Building Systems, 2004. 1 of4 TKC U10S0189A Olivenhain MWD Operations Bldg A30/164 IBC/ASCE 7-05 Wind Loading Continued ... fal tatal fal ' ~ @ @ @@ @ @ a t---1--1---t ---.. I I I · I Applicable Roof Slope Angle= 14.04 deg a= 3.77 ft. Suction in Zones ' j ' Pressure All (ft2) ........... 1 ......... ·r ....... 2 ....... 1 2,.. ....... /° 3 .... ··; 3' Item (psi) I (psi): l (psi) ! (psi) ! (psf) I I I I Purlin/Jois1 . 10 00 -13 90 i -19 58 i ----I -30 93 1 (A: 12Qsf\ . . . i . ·; 1 . l . , I I I I ••n .. •••• ............. :!:I. •••••nu• .. ••h••• .... n •• .. ••n•u••• .... ••o•••l•••u,,, ...... ••• .. •••••••(••••••••• .. •••••••• .. • .. ••l .. u ........................ (,o• Panel i i i t ® 1 CD I @ ® 1 CD I ® .......Cf\= .Q. sf) ....... ~.~:.~~ ............ ===.::.: .... f . ..~.:~:~:. .... ..I ......... ~.~~~ ......... L ..... =~~:~.~..... !.. ........ :~.~~ ......... .. I I I I Fastener moo -15.32 1 -26.67 1 i -39.44 ! A:Os i i i i ·I I I I Values Below are or Overhan Portion o Rao -l---1--1---+ ~ Purlin/Joist . 1 i 1 i @ @ @ @ @ @ a A: lZOsf) 4.26 -11.35 1 -31.21 i ----[ -35.47 1 ---- .__..__ _ __,___._.__ _ __,___,,_.... .. ( .................. ····----.................................................... j ......................... ; ........................... • •••••••••••••••••••••••••••• Panel i i I ...... J1:: .. 2. sf) ,, ..... ?:~:........ . .... =:::~.:.... ~ .. ~.::..~~.~ ..... .L ...... ~.~== ...... ...! ..... -52.50 --·-·············--·· ~-._,___ Fastener -12 77 i -31 21 \ j -52.50 . (A: 0 sf) 7·09 . 1 . i I . -3.64 psf (C3: -0.26) 1Case WJL (GCpi = -0.18) i -3.64 psf i (C2: -0.26) --- t -7.24 psf (C3: -0.51) 9,34 psf (C1: 0.66} l Internal Suction -2.76 psf (C4: -0.19) -2.76 psf (C1: -0.19) Internal Suction 9.34 psf (C4: 0.66) Wind Wind Direction ..,. ... Direction NetLat<lO~. Add0.79psftowindwar walL .NetLat<IOps. Add0.79psftowitulw wall. Case W2R (GCpi = +0.18) kase W2L (GCpi = +0.18) -12.34 psf -8.74 psf I -8.74 psf (C2: -0.87) ----(C3: -0.62) I (C2: -0.62) I -12.34 psf (C3: -0.87) . t' Internal I t -7.87 psfl.87 psf I Internal 4.23 psf 4.23 psf (C1: 0.30) Pressure Wind (C4: -{(65)-0,55) j Pressure -(C4: o.30) • Wind Directron .., i ,.. Direction Nel Lat< 10 ps • Add 0. 79 psf to windwfl11 wall jNet Lat< 10 ps • Add O. 79 psf to whulwar. walL ! Copyright Nucor Building Systems. 2004. 2of4 TKC U10S0189A Olivenhain MWD Operations Bldg A31/164 IBC/ASCE 7-05 Wind Loading Continued ... f~ain Win~fFi>ree ~~i$tirig Sy$teJbs, ~qntinued I t . . ·. I :Lateral .structural (p =qh.x c, c. =. GCpf -.GCpi) ,. ....................................................................................................................................................... .. Case W5B (GCpi = +0.18) iCase W5F {GCpi = +0.18) -7.24 psf (C2: -0.51) -7.24 psf i -7.24 psf -7.24 psf (C3: -0.51) E: -12.63 psf {C2E: -0.89) (C3: -0.51) i (C2: -0.51) E: -12.63 psf (C3E: -0.89) ~E ~ ~ I \----2-_\~ ~ : ~ -3.83 psf · -3.83 psf ·,,_! -3.83 P'1dg (C1: -0.~~g Dim (C2E): (C4: -0.27) (C1: -0.27) .53 ft. ! Longitudinal VI/ind : Longitudinal Wind Cos, W6B /GCpi ~ -0.18/~ !Ca" W6F (GCp; ~ -0.18)~ -3.83 psf (C4: -0.27) -12.34 psf (C2: -0.87) -12.34 psf i -12.34 psf -12.34 psf (C3: -0.87) E: -17.74 psf (C2E: -1.25) (C3: -0.87) ~ (C2:-0.87) E: -17.74 psf (C3E: -1.25) ~E~_.L__~ I ~_\~~ i (ct:i.~rdg _;; ~~2 E): (~!~-6~3) i',,,_:':. (Ct~6_ijg Longitudinal Wind Longitudinal Wind ~ ~ Case W7B (GCpi =; +0.18) . kase W7F (GCpi = +0.18) -8.94 psf (C4: -0.63) -3.64 psf (C2: -0.26) -3.64 psf i -3.64 psf -3.64 psf (C3: -0.26) E: -6.33 psf (C2E: -0.45) (C3: -0.26) i (C2: -0.26) E: -6.33 psf {C3E: -0.45) ~E\-:-~L_~ I ~ ~!, : i i -3.83 psf -3.83 psf ::_;=:. -3.83 psf (C1: -0.2Jf9 Dim (C2E): (C4: -0.27) (C1: -o.2',p9 Dim (C3E): .53 ft. .53 ft. Longitudinal Wind ·/ Longitudinal Wind -3.83 psf (C4: -0.27) Cos, WBB (GCpi ~ -0.18/ ~ . leas, WBF (GCp; ~ -0.18/~ -8.74 psf (C2: -0.62) -8.74 psf 1 -8.74 psf -8.74 psf (C3: -0.62) E: -11.44 psf (C2E: -0.81) (C3: -0.62) (C2: -0.62) E: -11.44 psf (C3E: -0.81) ~E~~L_~ ~~!, -8.94 p¢ (Cf:-0.63)dg Dim {C2E): .53ft. Longitudinal Wind ~ Copyright Nucor Building Systems, 2004. -8.94 psf (C4: -0.63) 3 of4 -~·94 Pe~ Dim (C3E): (C1. -0.6~ .53 ft. Longitudinal Wind ~ -8.94 psf (C4: -0.63) TKC U10S0189A Olivenhain MWD Operations Bldg A32/164 . IBClA.SCE, 7-05 Wind.:Loading_Continued ................................................................................. :· ......................... · .................................................. .. . Longitudinal .Structural (P. = q_h .x c,. C .= .GCpf -. GCpi}, .. ., ......................................................................................................................................... . Case W5B (GCpi =.-0.18) 1Case W5F (GCpi = -0.18! -7.24 psf t 9.34 psf (C1: 0.66) ~-----(C_2_: -~0.51) ! -7.24 psf (C2: -0.51) I 1 I Internal i Internal Suction -2·76 p&J.75 Pst I Suction -3:::sf .. (C4: (M9)). j S) ;,I ; -3.::;:, / (C3: -0.27) J/ (C3: -0.27) c~, W6B (GCpi ~ +0.18[ _12_34 psf i,,,_Case W6F (GCpi,,;, +0.18) _12_34 psf (C2: -0.87) (C2: -0.87) ~------~ ~i~±nu~~ ~ -7B7~7psfj i~!~;:,~ ~ 4.23 psf (C1: 0.30) / Wind . (C4:(ffii5€1).55) I, Wind Direction ..., ~ Direction -8.94 psf (C3: -0.63) ! i ~ /1 -8.94psf j/ (C3: -0.63) Copyright Nucor Building Systems, 2004. 4of4 9.34 psf (C1: 0.66) 4.23 psf (C1: 0.30) TKC U10S0189A Olivenhain MWD Operations Bldg A33/164 nuoia---llUII.INftO·_ SVSTl;IIIS- , . . .. , ...... ' ---------··-··"·---· " 'f.lf. ··~' _. .] JOB NAME: Olivenhain MWD Operations Bldg JOB NUMBER: U10S0189A ENGINEER: TKC ------------I ' " Z-': w --···· ' ,.Q ·: r ·:·: : ::-.. , '" ".,., ": · V ~-· };:,#~fl' _,, ';';:.' -···",-iftci'll"WC•""'xri!!iw.t~'t .... l<HMA'Ka'C!~-<"".#:'---· 1;,:c'/'#·--t-~· •"'-'>' ..:...~~--_;;, __ w,;,Y,~--~-· ,..e~~W-'"' -!," ·-···.,,.·I .... • ~ • • ...... • .. ~ ~ ...... --,-• • ;1' -~ .. ,. ~ _ •• ... '* .... f.~nV·wc. · ~~)i1IV1--.~"a;,~ ~-.. 1!':.. -··· ~ ~ ._ ~ ,T. Sf ~ · •""""' "!" :--,- TRIB.WIDTH TRIB.WIDTH. INPUT VERTICAL LOADS: 30,Q/1FT. j . 19~f1FT, __ EAVE EXTENSION (FT) = . "2.83 DEAD LOAD (KIPS) = 1.17 0.75 GIRT OFFSET (IN)·= 8 COLLATERAL LOAD (KIPS)= 0.42 0.27 DEAD LOAD (PSF) = . 1:S.75 .. ! LIVE LOAD (KIPS) = 1.70 1.09 COLLATERALLOAD(PSF)= 5 ! SNOW LOAD (KIPS) = LIVE LOAD (PSF) = , 20 ' WIND LOAD (KIPS) =:= -~.65 -1.69 SNOW LOAD (PSF) = . WIND LOAD (PSF) = "'."31.21 TRiB.WIDTH TRiB:WIDTH MOMENT LOADS: l 30.0{fft .. . 19.17FT. DEAD LOAD (KIP-FT) = 2.34 1.49 COLLATERAL LOAD (KIP-FT)= 0.85 0.54 LIVE LOAD (KIP-FT) = 3.40 2.17 SNOW LOAD (KIP-FT) = WIND LOAD (KIP-FT) = -5.31 -3.39 5/13/2010 TKC U10S0189A Olivenhain MWD Operations Bldg f I I ' ' ' • • \ 1 \ -. . ' \ ... ' . . . . " " ~ ' . .. . Version 2.7 04/08/09 B DJE Job Number: U10S0189A Engineer: TKC i-,,-,,,---,-.,.....,,..,,.,..,...,.,,,.....,,,.....-,--,i Description: 0livenhaln MWD 0 erat Date: 4/28/2010 A: 0.0000 ft B: 0.0000 ft C: · 19.0417 ft D: 3.8333 ft 'Desion is for ... 0 Fascia @Canopy E: 8.00 in F: 0.00 in G: 12.00 in Trib.: 30.0000ft Horz. Beam is ... @Sloped OFlat A34/164 ~ D: 3.8333' :-·-·--,------ )I I I I "d I G: 12" IE >I ! E: 811 I I I I I I C: 19.0417' I I I I I ... t t I I I Finish Floor Elevation $. TKC U10S0189A Olivenhain MWD Operations Bldg i i --~~:-~-~ · -~, ··. · "f:aacia.-&-cinoJ;f c~~~!~~o~~J.~~~<!__ ___ ~ :~ -~ :·~ _· __ (_~~~~ Version 2.7 (04/08/09) By DJE Job No. U10S0189A, OlivenhaJn MWP Operations Bldg ,...-_.,___,,.,...,,, _______ ,..,,...,.,,,,,,,,_,,,,,,_.,.,.,_,,,.,._,.,,,..,,..,.,_,,.,,_,..,.~ ... ,.,..,..,,_,..,...,,,..,....,.,....,..,_,,.,....,,.,,,,,,_,,.,, , Loads -f.,-.,__,,,.,.....,.,,,.,,..,,,,.,,.,,_,,..,,_,.,,......,,.,.__,.,,.,_,,......,....,,...,..,~, ..... ..,,.,,.,,.,.,,.,,.,,.,~,.,,,_,,.,....,...,,_.. .. ...,.,.__,,.., _ _.._...,,.. Roof Dead: 13.75 psf Roof Collateral: 5.00 psf Roof Live: 20.00 psf Roof Snow: 0.00 psf Drift Max.: o.oo psf Drift Width (Wd): 0.0000 ft e: t.: Building Cod Fascia Vert. W Horz. BeamW Face Panel Weig Horz. Wind Pressu Wind Upl Gutter/Aux. Line _Loa t.: ht: re: ift: d: IBC/ ASCE 7 0 plf 26 plf o.oo psf 0.00 psf 3i.21 psf .... _o.:~e!!... ... --,.,. ........... ,..,, ...... ,,,.... .............. , .......... .., .............. ...., ... ___,.,...,....,....,..,....,.,....,., ,., ........ , -Load Combinations , &.. ... ~.,,...,..,,,,...,,......, ... ....,.,....,..,....,.,....,,....,,,.,...,...,,,,....,.,.,,..., .. ,,,... .. ~..,,...,,.,,,,..,,,...,,_,...,,..,,,.,,,,..,,..,,_,...,......, ... ,,.,,., .. __, .. J Comb Lo.Jd Case:.i:,ctoi's f&t' .. ·--, , -t.:· · N~, QL. .cot 1,~ . · SL W1R i\V1:!,,. Name . ·:_ ~ .. · _ .. 1 1.00 1.00 1.00 DL +COL+ LL -------------··------··1;' ""1.Ji ~----· · · -• · ·oL + c~it,at SL · ·· ·--, , ..,r,-----2_ .. 1.0ff. J.:Q07 ..... ,E', ,__-.l[QO ---·----. , . .J;;S.~----·------":f -· --3 0.60 1.00 0;6 DL + W1 R ~1 .. "'-r-1~-~~ ·• -·· ...... -·--,~--~,------~----·--x,-r ... -------,.--., ,~ _ 4 ___ · 0.60, ___________ , ____ , __ .:_, ·, f ' __ _' __ . 1.0.0 0.6 DL + W~· _________ _,;_.· · } 5 1.00 1.00 0. 75 0. 75 DL + COL +·0. 75(SL + W1R) ---. ---o ·r ---~----·--------.. ----,··-··----·--.. ---------------~-----'..~l. .. · ,.J~~j!J ~.'. :9.9 _ _:_ __ · J>.7§_ .. .1..:..,_..,, i:9;.l@_i: f?&.T_(29,,!:._ + _OJ'~_(§:L +-'i!Y1 ~)_ 7 -~---.'. .~:-' .. :it ,; -~ -----·· .. --.. , ...• ~"L-1-~?~: ,_ -· , .. : L:~---- 9 !'ffl-,. , • ,;<;;t/•='J/:!P''f• .... :J,.'f,r'c"· ·::.:.:.\w t t t t t t t t 1'1WL: 935 p!f i i i r i i i i i1LL: 600 p' i i i $ $ $ $ $ llcoL: 150 h1f i i i i i i i i llDL: 439 plf , .... ____ H_o_r-iz-on-t-al-----,,-..,, A35/164 TKC U10S0189A Olivenhain MWD Operations Bldg 0 0 Member Sign Convention: +P.-JGiiJ\ ~p +V +V Connx. Sign Convention: G:) Fascia & Canopy Loads, Report Version 2.7 (04/08/09) By DJE Job No.: U10S0189A Description: inhaln MWD Operations Engineer: TKC Date: 5/13/2010 I Hortzonral (2) I OO 1s~r1 @] ,-Comb.·; '\II N~ .. :{Name 1 DL+ COL+ LL ,,:'• 't·h' .,,,;,, .. !~-·2· ... a:iL+·co(.:i.:si:: ..... -~~.----· ~at:::::: -:!i _;;:._ ~ • .:.. N" ,~ .. ~-~-......... ~,'\.;, .. , ___ ..... N, 3 0.6 DL + W1R r~·--Ot6·DL,:jlW11. -~:... · · ~-.. :.,;,, '' """"' :li,.;, -·-------·'"'--.. ·"--5 DL +COL+ 0.75(SL + W1R) ·-~· ·-:-~"'r£gQ,1[iJ[~~1~+.J.i,f(f~~ 7 IL ~. :. ~-.: .... ::£~··~: :··1·-··---I~-~ _.'.:iA1 9 :; .-.. 10 _ :_, 1t "' · .. ~ -~yCa:s,e .• .. 'l . ""'.. 'f-.-~~l:fFcombcn•tron ¥ D ... =:[CQ{l.T:;l'.a~T5-LTW'lt{LW1[l 1 T 2 r. 3 1.t·-i· e·-r· .s t · 1 8, I 9 10: Axial (P, kips) 1'.sil"iar(v;kip~> _., ··. ::{i ....... -0:ij ~-···:2.:s· ····,· · --~:_ s.6:·.r);~ ~-.:.··:rii?. ::2:il'-·2.e ~·.--:·-2:~-..... -~A·;:, tf4\_-;:----·. ·.~·,--:.·:7--·.-----~;-.. -- M.om'!:lri.HM,·'J\115h:i); ·. ..3,2 · _: .;1.1-~= "-4,tii.:". .:·:. -··. '._·,.-·a:9,. r: ·.$JI · ·. --~~1'!" .'.·;:;,t,a,, ·· :.: 4;9 , '>' .4':;Q'. .,,. :. ,0r13~h1·/·:(:l"1il.:ft':·:· ,,. -~---~:'l '•'.:-i· ··:• )·:· ,'.f.,: ,~~.:>: ··t:1 ~;:JJtv:t~k···-·:·-.. 1::1 """::o:,6i ....... :2'::f .... ,._ .. .,, ..... ·:ia;· ·1'[5 ·--:r4~s-~:-:2]: l; .. z:i5 ..... l .. ·2:6· ···:;if4 ·"':~,0~·4 ..... ~ ............ ·,--~-::-·1· ... -................. ,. i:MPr.T;J~r:itJM, ft.*-iP.) .. :·.; --:~B . .-~ ::1:;;ef. :· :: .... ':'.~-@:; :;: : <. · ·" \ . .-!S~i '.'· . \ft.~! :.-.:.' .. t,:JJ :"'it .. ;5:.J3j:: ·'*--(t;t. ·· ?E'~ST :·t·· 1'. ':f~JJ;:<~(:'.1~ !", ~:.~ ":; .: ·:-·:~t/ ~\.<.:"',;'. /,;_-:. ~::/ ' Axial (P, kips) [fil ';-~~:~-~~~~;;ijj~;' :::/!::~ i:'_'.·:_~~:~: .. ·.::::;r!; ~-.0,.,::: ·: ;;·:.:::: ;· .. :::;:i: ·;:::::;~~; ~,~i;;_:!; ;~~:~:; :~~::;~;:~: ;:;~;~~t; ;;:~;.:;:~:. ~:::~;;:_··.·.::;::;~:;t~:;~:~0i' ;,. ':~;,i.1:~:ir~,. Axial (P, kips) @J :;~:~~(~p:~~; · ·_· .--!:; ;~. t!i ·:i~.~l::;:.~.:: ~;:,.; ~-.:~:]: ~·ir~li };t;~\;f~ :~·{i~. :~;i!~li~:\~?~1(~-:i1]i~~-?.~:·:, .. :::::;l ·.;::_;}~i;~;·:;;.I;:~:~~.:, A36/164 TKC U10S0189A Olivenhain MWD Operations Bldg Live Load Reduction Version 1.1 INPUT ECHO Fill in shaded areas as required. Tributary area of member under consideration Module Length: .. --·_29~33·· ;ft. Roof Slope:\-j~"ijif~-, / 12 Tributary Width: . ~0.-00 lft. F = 3.00 At= 395.00 sq. ft. 0.81 1.00. Emrich R1 = 1, = 1.2 -0.001 At, = 0.6, R2 = 1, = 1.2 -0.05 F, =0.6, A37/164 r---··----~-- Job #jJfOS0189.A Engr: i · · j~~ · .~ Date: 5/3/201 0 A1 s; 200 sq. ft. 200 sq. ft. <At< 600 sq. ft. A1.:: 600 sq. ft. F s;4 4 < F < 12 F;?; 12 TKC U10S0189A Olivenhain MWD Operations Bldg Live Load Reduction Version 1.1 INPUT ECHO Fill in shaded areas as required. Description: ... l~ ... -c __ S_F_ra_._m __ e ___ . -· --·-· _._._.., __ -... -· ... ':j Tributary area of member under consideration Module Length:~ ···36~67 ~]ft. Roof Slope:~"'"<3.90-1112 Tributary Wldth:L _ 30.1)0 ;ft. F = 3.00 At. = 550.00 sq. ft. 0.65 1.00 Emrich R1 = 1, = 1.2 -0.001 At, = 0.6, R2 = 1, = 1.2-0.05 F, = 0.6, A38/164 ;"--... ---i Job #U-10S0ta9~ Engr:; ·_ Tf<-C ~-J Date: 5/3/2010 At S 200 sq. ft. 200 sq. ft.< At< 600 sq. ft. At::::. 600 sq. ft. FS4 4 < F < 12 F ~ 12 TKC U10S0189A B01•STORAGE U10S0189A Roof Plan 2 31.00 3 4 28.67 30.00 Olivenhain MWD Operations Bldg 5 6 7 8 9 10 30.00 30,00 30.00 30,00 ! 19.00 I 20.67 I :~:J~ ~; I ~ BiE·.~ ~l~I J RB5-5/8 ROD ES1 • SPIPE. SPECIAL+ 10E75 • EaveStrut w/ std~bolt connx. RS1 -GIR RS2 • SPIPE • SPECIAL RS3-PU8 A39/164 TKC 4/27/2010 TKC U10S0189A B01 • STORAGE U10S0189A Sidewall Elevations -Bldg. A 16.67 I C j 31.00 RBO • 1-1/4 ROD I I 28.67 2 "~J I II • 20.61 ! 1e.oo I 10 9 8 F1 -PF32.5W24H15K-Portal Frame I I 30.00 3 F1 30.00 ij 30.00 7 Olivenhain MWD Operations Bldg Front Sidewall ~ ~ l 30.00 ! 30.00 I 30.00 l 4 5 6 7 Back Sidewall 30.00 30.00 30.00 6 5 4 30.00 ! 19.00 ! 8 9 ~ 28.67 3 2 20.67 19 F1 l 31.00 A40/164 TKC 4/27/2010 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job Name: Designer: TKC File: BOl STRUCTURAL GEOMETRY Number of Boxes: 1 Information for Box MS: Width: 20.67 Ft. Left Eave Ht.: 21. 83 Ft. Right Eave Ht. : 16.67 Ft. Girt Offset: 8.00 In. Ridge Location: 0.00 Ft. Main Frame Spans: BRACING PROGRAM Job Number: UlOS0189A Date: 4/27/2010 Length: 249.33 Left Roof Slope: -3.00 Right Roof Slope: 3.00 Purlin Offset, 10.00 Bay Spacing: Endwall Spacing 20.6667 J 31.0000,28.6667,5®30.0000,19.0000,20.6667 --> Left: 2®10.3333 Girt Elevations Right: 2®10.3333 --> BSW: FSW: Purlin Spacing --> RPl: 2.0000,5@3.5000,1.3859 LOADING CONDITIONS Ft. : 12 : 12 In Building Code & Year', Wind Speed: IBC/ASCE 7-05 85 MPH 1996 MBMA Occupancy Sds/Sdl: Cat.: 2 Exposure Condition: Coastal?: Enclosure Condition: MRR Pressure: Wind Coefficients--> Load Case WSB ,wsF Front Wall 0.66 -0.19 Wind Pressures --> C No Enclosed 14.07 PSF Back Wall -0.19 0.66 To Interior Zone Exterior Zone Elev. WSB WSF WSB. (Ft.) (PSF) (PSF) (PSF) 21.,8 9.26 9.26 12.72 Leeward -2,. 73 -2. 73 -5.30 Net Pressure on Building--> Case PSF W5B 15.01 W5F -15.01 User-Applied Loads--> Load Roof/ Load Case Wall Dir. (ID) (ID) (X,Y) EQB rl X EQF rl X EQF rl X EQB rl X Load Combinations --> ID ASR Name 1) l. 00 W5B. 2) 1.00 W5F 3) 1.00 0.70EQB 4) 1,00 0.70EQF Load Magnitude (Kips) 5,40 -5.40 -9.50 9.50 WSF (PSF) 12. 72 -5.30 Frame Line (ID) 6 7 8 7 Roof Grid (ID) B B A A Seismic Ss / Sl: R Factor: Roof Snow: Seismic Dead Weight: Total Seismic Wt, W: Roof Seismic Factor, rho/omega: Wall Elevation Description (Ft.) Eave Ext );:ave Ext Canopy Canopy 0.806 / 0.470 1.173 / 0.457 3.3 9.00 PSF 35.37 PSF 47.80 PSF 0.248 1.30 / 3.00 A41/164 TKC U10S0189A Olivenhain MWD Operations Bldg A42/164 NUCOR BUILDING SYSTEMS Job #: U10S0189A Page: Buiiding·: BOl -STORAGE By TKC Date: 4/27/2010 AAA BRACING DESIGN SUMMARY REPORT BY CONTROLLING LOAD COMBINATION AAA -------------------------------------------------------------------------------BRACES ---------------------------------------------------------------~---------------Memb, Frame Grid/ Mat, Member Load AXial AXial Min ID Lines Top Elev. Orient. code desc. comb. (k) Allowed tw -------------------------------------------------------------------------------Bl 1-2 A·B I RBS 5/8_ROD 4 4.46 7.34 0.075 B2 1-2 A•B \ RBS 5/8_ROD 3 -4 .55 7.34 0.077 B3 1-2 B·C I RBS 5/8 ROD 3 4.70 7.34 p.079 B4 1-2 B-C \ RBS 5/('.ROD 4 4.61 7.34 0.078 BS 4-5 A-B I RBS S/8_ROD 4 4.53 7.34 0.076 B6 4-5 A-B \ RBS 5/8_ROD 3 4.47 7.34 0.075 B7 4-5 B-C I RBS S/8_ROD 3-4 .62 7,34 0.078 BB 4-5 B-C \ RBS S/8_ROD 4 4.68 7.34 0.079 B9 6-7 A-B I RBS S/8_ROD 4 4.32 7.34 0.073 BlO b-7 A-B \ RBS 5/8_ROD 3 4.28 7.34 0.072 Bll 6-7 B-C I RBS S/B_ROD 3 4.42 7.34 0.074 B12 6-7 B-C \ RBS 5/8_ROD 4 4.47 7.34 0.075 B13 7-8 A-B I RBS 5/8_ROD 4 4.45 7.34 0.075 Bl4 7-8 A-B \ RBS 5/8_ROD 3 4.51 7.34 0.076 BlS 7-8 B·C I RBS S/8_ROD 3 4.65 7.34 0.078 B16 7-8 B-C \ RBS 5/8_ROD 4 4 .59 -7.34 0.077 B17 .,..5 C 16,67 I RBO l·J./4_RO)J 3 46.90 37.47 0.661 B18 4-5 C 16.67 \ RBO l-l/4_ROD 4 42.70 37.47 0.591 Bl9 6-7 C 16,67 I RBO l·l/4_ROD 3 41. 76 3 7. 47 0.57€ B20 6-7 C 16.67 \ RBO l·l/4_ROD 4 45.96 37.47 0.645 X-Bracing with clevis connections must be verified for lower axial capacities. See EDM Section 13.3.2 for allowable strengths and min~~um web thicknesses. -----------------------------------------------------------------------STRUTS -----------------------------------------------------------------------Memb. Frame Grid/ Mat. Member Load AXial Axial ID Lines E1-ev. code desc. comb. (k) Allowed -----------------------------------------------------------------------SlL 1-2 B -1.60 PUR 4 -3,60 SlR 1-2 B 1.79 PUR 4 -3.22 S2L 2-3 B -1.60 PUR 4 -1. 74 S2R 2-3 B 1. 79 PUR 4 -1.56 S3L 3-4 B -1.60 PUR 1 -0.30 S3R 3-4 B 1. 79 PUR 1 -0.27 S4L 4-5 B -1.60 PUR 4 -2.64 S4R 4-5 B ·1.79 PUR 4 -2.36 SSL 5-6 B -1.60 PUR 4 -0.77 SSR 5-6 B 1.79 PUR 4 -0.69 S6L 6-7 B -1.60 PUR 3 -3.68 S6R 6-7 i3 1. 79 PUR 3 -3.29 S7L 7-8 B -1.60 PUR 4 -3.33 S7R 7-8 B 1.79 PUR 4 -2.97 SSL 8-9 B -1.60 PUR 4 -1.81 S8R 8-9 B 1.79 PUR 4 -1.62 S9L 9-10 B -1.60 PUR 4 -0.60 S9R 9-10 B 1.79 PUR 4 -0 .53 SlO 2-3 A 21.83 SPIPE SPECIAL 4 -29.30 118.80 Sll 3-4 A 21.83 SPIPE SPECIAL 4 -25.19 118.80 S12 4-5 A 21,83 SPIPE SPECIAL 4 -20.91 118.80 S13 5-6 A 21.83 SPIPE SPECIAL 4 -6.76 118.80 S14 6-7 A 2-1.83 SPIPE SPECIAL 3 -6.50 118.80 SlS 8-9 A 21. 83 SPIPE SPECIAL 4 -4.32 118.80 S16R 9-10 A 1.94 PUR -4 -1.53 S17 1-2 C 16.67 SPIPE SPECIAL 3 -12.62 118.80 Sl7 1-2 C 16.67 10E75B2 EaveStrut Sl8 2-3 C 16.67 SPIPE SPECIAL 3 -17.05 118. 80 S18 2-3 C 16 .6.7 10E75B2 EaveStrut S19 3-4 C 16.67 SPIPE SPECIAL 3 -21. 50 118.80 S19 3-4 C 16.67 10E75B2 EaveStrut S20 4-5 C 16.67 SPIPE SPECIAL 3 --36.05 118.80 S20 4-5 C 16.67 10E75B2 EaveStrut S2l, 5-6 C 16.67 SP.IPE SPECIAL 1 -0.11 99.00 S21 5-6 C 1-6 .67 10E75B2 EaveStrut S22 6-7 C 16.67 SPIPE SPECIAL 4 -32.54 118.80 S22 6-7 C 16.67 10E75B2 EaveStrut S23 7-8 C 16.67 SPIPE SPECIAL 4 -18.40 118.80 S23 7-8 C 16.67 10E7SB2 EaveStrut S24 8-9 C 16.67 SPIPE SPECIAL 4 -4. 72 118.80 TKC U1080189A S24 S25 S25 8·9 9-10 9·10 PORTAL FRAMES C C C Olivenhain MWD Operations Bldg 16.67 lOE75B2 EaveStrut 16.67 SPIPE SPECIAL 16,67 10E75B2 EaveStrut 4 -l.1?7 118.80 Memb. Frame Grid Material Height Load Horiz. Horiz. Uplift Uplift ID Lines code PFl PF2 COST WEIGHT 1-2 7-8 A A Cables 0 0 PF32.SW24Hl5K 21.83 PF32.5W24H15K 21.83 COST & WEIGHT SUMMARY IN DOLLARS & LBS Rods 534 973 Angles Pipe 0 0 Struts 8381 5587 comb. Load Allow (k) Allow 13.50 13 .50 32.47 36.84 35.81 36.84 Purl in Portals Total Struts 0 0 4832 6804 13748 13365 A43/164 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Building: BOl -STORAGE Job#: UlOSOl89A By TKC AAA REACTION REPORT BY LOAD CASE REACTIONS --LOAD CASE WSB --------------------------------------------------------------Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise --------------------------------------------------------------- l A -o.oo -0.05 0.00 l C -0.00 -0.00 o.oo l+ A -0.40 -0.56 0.00 2-A -0.40 0.57 0.00 2 A -0.00 0.05 0.00 2 C -0.00 0.00 0.00 3 A -0.00 -o.oo 0.00 3 C -0 .00 0.00 0.00 4 A -0.00 o.oo 0.00 4 C -0.76 -0.42 o.oo 5 A -0.00 0.00 0.00 5 'C -0.00 0.42 0.00 6 A -0.00 0.00 o.oo 6 C -0.64 -0 .35 0.00 7 A -o.oo -0.04 0.00 7 C -0.00 O .35 0.00 7+ A -0.39 -0.57 0.00 8-A -0.39 0.57 0.00 8 A -0.00 0.04 0.00 8 C -0.00 -0.00 0.00 9 A -0.00 -0.00 0.00 9 C -0.00 o.oo 0.00 10 A -0-. 00 0.00 0.00 10 C -0.00 0.00 o.oo Summation -2 .98 -0.00 REACTIONS --LOAD CASE W5F -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise --------------------------------------------------------------l. A o. 00 0.05 l C 0.00 0.00 l+ A 0.38 0:54 2-A 0.38 -0.54 2 A o.oo -0.04 2 C 0.00 -0.00 3 A 0.00 0.00 3 C 0.00 -0.00 4 A 0.00 0.00 4 C 0.00 0.35 5 A 0.00 0.00 5 C 0.64 -0.35 6 A o.oo -0.00 6 C o.oo 0.42 7 A 0 .. 00 0.05 7 C 0. 76 -0.42 7-F A 0.41 0 .60 8-A 0.41 -0.60 8 A 0.00 -0.04 8 C o.oo o.oo 9 A 0.00 o.oo 9 C 0.00 -0.00 10 A o.oo -0.00 10 C 0-.00 -0.00 Summation -0.00 REACTIONS --LOAD CASE EQB Frame Line l J, l+ 2- Grid Horizontal Line +=right A -0.04 C -0.00 A -10.92 A -10.94 Vertical +=up -1.33 -0.00 -15.39 l.5.46 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 Moment +=counterclockwise 0.08 0.00 0.00 0.00 Page: Date: 4/27/2010 A44!164 TKC U1080189A Olivenhain MWD Operations Bldg A45/164 2 A -0.05 l.24 0.09 2 C -0.01 -o.oo 0.01 3 A -0.02 -0.00 0.04 3 C -0.01 0.00 0.01 4 A -0.03 -0.00 0 •. 05 4 C -19.53 -10.84 0.01 5 A -0.03 -0.00 0.05 5 C -o.oo 10.85 0.01 6 A -0. 02 0.00 0. 04 6 C -17.39 -9.66 0.00 7 A -0.05 -l.30 0,09 7 C -0.00 9.66 0.00 7+ A -ll.51 -16. 9l 0.00 8-A -11.48 16.95 o.oo 8 A -0.05 l .• 23 0.10 8 C -0.00 -0.00 0.01 9 A -0 .03 -0.00 0.06 9 C -0.00 0.00 0,01 10 A -0.02 0. 04 0,03 ·10 C -0.00 0.00 o.oo -------------------------------------------------------------- Summation -82 .14 -0.00 REACTIONS --LOAD CASE EQF -------------_.., __ . --------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise --------------------------------------------------------------1 A 0. 04 1.32 -0.08 l C 0. 00 0.00 -0.00 l+ A 10.82 15.26 0.00 2-A 10.85 -15.33 0.00 2 A 0.05 -1.23 -0.09 2 C 0.00 0.00 -0.0l 3 A 0. 02 o.oo -0.04 3 C 0.00 -0.00 -0.01 4 A 0.03 0 •. 00 -6.05 4 C 0.00 9.87 -0.00 5 A 0. 03 o.oo -0.05 5 C 17.78 -9.87 -0.00 6 A 0.02 -0 .• 00 -0.04 6 C o.oo 10. 63 -0.0l 7 A 0. 05 1.30 -0.09 7 C 19.14 -10 .63 -0.01 7+ A ll.58 17.05 o.oo 8-A 11.59 -17.08 o.oo 8 A 0.06 -l.25 -0.10 8 C 0.01 0.00 -0.0l 9 A 0.03 0.00 -0.06 9 C 0,01 -0.00 -0.01 10 A 0.02 -0. 04 -0.03 10 C 0.00 -0.0l -0.01 Summation 82.14 0.00 TKC U10S0189A B02 -WAREHOUSE U10S0189A Roof Plan A 10.33 B· 10.33, c~-J RB6-3/4 ROD 2 20.33 30.00 RS1 RS1 ES1 l ES1 Olivenhain MWD Operations Bldg 3 4 30.00 30.00 RS1 I ~ ESZ ____________ , ES1 ES1 • 10E75 -EaveStrut-w/ std,..0;-bolt connx. RS1-PUR 5 31.33 RS1 I ES1 6 A46/164 TKC 4/27/2010 TKC U10S0189A B02 • WAREHOUSE U10S0189A Sidewall Elevation$· BJdg. A Olivenhain MWD Operations Bldg Front Sidewall 16.67 -r-------.-----------,._.----------,,.,.-----------'--..------------. C , 20.33 30.00 30.00 30.00 31.33 2 3 4 5 6 RBO • 1-1/4 ROD Back Sidewall 21.83 -~----------~--'--------------------------------~------~ A , 31.33 30.00 30.00 30.00 20.33 6 5 4 3 2 A47/164 TKC 4/27/2010 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job Name: Designer: TKC File: B02 STRUCTURAL GEOMETRY Number of Boxes: l Information for Box MS: Width: 20.67 Ft. Left Eave Ht.: 21.83 Ft. Right Eave Ht. : 16.67 Ft. Girt Offset: 8.00 In. Ridge Location: 0.00 Ft. Main Frame Spans: 20.6667 Bay Spacing: Endwall Spacing 20.3333,3@30.0000,31.3333 --> Left: 2@10.3333 Right: 2@10.3333 BRACING PROGRAM Job Number: UlOS0189A Date: 4/27/2010 Length: 141. 67 Left Roof Slope: -3.00 Right Roof Slope: 3.00 Purlin Offset: 10.00 Ft. : 12 : 12 In Girt Elevations--> BSW: 7.S000,13.S000,17.0314,20.5627 FSW: 7.5000,13.5000 Purlin Spacing --> RPl: 2.0000,5@3.500·o,l.3859 LOADING CONDITIONS Building Code & Year: IBC/ASCE 7-05 Wind Speed: 85 MPH ·Exposure Condition: C ·Coastal?: No Enclosure Condition: Enclosed MRH Pressure: 14.07 PSF Wind Coefficients--> Load Case W5B W5F Front Wall 0.66 -0.19 Wind Pressures--> Back Wall -0. 19 0.66 To Interior zone Exterior zone Elev. W5B W5F W5B (Ft.) (ESF) (PSF) (PSF) 21.8 9.26 9.26 12. 72 Leeward -2.73 -2.73 -5.30 Net Pressure on Building--> Case PSF W5B 15.01 W5F -15.01 User-Applied Loads--> Load Roof/ Load Case Wall Dir. (ID) (ID) (X,Y) EQB rl X EQF rl X EQF rl X EQB rl X i:.oad Combinations --> ID ASR Name l) 1.00 W5B 2) 1.00 W5F 3) 1.00 0.70EQB 4) 1.00 0.70EQF Load Magnitude (Kips) 3.20 -3.20 -5.60 5.60 W5F (PSF) 12. 72 -5.30 Frame Line (ID) 3 4 4 3 Roof Grid (ID) C C A A 1996 MBMA Occupancy Cat.: 2 Sds/Sdl: 0.806 / 0.470 Seismic Ss / Sl: 1.173 / 0.457 R Facto.r: Roof Snow: Seismic Dead Weight: Total seismic Wt, W: Roof Seismic Factor: rho/omega: Wall Elevation Description (Ft.) Eave Ext Eave Ext Eave Ext Eave Ext 3.3 0.00 PSF 36.75 PSF 55.65 PSF 0.248 1.30 I 2.00 A48/164 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Building: B02 -WAREHOUSE Job #.: UlOSOl89A Page: ___ _ By TKC Date: 4/27/2010 AAA BRACING DESIGN SUMMARY REPORT BY CONTROLLING LOAD COMBINATION AAA BRACES Memb. Frame Grid/ Mat. Member Load Axial Axial Min ID Lines Top Elev. orient. code desc. comb. (k} Allowed tw ------------------------------------------------------------------------------- Bl 3-4 A-B I RB6 3/4_ROD 4 9.08 10.85 0.153 B2 3-4 A-B \ RB6 3/4_ROD 3 9.09 10.85 0.153 B3 3-4 B-C I RB6 3/4_ROD 3 9.09 10.85 0.153 B4 3-4 B-C \ RB6 3/4_ROD 4 9.08 10.85 0 .. 153 BS 3-4 A 21.83 I RBO l-l/4_ROD 3 44.63 37.47 0. 744 36 3-4 A 21.83 \ RBO l-l/4_ROD 4 44.63 37.47 0. 744 B7 3-4 C 16.67 I RBO l-l/4_ROD 3 37.45 37.47 0.507 BB 3-4 C 16.67 \ RBO l-l/4_ROD 4 37.45 37.47 0.507 X-Bracing with clevis connections must be verified for lower axial capacities. See EDM Section 13.3.2 for allowable strengths and minimum web thicknesses. -----------------------------------------------------------------------STRUTS -------------------------------------------------------------------·--- Memb. Frame ID Lines S1L l-2 SlR l-2 S2L 2-3 S2R 2-3 S3L 3-4 S3R 3-4 S4L 4-5 S4R 4-5 SSL 5-6 SSR 5-6 S6R l-2 S7R 2-3 S8 3·-4 S9R 4-5 SJ.OR 5-6 SllL l-2 Sl2L 2-3 Sl3 3-4 Sl3 3-4 Sl4L 4-5 Sl5L 5-6 Cables COS.T WEIGHT 0 0 Grid/ Elev. B B B B B B' B B B B A A A A A C C C C C C -l.60 l.79 -l.60 l. 79 -l.60 l.79 -l.60 l. 79 -l..60 1.79 l.94 l.94 21.83 Mat. code PUR PUR PUR PUR PUR PUR PUR PUR PUR PUR PUR PUR 08Sl20 l.94 PUR 1.94 PUR -0.40 l0E75B2 -0.40 l0E75B2 16.67 08S099 16.67 lOE75B2 -0.40 l0E75B2 -0.40 10E75B2 Member desc. BoxStrut Eavestrut EaveStrut BoxStrut EaveStrut EaveStrut EaveStrut COST & WEIGHT SUMMARY IN DOLLARS &· LBS Load comb. 3 3 3 3 4 4 4 4 4 4 3 3 4 4 4 3 3 4 4 4 Rods Angles Pipe Struts Purlin Struts 364 677 0 0 580 739 0 0 Axial Axial, (k} Allowed -0.60 -0 .53 -2.22 -l.99 -4.93 -4 .40 -2.97 -2 .65 -0.97 -0.87 -l.15 -3 .'80 -29.09 -4.91 -1. 7l -1.15 -3 .80 -25.74 -4.91 -l.71 Portals 0 0 35.15 7.56 7.56 27.48 7.56 7.56 Total 944 1417 A49/164 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Building: B02 -WAREHOUSE Job~: UlOSOl89A By TKC AAA REACTION REPORT BY LOAD CASE REACTIONS --LOAD CASE WSB Frame Grid Horiz6nta1 Vertical Moment Line Line + = right + = up + = counterclockwise --------------------------------------------------------------l A -0.00 -0.00 l C -0.00 -0.00 2 A -0.00 0.00 2 C -0.00 o.oo 3 A -1.61 -l.17 3 C -1.37 -0.76 4-A -0.00 1.17 4 C -0-00 0.76 5 A -0.00 0.00 5 C -0.00 -0.00 6 A -0.00 o.oo 6 C -0.00 o.oo summation -2 .98, 0.00 REACTIONS --LOAD CASE WSF Frame Line l l 2 2 3 3 4 4 5 5 6 6 Grid Line A C A C A C A C A 'C A C Summation Horizontal + = right 0.00 0.00 0.00 0.00 0.00 0.00 1.61 l.37 0.00 o.oo 0.00 0.00 2.98 Vertical + = up o.oo 0.00 -0.00 -0.00 1.17 0.76 -1.17 -0.76 0.00 0.00 -0.00 -0.00 o.oo REACTIONS --LOAD CASE EQB Frame Grid Horizontal Line Line ~=right l A -0.00 l C -0.00 2 A -0 .oo 2 C -0.01 3 A -25.78 3 C -23.39 4 A -0.00 4 C -0.00 5 A -o.oo 5 C -0.00 6 A -0.00 6 C -o.oo summation -49.21 Vertical +=up -0.01 -0.0l 0.00 o.oo -18.76 -12.99 18. 76 12.99 0.00 0.00 0.00 0.00 -0-00 REACTIONS --LOAD CASE EQF Frame Grid Horizontal Vertical Line Line + = right + = up 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 o.oo 0.00 0.00 0.00 0.00 Moment +=counterclockwise -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0. 00 -0.00 -0.00 -0.00 -0.00 -o.oo Moment +=counterclockwise 0.01 0.01 0.01 0. 01 0.01 O.Ol 0.01 0.01 0.01 0.01 0.00 o.oo Moment + = counterclockwise -------------------------------------------------------------- l A 0 .oo 0.01 -o.oo l C 0.00 0. 01 -0.00 2 A o.oo -0.00 -0.01 2 C 0.01 -0.00 -0.01 3 A 0.00 18. 76 -0.01 3 C o.oo 12 .99 -0.01 4 A 25.78 -18.76 -0.01 Page: Date: 4/27/2010 A50/164 TKC U10S0189A Olivenhain MWD Operati9ns Bldg A51/164 4 C 23.39 -12.99 -0.01 5 A 0.00 -0.00 -0.01 5 C 0.01 -0.00 -0.01 6 A 0.00 -0.00 -o .. 00 6 C 0.00 -0.00 -0.00 summation 49.21 0.00 TKC U10S0189A B03 • VEHICLE U10S0189A Roof Plan 2 Olivenhain MWD Operations Bldg 3 4 5 6 I 31.33 I 30.00 I 30.00 I 30.00 L J A RS2 RS3 RS4 RS2 R§2 . < >< > 20.33 15.50 8 l IE "9' J)IE '19' 3)1 K ~ 15.50 C I ~ I RB5-5/8 ROD ES1 • SPIPE ·SPECIAL+ 10E75 • EaveStrut w/ §Id. (2)-bolt gonnx. f!.S3•GIR RS1 • PS.134 • PIPE RS2 • SPIPE • SPECIAl A52/164 TKC 4/27/2010 TKC U10S0189A 803 • VEHICLE U10S0189A Sidewall Elevations -Bldg. A Olivenhain MWD Operations Bldg Front Sh;fewall 18.42 -.--------------.--------'-----r-----------...... -------------.---------,-, C • 31,33 30.00 30.00 30.00 20.33 2 3 4 5 6 RB0-1-1/4 ROD Bae!\ Sidewall 26,17 - F1 A 20.33 30.00 30.00 30.00 31.33 6 5 4 3 2 F1. PF32.5W24H15K-Portal Frame A53/164 TKC 4/27/2010 TKC U1080189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job Name: Designer: TKC File: B03 STRUCTURAL GEOMETRY Number of Boxes: 1 Information for Box MS: Width: 31. 00 Ft. Left Eave Ht.: 26.17 Ft. Right Eave Ht-. : 18.42 Ft. Girt Offset: 8.00 In. Ridge Location: 0.00 Ft. Main Frame Spans: 31:.0000 Bay Spacing: Endwall Spacing ~l.3333,3@30.0000,20.3333 --> Left: 2@15.5000 Right: 2@15.5000 BRACING PROGRAM Job Number: UlOS0189A Date: 4/27/2010 Length: 141.67 Left Roof Slope: -3.00 Right Roof Slope: 3.00 Purlin Offset: 10.00 Ft. : 12 : 12 In Girt Elevations --> BSW: 7.5000,13.5000,18.5000,21.6981,24.8961 FSW: 7.5000,13.5000 Purlin Spacing --> RPl: 2.0000,8@3.5000,1,5374 L O A D I N G C O N D I T I O N S Building Code & Year: IBC/ASCE 7-65 Wind Speed: 85 MPH Exposure Condition: C Coastal?: No Enclosure Condition: Enclosed MRH Pressure: 14.51 PSF Wind Coef-ficients --> Load Case W5B WSF Front Wall 0.66 -0.19 Wind Pressures--> Back Wall -0.19 0.66 To Interior zone Exterior Zone Elev. W5B W5F W5B (Ft.) (PSF) (PSF) (PSF) 26.2 9.55 9.55 13.12 Leeward -2.82 -2.82 -5.46 Net Pressure on Building--> Case PSF W5B 15.48 WSF -15.48 User-Applied Loads--> Load Roof/ Load Case Wall Dir. (ID) (ID) (X,Y) 'EQB rl X EQB rl X EQB rl X EQB rl X Load Combinations --> ID ASR Name 1) 1.00 W5B 2) 1.00 WSF 3) 1.00 0.70EQB 4) 1.00 0.70EQF Load Magnitude (Kips) 3.10 -3.10 -6.40 6.40 WSF (·PSF) 13.12 -5.46 Frame Line (ID) 3 4 6 1 Roof Grid (ID) C C A A 1996 MBMA Occupancy Cat.: 2 Sds/Sdl: 0.806 / 0-.470 Seismic ss / Sl: 1.173 / 0.457 R Factor: Roof Snow: Seismic Dead Weight: Total Seismic Wt, W: Roof Seismic Factor: rho/omega: Wall Elevation Description (Ft.) Eave Ext Eave Ext Eave Ext Eave Ext 3.3 0.00 PSF 34 .81 PSF 51.85 PSF 0.248 1.30 / 3.00 A54/164 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Building: B03 -VEHICLE Job#: Ul0S0189A Page: By TKC Date: 4/27/2010 AAA BRACING DESIGN SUMMARY REPORT BY CONTROLLING LOAD COMBINATION AAA BRACES Memb. Frame Grid/ Mat. ID Lines Top Elev. Orient. code Member desc. Load Axial comb. (k) Axial Min Allowed tw Bl B2 B3 B4 BS B6 B7 BB B9 Bl.0 Bll Bl2 Bl3 B14 2-3 2-3 2-3 2-3 3-4 3-4 3-4 3-4 5-6 5-6 5-6 5-6 3-4 3-4 A-B A-B B-C B-C A-B A-B B-C B-C A-B A-B B-C B-C c re .42 C 18 .42 I \ I \ I \ I \ I \ I \ I \ RBS RBS RBS RBS RBS RBS RBS RBS RBS RBS RBS RBS RBO R30 5/8 ROD 5/8-ROD 5/8-ROD 5/8-ROD 5/8-ROD 5/8-ROD 5/8-ROD 5/8-ROD 5/8-ROD 5/8-ROD 5/8-ROD 5/8-ROD 1-1/4 ROD l-l/4=ROD 4 3 3 4 4 ~ 3 4 4 3 3 4 3 4 6.18 5.28 5.42 6.32 4.91 5.22 5.37 5.06 4.99 5.65 5.76 5.11 77.32 77 .33 7.34 7.34 7.34 7,34 7.34 7.34 7.34 7.34 7.34 7.34 7.34 7.34 37.47 37.47 0.098 0.083 0.086 0.101 0.078 0.082 0.085 0.080 0.103 0 .117 0.120 0.106 1.342 1.342 X-Bracing with clevis connections must be verified for lower axial capacities. See EDM Section i3.3.2 for allowable strengths and minimum web thicknesses. STRUTS Memb, Frame ID Lines SlL 1-2 SlR l-2 S2 2-3 S3 3-4 S4L 4-5 S4R 4-5 SSL 5-6 S5R 5-6 S6 1-2 S7 3-4 S8 4-5 S9 5-6 SlO 1-2 sro 1-2 Sll 2-3 Sll 2-3 Sl2 3-4 Sl2 3-4 SB 4-5 Sl3 4-5 Sl4 5-6 Sl4 5-6 PORTAL FRAMES Memb. Frame Grid ID Lines PFl COST WEIGHT 2-3 A Cables 0 0 Grid/ Elev. B B B B B B B B A A A A C C C C C C C C C C Mat. code -3.37 PUR 0.02 PUR Member desc. 0.00 P6.134 PIPE 0.00 P6.134 PIPE -3.37 PUR 0.02 PUR -3.37 PUR 0.02 PUR 26.17 SPIPE 26.1.7 SPIPE 26.17 SPIPE 26.17 SPIPE SPECIAL SPECIAL SPECIAL SPECIAL 18.42 SPIPE SPECIAL 18.42 10E75B2 EaveStrut 18.42 SPIPE SPECIAL 18.42 10E75B2 EaveStrut 18.42 SPIPE SPECIAL 18.42 10E75B2 EaveStrut 18.42 SPIPE SPECIAL 18.42 10E75B2 EaveStrut 18.42 SPIPE SPECIAL 18.42 lOE75B2 EaveStrut Load comb. 3 3 3 3 3 3 3 3 3 4. 4 4 3 3 3 4 4 Axial Axial (k) Allowed -0. 02 -3.06 -9.14 15. 88 -5.58 15.88 -0.0l -2-.10 -0.05 -7 .04 -17. 00 118", 80 -34..06 118.80 -17.17 118.80 -ll..49 118.80 -3.74 118.80 -22.04 118.80 -46.51 118.80 -17.64 118.80 -11. 75 118. 80 Material code Height Load Horiz. Horiz. ccimb.,Load Aliow Uplift (k) PF32.SW24H15K 26.17 COST & WEIGHT SUMMARY IN DOLLARS & LBS Rods 335 604 Angles 0 0 Pipe Struts 5777 3952 3 -64.01 Purlin Struts 0 0 13.50 Portals 2416 3402 56.19 Total 8528 7958 Uplift Allow 36.8'1 A55/164 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Building: B03 -VEHICLE Job#: Ul.OS01.89A By TKC AAA REACTION REPORT BY LOAD CASE REACTIONS --LOAD CASE W5B Frame Line 1. l 2 2 2+ 3- 3 3 4 4 5 5 6 6 Grid Horizontal Line +=right A -0.00 C -0.00 A -0.01 C -o.oo A -1..45 A -1.45 A -0.01 C -2.42 A -0.00 C -0.00 A -o.oo C -0.00 A -o.oo C -0.00 Vertical +=up -0.00 -0.00 -0.21 o.oo -2·.54 2.54 0.21 -1.49 -0.00 1.49 -0.00 -0.00 0.01. o.oo Moment +=counterclockwise 0 .00 0.00 o. 02 o.oo 0.00 0.00 0.02 0.00 0.01 o.oo 0.01 o.oo 0.01 0.00 --------------------------------------------------------------summation -5.35 0 .. 00 REACTIONS --LOAD CASE WSF Frame Grid Horizontal Vertical Moment Line Line + = xight +=up +~counterclockwise 1 A 0.00 ·o.oo l. C 0.00 0.00 2 A 0.01 0.21 2 C 0.00 0.00 2+ A 1.45 2 .54 3-A 1.45 -2.54 3 A 0.01. -0.21 3 C 0.00 1.49 4 A o.oo 0.00 4 C 2.42 -i.49 5 A 0.00 0.00 5 C 0.00 0.00 6 A 0.00 -0.0l 6 C 0.00 -0.00 Summation 5.35 0.00 REACTIONS --LOAD CASE EQB Frame Line 1 1 2 2 2+ 3- 3 3 4 4 s 5 6 6 Grid Line A C A C A A A C A C A C A C: Horizontal Vertical +=right +=up -0.02 -0.03 -0.00 -0.00 -0.07 -2.17 -0.01 0.00 -15.24 -26.76 -15.24 26.76 -0.07 2.1.7 -31. 38 -19.26 -0.04 -0.00 -0.01 19.26 -0.04 -0.04 -0.0l -0.00 -0.03 0.07 -0.00 0.01 Summation -62 .16 0.00 REACTIONS --LOAD CASE EQF Frame Line Grid Horizontal Line +=right A 0.02 Vertical +=up 0 .03 -0.00 -0.00 -0.02 -0 .00 0. 00 0.00 -0.02 -0.00 -0 .01 -0.00 -0.01 -0.00 -0.01 -0 .OO· Moment +=counterclockwise 0.04 0.01 0.16 0.01 0.00 0.00 0 .1.6 0.01 (}.08 0.01 0.10 0.01 0. 06 0. 01 Moment +: counterclockwise -0.04 Page: Date: 4/27 /201.0 A56/164 TKC 1/ U10S0189A Olivenhain MWD,Operations Bldg A57/164 1 C 0.00 0.00 -0.00 2 A 0.07 2.17 -0.16 2 C 0.01 0 .-00 -0.01 2+ A 15.23 26.76 0.00 3-A 15.25 -26.75 o.oo 3 A 0.07 -2 .17 -0.16 3 C 0.01 19.27 -0.01 4 A o. 04 o.oo -0.08 4 C 31.39 -19.27 -0.01 5 A 0.05 0. 04 -0.10 5 C 0.01 0.00 -0.61 6 A 0.03 -0.0-7 -0.06 6 C 0.00 -0.01 -0.01 --------------------------------------------------------------Summation 62 .16 -0.00 TKC U10S0189A Olivenhain MWD Operations Bldg A58/164 NUC:CIA ----- BU•LPI .. GS ••au.-Project No. : ____ U_l_0_S_0_18_9_A ___ _ Description : STORAGE -----------A DIVISION OF NUCOR CORPORATION Engineer : Todd K. Coburn -----------Bracing Components (AISC 13th Edition) Date: 4/30/2010 per MBMA Research Project 506 (© 1992) &: AISC Steel Construction Manual (13th Edition) Version: 2.2 (Date: I 0/06/09) By BDB / DJE GENERAL INFORMATION: Select Brace Type: APPLIED LOADS: Load Location: Tier Hei t, h : 15.8333 0.590 LOAD COM~INATIONS: Load Case Combination Name: Comb.# Active ASR WL EQ CR cs I.OWL 1 y l-OQ .. .... i.000 ... ... .... -. -, ---··-.. .. ' ::if_ - ' .. "I -~~ , '. ., , .. 0.7 p EQ (ABC, p=l.0) 2 N l.-00 0.100 j ): " _ 00.7 p EQ (DEF, p=l.3) 3 NA.-. ... l,QQ _ '9:,9i() . ,: .. , ...... t "' .. ... '1l ' -~ . 6.7 n EQ (DEF Special) 4 ... y l.:ZO 2.100 J( .. ' -~ . ' il. b.5WL+CR 5 N too 0.500 tooo ... l } ·, '' ,' Lit_, ... ,, .. ··'1r ·.--u>' cs 6 :w lJ>@· 1.(fOQ . " , .. ~---" .. .. t." . 7 N . . 1.00 . ' .., . \ t :1· :r·' ,, ' ' N 1:00 .. i···--8 ,. -., k. Case Reactions: Load Horiz. Vert. Case (,!-=Right)· (+=Up) WL -0.590 -0.311 EQ -19.530 -10.307 CR cs TKC U10S0189A Olivenhain MWD Operations Bldg A59/164 NUC::CIA nu1 ... P•H&S GROUP Project No.: U10S0189A -----------Des c rip ti on : STORAGE -----------A DIVISION OF NUCOR CORPORATION Engineer : Todd K. Coburn -----------Bracing Components (AISC 13th Edition) Date: 4/30/2010 per MBMA Research Project 506 (© 1992) & AISC Steel Construction Manual (13th Edition) Version: 2.2 (Date: 10/06/09) By BDB I DJE GENERAL INFORMATION: Select Brace Type: i Long. lJr1lQe. (SW) ... '· · ~ Design Method, (ASD / LRFD): Z,race Critical Load: (a) Allowable Stress Ratio, ASR: ;······AsD··.·· D Manual Load Input! 1.20 Applied Load: (0.7 nEQ (DEF Special)) 41.013 kips ----- BRACE GEOMETRY: _0 Sing~ @Double _ Rf;3()-l ¼" R.Qd . ' Select Brace Size: No. of Braces, n: Module Width, b : Tier Height, h : COLUMN PROPERTIES: Section Designation: web Depth, dw: (WF = Total Depth, d) Web Thickness, t-v: Flange Width, br: Flange Thickness, tr: D Rotate Column 90° Brace w/ Hillside Washer Results: Memb. Mat. ID Orient .. Elev. Code Bl I Tier a RB0 B2 \ Tiera RB0 Gusset Plate Connection Results: Memb. Weld Gusset Mat. ID Code Bl RB0 B2 RBO 1. 30.0000 . )t. 1~.8333 . ·;ft. None in. -----in. -----in. -----in. Member Descri tion 11/4" Rod . 11/4" Rod Member . Description 11/4" Rod 11/4" Rod C>P PLATE (TYP.) FINISH fLOOft Axial ) 23'.013 23.013 ~l\}Qkt1~ Min. t-v. (in.) 0.124 0._124 APPLIED l.OAO + -RIGHT -- 12" lURNBUCKLE MODULE'. WIDTH, b Axial Stress Min. t-v Allowed Ratio (in. 29.600 Clevis 0.249 29.600 Clevis 0.249 0.221 Gusset Plate Information Height Width Thick. Weld Bolt Dia. (A) (B) (tg) (in.) (db) 8.000 8.000 1.000 5/16 1¼110 8.600 8.000 1.000 5/16 1¼110 TKC U10S0189A Olivenhain MWD Operations Bldg A60/164 -8Ul..,OING$ GROUP A DIVISION OFNUCORoCORPORATION Project No. : ____ U.;;...;..10.;..;S_0_l.;..;89_A ___ _ Description : __ --,W.;.;,.;;;,;A;;;.RE.;;.;..;;.H.;..;O;...U.;..;S.;.;.E __ _ Engineer : __ ___;,t.;..;o...;..d.;..;d...;..K...;... _C_o_bu_rn __ _ Bracing Components (AISc· 13th Edition) Date: 4/30/2010 per MBMA Research Project 506 (© 1992) & AJSC Steel Constructi.on Mmiual (13th Edition) Version:2.2 (Date: 10/06/09) By BDB I DJE GENERAL INFORlylATION: Select Brace Type: APPLIED LOADS: Load Location: '.tier Hei t, h : 20.8333 .. ,i""" -, LOAD COMBINATIONS: Load Case Combination Name: Comb.# Active ASR WL EQ CR cs 1 y ~.oo:·: -·1.000 .. .. , ,---.-... --,,,, ,-I.OWL .. . ,_ .. .. ,. ,_ .. ,_ . ---2 jf 1.<>o 6,700· . .. l 0.7 p EQ (ABC, p=l.0) ' ,, )· ,. 0.7 p EQ (DEF, p=lJ) N-1.00 . _().~10,-;)l"i ... --,. '. .& 3 : -: .. .. 0. 7 .Q EQ (DEF Special) 4 y l.iO J.400, ~"~~ ,,,.. ' J • 0.5WL+CR 5 30 1,00 0;50():' ' . J.eeo ,;: ' ' --it.t ·-, . , 6 20.8333 ,, ----...., --._.tf..,.,. . L. LOQ.Q .. cs 1.00 " ' , , ,, 7 N~. 1.01) , ,& .·,r. --. , I ... 1:~o .,, -l .. 8 N ' ., , Case Reactions: Load Horiz. Vert. Case (+=Right) (+=Up) WL -1.260 -0.875 EQ -25.7-80 . -17.903 CR cs TKC U10S0189A Olivenhain MWD Operations Bldg A61/164 Project No.: Ul0S0189A -----------.. ..,,._,OINGS GROUP A DIVISION OF NUCOR CORl'ORATION Description : WAREHOUSE -----------Engineer : Todd K. Coburn -----------Bracing Components (AISC 13th Edition) Date: 4/30/2010 per MBMA Research Project 506 (© 1992) & AISC Steel Construction Manual (13th Edition) Version: 2.2 (Date: 10/06/09) 13y BDB / DJE GENERAL INFORMATION: Select Brace Type: I :(.,Q11g. Br~~~ (SW) __ ,--AS£) ' Design Method, (ASD / LRFD): Brace Critical Load: (a) Allowable Stress Ratio, ASR: D Manual Load Input! 1.20 Applied Load: (0.7 n EQ (DEF Special)) 36.092 kips ----- BRACE GEOMETRY: Select Brace Size: ~D...1>Jn9Jg___@ DouQk!_1 : ~-RBO .. J¼"'Rod i No. of Braces, n: Module Width, b: Tier Height, h: COLUMN PROPERTIES: Section Designation: web Pep th, dw: (WF = Total Depth, d) Web Thickness, tw: Flange Width, bf: Flange Thickness, 4: D Rotate Column 90° Brace w/ Hillside Washer Results: Memb. Mat. ID Orient. Elev. Code Bl I Tier a RB0 B2 \ Tier a RB0 Gusset J»late Connection Results: Memb. Weld Gusset Mat. ID Code Bl RB0 B2 RB0 l 1 , _ 3():00()0 ft. :20 .8~33 : ft. None in. -----in. -----in. -----in. Member Descri tion 11/4" Rod 11/4" Rod Member De~cription 11/4" Rod_ 11/4" Rod CM" PlATE (rtP.) Axial (k 21.838 21.838 ~ti~li(t Min. tw (in.) 0.168 0.168 APPLIED LOAD + -RIGHT -- 12• TURNBUCKLE MODULE WIDTH, b AW~~~1 W~ll!~1if~tl~~ ltr\tf!l.2l,qrJ Axial Min. tw Brace Lateral Allowed (in. Elon 29.600 Clevis 0.254 0.210 29.600 Clevis 0.254 0.210 Gusset Plate Information Height Width Thick. Weld Bolt Dia. (A) (B) (tg) (in.) (db) 8.000 8.000 1.000 5/16 1¼110 8.000 8.000 1.000 5/16 1¼110 TKC U10S0189A Olivenhain MWD Operations Bldg A62/164 N.UC::CIA BUil..OINGS GROUP Project No. : Ul0S0189A ----------Des c rip ti on : WAREHOUSE ----------A DIVISION OF NUCOR CORPORATJON Engineer : Todd K. Coburn ----------Bracing Components (AISC 13th Edition) Date: 4/30/2010 per MBMA Research Project 506 (© 1992) &: AISC Steel Construction Manual (13th Edition) Version: 2.2 (Date: 10/06/09) By BDB I DJE GENERAL INFORMATION: Select Brace Type: APPLIEQ LOADS: Load Location: WL Tier Hei t, h : 17.5833 L840" . 3.t390 .. l..,OAD CQMBINATIONS: Load Case Combination Name: Comb.# Active ASR WL EQ . CR cs I.OWL 1 y V 1:0Q" 1.000 -, ... ,,. .. ----·----·-· .. . ' .. ., . ,. _0.7 p EQ (ABC, p=I.0) 2 N HOO -0,700. . ,, -1. ;~'Ii -· r· ' ' ~ ., ., I .. 0.7 p EQ (DEF, p=l.3) N 'Ji,t}()- .. 0.9:!Q, ---~ . -, -;,;-----. 3 ·~~~ 0.7 Q EQ (DEF Special) 4 y ., 1.20 2.10@ ;· 0 .. 5\VL+CR 5 3Q 1,00 .,, -OSOQ 1.QQ() ·r · 20.833;~ . uio· 1~000. .. ~ cs 6 .fl .. 7 N l;OO . L ,, ., ·" .. .. l~OO. ,. \ . ., ., · .. ·'H ... .. 8 N ' .:·! -' Case Reactions: Load Horiz. Vert. Case (+=Right) (+=Up) WL -1.840 -1.078 EQ -31.390 -18.398 CR cs TKC U10S0189A Olivenhain MWD Operations Bldg A63/164 NUC:CIA Project No.: Ul0S0189A -----------Description : WAREHOUSE -----------A DIVISION OF NUCOR.CORPORATION I Engineer : Todd K. Coburn -----------Bracing Components (AISC 13th Edition) Date: 4/30/2010 per MBMA Research Project 506 (© 1992) & AISC Steel Construction Mallual (13tl, Edition) Version: 2.2 (Date: 10/06/09) By BDB 1 DJE GENERAL INFORMATION: $elect Brace Type: l __ · --~: 1;,Q~g, i3r!lc~(S\V)_ . Design Method, (ASD / LRFD): Brace Critical Load: (a) Allowable Stress Ratio, ASR: A$D.; D Manual Load Input! 1.20 Applied Load: (0.7 nEQ (DEF Special)) 65.919 kips BRACE GEOMETRY: Select Brace Size: No. of Braces, n: Module Width, b : Tier Height, h: COLUMN PROPERTIES: Section Designation: Web Depth, dw: (WF=Tota!Depth,d} Web Thickness, fw: Flange Width, br: Flange Thickness, tr: D Rotate Column 90° Brace w/ Hillside Washer Results: Memb. Mat. ID Orient. Elev. Code Bl I Tier a RB0 B2 \ Tier a RB0 G~sset Plate Connection Results: . Memb. Weld Mat. ID Code ;Bl RB0 B2 RB0 30-.0000, -ft. .17J8;f~ ft. None in. -----in. -----in. -----in. Member Descri tion 11/4" Rod 11/4" Rod Member Description 11/4" Rod l 1/4"Rod CAP PLATE (IYP.) APPLIED LOAD + -RIGHT - 12" TURNBUCKLE MODULf: WIDTH, b USE DOUBLE ANGLE (SEE ANGLE BRACING SPREADSHEET) in. fw Brace in. Elon . levis 0.420 37.931 levis 0.420 _,~,~ffl~l~ Gusset Plate Information Min. fw Height Width Thick. Weld (in.) (A) (B) (tg) (in.) 0.437 8.000 8.000 1.000 5/16 0.237 8.000 8.000 1.000 5/16 Lateral Drift (in. 0.365 0.365 Bolt Dia. (db) 1¼110 1¼110 TKC U10S0189A Olivenhain MWD Operations Bldg A64/164 Project No.: Ul0S0189A Description : ENHAJN MWD OPERATIONS J A DIVISION OF NUCOR CORPORATION Engineer : Todd K. Coburn Angle Bracing (AISC 13th Edition) Date: 4/30/2010 · per AISC Steel Construction Manual (13th Edition) Version: 1.2 (Date: 08/17 /09) By PI GENERAL INFORMATION: Design Method, (ASD / LRFD): i A$&J l 1.00. Allowable Stress Ratio, ASR: Applied Horizontal Load: ' 6..5 ,920 l kips. Brace Geometry: Select Brace Type: r-··. -•.. -... --------------!Side Wfli Bl'.ace Struts No. of Braced Bays, n: I --J' .. ; Module Width, b: 30.0000 -. -)ft. Tier Height, h: 17.5833 !ft. STIFFENER (M>.) Column Properties: ! Bufii:eip .,--j t ---:, . Column Web Depth, dw: J 12:0 )n. Web Thickness, tw: (}.1s~ Flange Width, bf: ().0, Flange Thickness, tr: 0;75 D Column Base Elev. (B.F.F.) BRACE INFORMATION: 0 Single Select Brace Size: :L4X4X3/8 Angle Brace Material: --A,36 No. ofBolts/Connx, nb: 2 Bolt Spacing, S: I 'J~75 I :>:= I • Bolt Diameter, db: l¼"0 Bo1t Material: ... A325 -·-· APPLIED LOADS: Required Tensile Strength, Ru: AISC DIMENSION CRITERIA: Required End Distance, l v : Required Eclge pistance, l h : Required Bolt Spacing, S: DESIGN RESULTS: Combjned Tension & Shear Results: ASD Allowa~le Strength Ratio Nominal Tensile Yielding Strength (Angle} ASD Adjusted Nominal Strength Nominal Tensile Rupture Strength (Angle) Nominal Block Shear Strength (Angle) Nominal Bearing Strength (Angle) Nominal Shear Strength (Bolts) ASD Adjusted Nominal Strength ASD Allowa.~le_ Str~~gtn -. -. in. l• illl. '.in. '•f -~ .. I ! .. , @Double 76.349 kips. 2.25 in. L625 in. 3 . .3333 in. . Rn RNISH FI.O</R RofQ Rn Rn Rn Rn RnlQ RJO I kips kips kips . kips kips kips kips. J<ips MODULE WIDTH, b SLENDERNESS LIMITS: Slenderness Ratio, L/rz: 267 OK OK Remarks 0,990 See AISC Section J4 205.920 R0 =FyA8 123.305 <I>= 0.90 (LRFD) n = 1.67 (ASD) 190.001 R0 =FuAerr WP .!<~ OF COLIJMN 154.294. R.=0.6FuAnv+ FuAn1:S0.6 FyAgv+ Fu Ant · · 166.388 Rn= 1.210 tF.:S2.4d t Fu 235.619 R0 =F.vAb 77.147 <I>= 0.75 (LRFD) n = 2.00 (ASD) 77,147 --~-,r· Mm..i!fium from a.1wv~. TKC U10S0189A Olivenhain MWD Operations !31dg A65/164 Project No.: UlOS0189A Description : ENHAIN MWD OPERATIONS J Engineer: Todd K. Coburn Angle Bracing (AISC 13th Edition) Date: 4/30/2010 GENERAL INFORMATION: Angle Clearance @ Column: Gusset Plate Thickness, tg: Gusset Plate Material: Gusset Length Override: Base Plate Thickness, -tbase: Top Stiffener Thickness, itop: Base Plate Width, bbase: Top Stiffener Width, b10P: Required Tensile Strength, R: Vert. Component Strength, Rv: Horiz. Component Strength, Rh: per AISC Steel Construction Manual (13th Edition) Version: 1.2 (Date: 08/17/09) By PI 3/4 in. 5/8 in. A572 Gr. 50 'in. ____ .... 3/8 in. -----3/8 in. --------8 in. -----3 in. --------,.-- 76.35 kips -----38.52 kips -----__ 6_5_.9_2_· _kips FF w B V ertica1 Eccentricity, ev: Horizontal Eccentricity, eh: ---~-.;-~----!:: -_.-~-: ~--.... ~-:--~-~4.-:"'": ~-.--;·--~·--~-~--·:-~ --~-~:-~_-:,1-~-~--h-.:-i __ .-~-~ ..... ~--:-:~4.,..~:-.. --~-~~-:4-.:-.~-~----:~-'.~.-- Gusset Plate Height, A: . 8.00 in. Gusset Plate Width, B: 11.67 in. Splice Plate Size, C: 0.625" X 4.5" X 19.5" Gusset Plate Weld, W: 5/16 in. WELD INFORMATION: Moment,M=Rh (e,,) +Rv (eh)=· 176.01 in.-k Momentofinertia,IP =lx+Iy = 84.73 in.3 ----- *SectionModulus,Sx =Ip/= 16.64 jcy • 2 m. *Flexure Force, fbh = -3/isx = 5.29 Resultant Force, J;. =~(Jbh + fh )2 + (Jbv + fv )2 = DESIGN RESULTS: Gusset Plate Results: ASD Allowable Strength Ratio ASD Weld Strength Ratio Nominal Weld Strength (Gusset) Nominal Flexural Strength (Gusset) Nominal Shear Yielding Strength (Guseet) .. . .. Nominal Shear Rupture Strength (Guseet) Nominal Block Shear Strength (Gusset) Nominal Bearing Strength (Gusset) ~D Allowable Strength --... k/in. R,/.Q . Mj.Q Rj.Q Rj.Q RjQ Rj.Q . R,/Q Vertical Force, fv = 3/,L = 1.75 k/ in. weld Horizontal Force, fh = R;{_L = 3.00 k/in. weld *Section Modulus,Sy = 1 ¼ = 207.13 • 2 m. Cx * Flexure Force, fbv = 3/zs y = 0.42 k/in. 8.56 k/in. OK Remarks 0.803 See AISC Section J4 0.923 R,, =0.6 Fex, (Sin 6) (s;.,1J k/in. 9.281 <j) = 0.75 (LRFD) n = 2.00 (ASD) in-kips 280.858 M0 = Per AISC Section Fl I kips 198.211 Rn= 0.6Fy A8; Where <j) = 1.00, n = 1.50 ,. -----4>i..-0,1s {L!U7J?l. n.=~.OO(ASD) kips 160.040 Rn =0.6FuAnv kips 123.337 Rn= 0.6 Fu Anv + Fu Ant$ 0.6 Fy Agv + Fu Ant kips 95.049 Rn= 1.2 L0 tFu :52.4d t Fu lµJ?,_s ···9?:049 .. -?4m~wn fl:on_i ali9-ve. _ ., TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job ff Ul.0S0189A Job Name: Frame Date ,Designer: OLIVENHAIN MWD OPERATIONS BLDG F97 -VeP,icle Portc~ll Frame 4/27/2010 2 NBSUT\tcoburn File F97 .nfr FRAME DESCRIPTION Frame type Frame width Bay width RCS 30.00 Ft. 0.01 Ft. RIGHT 0,00 Ft. 0. 00/12 Dim to ridge Roof slOpe Eave height Girt offset Purlin offset LEFT 30,00 Ft. 0.00/12 26,00 Ft. 6.25 In. 15.00 In. 26.00 Ft. 6.25 In. 15.00 In. Typ. Girt spacing : 6 ,00 Ft, 5.00 Ft, Typ. Purlin spacing: Col . spacing 30.0000 Supports / Spring Constants COLOl -Bottom V R COL02 -Bottom V H Column Bracing: WP1 Girt Brace Flange Brace Location (ft): WP2 Girt B:t.'ace Flange Brace : Locat~on (ft): Other Braces: Coluinn Left Brace Right. Brace Location {ft) : LOADING CONDITION"S Building Code & Year 1986/1996 MBMA occupailcy class AISC Specification l.3. 75 5.00 IBC/ASCE 7-05 l/2 2005 ASD L O A D S (Psf) Roof Dead load Roof Coll load Roof Live load Roof Snow load Floor dead l cad Floor live load Ground Snow load: 20.00 0.00 0. 00 0, 00 0. 00 Ce = 1.00 Ss = l.173 Sl = 0.457 3 .25 Seismic Design Category = D R=3.25 Cd= Sds = 0.806 Sdl = 0.470 rho Wind speed Wind pressure 85. 00 Mph Exp. , C 14 .98 Psf Building is Enclosed Wind pressure coefficients Cl C2E WlR 0.580 0. 000 WlL -0.llO 0.000 W2R 0.220 0.000 W2L -o .470 0.000 W5B -o .-270 -0.890 WSF -0 ,270 0.000 W6B -6 .630 -l..250 W6F -0.630 0,000 W?B -0 .270 -o. 350 W7F -0 .270 0.000 W8B -o. 630 -0.710 W8F -o .630 0.000 Tributary Widths Panel WPl WP2 RPl Trib. Width (ft} 0. 01 0, Ol 0,01 C2 C3 C3E -0.510 -o .190 0. 000 -0.190 -0.510 o. ooo -0.870 -0 .550 0. 000 -0.550 -o, 870 0. 000 -0.510 -o .510 0. 000 -0.510 -0.5l0 -o. 890 -0.870 -o, 870 0. 000 -0.870 -0 .870 -1.250 -0.190 -o, 190 0. 000 -0.190 -0.190 -0,350 -o ,550 -0 ,550 0.000 -0.550 -0.550 -0.710 PROGRAM-APPLIED LOADS Load On Start End Start End Case Panel Load Load Loe. Loe Klf Klf Ft. Ft. RDL RPl -o. 000 -0, 000 0.000 30. 000 COL Rl'l -0. 000 -o. 000 0.000 30 .000 RLL RPl -0.000 -o. ooo 0.000 30,000 W1R WPl o. ooo 0.000 0.000 26. 000 WlR WP2 o. 000 0.000 0.000 26. 000 Site Class 1.30 omeg_a C4 -0. llO 0.580 -.0.470 0 .220 -o. 270 -0. 270 -0. 630 -0. 630 -0, 270 -0.270 -o. 630 -0.630 D 3.000 A66/164 TKC U10S0189A Olivenhain MWD Operations Elldg A67/164 WlR RPl -o. 000 -0. 000 0.000 30 .000 WlL WPl -o .000 -0.000 0.000 26 .000 WlL WP2 -0. 000 -o. 000 0.000 26 .ooo WlL RPl -0.000 -o. 000 0.000 30.000 W2R WPl 0.000 0.000 0 .000 26. 000 W2R WP2 0.000 0.000 o. 000 26 .000 W2R RPl -o. 000 -0.000 0.000 30. 000 W2L WPl -0.000 -0.000 0 .000 26.000 W2L WP2 -0. 000 -0. 000 0.000 26 .ooo W2L RPl -o .000 -o. 000 0.000 30.000 W5B WPl -o. 000 -0.000 0.000 26 .000 W5B WP2 0.000 0.000 0.000 26.000 W5B RPl -Q .000 -0. 000 0.000 30.000 W5F WPl -o. 000 -0. 000 0. 000 26.000 WSF WP2 0. 000 O'. 000 0.000 26. 000 WSF RPl -o. 000 -o. 000 0.000 30.000 W6B WPl --0. 000 -0.000 0.000 26. 000 W6B WP2 0.000 0. 000 0.000 26. 000 W6B RPl -0.000 -o. 000 o. 000 30 .000 WGF WPl -0. 000 -0. 000 0. 000 26 .000 W6F WP2 0.000 o_.ooo o. 000 26 .ooo W6F RPl -0. 000 -o. 000 0.000 30.000 W7B WPl -0.000 -o .000 0.000 26. 000 W7B WP2 o. 000 0 .000 o. 000 26.000 W7B RPJ. -o. 000 -0.000 0.000 30.000 W7F WPl -o. 000 -o. 000 0.000 26 .000 W7F WP2 0.000 o._ooo 0.000 26. 000 W7F RPl -0. 000 -o .000 0.000 30.000 W8B WPJ. -o. 000 -o. 000 0. 000 26.000 W8B WP2 0.000 0.000 0.000 26 .000 W8B RPl -o. 000 -o. 000 0.000 30.000 W8F WPl -0. 000 -o. 000 0.000 26. 000 W8F WP2 0.000 0.000 0.000 26 .ooo W8F RPl -o. 000 -0.000 0. 000 30.000 EQR RPJ. 0.000 0 .ooo 0.000 30 .ooo EQL RPi -o. 000 -0 .ooo 0.000 30. 000 ----------------------------------------- U S E R -A P P L I E D LO ADS ----------------------------------------- Load On Hor. Vert. Moment Loe Special. Case Mem 'Kips Kips K-Ft. Ft. Load# Description WlR COLOJ. 2.900 0. 000 o. 000 24 .500 C-1 Long. Loads WlL cor.02 -2 .900 0 .000 o. 000 24. 500 C-3 Long. Loads W2R COLOi 2.900 0.000 0.000 24 .500 C-2 Long. Loads W2L COL02 -2 .900 0. 0'00 0.000 24.500 C-4 Long. Loads EQR COLOl 30 .500 0 .000 0.000 24 .500 C-5 Long. Loads. EQL COL02 -30 .500 0. 000 0.000 24 .500 C-5 Long. Loads ----------------------------------------- LO AD COMB !NATIONS ----------------------------------------- ASR Cases 1) LOO SW+ RDL + COL + RLL 2) 1.00 SW+ RD_L + WlL 3) 1.00 SW+ RDL + W2L 4) 1.00 SW+ RDL + WlR 5) 1.00 SW+ RDL + W2R 6) 1.00 0.60SW + 0.60RDL + WlL 7) 1.00 0.60SW + 0.60RDL + W2L 8) 1.00 0.60SW + 0.50RDL + WlR 9) l..00 0.60SW-+ 0. 60RDL + W2R 10) 1.00 SW + RDL + COL+ 0.75RLL + 0. 75W1L 11) 1.00 SW+RDL+COL+ 0.75RLL + 0.75W2L 12) LOO SW+ RDL + COL+ O. 75RLL + o. 75W1R 13) 1.00 SW+RDL+COL+ O. 75RLL + 0. 75W2R 14) 1.00 SW + RDL + WSB 15) 1.00 SW + RDL + W6B 16) 1.0,0 SW + RDL + W7B 17) 1.00 SW+ RDL + W8B 18) 1.00 SW+ RDL + W5F 19) 1.00 SW + RDL + W6F 20) 1.00 SW + RDL + W7F 2J.) 1.00 SW+ RDL + WBF 22) 1.00 0.60SW + 0.60RDL + WSB 23) 1.00 0.60SW + 0.60RDL + W6B 24) i.oo 0.60SW + 0.60RDL + W7B 25) 1.00 0.60SW + 0. 60RDL + W8B 26) 1.00 0.60SW + 0. 60RDL + WSF 27) 1.00 0. 60SW + 0 .'60RDL + W6F 28) 1.00-0.60SW + O.GORDL + W7F 29) 1.00 0.60SW + 0.60RDL + W8F 30) 1.00 SW+ RDL + COL+ 0.75RLL + 0. 75W5B 31) i.OO SW+RDL+COL+ 0.7SRLL + 0. 75W6B 32) 1.00 SW+RDL+COL+ O. 75RLL + 0.75W7B 33) 1.00 SW+RDL+COL+ 0.75RLL + 0. 75W8B 34) 1.00 SW+ RDL + COL + 0.7SRLL + O. 75WSF 35) l.00 SW+RDL+COL+ 0.75RLL + O. 75W6F 36) 1.00 SW+RDL+COL+ 0. 75RLL + O. 75W7F 37) 1.00 SW+RDL+COL+ 0.75RLL + 0. 75WBF 38) l.00 l.. llSW + 1. llRDL + 1.l.lCOL + 0 .91EQL 39) 1.00 l.llSW + l.llRDL + l.l.lCOL + 0.91EQR 40) 1.00 1. 08SW + 1.0,8RDL + l.08COL + 0. 75RLL + 0.68EQL 41) 1.00 1. 08SW + l.08RDL + l..08COL + O. 75RLL + 0. 68EQR 42) 1.00 0.48SW + 0. 48RDL. + 0.91EQL 43) 1.00 0.48SW + 0.48RDL + 0.91EQR TKC U10S0189A Olivenhain MWD Operations Bldg A68/164 Job , UlOS018!<A OLIVENJ!AIN MWD OPERATIONS BLDG NUCOR BUILDING SYSTEMS Date: 05-13-10 Page: 1 Frame: F97 -Vehicle Portal Frame By NBSUT\ tcoburn File: F97 "** DESIGN SUMMARY REPORT *•* ----------------------------------------------------_ _,_ -----------------------------------------------------------------------------Built Up Rafter -RAFOl T/L B/R Flange Flange Web Section Mat 11 Mat 1l Mat11 Load Comb Loe Axial .Axial Kips Ratio 1 2 Chkpt Depth Section T/L Flg Web B/R Flg Fl2.50 Fl.2.50 W250 64 l. -14.0 Fl2 .50 Fl.2 .SO W250 63 7 -l.4 .o 1 4 5 7 48.00 48.00 48.00 I l I :i. I I width thick Fy I width thick Fy I 12.0 o.sooo ss.oo I 12.0 o.sooo ss.oo I I 0.2500 55.00 I 0.2500 55.00 I I 12.0 o.5000. s5.oo I 12.0 o.sooo 5s.oo 0.06 0.06 Moment Ft-kip 325. 7 325.6 T/L Bend Ratio 0.40 0.40 B/R Bend Ratio 0.32 0.32 Max Unity Check 0 .43 0 .43 Load Comb Loe 63 l 64 7 SHEAR Force Shear Flow (k/ in) Kips Ratio T /L B/R 26.84 LOO 0.43 0.43 -26.84 l..01 0.43 . 0.43 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column -COLOl.. T/L B/R Flange Flange Web Section ·Mat' l Mat 1 l. Mat 11 l Fl0.50 Fl0.50 Wl88 Load Comb 63 ChkPt 8 Depth 30.00 Section l 14 30.00 l. I [ width thick, Fy T/L Flg Web B/R Flg t 10 •. 0 o.sooo ss.oo I r 0.1875 55.00 I l 1.0.0 0.5000 55.00 Built Up Column -COL02 T/L B/R Flilnge Flange Web Section Matrl Mat 11. Mat'l Load Co!lb Loe 14 Loe Fl.0.50 no.so w100 64 21 Chkpt l.5 Depth 30.00 Sectio!l I 1. 2l. 30.00 I I width thick Fy T/L Flg f 10.0 0.5000 55 .. 00 I Web o. 1a1s 55 .oo I B/R Flg l 10.(} 0.5000 55.00-j Axial Axial Kips Ratio Moment Ft-kip -27.l 0.16 -297.0 Axial Axial Kips Ratio -27.I. 0.16 Moment: Ft-kip 297 .1 T/L. Bend Ratio 0.63 T/L. Bend Ratio a.11 B/R Bend Ratio 0.77 B/R Bend Ratio 0.64 Max Unity Check 0.85 Max Unity Check 0.85 Load -Comb Loe 63 Load Comb Loe is SHEAR Force Shear Flow (k/ in} Kips Ratio T /L B/R. -14. 04. 0. 76 0.4l. 0.41 SHEAR Force Shear Flow (k/ in) Kips Ratio T/L B/R. 14. OS 0. 76 0.41 0.41 ------------------------------------------------------------------------------------------------------------------------------------- Frame ·Weight (lhs) =- Deflections ( in) :. 4116 10 yr Wind dx: = Seismic dx'.. = Story Drift = Drift Index ""' Maximum dx: =- Maximum dy = O.lZ ~ H/ 2017 l.Ga = H/ 148 -s.,u;: = 0.022H 0.00 l..53 = H/ 162 -0.03 = L/ 9999 @ MOD l., WIND CASE l. TO RIGHT SErsMIC. TO RIGHT SEISMIC TO RIGHT O. 60SW+O .60RDL+W6F+NLL o. 60SW+0.60RDL+WSF+NLL l.. llSW+l..llRDL+l. ll.COL< 0. 9l.EQL TKC U10S0189A Olivenhain MWD Operations Bldg A69/164 NUCOR BUILDING SYSTEMS Job # Job Name: Frame Date Designer: File U10S0189A OLIVENHAIN MWD OPERATIONS BLDG F97 -Vehicle Portal Frame 4/27/2010 2 NBSUT\tcoburn F97 .nfr CONNECTION SUMMARY Knee Connection -COLOl Web ----------------? Top Plate ------------------? -----Bottom Plates -------?Horiz. /Diagonal Stiffener--? Roof Slope Web fv/Fv Weld Weld Weld Areq/A req/ (Wl+W2) W3req/W3 Matl Ratio Wl W2 W3 Ratio Ratio Ratio Weld Areq/A W4reg/W4 W4 Ratio Ratio Stiff. No. Theta Axial Matl Stiff. oegrees Ratio 0.00,12 W313 0. 78 FWS3 I width thick Top Plate I ·10. O Web I Bot Plate I 5 .o 0.6250 0.3125 0.3750 FWS4 0.96 o. 00 0.83 FWS3 0. 61 Fy J height depth length I I width thick length ss.o I 55.0 47.00 ss.o I 29.00 29. oo I Stiffener I 29.oo I I 0 .so Fy --------------------------------------------------------------------------·-----------. ---------------------------------------------- Knee Conr-ection -COL02 Roof Slope Web ----------------? Top Plate ------------------? Web fv/Fv Weld Weld Weld Areq/A req/ (W1+W2) W3reg/W3 Matl Ratio Wl W2 W3 Ratio Ratio Ratio -----Bottom Plates----- Weld Areq/A W4reg/W4 W4 Ratio Ratio --?Horiz./Diagonal Stiffener--? Stiff. No. Theta Ax:ial Matl Stiff. Degrees Ratio 0.00,12 W313 0.78 FWS3 FWS4 0.96 o.oo 0.83 FWS3 0.61 0 .so I width thick Fy I height depth length I I width thick length Fy Top Plate 110 .o Web Bot Plate I, 5.0 0.6250 0.312S 0.3750 ss.o I ss.o I 47.oo ss.o I 29 .00 Splice connection -Moment Connection from COL0l Left Right Connx Piate Plate Bolt Load Axial Type Matl Matl Qty/Size Comb Kips 4BFS FlO. 75 F12. 75 8-1. 2SO-H 49 -32. 83 29. 00 I Stiffener I 29.00 I I To RAFOl Shear Moment Kips Ft-kip -58. 86 749.2 I left right I I width thick length Fy size size I Left Plate Ratio 0.94 Right Plate Ratio o.aa -----------------BOLT Load Axial Shear Comb Kips Kips 49 -32. 83 -SB,. 86 Moment Ft-kip 749.2 Bol.t. Ratio 1.00 -------------------------------------------------------------------------------------------------------------------------------------Left Plate I 10. O Right Plate I 12. a Stiffeiler 4. 0 o. 750 o. 750 0.375 50.00 50.00 10.00 5S.O I Top Weld I 55. O I Web Weld 55. o I Bottom Weld Splice Connection -Moment Connection from RAF0l To COL02 Connx Type Left Plate Matl Right Plate Matl Bolt Qty/Size Load Comb Axial Kips Shear Kips CJP1 CJPl liP14 WP14 FWD4 FliD4 Moment. Ft-kip 1 Left Plate Ratio Right Plate Ratio -----------------BOLT Load Axial Shear Comb Kips Kips Moment Ft-kip Bolt. Ratio ------------------... ----------------------------------------------. -----------------' ------------------------------------------------- 4BFS F12.7S Fl0.75 8-1.250-H 46 -32. 82 58.86 I I width thick length Left P-late 112. O Right -Plate 10. o Stiffener 4. O Base Plate -COLOl Base Plate Matl Bolt Qty/Size o. 750 o. 750 0.375 T/L Flange Weld 50.00 50.00 10.00 B/R Flange Weld Fy ss.o I Top Weld I ss.o I Web Weld 55. o Bottom Weld I Web- Weld tp(reg) /tp Ratio 749.2 left right I -size size I CJPl CJPl WP14 WP14 FliD4 FWD4 0.88 ----------liELD Axial Web Shear Check & Uplift 0.94 Flg Shear & Uplift 46 ft/Ft Ratio -32. 82 BOLT fv/Fv Ratio 58. 86 ASTM Design 749.2 1.00 . -----------------------------------------------------------------------------. ' ' ----------------------------------------------------FlO .38 4-1. 000 FWS3 FWS3 FWS3 I width thick length Fy Base Plate I 10.00 o.31s 30.00 ss.o I Base Plate -COL02 Base Plate Mat1 T/L Bolt. Flange Qty/Size Weld F10 .38 4-1. 000 FWS3 B/R Flange lield FWS3 Web Weld FWS3 I width thick length Fy Base Plate I 10.00 o.3'i5 Jo.oo ss.o I Splice Load Cbmbinations: No. ASR Cases 1 1.00 2 1.00 3 1.00 4 1.00 5 1.00 6 1.00 7 1.00 SW + RDL. + COL + RLL SW + RDL + WlL SW + RDL + W2L SW + RDL .f-W1R SW + RDL + W2R 0.60SW + 0.60RDL + WlL O.GOSW + 0.60RDL + W2L 0.88 tp(req) /tp Ratio 0 .BB 0.11 0.18 ----------WELD Axial Web Shear Check & Uplift 0.11 0.18 0.29 Flg Shear & Uplift 0.29 0.48 ft/Ft Ratio 0.48 0.39 BOLT fv/Fv Ratio 0.39 Fl554 Gr.36 ASTM Design F1554 Gr.36 TKC U10S0189A Olivenhain MWD Operations Bldg A70/164 8 1.00. 0.60SW + 0.60RDL + WlR 9 1.00 o.i;osw + 0.60RDL + W2R 10 1.00 SW + RDL + COL + 0.75RLL + 0. 75W1L 11 1.00 SW + RDL + COL + 0. 75RLL + 0. 75W2L 12 1.00 SW + RDL + COL+ 0. 75RLL + 0. 75W1R 13 1.00 SW + RDL +COL+ 0.7SRLL + 0.75W2R 14 1.00 sw + RDL + WSB 15 1.00 SW + RDL + W6B 16 1.00 SW + RDL + W7B 17 1.00 SW + RDL + W8B 18 1.00 SW + RDL + WSF 19 1.00 SW + RDL + W6F 20 1.00 SW + RDL + W7F 2l 1.00 SW + RDL + WSF 22 1.00 0.60SW + 0.60RDL + WSB 23 1.00 0.60SW + 0.60RDL + W6B 24 1.00 0.60SW + 0.60RDL + W7B 25 1.00 0.60SW + 0.60RDL + W8B 25 1.00 0.60SW + 0.60RDL + WSF 27 1.00 0 .oosw + 0.60RDL + W6F 28 1.00 0.60SW + 0.60RDL + W7F 29 1.00 0.60SW + 0. 60RDL + W8F 30 1.00 SW+RDL+ COL+ 0.75RLL + 0. 75WSB 31' 1.,00 SW.+ RDL + COL + 0. 75RLL + 0. 75W6B 32 1.00 SW+ RDL + COL + 0.75RLL + 0. 75W7B 33 1.00 SW+ RDL + COL + 0.75RLL + 0. 75W8B 34 1.00 SW + RDL + COL + 0.7SRLL + 0. 75WSF 35 1.00 SW + RDL + COL + 0.75RLL + 0. 75W6F 36 1.00 SW+ RDL + COL + 0.75RLL + 0.7SW7F 37 1.00 SW+RDL+COL+ 0.75RLL + 0, 75W8F 38 1. 00 1.llSW + l. l.lRDL + l.llCOL + 0. 91EQL 39 1.00 1~11SW + 1,11RDL + 1.llCOL + o.nEQR 40 1.00 l .. OBSW + 1.0BRDL -+ l.OSCOL + O, 75RLL + 0.5BEQL 41 1.00 1.0BSW + 1.0BRDL + 1. 08COL + O. 75RLL + 0.68EQR 42 1.00 0.48SW + 0.48RDL + 0. 91EQL 43 1.00 0.4BSW + 0.4.SRDL + 0.91EQR 44 1.20 Special Seismic 45 l..20 Special Seismic 46 1.20· Special Seismic 47. 1.20 Special Seismic 48 l..20 Special Seismic 49 1.20 Special Seismic TKC U10S0189A NUCOR BUILDING SYSTEMS job ft, UlOS0169A Job Name: Frame Date Designer: OLIVENHAIN MWD OPERATIONS BLDG F98 -·storage Portal Frame 4/27/2010 2 NBSUT\ tcoburn File 'F96.nfr FRAME DESCRIPTION Frame type Frame width Bay width RCS 30.00 Ft. 0,01. Ft. LEFT RIGHT 0.00 Ft. 0.00/12 Olivenhain MWD Operations Bldg Dim to ridge Roof slope Eave height Girt offset Purlin offset 30 .00 Ft. 0.00/12 21.67 Ft. 6.25 In. 15.00 In. 21.67 Ft. 6.25 In. 15. 00 In. Typ. Girt spacing 6.00 Ft. Typ. Purlin spacing_, 5 .oo Ft. Col. spacing _30.0000 Supports / _ Spring Constants COLOl -Bottom V If COL02 -Bottom V H Column Bracing: WPl Girt Brace Flange Brace Location (ft) : WP2 Gir_t Brace Flange Brace : Location (ft): Other Braces: Column Left Brace Right Brace : Location-(ft) , LOADING CONDITIONS Building Code &. Year 1986/1996 MBMA occupancy class AISC Specification LO ADS (Psf) 13.75 5.00 IBC/ASCE 7-05 1/2 2005 ASD Roof Dead load Roof Coll load Roof Live ioad Roof Snow load F,loor dead load Floor live load Ground Snow load:: 20.00 o.oo o.oo o.oo o.oo Ce= 1.0-0 Ss = 1.173 Sl = 0.457 3.25 Seismic Design category =-O Site Class :a: D R = 3 .25 Cd Sds = 0 .. 806' Sd1. =-0 .. 470 ..rhq-= 1.30 omega 3 .. 000 Wind speied Wind pressure 65.00 Mph Exp. , C 14 .4.2 Psf Building is Enclosed Wind pressure coefficients Cl, C2E WlR 0.580 0.000 WlL -0.110 0 .ooo W2R 0.220 0.000 W2L -o .470 0.000 WSB -0.270 -0.690 W5F -o. 270 0.000 WGB -0.630 -1.250 W6F -o. 630 0.000 W7B -o. 270 -0.350 W7F -0.270 0.000 W6B -0.630 -0.710 W6F -o. 630 0.000 Tributary Widths Panel WPl WP2 RPl T,:ib. Width (ft) 0.01 0.01 0.01 C2 C3 C3E -0.510 -o .190 0.000 -0.190 -o .510 0.000 -0.870 -0 .550 0.000 -0.550 -0.670 0.000 -0.510 -0 .510 0.000 -0.510 -0.510 -0.890 -o .870 -o. a7o 0.000 -o .870 -0.670 -1.250 -0.190 -0.190 0.000 -0.190 -0.190 -0.350 -0.550 -0.550 0.000 -0.550 -o .550 -o. 710 PROGRAM-APPLIED LOADS toad On start End Start End Case Panel. Load Load Loe Loe Klf Klf Ft. Ft. RDL RPl -o. 000 -0 .000 0.000 30.000 COL RPl -o: 000 -o .000 0.000 30.000 RLL RPl -o. 000 -o. 000 0.000 30.000 WlR WPl 0.000 0 .000 0.000 21. 667 WlR WP2 0.000 0 .000-0.000 21.667 C4 -0.110 0.560 -o. 470 0.220 -o. 270 -0.270 -0.630 -0 .630 -0.270 -o.:no -o. 630 -0.630 A71/164 TKC U10S0189A Olivenhain MWD Operations Bldg A72/164 WlR RPl -o. 000 -0.000 0.000 30. 000 WlL WPl -o. 000 -0. 000 0.000 21. 667 WlL Wl?2 -o. 000 -o.o'oo ·0.000 21.667 WlL RPl -o. 000 -0.000 a .ooo 30. 000 W2R WPl 0.000 0.000 0.000 21. 667 W2R WP2 0, 000 0.000 o. 000 21. 667 W2R RPl -o. 000 -0.000 0.000 30.000 W2L WPl -o. 000 -a.coo a.coo 21.667 W2L WP2 -o. 000 -0.000 0. 000 21. 667 W2L RPl -0. 000 -0.000 0.000 30. 000 WSB WPl -o. 000 -o. 000 0.000 21.667 WSB Wl?2 0.000 0.000 0.000 21. 667 WSB RPl -o. 000 -0.000 0.000 30.000 WSF WPl -0.000 -o. 000 0.000 21. 667 WSF WP2 0.000 0.000 0.000 21. 667 WSF RPl -o. 000 -o. 000 0.000 30. 000 W6B WP1 -o. 000 -0.000 0.000 21. 667 W6B WP2 o. 000 0.000 0.000 21. 667 W6B RPl -o. 000 -o. 000 0.000 30. 000 W6F WPl· -0 .000 -o. 000 0.000 21. 667 W6F WP2 0.000 0.000 0 .000 21.667 W6F RPl -o. 000 -o. 000 0.000 30. 000 W7B WP1 -o. 000 -o. 000 0.000 21.667 W7B WP2 0.000 0.000 0.000 21. 667 W7B RPl -0.000 -o. 000 0.000 30. 000 W7F WPl -0.000 -0.000 0.000 21.667 W7F WP2 0.000 0.000 0.000 21.667 W7F RPl -0. 000 -a.coo 0.000 30.000 WBB WPl ·O .ODO -0.000 0.000 21.667 WBB WP2 0.000 0.000 0,000 21.667 WBB RPl -o .000 -0.000 0.000 30.000 WBF WPl -o. 000 -0.000 a.boo 21..667 WBF WP2 0.000 0 .DOD 0.000 21..667 WBF RPl. -0.000 -0.000 0.000 30.000 EQR RPl. 0.000 0. 000 0.000 30 .000 EQL RPl. -0 .ODO -0.000 0.000 30.000 Load On Hor. Vert. Moment Loe case Mem Kips Kips K·Ft. Ft. WlR COLOl 0 .ODO 0.000 0.000 21..667 WlR COL02 0.000 0.000 0.000 2J..667 WlL COLOl -0.000 0.000 0.000 21..667 WlL COL02 ·0·.000 0.000 o. 000 21..667 W2R COLOl 0.000 a .ooo 0.000 21.667 W2R COL02 0.000 0 .ODO 0.000 21.667 W2L COLOl -0.000 0. 000 0.000 21.667 W2L COL02 -0.000 0.000 o. 000 21.667 ----------------------------------------- USER-APPLIED LO ADS ----------------------------------------- Load on Hor. Vert. Moment Loe Special, Case Mem Kips Kips K-Ft. Ft. Load# Description WlR COLOl 0.820 0.000 0.000 20.000 C-1. Long. Loads WlL COL02 -0.820 0.000 0.000 2.0.000 C-3 Long. Loads W2R COLOl 0.820 0.000 0.000 2.0.000 C-2 Long. Loads W2L COL02 -o .820 0.000 0.000 20.000 C-4 Long. Loads EQR COLOl 23 .200 0.000 0.000 20.000 C-6 Long. Loads EQL COL02 -23 .200 0.000 0. 000 2.0.000 C-5 Long. Loads ----------------------------------------- LO AD COMB.INATIONS ----------------------------------------- ASR Cases 1) 1.00 SW + RDL + COL + RLL 2) 1.00 SW + RDL + WlL 3) 1,.00 SW + RDL + W2L 4) 1.00 SW + RDL + WlR 5) 1.00 SW + RDL + W2R 6) 1.00 0.60SW + 0. 60RDL + WlL 7) 1.00 0.60SW + O .. &ORDL + W2L B) 1.00 0 .60SW + 0. 60RDL + WlR 9) 1.00 0 .60SW + 0 .60RDL + W2R 10) 1.00 SW + RDL + COL + 0. 75RLL + 0.75WlL ll) 1.00 SW + RDL + COL + O. 75RLL + 0. 75W2L 12) l.00 SW + RDL + COL + 0. 7SRLL + 0. 75WlR 13) l.00 SW + Rl,L + COL + O. 7SRLL + O. 7SW2R 14) l.00 SW + ·RDL + WSB is) 1.00 SW: + RDL + W6B 16) 1.00 SW + RDL + W7B 17) J..00 SW + RDL + W8B 18) l.00 SW + RDL + WSF 19) 1.00 SW + RDL + W6F 20) l.00 SW + RDL + W7F 21) l.00 SW + RDL + WBF 22) 1.00 0.60SW + 0.60RDL + WSB 23) l.00 O.GOSW + 0.60RDL + W6B 24) l.00 0. 60SW + 0.60RDL + W7B 25) l.00 0.60SW + 0.60RDL + WSB 26) 1.00 o.60SW + 0.60RDL + WSF 27) 1.00 o.sosw + 0.60RDL + W6F 28) '1.00 0.60SW + 0.60RDL + W7F 29) 1.00 0.60SW + 0.60RDL + WBF 30) l.00 SW + RDt + COL+ 0. 75RLL + 0. 75WSB 31) l.00 SW + RDL + COL + O. 75RLL + 0. 75W6B 32) 1.00 SW+RDL+ COL+ 0.7SRLL + 0. 75W7B 33), l.00 Sij + RDL-+ COL+ 0.7SRLL + 0.7SW8B 34) 1.00 SW+RDL+ COL + 0. 75RLL + 0. 75WSF 3.5) 1.00 SW+RDL+ COL + 0. 75RLL + 0. 75ll6F 36) 1.00 SW-t--RDL+ COL + 0. 75RLL + 0. 75W7F 37) l.00 SW+RDL+COL+ 0.75RLL + 0.75WBF 38) l.00 l.llSW + l.llRDL + l.llCOL + 0.9lEQL 39) l.00 1.11SW + l.llRDL + l, llCOL + 0. 9lEQR 40) l.00 1. oasw + 1.08RDL + l. 08COL + 0. 75RLL + 0.68EQL 41) l.00 1..08SW + l.08RDL + l.OBCOL + 0.7SRLL + 0.68EQR 42) 1.00 0.4.BSW + 0 .48RDL + 0. 91EQL 43) l.00 0.'18S!! + 0.48RDL. + 0.91EQR TKC U10S0189A Olivenhain MWD Operations Bldg A73/164 Job : UlOSOl89A OLIVENHAIN MWD OPERATIONS BLDG Fiame: F98 -Storage Portal Frame *** DESIGN SUMMARY REPORT *** Built Up Rafter -RAFOl T/L B/R Flange Flange Web Section Mat I l Mat'! l Mat 11 'l Fl0.38 Fl0.38 Wl88 2 Fl0.38 Fl0.38 Wl88 Load Comb 08 67 Chkpt l 4 5 Depth 29.75 29. 75 Section 1 I Loe l 7 2 Axial Axial Kips Ratio -10. 7 0 .10 -10. 7 0.10 7 29. 75 I NUCOR BUILDING SYSTEMS Moment Ft-kip 194.2 194.3 T/L Bend Ratio 0.68 0 .68 B/R Bend Ratio 0.53 0.53 Date: 05-13-10 Page: l By NBSUT\ tcoburn File: F98 Max Unity Check o. 73 o. 73 . Load Comb Loe 63 1 64 7 SHEAR Force Shear Flow (k/in) Kips Ratio T /L B/R 16.55 0.90 0 .46 0.46 -16.56 0.90 0.46 0.46 -------. ___ ---------------------------------------------------------------_,_ ------------------------------------. -------------------I width thick Fy I width thick Fy T/L Flg Web B/R Flg I 10.0 o.3750 55_00 I 10.0 o.3150 55.oo ·1 I 0.1875 55.00 I 0.1875 55.00 I 10.0 o.3750 55.oo 10.0 0.3150 55.oo Built Up Column -COLOl T/L B/R Flange Flange Web Section Mat' 1 Mat 11 Mat I l 1 1110.38 Fl0.38 Wl64 Load Comb 63 Chkpt Depth Section 13 29. 75 29. 75 I 1 I Loe 13 Axial Axial Kips Ratio -16. 7 0.12 MolTlent Ft-kip -J:96.4 T/L Bend Ratio 0.55 B/R Bend Ratio 0.71 Max Unity Check o. 77 SHEAR Load Force Shear Flow (k/ in) Comb Loe Kips Ratio T/L B/R 63 ll -l0.79 0.87 0.30 0.30 --------------------------------------------------------------------------, --------------------------------------------------------- T/L Flg Web B/R Flg 1 width thick Fy I I 10.0 o.31so 5s.oo I I 0.1644 55.00 I I 10.0 o.3750 55.oo Built Up Column -COL02 T/L B/R Flange Flange Web Section Mat'l Mat'l Mat'l Load Comb Fl0.38 Fl0.38 Wl64 64 ChkPt Depth Section 29. 75 14 19 29.75 I l I I -width thick Fy T/L Flg J 10.0 0.3750 55 .00 I Web ·,, 0.1644 55 .oo I B/R Flg 10.0 0.3750 55.00 j Frame Weight (lbs) =. 2554 Deflections (in): lO yr Wind dx = -0.04 = H/ 5636 Seismic dx = 1. 44 -= H/ 149 Story Drift = 4. 68 = o. 022H Drift Index = O. 00 Maximum dx = -l. 31 = H/ 164 Loe 19 Maximum dy = ·-0. 07 = L/ 4349 ® MOD l, Axial Axial Kips Ratio -16. 7 0.12 Moment Ft-kip 196.5 WIND CASE l TO LEFT SEISMIC TO RIGHT SEISMIC TO RIGHT O. GOSW+O, 60RDL+W5F+NLR 0. 60SW+O. 60RDL+W8B+NLR T/L Bend Ratio 0.71 l. llSW+l. llRDL+l.llCOL+O. !,lEQR B/R Bend Ratio 0.55 Max Unity Check o. 77 Load Comb Loe 64 17 SHEAR Force Shear Flow {k/ in) Kips Ratio T/L B/R 0,30 0.30 TKC U1OS0189A Olivenhain MWD Operations Bldg A74/164 NUCOR BUILDING SYSTEMS Job 1i Job Name: Frame Date Designer: File U10S0189A OLIVENHAIN MWD OPERATIONS BLDG F98 -Storage Portal Frame 4/27/2010 2 NBSUT\tcoburn F98.nfr CONNECTION SUMMARY Knee connection -COLOl Roof Slope Web ----------------? Top Plate ------------------? Web fv/Fv Weld Weld Weld Areq/A req/ (Wl.+W2) W3req/W3 Matl. Ratio Wl W2 W3 Ratio Ratio Ratio Bottom Plates ----- Weld Areq/A W4req/W4, W4 Ratio Ratio --?Horii.. /Diagonal Stiffener--? Stiff. No. Theta Axial Matl Stiff. Degrees Ratio 0.00:12 W250 1.00 FWS3 FWS<l 1.00 0.00 0.79 FWS3 0. 60 0.52 0 I width thick Py I height depth length I I width thick length Fy ,I. ' ----------------------' -------------------------------------------------------------------------------------------------------------- ~op Plate I 10. O Web Bot Plate I s.o 0.3750 0.2500 0.3750 Knee Connection -COL02 55.0 I 55.0 29.00 s5.o I I I 29.00 29.00 I Stiffener I I I 29.00 I I Web ----------------? Top Plate ------------------, -----Bot.tom Plates -------?Horiz./Diagonal Stiffener--? Roof Slope Web fv/Fv Weld Weld Weld Areq/A req/ (Wl+W2) W3req/W3 Mat1 Ratio Wl. W2 W3 Ratio Ratio Ratio Weld Areq/A W4req/li4 W4 Ratio Ratio St:if.f. No. Theta Ax:.ial Matl. Stiff. Degrees Ratio 0.00:12 W250 .1.00 FWS3 FIIS4 1.00 o.oo 0. 79 FWS3 0.50 I width thick Fy I height depth length I I width' thick length 0.52 Fy Top Pl.ate 110.0 Web Bot Plate I 5. O 0 .3750 0.2500 0.3.750 55.o I 55.0 J 29.00 s5 .o I 2·9 .• 00 29. oo .1 Stiffener I 29.00 I I Sp1.ice Connect.ion -Moment Connection from COLOl. To RAFOl Connx, Type Left Plate Matl Right !?late Matl Bolt Qty/Size Load Comb Axial Kips Shear Kips Moment Ft-kip Left Plate. Ratio Right Plate Rati9 -----------------BOLT Load Axial. Shear Comb Kips Kips Moment Ft-kip Bolt. Ratio -----------------------------------------------------------------------------------------------. -------------------------------------4BFS FlO. 75 no. 75 B-l.250-H 49 -25.0S -36.52 0.96 0.96 49 -25.05 -36 .52 446.4 0.91. ----------------. -------------------------------------------------------------------------.. ---------------_ _. ___ -----------------------I I width thick length Left Plate I 10. o Right Plate I 10. o Stiffener I 4. O o. 750 0. 750 0.375 32.00 32.00 10.00 Fy 55. 0 I Top Weld f 55.0 l Web Weld J ss. a Bottom Weld I Splice Connection -Moment Connection. fr.om RAFOl. To COL02 Connx Type Left Plate Matl Right Plate Matl Bolt Qty/Size Load Comb 4BFS Fl 0. 75 FlO. 75 8-1.250-H 46 I I width thick length Fy Axial Kips -25. 05 Sheai: K4.ps 36.52 Left Plate 110. O o. 750 o. 750 0.375 32.00 32.00 10.00 55.0 I Top Weld I Right Pl~te l.O. 0 Stiffener 4. o 55.0 I Web Weld I SS. O Bottom We~d Base Plate -COL01 Base Plate Matl. Bolt Qty/Size T/L Flange Weld Fl0.38 4-l..000 FWS3 B/R Flange Weld FIIS3 Web Weld FiiS3 I width thick length Py Base Plate I 10.00 o.375 29.15 s5.o I Base Plate -COL02 Base Plate Matl Bolt Qty/Size T/L Flange Weld FlO .38 4-l.. 000 Fl-1S3 B/R Flange Weld FWS3 Web Weld FiiS3 I width thick length Fy Base Plate I 10.00 0.315 29.15 55_0 I Splice Load Combinations: No & ASR Cases l. 1.00 2 l..00 3 l..00 4 l..00 5 1.00 6 l..00 7 l..00 SW + RDL + COL + RLL SW + RDL + WlL SW + RDL + W2L Sil + RDL + WlR SW + RDL + W2R o.GOSW + 0.60RDL + WlL 0.60SW + O.SORDL + W2L tp(req) /tp Ratio 0.69 tp(req) /tp Ratio 0.69 l':'ft ~ght t size siz:e CJPl. CJPl. WPU WEB FIID4 FWD4 Moment Ft-kip 448.<l left right I size s.ize l CJP1 CJPl WPl.3 WPl4 FWD4 FWD4 Left Plate Ratio 0.9o ----------WELD Axial. Web Shear Check &. Uplift 0.07 O.l.3 ----------WELD Axial Web Shear Check &. Uplift 0.07 0.13 Right Plate Ratio 0.96 Flg Shear &. Uplift O.l.7 Flg Shear & ,Uplift. O.l.7 -----------------BOLT Load Axial Shear Comb Kips Kips 46 ft/Ft Ratio -25. 05 BOLT fv/Fv Ratio 36.52 ASTM Design Moment Ft-kip 448.4 0.27 0.30 Fl.554 Gr.36 ft/Ft Ratio 0.27 BOLT fv/Fv ASTM Ratio Design 0.30 Fl554 Gr.3-6 Bolt Ratio 0.91. TKC B 1.00 9 1.00 10 1. 00 11 1.00 12 1,00 13 1.00 14 1.00 15 1.00 16 1.00 17 1.00 18 1.00 19 1.00 20 1.00 21 1.00 22 l, 00 23 1.00 24 1.00 25 1.00 26 1.00 27 l. 00 28 1. 00 29 1.00 30 1.00 31 1.00 32 1.00 33 1.00 34 1.00 35 1.00 36 1,00 37 1.00 38 1.00 39 1.00 40 1.00 41, 1.00 42 1.00 43 1.00 44 l..20 45 1.20 46 1.20 47 l.20 48 1.20 49 l.,20 U10S0189A 0.60SW + 0.60ROL + WlR 0.60SW + 0.60ROL + W2R SW+ ROL +·COL+ 0.75RLL + 0.75WlL SW+ RDL + c0L + 0.75RLL + 0.75W2L SW'+ RDL + COL + 0.75RLL + 0.7SW1R SW + ROL + COL + 0. 7SRLL + O. 7SW2R SW + RDL + WSB SW + RDL + W6B SW + ROL + W7B SW+ RDL + WBB SW + RDL + WSF SW + RDL + W6F SW+ ROL + W711 SW + R!)L + WBF 0.60SW + 0,60ROL + W5B 0.60SW + 0.60ROL + W6B 0.60SW + 0.60ROL + W7B O.GOSW + 0.60ROL + WBB O.GOSW + 0 .. 60ROL + WSF O.GOSW + 0.60ROL + W6F 0.GOSW + 0.60RDL 4 W7F 0.60SW + 0.60RDL + WSF SW + ROL + COL + 0. 7SRLL + 0. 75WSB SW + ROL + COL + 0. 75RLL + 0-. 75W6B SW + ROL + COL + O. 75RLL + 0. 75W7B SW + RDL. + COL + 0. 75RLL-+ 0 ... 7SW8B SW + ROL + COL + 0. 7SRLL + 0. 75W5F SW + RDL + COL + 0. 75RLL + 0. 75W6F SW + ROL + COL + 0. 75RLL + 0. 75W7F SW + R.bL + COL + 0. 75RLL + O·. 75WBF l..1lSW + l.l1ROL + LllCOL + 0.91EQL l.l.lSW + l.llROL + l.llCOL + 0.91EQR Olivenhain MWD Operations Bldg l.08SW + l.08RDL + l..OBCOL + 0 •. 7SRLL + 0.68EQL l.08SW + 1.0BRDL + l..08COL + O, 75RLL + 0.68EQR 0.48SW + 0.48RDL • 0.91EQL 0 .48SW + 0 .48ROL + 0.91EQR Specia1 Seismic Special Seismic Special Seismic. Special Seismic Special Seismir;:: Special Seismic A75/164 TKC U10S0189A Olivenhain MWD Operations Bldg A76/164 NBP Light Gage Anal.ysis -liIN32 Version 01.1s 01/18/10 AISI Spec Year 2004 Input File: Z: \Wind Change Order\l.>01 Summary Report for project name; OLIVENHAIN MliD OPERATIONS BLDG (STORAGE) ======= ======-=== ======= ---span---Des. Des. Brc. Supp. Lt. Rt. Max. --Max. Computed Forces -----Maximum Computed Load Ratios ----No Length Sect. Grp. ? Type Lt R.t Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M -T---· -P-----V-----M------------------- 1 29.00 10Z105 1 No Top 1 2 15.00 -1.445 0.00 2.27 8 .49 -11.46 0 .oo 0 .oo 0.19 0.72 0.72 0.72 0. 74 X 153.0 0. 0 348.0 141.2 . 348. 0 0.0 0.0 333.0 333 .o 333. 0 333.0 333.0 comb 2 0 2 2 2 0 2 2 2 2 2 2 30.00 10Z075 2 No Top 2 3 28.50 15.00 -0.676 0 .00 ,2 .02 4.25 -11.46 0. 00 0. 00 0.43 a.as o. 85 0.85 0.96 X 186.0 0. 0 o.o 186. 0 o. 0 0. 0 0.0 28.5 28.5 28.5 28.5 28.5 comb 2 0 2 2 2 0 0 2 2 2 2 2 3 30. OQ, 10Z075 3 No Top 4 15.00 15.00 -0.969 0.00 1.96 5.01 -9. 87 0. 00 0.00 0.46 0.91 0.91 0.91 1.02 X 174.0 0. 0 360.0 174.0 360. 0 0.0 0.0 345.0 345.0 345. 0 345.0 345.0 comb 2 0 2 2 2 0 0 2 2 ~ 2 2 4 30. 00 10Z075 4 No Top 4 5 15.00 15.00 -0.907 0.00 1.95 4.84 -9. 87 0.00 o.oo 0.45 0.92 0. 92 0 .92 1.02 X 186.0 o. 0 o.o 186. 0 0. 0 0 .0 0.0 15.0 15.0 15.0 15.0 15.0 comb 2 0 2 2 ? 0 0 2 2 2 2 2 5 30.00 10Z075 5 No Top 5 6 15.00 21.75 -o. 857 o.oo 1.96 4.71 -10 .15 0. 00 0. 00 0.44 0.88 0. 88 0.88 0.99 X 174.0 0. 0 360.0 174. 0 360.0 0 .o 6.o -15.0 15.0 15. 0 15.0 15.0 comb 2 0 2 2 2 0 0 2 2 2 2 2 6 30.00 10Z075 6 No Top 6 7 21.75 15.00 -1.125 o.oo 2.01 5.45 -10.15 0. 00 0.00 0.45 0.82 o. 82 0 .82 0.93 X 186 .o 0.0 0 .0 186. 0 0 .0 o.,o 0.0 21.8 21.8 2l..8 21.8 21.8 comb 2 0 2 2 2 0 0 2 2 2 2 2 7 19.33 10Z075 7 No Top 8 15.00 -o .182 o.oo 1.67 2.65 -8.15 o.oo 0. 00 0.38 o. 75 o. 75 o. 75 0.84 X 148.9 o.o 0 .o 160. 7 0 .o o.o 0.0 15.0 15.0 15.0 15.0 15.0 comb 2 0 2 2 2 0 0 2 2 2 2 2 ==-=--------==-----=----Maximum Values on All Spans =====-=================== Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. -1.445 o.oo 2 .27 8.49 -11.46 o.oo' 0.00 0.46 0.92 0.92 0.92 1.02 X 153.0 o.o 348 .0 141.2 348. 0 0 .o 0.0 345.0 15.0 15.0 15.0 15.0 span 1 0 1 1 1 0 0 3 4 4 4 4 comb 2 0 2 2 2 0 0 2 2 2 2 2 =========.================================== -=====================:.============ Roofing is screwed down Support connection Codes: ========== ==r=== Support No. 1 2 3 4 5 6 7 8 liC liC liC liC WC liC liC liC Vertical Reactions: {kips) ======== =======<== (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 7 8 l. -0. 75 -2 .18 -1.93 -1.99 -1.96 -2.02 -l.81 -0.42 2 -1.48 -4.29 -3.79 -3 .92 -3. 86 -3.97 -3.55 -0. 83 3 0.55 1.29 1.13 1.17 1.15 1.18 1.07 0.35 4 0.29 0.62 0.55 0.56 0.56 0.57 0.52 0.19 5 0.14 0.11 0.09 0 .09 0 .09 o. 09 0.09 0.12 6 -0.64 -2. 08 -1.85 -1.91 -1.88 -1. 94 -1. 72 -0-.33 Bl~nket Insulation Thickness: o.oo Loa~ Cases: Purlin spacing 3 .50 o.c. =-------= Building Code: :rBC06/ASCE 7-05 Code General Loads: Load Case Uniform Load (psf) Load Case Name l. 13.8 Dead Load· 2 20.0 Live Load 3 -19 .1 Wind Load 4 -30.1 Edge Zone Wind Load 5 5.0 Collateral Load 6 0.0 Snow Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft;) 1 1 Shear 46.70 o.oo 46.70 29.00 1 2 Shear 46.70 0.00 46. 70 30. 00 1 3 Shear 46.70 o.oo 46.70 30.00 1 4 Shear 46.70 o.oo 46. 70 30.00 :t 5 Shecir 46.70 0. 00 46.70 30.00 l 6 Shear 46.70 o.oo 46.70 30. 00 1 7 Shear 46. 70 0.00 46. 70 19.33 2 1 Shear 65.90 o.oo 65.90 29.00 2 2 Shear 65.90 o.oo 65.90 30.00 2 3 Shear 65.90 o.oo 65.90 30.00 2 4 Shear 65.90 0.00, 65.90 30.00 2 5 Shear 65.90 0.00 65.90 30 .00 2 6 Shear 65.90 o.oo 65.90 30.00 2 7 Shear 65.90 o.oo 65.90 19.33 3 1 Shear -66. 70 3.0() -66. 70 29.00 3 2 Shear -66. 70 o.oo -66. 70 30 .00 3 3 Sbei;\r -66. 70 o.oo -66 •. 70 30.00 3 4 Shear -66. 70 o.oo -66. 70 30.00 3 5 Shear -66. 70 o. 00 -66.70 30.00 3 6 Shear -66. 70 0.00 -66. 70 30.00 3 7 Shear -66. 70 o.oo -66. 70 16 .33 3 1 Shear -105.40 o.oo -105.40 3.00 3 7 Shear -105 .40 16.33 -105.40 19.33 5 1 .Shea:r:: 11 .oo· o.oo 17.00 29 .00 5 2 Shear 17 .oo 0.00 17 .oo 30.00 5 3 Shear 17 .oo 0. 00 17 .00 30.00 5 4 shear 17 .oo o.oo 17.00 30.00 5 5 Shear 17.00 0.00 17.00 30.00 5 6 Shear 17 .oo o. 00 17.00 30.00 5 7 Shear 17.00 0.00 17 .oa 19.33 TKC U10S0189A Olivenhain MWD Operations Bldg LOad Combinations: Act. All. Load Case No. Load Combination Name • ll ? Fae. 1 5 l. y l..00 o. 00 l.00 o.oo 0.00 0.00 Live Load Only 2 y 1.00 1..00 l.00 0.00 o.oo 1.00 DL+COL+LL 3 y l..00 0 .. 60 .0.00 l.00 0.00 0.00 0.6DL+WL 4. y l.. 00 o. 60 0 .oo o. 70 0.00 o.oo 0.6 DL + 0.7 WL 5 y 1.00 1.00 o.oo 1.00 0. 00 l..00 DX, + COL + WL 5 y 1.00 1.00 0.75 o. 75 0 .00 l..00 DL + COL + 0. 75 LL +0.7SWL Deflection Limitatior;s: The deflection limit with DEAD LOAD =-L/ 24.0 .. 00 The maximum deflection with DEAD LOAD 1.so11 The deflection limit without. DEAD LOAD : L/ 360. 00 The maximum deflection without DEAD LOAD = 1.oon Deflection limitations were applied to combinations l-2, 4 Total system weight: : 955.69 lbs. Total system cost: 1061.. .91 doll~rs General Notes: * Ends of ·1aps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in acco:cdance with the 2001 North ArRerican Specification Purl.in Production List: ===-=== _,..:=,._= ___ ... .:. =<=--= Purl.in Section Length l lOZlOS 31.38 2 10Z075 32 .so 3 l.OZ075 32 .so 4. 10Z075 32.50 5 lOZ075 33. 06 5 102;075 33 .06 7 l.OZ075 20.58 Material Summax:y:: ======== =="'=""==c Section Weight Cost. Fy- l.OZ075 773..83 865.50 50.0 10Zl05 l.83.86 196" .41 50.0 A77/164 TKC U10S0189A Oliverihain MWD Operatrons Bldg NBP Light Gage Analysis -WIN32 , Version 01. 18 Ol/18/10 AISI Spec Year 2004 Input File: Z~\Wind Change Order\POla Summary Report for project name: OLIVENHAIN MWD OPERATIONS BLDG (STORAGE-SIMPLE SPAN) ---Span---Des. Des. Brc. No Length Sect . Grp. ? Type 1 30. 00 l0Zl05 l No Top Supp. Lt Rt 1 2 Lt. Rt. Lap Lap (in) (in) Max. --Max. Computed Forces Displ. l\xial. Shear Moment Moment (in) --P--(kip, ft) pos_M neg_M -1.327 X 180.0 comb 2 o.oo 0.0 0 0.79 o.o 2 5.91 180.0 2 -4.24 180.0 ' 3' -----Maximum Computed Load Ratios ---- Ten. Comp. Shear Mom. T&M P&M V&M -T-----P-----V-----M------------------- o. 00 o.o 0 0 .00 0.0 0 0.07 0.69 0.69 0.69 0.48 0.0 180.0 180.0 180.0 180.0 2 3 3 3 2 ===-:ii::-=-----===------=-= Maximum Values on All Spans =========<=============== Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. Max. -1.327 o.oo· 0.79 5.91 -4.24-o.oo o.oo 0.07 o·.69 T&M P&M V&M 0 .69 0.69 0.48 X 180.0 0.0 0.0 180.0 180.0 0.0 0.0 0.0 180.0 180. 0 180.0 180 .0 span 1 O l l 1 o O 1 1 1 1 l comb 2 o 2 2 3 o o 2 3 3 ~ ====. =====-=========:c=========-======:=z:::.=c========-=-=====================;======== Roofing iS screwed down Support Connection Codes: Support No. l 2 WC WC VertiCal. Reactions= {kips) =======-=-=:===-==== (negative reaction for gravity loads) Load Support No. Comb. l 1 -0.40 2 -o. 79 3 0.56 4 0:34 5 0.35 6 -o .14 -0. 40 -o. 79' a.so 0.34 0.35 -0.14 Blanket ~nsulation Thickness: 0. 00 Load Cases: Purlin. spacing 1.42 o.c. Building Code, IBC:06/ASCE 7-05 Code General Loads: Load Case Uniform Load, (psf) l 13 .8 2 20.0 3 -30.4 Load Case Name Dead Load, Live Load Nind toad 4 -34 .5 5 5.0 o.o Edge Zone Wind Load Collateral Load Snow Load Linear Loads: Load Span Load: st;.art load start. x end load Case No. Type (lb/ft) (ft} (lb/ft) L 1 shear llL~O 0. 00 18.30 2 1 Shear 26.70 o. 00 26.70 3 1 Shear -49 .oo o.oo -49. 00 5 1 shear 6.90 o. 00 6.90 Load Combinat;i~ns: ==== ====== ... =====-Act. All~ Load Case No. Load Combination Name # 1 Fae. L 2 3 1 y 1.00 o.oo_ 1.00 o.oo 0.00 0.00 Live Load. Only 2 y 1.00 1.00 l.00 o.oo o.oo l.00 DL+COL+LL 3 y 1.00 0.60 0.00 LOO o.oo 0 .. 00 0.6DL+WL 4 y 1.00 0.60 o.oo 0.70 o.oo 0.00 0.6 DL + 0.7 WL 5 y 1.00 l.00 o.oo L.00 0.00 1.00 DL+COL+WL eiid X (ft) 30.00 30.00 30.00 30.00 6 y l.00 l.00 0.75 0.75 0 .00 1.00 DL +COL+ 0.75 LL + 0.75 WL Deflection Limitations: The. deflection limit with DEAD LOAD L/ 240.00 The maximum deflection with DEAD LOAD 1.so11 The. deflection limit without DEAD LOAD = L/ 360 .oo The maximum deflection without DEAD LOAD = 1..00" Deflection limitations were applied to combinations l-2, 4 Total system weight Total system cost 175.80 lbs. 187. 81. dollars General Notes: * Ends of l.aps are considered as brace points. * Inflection points are considered brace points except for spa~s with discrete bracing. * All calculations a:x:e in ac.coz:dance with the 2001 North American Specification l?urlin Production List.:- Purlin Section Length i 10Zl05 30 .00 !:faterial su~mary: Sect.ion Weight 10Zl05 175. SO Cost 187. Bl Fy 50.0 A78/164 TKC U10S0189A Olivenhain MWD Operations Bldg NBP Light Gage Analysis • WIN32 Version 01.18 01/18/10 AISI Spec Year 2004 Input File: Z:\Wind Change Order\POlb Summary Report for ,project name: OLIVENl!l\IN MWD OPERATIONS BLDG (STORAGE-SHORT SIMPLE SPAN) ··-Span--· Des. Des. Brc. Supp. Lt. Rt. Max. --Max. Computed Forces No Length Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment (in) (in) (in) --i>--(kip, ft) pos M neg_M -----t1aximum Computed Load Ratios ---- Ten. comp. Shear Mom. T&M P&M V&M ·T-----P· • -··V· •• --M--•• -• • -• --· --• ---· l. 21.19 1QZ075 1 No Top 1 2 -----·O .459 0.00 0 .56 2.95 -2.11 0 .oo 0.00 0.14 0.51 0.51 0.51 0.35 X 127.1 o.o o.o 127.1 127.1 o.o 0.0 o.o 127 .1 127.1 127.l 127 .1 comb 2 0 2 2' 3 0 0 2 3 3 3 2 A79/164 -=-=:..==,..------=-=-=------Maximum Values on All Spans ======================== Displ. Axial Shear Moment-Moment Ten. Comp. Shear MolTI. T&M P&M V&M Max. -0.459 0.00 0.56 2.95 -2.11 0.00 0.00 0.14 0.51 0.51 0.51 0.36 X 127.1 0.0 0.0 127.:L 127.1 0.0 0.0 0.0 127.1 127.l 127.1 127.l span 1 o l l l o o 1 1 1 l. 1 comb 2 O 2 2 3 O O 2 3 3 3 2 Roofing iS screwed down Support Connection Codes: ======= ========== ===== Support No. l. 2 WC WC Vertical ReaCtions: (kips) =====<=== ========= (negative reaction for gravity loads) Load Support Comb. l. 1 -0.28 2 ·0.56 3 0.40 4 0.24 5 0.25 6 -0.l.O No. 2 -0 .28 -0.55 0.40 0.24 0 .25 -0.10 Blanket I1_1sulation Thickness: O. 00 Load Cases: Purlin spacing 1.42 o.c. Building Code: IBC06/ASCE 7-05 Code General Loads: Load Case l. 2 3 Uniform Load (psf) l.3. 8 20. 0 -30 .4 Load Case Name Dead Load Live Load Wind Load 4 5 6 ·34 .5 5. 0 0. 0 Edge Zone Wind Load Collateral Load Snow Load Linear Loads: Load Span Load start load start x end load Case No. Type (lb/ft) (ft) (lb/ft) 1 1 Shear 18.90 o. 00 18.90 2 1 Shear 26.70 0.00 26. 70 3 l. Shear -49. 00 o.oo ·49.00 5 l. Shear 6,-90 o. 00 5.90 Load Combinations: ==== ===:.========= Act. All. Load Case No. Load Combination Name It ? Fae. 1 2 3 4 5 1 y 1.00 0.00 1.00 0.00 0.00 0 .oo Live Load Only 2 y 1.00 1.00 1.00 0 .00 0.00 l..00 DL+COL+LL 3 y 1.00 0.60 0.00 l..00 0.00 0.00 0 .6 DL + WL 4 y 1.00 0.50 o.oo 0. 70 0 .oo 0.00 0.6 DL + 0.7 WL 5 y l..00 l..00 o.oo l..00 o.oo l..00 DL+COL+ liL end x (ft) 21.19 21.19 21.19 21.19 6 y l..00 l..00 0.75 0.75 o.oo 1.00 DL+COL+ 0.75 LL + o. 75 WL Deflection Limitations: -------==-=========== The deflection limit with DEAD LOAD L/ 240.00 The maximum defl.ection with DEAD LOAD 1. 06 11 The deflection limit without DEAD LOAD = L/ 360. 00 The maximum deflection without DEAD LOAD = O. 7111 Deflection limitations were applied to combinations 1-2-, 4 Total system weight Total system cost General Notes: 88.78 lbs. 9 9. 55 dollars * Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 2001 North American Specification Purl in Production List: Purl.in Section Length le ~OZ075 21.19 Material Summary: ======== ==;::;==== Section Weight l.OZ075 88. 78 Cost 99.55 Fy 50.0 TKC U10S0189A Olivenhain MWD Operations Bldg A80/164 NBP Light Gage Analysis -WIN32 Version 01.18 01/18/10 AISI Spec Year: 2004 PURLIN STRUT RUN Input File: Z: \Wind Change order\P01s Summary Report for projec;:t name: OLIVENHAIN MWD OPERATIONS BLDG (STORAGE) ======= ======-==.::i ==i::::==== ---Span---Des. Des. Brc. Supp, Lt. Rt. Max. --Max. Computed Forces --~--Maximum Computed Load Ratios ----No Length Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial Sheai:-Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos.,..:M neg_M -T-----P-----V-----M------------------- l 29 .oo 10Zl05 l No Top 1 2 15.00 -1.445 l. 74 2.27 8.49 -11.46 0, 00 0 .14. 0.19 0,71 0.71 0.71 0. 74 X 153.0 58.8 348.0 141.2 348 .o o.o 58.8 333.0 333 .o 333.0 333 .o 333.0 comb 2 7 2 2 2 0 7 2 2 2 2 2 2 30.00 lOZ075 2 No Top 2 3 28.50 15. 00 -o. 676 0.24 2.02 4.25 -11.46 0. 00 0 .03 0.43 0.85 0.85 0,85 0 .96 X 186.0 318.0 0, 0 186.0 0.0 0.0 318.0 28.5 28.5 28 .5 28.5 28, 5 comb 2 3 2 2 2 0 3 2 2 2 2 2 3 30.00 lOZ075 3 No Top 4 15.00 15.00 -o .969 2.64 l.96 5.01 -9.87 0 .oo 0.32 0.46 0.91 0.91 0 .91 1.02 X 174.0 327.0 360.0 174.0 360.0 o.o 327 .0 345 .0 345.0 345.0 345.0 345.0 comb .2 7 2 2 2 0 7 2 2 2 2 2 4. 30 .00 lOZ075 4 No Top 4 5 15.00 15.00 -0.907 o. 76 1.95 4.84 -9. 87 0, 00 0.09 0.45 0.92 0.92 0.92 l.02 X 186 .0 0.0 o.o 186.0 0.0 o.o 336 .0 15.0 15.0 15.0 15.0 15.0 comb 2 7 2 2 2 0 7 2 2 2 2 2 5 30.00 lOZ075 5 No Top 5 6 15.00 21. 75 -o .857 3.69 1,96 4.71 -10.15 o. 00 0.44 0.44 0. 88 0.88 1.02 0. 99 X 174.0 150.0 360.0 174.0 360.0 o.o 150.0 15.0 15.0 15.0 15.0 15.0 comb 2 7 2 2 2 0 7 2 2 2 8 2 6 30.00 lOZ075 6 No Top .6 7 21.75 15.00 -1.125 3.33 2.01 5.45 -10.15 0, 00 0.40 0.45 0.82 0.82 0 .92 0.93 X 186.0 294.0 o. 0 186.0 0 .o 0.0 294.0 21.8 21.8 21.8 21.8 21.8 comb 2 7 2 2 2 7 2 2 2 8 2 7 H.33 10Z075 7 No Top 7 8 15.00 -0.182 l. BI. 1.67 2 .66 -8.15 o.oo 0.22 0 .38 0. 75 o. 75 0.75 o. 84 X 146.6 181.5 o.o 158.2 0.0 o.o 181.5 15.0 15.0 15.0 15.0 15.0 comb 2 7 2 2 2 0 7 2 2 2 2 2 ========= ... ::i::=s:::••========== Maximum Values on All Spans -=::.===================== Displ. Axial Shear Moment Moment Ten. Compa Shear Mom. T&M P&M V&M Max. -1.445 3 .69 2,27 8.49 -11.46 0.00 0.44 0 .46 0.92 0 .92 1.02 1.02. X 153.0 150.0 348.0 141.2 348.0 o.o 150.6 345.0 15.0 15.0 15.0 15.0 span 1 5 ]. l 1 0 5 3 4 4 5 4 comb 2 7 2 2 2 0 7 2 2, 2 8 2 ==========:.======================-=======================-======:============== Roofing is screwed down Support Connect ion Codes: -----=---=-===== Support No~ 1 2 3 4 5 6 7 a WC WC we WC WC WC WC WC Vertical Reactions: (kips) ======== ====.=.=.=c=-= (negat.ive reaction. for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 7 a. 1 -o .75 -2.18 •1.93 -1.99 ·l. 96 -2. 02 -1.81 -0,42 2 ·1.48 -4 .29 -3. 79 -3 .92 -3.86 -3.97 ·3 .55 -0.83 3 0.55 1.29 1.13 l..l.7 1.15 1.18 1.07 0.35 4 0.29 0.62 0.55 0.56 0.56 0.57 0.52 0.19 5 0.14 0 .ll. 0.09 0.09 0.09 0.09 0 .09 0.12 6 -0.64 -2. 08 -1.85 -1.91 -1.88 ·1.94 -1.72 -0.33 7 ·0.26 -o. 76 -0.67 -0.69 -o. 68 -o. 70 ·O .63 -0.15 8 -o .81 -2.34 -2.07 ·2.14 -2.11 ·2.17 -1.94 -0.45 9 -0.94 -2.72 ·2.40 -2.48 -2.44 -2.Sl -2 .25 -0.53 Blanket Insulation Thickness: 0.00 Load Cases: Purl.in spacing 3 ... 50 o.c. ==== ====::i Building Code: IBC06/ASCE 7·05 Cod~ General Loads: Load Case Uniform Load (psf) Load Case Name 1 13.8 Dead Load 2 20.0 Live Load 3 ·19.1 Wind Load 4 -30.1 Edge Zone Wind Load 5 5.0 Collateral. Load 6 a.o Snow Load 7 l.O Seismic· Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft.) l 1 shear 46.70 o.oo 46.70 29.00 l 2 Shear 46.70 0.00 46. 70 30.00 l 3 Shear 46.70 0. 00 46. 70 30.00 l 4 Shear 46. 70 o.oo 46. 70 30.00 l 5 Shear 46. 70 o.oo 46.70 30.00 1 6 Shear 46.70 o.oo 46.70 30.00 l 7 Shear 46. 70 o. 00 46. 70 19.33 2 l Shear 65.90 o.oo 65.90 29.00 2 2 Shear 65.90 o.oo 65.90 30.00 2 3 shear 65 .90 o.oo 65.90 30.00 2. 4 Shear 65.90 o.oo 65.90 30.00 2 5 Shear 65.90 o.oo 65.90 30.00 2 6 Shear 65.90 o.oo 65.90 .30.00 2. 7 Shear 65.90 0.00 65.90 19.33 3 l Shear -66. 70 3. 00 ·66.70 29.00 3 2 Shear -66. 70 o. 00 •66.70 30.00 3 3 Shear -66. 70 o.oo ·66. 70 30 .00 3 4 Shear -66. 70 o. 00 -66. 70 30.00 3 5 Shear -66. 70 ,o,oo ·66 .,70 30.00 3 6 Shear -66. 70 0.00 ·66. 70 30.00 3 7 Shear -65. 70 0, 00 -66. 70 l.6 .33 3 l Shear -105.40 o.oo -105 .40 3 .00 3 ? Shear -105 .40 16.33 -105 .40 19.33 5 l Shear 17 .oo o.oo 17.00 29.00 5 2 Shear 17 .oo 0,00 17 .oo 30.00 5 3 Shear 17 .oo a.oo 17 .00 30.00 TKC U10S0189A Olivenhain MWD Operations Bldg 5 4 Shear 17 .oo 0.00 17 .oo 30.00 5 5 Shear 17.00 0 .oo 17 .00 30.00 5 6 Shear 17.00 0.00 17 .00 30.00 5 7 Shear J.7 .oo 0.00 17 .00 l.9.33 Concentrated: Load Span p V M x_ Case NO. (k) (k) (k,ft) (ft) 3 l 0,24 0.00 0.00 0 .oo 3 l -0.24 o.oo 0.00 28.67 3 2 0.24 o.oo 0.00 o.oo j 2 -0.24 0,00 0.00 30.00 3 3 0.23 0 .00 0.00 0.00 3 3 -o. 23 o.oo 0 .oo 30.00 3 4 0.13 0.00 0.00 0.00 3 4 -0.13 0.00 0,00 30,00 3 5 0.25 0.00 o.oo 0.00 3 ~ -o .25 0.00 o.oo 30 .oo 3 6 0.37 0.00 0,00 o.oo 3 6 -0.37 0.00 o·.oa 30.00 3 7 0. 37 o.oo o.oo 0.00 3 7 -0.37 o.oo 0 .00 1.9.00 7 J. l.91 0.00 0.00 o.oo 7 l -1.91 0.00 o.oo 28.67 7 2 0.00 0.00 0.00 o.oo 7 2 0 .00 0.00 o.oo 30.00 7 3 2.90 o.oo o.oo 0.00 7 3 -2.90 0.00 . o.oo 30.00 7 4 0 .84 0.00 0.00 o.oo 7 4 -O.a4 0.00 0.00 30.00 7 5 4.05 0.00 0.00 0.00 7 5 -4.05 0. 00 0.00 30,00 7 6 3 .66 0. 00 0.00 0.00 7 6 -3 .66 0.00 0.00 30.00 7 7 l.99 0. 00 0.00 (l.00 7 7 -l.99 o.oo 0.00 19.00 Load Combinations: ===-=-=-=-=i:::====-===== Act. All. Load Case Uo. Load Combination Name #-? Fae .. l 2 3 4 5 6 7 l. y 1.00 0.00 l.00 0.00 0.00 o.oo 0.00, 0.00 Live Load Onl.y 2 y l,00 l.00 1.00 0.00 0.00 1.00 0.00 0 .oo DL + COL -t· LL 3 y 1. 00 0.60 0.00 1.00 o.oo o.oo 0,00 (i.00 O.GDL+WL 4 y 1.00 0.60 0.00 0.70 o.oo 0.00 0.00 o.oo 0.6 DI.+ 0-.7 WL 5 y 1.00 l.00 0.00 1.00 0.00 J..00 0.00 o.oo DL+COL+WL G y l.00 l.00 o. 75 0.75 0.00 l.00 0,00 0.00 DL +COL+ 0.75 LL+ 0,75 WL 7 y l.00 0.49 o.oo o.oo 0.00 0.00 0,00 0.91 (0.6-0.14.Sds)DL + 0.9:r.E 8 y 1.00 1.U 0.00 0.00 0.00 J..ll. 0.00 0.9l. (J.+O.USds) (DL+COL} + 0.91E 9 y J..00 l.08 0.20 0.00 0.00 1.08 o.oo 0.68 (l+O.l.05Sds) (DL+COL) + 0,20LL + Defl.ect:ion Limitations: ==-==z:::-i:,c==== ======.======>-The deflection limit with DEAD LOAD L/ 240. 00 The maximum deflection with DEAD LOAD 1.so11 The deflection limit without DEAD LOAD =-L/ 360. 00 The maximum deflection without DEAD LOAD = 1.0011 Deflection limitations were applie~ to combinations 1-2, 4. Total sys.tern, weight ,=, .955.69 lbs. Total system cost =. 1061.91. dollars General. Notes:: * Ends of laps are considered as. brace. points. * Inflection points are considex:ed brace points except for spans with discrete bracing ... * All cal.culations are in accordance with the 2001 No:cth American Specification Purlin Px:oduction. List:: Pu.t:lin l 2 3 4 5 6- 7 Section J.OZlOS' 10Z075 lOZ075 10Z075 lOZ075 10Z075 lOZ075 Mat_eriaL Summary: Section l.OZ075 l0Zl05 Weight 771.83 183, 86 Length 31..38 32.-50 32.50 32.50 33 .06 33 .06 20.58 Cost 865 .50 196.41 Fy 50.0 so.a 0,68E A81/164 TKC U10S0189A Olivenhain MWD Operations Bldg A82/164 NUC:CIA Project No.: U10S0189A ~UILDINB& GROUP Description : ENHAIN MWD OPERATIONS: A DlVISION OF NUCOR CORPORATION E~gineer: Todd K. Coburn StrutLgX -Light Gage Strut Forces Date: 4/30/2010 (SeismJc Combinations per IBC, BOCA, UBC, SBC andNBCC codes.) Version: 1.4 (Date: 10/19/09) By DJE Span Wind Seismic Seismic Design Criteria: . Bav (ft) Force, <kins) Force, <kins) Building Cod_e: IBC 1 28.6667 0.2400 1.9100 Roof Snow: 0.0 psf. 2 30.0000 0.2400 0.0000 Design Spectral Response, Sds: . 0.806 3 _30.0000 0.2300 2.9000 Seismic Design Category: D 4 30.0000 0.1300 0.8400 5 30.0000 0.2500 4.0500 6 30.0000 0.3700 3.6600 7 19.0000 0.3700 1.9900 TKC U10S0189A Olivenhaih MWD Operations Bldg A83/164 NBP Light Gage Analysis -WIN32 Version 01.18 01./18/10 AISI Spec Year = 2 004 Input File: z, \Wind Change Order\P02 Summary Report for project name: OLIVENHAIN MWD OPERATIONS BLDG (WAREHOUSE) ======= ====== === ======= ---Span---Des. Des. Brc. Supp. Lt. Rt. Max. --Max. Computed Forces --------Maximum Computed Load Ratios ---- No Length Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos M neg_M -T-----P-----V-----M---. --------------- 1. 4.17 1.0Z075 1 No Top 1 2 15.00 0.029 0 .oo 2.27 2.50 -8.34 0.00 o.oo 0.53 0.97 0.97 0.97 0.86 X 26 .o 0. 0 50. 0 50. 0 so.a 0.0 0.0 35: 0 35.ci 35.0 35.0 35.0 comb 2 0 2 3 2 0 0 2 2 2 2 2 2 30.00 10Z075 2 No Top 2 3 15.00 21. 75 -1.073 0 .00 2.01 5.30 -1.0 .24 0. 00 0.00 0.45 0.83 0.83 0. 83 0. 94 X 174.0 0.0 360 .o 174.0 360.0 o.o 0.0 338.2 338.2 338.2 338.2 338 .2 comb 2 0 2 2 2 0 0 2 2 2 2 2 3 30. 00 10Z075 3 No Top 3 4 21..75 15.00 -o. 945 o.oo l.99 4.96 -10. 24 o.oo 0.00 0.44 0 .83 0.83 0.83 0.94 X 186 .o 0.0 o.o 186.0 0.0 0.0 o.o 21.8 21.8 21.8 21.8 21.8 comb 2 0 2 2 2 0 0 2 2 2 2 2 4 30 .00 lOZ075 4. No Top 4 5 15.00 28.50 -o. 613 0.00 2.05 4.09 -12. 05 o.oo 0. 00 0.44 0.92 0.92 0.92 1.02 X 174.0 0.0 360.0 174.0 360. 0 0.0 0.0 331..5 331..5 331.5 331.5 331.5 comb 2 0 2 2 2 5 30. 00 10Z075 5 No Top 5 6 28.50 o.oo 2.31 8.49 -12. 05 0.00 0 .00 0.50 1.03 1.03 1.03 o.o o.o 218. 7 0.0 0 .o 0.0 28.5 21.8. 7 218. 7 218. 7 0 2 2 2 0 0 2 2 2 2 6 4.17 10ZQ75 5 No Top 6 7 o.oo Cant. 1.015 o.oo 0.54 0.65 -l.12 o.oo 0. 00 0.14 0.14 0.14 0.14 0.19 X 50.0 o.o· o.o 0. 0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 comb 2 0 2 3 2 0 0 2 2 2 2 2 =a ... ==-s=================-= Maximum Values on All Spans ================>==:===== Roofing is screwed down Support Connection Codes: Support No. 1 2 3 4 5 6 WC WC WC we we WC Vertical Reactions: (kips) Max. X span comb Displ. Axial -2 .120 0 .00 195.1 0.0 5 0 2 0 =======;:: ========= (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 s 6 7 l 0. 88 -2.11 -2 .03 -l.90 -2.21. -1..08 0.00 2 l. 73 -4.1.5 -3 .99 -3. 75 -<l.35 -2.12 o.oo 3 -0.'15 1.28 l.19 1.12 1..28 o. 75 o.oo 4 -0.2·0 0.63 0.57 0.54 0.62 0.40 0.00 5 0.03 0.13 0.09 0.09 0.08 0.18 o.oo 6 0.89 -l.99 -1.95 -1 .• 82 -2.13 -0.94 0.00 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 3.50 o.c. ====-===== Building Code: IBC06/ASCE 7-05 Code Gene:i:al Loads: Load Case Uniform Load (psf) Load Case Name- 1 13 .8 Dead Load 2 20-.0 Live Load 3 -19 .l. Wind Load 4 -30 .1 Edge Zone Wind Load 5 5.0 Collateral. Load 6 0.0 Snow Load Linear LoB.ds:. Load Span Load start load start x end load Case No. Type (lb/ft) (ft) (lb/ft) l 1 Shear 46. 70 o.oo 46.70 l 2 Shear 46.70 o.oo 46. 70 1 3 Shear 46.70 o.oo 46.70 l. 4. Shear 46.70 o.oo 46.70 l 5 Shear 46.70 0.00 46.70 l 6 Shear 46. 70 o.oo <10.10 2 1 Shear 65.90 0.00 65.90 2 2 Shear 65.90 o.oo 65.90 2 3 Shear 65.90 0.00 65.90 2 4 Shear 65.90 0.60 65.90 2 5 Shear 65.90 o.oo 65.90 2 6 Shear 65.90 o.oo 65.90 3 1 Shear 0 66.70 3.00 -66. 70 3 2 Shear -66. 70 0.00 -66. 70 3 3 Shear -65. 70 o.oo -66. 70 3 4 Shear -66. 70 o.oo -66. 70 3 5 Shear -66. 70 o.oo -66. 70 3 6 Shear -66. 70 0 .oo -66.70 3 l Shear -105 .40 0.00 -105.40 3 6 Shear -105 .40 1.17 -105 .40 5 1 Shear 17.00 o.oo 17.00 5 2 Shear 17.00 o.oo 17 .oo 5 3 Shear 17 .00 o.oo 17 .00 5 4 Shear 17.00 o.oo 17.00 5 5 Shear 17.00 o.oo 1.7.00 5 6 Shear 17.00 o.oo 17.00 Load Combinations: ============ Act. All.. Load Case No. Load Combination Name # ? Fae. l 3 Shear Moment Moment Ten. 2.31 8.49 -12. 05 0.00 0 .o 218. 7 0.0 o.o 5 5 5 0 2 2. 2. 0 end x (ft) 4.17 30.00 30.00 30. 00 30.00 4.17 4.17 30 .oo 30.00 30.00 30.00 4.17 4.17 30.00 30.00 30.00 30.00 1.17 3 .oo 4.17 4.17 30 .oo 30.00 30.00 30.00 4.17 Comp. Shear Mom. T&M P&M V&M 0.00 0.53 1.. 03 1.03 1.03 1.03 o.o 35.0 218.7 218.7 218. 7 218. 7 0 1 5 5 5 5 0 2 2 2 2 USE NESTED PURLINS IN THIS BAY FOR DEFLECTION TKC U10S0189A Olivenhain MWD Operations Bldg l._ y 1.00 0.00 1.00 o,.oo o.oo 0.00 Live Load Only 2 y l..00 1.00 1.00 o.oo 0. 00 1.00 DL+COL+LL- 3 y 1.00 0.60 0.00 1.00 0.,00 0.00 0.6DL+WL 4 ';{ 1.00 0.60 0.00 ·O. 70 o.oo 0.00 '0.6 DL " 0.7 WL 5 ';{ 1.00 1.00 0.00 1.00 o.oo l..00 D~+COL+WL 6 y 1.00 1.00 o. 75 o. 75 o.oo 1.00 DL +COL+ 0.75 LL Deflection Limitations: The deflection limit with DEAD LOAD L/ 240. 00 The maximum deflection with,, DEAD LO.AD 1..5011 The deflection limit without DEAD LOAD == L/ 360.00 The maximum deflection without DEAD LOAD = 1..0011 Deflection limitations were applied tO-combinations 1-2,.4 Total system weight Total system cost General N'otes: 593.?6 lbs. 665.81 d<;>llars * Ends of laps are considered as brace points. +0.75'.WL * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in ,accordance. with the 2001 North American Specification Purl in Product.ion List: Purlin l 2 3 4 5 Section lOZ075 lOZ075 lOZ075 lOZ0?5 10Z075 Material Summary:- Section Weight lOZ075 593. 76 Length 5.42 33.06 33.06 33.62 36.54. Cost 665 .81 F'Y 50.0 A84/164 TKC U10S0189A Olivenhain MWD ()pera\ions Bldg A85/164 NBP Light Gage Analysis -WIN32 Version 01.18 01/18/10 AISI' Spec Year 2004. STRUT PURLIN RUN Input File: z, \Wind Change Order\P02s Summary Report for project name: OLIVENHAIN MWD OPERATIONS BLDG (WAREHOUSE) ======= ====== === ==::==== =;== ---Span---Des. Des. Brc. Supp. Lt. Rt. Max. --Max. Computed Forces --------Maximum Computed Load Ratios ---- No Length Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos M neg_M -T-----P-----V-----M------------------- 1 4.17 10Z075 1 No Top 2 15.00 0.029 1.16 2.27 2.49 -8 .31 o.oo 0.14 0 .53 0.97 0 .97 0.97 0.86 X 26.0 8.0 50. 0 50.0 50.0 0.0 8.0 35.0 35.0 35.0 35.0 35.0 comb 2 7 2 3 2 0 7 2 2 2 2 2 2 30.00 10Z075 2 No Top 2 3 15.00 21.75 -1.067 3 .80 2.01 5.29 -10. 30 0.00 0.45 0.45 0. 83 0 .83 1.01 0.95 X 174.0 328.1 360. 0 174.0 360. 0 0.0 328.1 338 .2 338 .2 338. 2 338.2 338.2 comb 2 7 2 2 2 i, 7 2 2 2 8 2 3 30.00 10Zl05 No Top 3 4 21.75 15.00 -o. 687 4.93 1.99 4.98 -10.30 0.00 0.41 0.16 0.57 0.57 0. 77 0.59 X 186.0 352.5 o.o 186 .o 0.0 0.0 306 .o 21.8 21. 8 21. 8 21.8 21.8 comb 2 7 2 2 2 0 7 2 2 2 8 2 4 30.00 lOZl.05 4 No Top 4 5 15.00 28.50 -o. uo 4.91 2.06 3.97 -12.39 o. oo 0.40 0.16 0.65 0 .65 0.83 0.66 X 162 .o 32L8 360.0 174 .o 360.0 0 .o 324 .8 331.5 331.5 331.5 331. 5 331.5 comb 2 7 2 2 8 2 5 30.00 10Z075 5 No Top 5 6 28 .so -2 .058 1.71 2.32 8.36 -12 .39 0.00 0.20 0.51 1.02 1.02 1.02 1.02 195.1 289.3 o.o 218. 7 o.o 0.0. 289.3 28 .s 218.7 218. 7 218. 7 28.5 2 7 2 2 2 0 7 2 2 2 2 6 4.17 10Z075 5 No Top 6 7 0 .00 Cant. 0.991 o.oo 0.54 o.65 -1.12 0.00 o.oo Q.14 0.14 0.14 0.14 0.19 X 50.0 0.0 0. 0 o.o 0.0 0.0 0.0 0 .o 0.0 o. 0 0.0 o.o comb 2 7 2 3 2 o o 2 2 2 2 2 =================::1::a:==i:::== Maximum Values on All Spans ======================== Roofing is screwed down Support Connection Codes: Support No. 1 2 3 4 5 6 WC WC WC WC WC WC Vertical React.ions.: (kips) Max. " span comb Displ. Axial -2. 058 4.93 195.1 352.5 5 3 2 7 ======== ========= (negative reaction for gravity loads) Load Support No . Comb. 1 2 3 4 1 0.88 -2.11 -2 .03 -1.89 2 1. 73 -4.14 -4.00 -3.73 3 -0.45 1.28 1.19 1.12 4 -0.20 0.62 0.58 0.54 5 0.03 0 .13 0.09 0.09 6 0.89 -l..99 -1..95 -1.81 7 0 .30 -0. 73 -0.71 -0.66 8 0.94 02 .26 -2.18 -2.03 9 1.09 -2 .62 -2.53 -2.36 Blanket Insulation Thickness: 0.00 Load Cas~s: Purlin spacing 3 .so o.c. Building Code, IBC06 /ASCE 7-05 Code 5 6 7 -2.23 -:L.07 0. 00 -4.38 -2.11 o.oo 1.29 0. 76 0 •. 00 0.62 0.39 0.00 0.08 0.18 0.00 -2.15 -0.93 o.oo -o. 77 -0.37 0.00 -2.39 -1.15 0. 00 -2. 77 -l..33 o.oo General Loads: Load case l. Uniform Load (psf) 13. 8 Load Case Name Dead Load 2 3 4 5 6 7 Linear Loads : toad Case l l. 1 l. 1 1 2 2 ~ 2 2 2 3 3 3 3 3 3 3 3 5 5 5 5 5 5 Concentrated: Load Case 3 Span No. 1 2 3 4 5 6 1 2 3 4 5 6 l. 2 3 4 5 6 1 6 1 2 3 4 5 6 Span No. l. 20.0 -19.1 -30.1 Load Type Shear Shear Shear Shear Sheax: shear shear Sheai: Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear 5.0 0.0 1.0 Live Load Wind Load Edge Zone Wind Load Collateral Load Snow Load Seismic Load start load start x end load (lb/ft) (l;t) (lb/ft) 46.70 0 .oo 46.70 46.70 0.00 46.70 46.70 o.oo 46.70 46.70 o.oo 46. 70 46.70 0 .oo 46.70 46.70 0 .oo 46.70 65.90 o.oo -65.90 65.90 o.oo 65.90 65.90 o. 00 65.90 65.90 o.oo 65 .90 65.90 0.00 65 .90 65.90 0. 00 65.90 -66. 70 3.00 -66. 70 -66. 70 0. 00 -66.70 -66. 70 0. 00 -66.70 -66. 70 0. 00 -66. 70 -66. 70 o.oo -66. 70 -66. 70 0. 00 -66. 70 -105.40 o.oo -105 .40 -105.40 1.17 -105 .40 17 .00 o.oo 17 .00 17 .00 o.oo 17 .00 17 .oo o.oo 17 .00 17.00 o.oo 17 .oo 17 .00 o.o·o 17 .oo 17.00 o.oo 17. 00 p V M (k) (k) (k,ft) 0.57 o.oo 0 .oo Shear Moment Moment Ten. 2.32 8.36 -12 .39 0. 00 o. 0 218. 7 360.-0 o.o 5 5 4 0 2 2 2 0 end x (ft) 4.17 30. 00 30.00 30.00 30.00 4.17 4.17 30.00 30.00 30.00 30.00 4.17 4.17 30.00 30.00 30.00 30.00 l..17 3.00 4.17 L17 30.00 30.00 30.00 30.00 4.17 X (ft) 0.00 Comp. Shear Mom. T&M P&M V&M 0.45 328.1 2 7 0.53 1. 02 1.02 1.02 1.02 35. 0 218. 7 218. 7 218. 7 28.5 1 5 5 5 5 2 2 2 2 2 USE NESTED PURLINS IN THIS BAY FOR DEFLECTION TKC U10S0189A Olivenhain MWD Operations Bldg 3 1 -0.57 o.oo 0 .00 4.17 3 2 0.57 o.oo 0.00 0.00 3 2 -0.57 o.oo o.oo 30.00 3 3 0 .36 o.oo 0.00 o.oo 3 3 -0.36 o.oo 0 .oo 30.00 3 4 0.57 0. 00 0 .00 0.00 3 4 -o .5-7 o.oo 0.00 30.00 3 5 0.57 o.oo 0.00 0 .oo 3 5 -0.57 o. 00 0.00 30. 00 7 l 1.27 o.oo o.oo 0.00 7 1 -1.27 o..oo o.oo 4.17 7 2 4.18 o.oo o. 00 o.oo 7 2 -4.18 o.oo 0.00 30.00 7 3 5.42 o.oo. o. 00 0.00 7 3 -5 .42 0. 00 0.00 30.00 7 4 5.40 o.oo 0.00 0 .00 7 4 -5.40 o.oo 0. 00 30.00 7 5 1.88 o.oo 0. 00 0.00 7 5 -1.88 o.oo o.oo 30.00 Load Combinations: =--=--,:;;==--- Act. All. Load Case No. Load Combination Name # ? Fae. 1 2 3 4 5 6 7 1 y 1.00 0 .00 1.00 0.00 0. 00 0.00 0. 00 0 .00 Live Load Only 2 y 1.00 1.00 1.00 0. 00 0. 00 1.00 0. 00 0 .oo DL+COL+LL 3 y 1. 00 o. 60 o. 00 1.00 o.oo o. 00 o.oo 0. 00 0.6DL+WL 4 y 1.00 0.60 0.00 o. 70 0.00 0.00 o.oo 0 .oo 0.6 DL + 0.7 WL 5 y 1.00 1.00 0. 00 1.00 o.oo 1.00 o.oo 0.00 DL+COL+Wt 6 y 1.00 1.00 o. 75 o. 75 o. 00 1.00 o.oo 0.00 DL + COL+ 0.75 LL+ O. 75 WL 7 y 1.00 0.49 0,.00 o.oq 0. 00 o.oo o.oo 0.91 (0. 6-0 .14Sds) DL + 0.91E 8 y 1.00 1.11 o.oo 0.00 o.oo 1.11 o. 00 0.91 (1+0.14Sds) (DL+COL) + 0.91E 9 y 1.00 1. 08 0.20 0.00 o.oo 1.08 o.oo 0 .68 [1+0.105Sds) (DL+COL) + 0.20LL: + Deflect;!,on Limitations: =-========= ===-======== The deflection limit with DEAD LOAD L/ 240. 00 The maximum deflection with DEAD LOAD 1..5011 The deflection limit without DEAD LOAD = L/ 360 .. 00 The maximllm deflection without DEAD LOAD '?" 1.. 00 11 Deflection limitations weX'e applied to combinations l-2,4 Total system. weight ~ 705 .13 lbs. Total system cost 769. 96 dollars General Notes: * Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 2001. NOrth American Specification Purlin Production List: ==== -= ========== ==== Purlin 1 2 3 4 5 Section 10Z075 10Z075 10Z105 10Z105 10Z075 Material Summary.: Section 10Z075 10Zl05 Weight 314 .34 390. 79 Length 5.42 33 .06 ~3.06 33 .62 36.54 Cost 352 .48 417 .48 Fy 50.0 50.0 0.6BE A86/164 TKC U10S0189A BUIL.DINGS GROUP A DIVISION OF NUCOR.CORPORATION Olivenhain MWD Operations Bldg A87/164 ProjectNo.: Ul0S0189A Description: ENHAIN MWD OPERATIONS: Engineer : Todd K. Coburn StrutLgX -Light Gage Strut Forces Date : 4/30/2010 Span Bav (ft) 1 4.1667. 2 30.0000 3 30.0000 4 30;0000 5 30,0000 (Seismic Combinations per IBC, BOCA, UBC, SBC and NBCC codes.) Version: 1.4 (Date: I 0/19/09) By DJE Wind Seismic Seismic Design Criteria: Forcet <kins) Forcet <kins) Building Code: 0.5700 1.2700 Roof Snow: 0.5700 4.1800 Design Spectral Response, Sds: 0.3600 5.4200 Seismic Design Category: 0.5700 5.4000 0.5700 1.8800 IBC _ __,;,,o...;.,o __ ps[ 0.806 D TKC U10S0189A Olivenhain MWD Operations Blclg A88/164 NBP Light Gage· Analysis -W!N32 USE NESTED PURLINS IN version 01..18 01/18/10 AISI Spec Year 2004 Input File: Z: \Wind Change Order\P03 THIS BAY FOR DEFLECTION Summary Report for project name: OLIVENHAIN MWD OPERATIONS BLDG (VEHICLE BLDG) ======<= ====== === -======= ==== ---Span---Des. Des. Brc. Supp. Lt. Rt. Max. --Max. Computed Forces --------Maximum Computed Load Ratios ---- No Length Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M 1 4.17 10Z075 l No 2 30.00 lOZ075 l No 3 30.00 lOZ075 2 No 4 3.0. 00 l0Z075 3 No 5 30.00 lOZ075 4 No 6 19.00 l0Z075 5 No 7 4 .l,? lOZ075 5 No Roofing is screwed down. Support Connection Codes: Support No. Top Top Top Top Top T9p Top 2 3 4 5 6 7 WC WC WC WC WC WC Vertical Reactions: (kips) (in) 1 2 Cant. 2 3 0. 00 3 4 28.50 4 5 15.00 5 6 21. 75 6 7 15-.00 7 o.oo (in) (in) --P--(kip, ft) pos_M neg_M -T-----P----. V-----M------------------- 0 .00 1.014 0 .00 0.54 0.69 -1.13 0.00 0 .oo 0.14 0.14 0 .14 0 .14 0.19 X o.o 0.0 50.0 50.0 50.0 0.0 0. 0 50.0 50.0 50.0 50.0 50.0 comb 2 0 2 2 2 2 0. 00 2.31 8.49 -12. 06 0.00 0 .QO 0.50 1.03 1.03 1.03 1.03 o.o 360.0 141.3 360. 0 o.o 0.0 331.5 141.3 141.3 Hl.3 141.3 0 2 2 2 0 0 2 2 2 2 2 15.00 -o. 618 o. 00 2.05 4.10 -12. 06 0. 00 o.oo 0,.44 0 .92 0 .92 0.92 1.02 X 186.0 o.o 0.0 186.0 o.o 0. 0 0.0 25·_5 28.5 28.5 28 .5 28.5 comb 2 0 2 2 0 0 2 2 2 2 2 21.75 -o. 927 0.00 1.99 4.91 -10 .39 0 .oo 0. 00 0.44 0.85 0.85 0.85 0. 96 X 174.0 0.0 360.0 174.0 360 .o 0.0 o. 0 338.2 338.2 338.2 338 .2 338.2 comb 2 0 2 2 0 0 2 2 2 2 2 15.00 -1.149 0.00 2. 03 5.51 -10 .39 o.oo 0. 00 0.45 0.84 0.84 0.84 0. 96 X 186.0 o.o o.o 186.0 0 .o o.o 0.0 21.8 21.8 21. 8 21.8 21.8 comb 2 0 2 2 2 0 0 2 2 2 2 2 0.00 -0. 090 0.00 1.58 2.37 -7.80 o.oo 0. 00 0.36 0.72 0.72 0. 72 0. 80 X 146.6 0.0 o.o o.o 0 .o o.o 0 .o 15.0 15. 0 15.0 15.0 15.0 comb 2 0 2 3 2 0 0 2 2 2 2 2 Cant. 0.056 0.00 0.54 0.69 -1.13 0 .00 0 .00 0.14 0.14 0,14 0.14 0 .19 X 50.0 o.o o.o 0.0 0 .o 0.0 0 .0 0.0 o.o o.o 0.0 0.0 comb 2 0 2 3 2 0 0 2 2 2 2 2 ============.,.-== ... ======== Maximum ValUes on All Spans =================:;;:====== Displ. Axial. Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. -2.119 o.oo 2.31 8.49 -12.06 o.oo o.oo 0.50 l.03 1.03 l.03 1.03 X 164.9 0.0 350.0 141.3 360.0 0.0 0.0 331.5 141.3 141.3 141.3 141.3 span 2 O 2 2 2 O O 2 2 2 2 2 comb 2 o 2 2 2 o o 2 2 2 2 2 =======-======-===========================. ========-=-===-======================== ====-==== ====-=,..~= (negative. ~eaction for gravity loads) Load Support Comb. l l o.oo 2 0.-00 3 0.00 4 0.00 5 0.00 6 0.00 No. 2 -1.08 -2 .12 0.83 0.44 0.24 -0.Et9· 3 -2 .21 -4.36 1.35 0.66 0.15 -2 .09 4 -1.90 -3 .• 74 l.17 0.58 0.15 -l. 78 Blanket Insulation Thickness: o.oo Load Cases:-Purlin spacing 3-.. SO o .. c. -----==-- Building Code: IBC06/ASC& 7-05 Code General Loads:. Load Case Uniform Load l 13.8 2 20.0 3 -19.5 4 -30.9 5 5.0 6 0.0 'Linear Loads: Load Span Load Case No. Type l l Shear l 2 Shear l 3 Shear l 4 Shear l 5 Shear l. 6 Shear 1 7 Shear 2 l Shear 2 2 Shear 2 3 Shear 2 4 Shear 2 5 Shear 2 6 Shear 2 7 shear 3 1 Shear 3 2 Shear 3 3 shear 3 4 Shear 3 5 Shear 3 6 Shear 3 7 Shear 3 :L Shear 3 'r Sheax: 5 l Shear 5 2 Shear 5 3 Shear 5 4 Shear 5 5 Shear 5 6 Shear 5 7 Shear 5 6 7 a -2.05 -l. 75 -0.72 0.00 -4.02 -3 .44 -l..42 o.oo 1.26 1.05 0.62 0.00 0.62 0.51 0.34 o.oo 0.15 0.11 0.23 0 .00 -l..91 -l.66 -0.55 0.00 (psf) Load Case Name Dead Load Live Load Wind Load Edge Zone Wind Load Collateral Load Snow 'Load start l.oad start x end load end x. (lb/ft) (ft) (lb/ft) (ft) 46. 70 o. 00 46.70 4.17 46.70 0. 00 46. 70 30.00 46.70 0. 00 46.70 30.00 45. 70 0.00 46.70 30.00 46.70 0. 00 46 .70 30.00 46.70 0. 00 46. 70 19.00 46. 70 0.00 46.70 4.l.7 65.90 o.oo 65.90 4.l.7 65.90 o. 00 65.90 30.00 65.90 o. 00 65.90 30.00 65.90 0.00 65.90 30.00 65.90 0.00 65.90 30.00 65.90 o. 00 65.90 19.00 65.90 o.oo 65.90 4.:L7 -68.60 3.77 -68 .60 4.l.7 -68. 60 o.oo -68. 60 30.00 -68.60· 0.00 -68. 60 30.00 -68 .60 o. 00 -68. 60 30.00 -68. 60 o. 00 -68. 60 .30.00 -68. 60 o.oo -68. 60 19.00 -68. 60 0.00 -68 .60 0.40 -108 .30 o.oo -108 .30 3.77 -108 .30 0.40 -108 .30 4.l.7 17 .00 o.oo 17.00 4.17 17 .00 o.oo 17 .oo 30.00 17 .00 o.oo 17 .00 30.00 17 .oo o.oo 17.00 30·.00 17 .oo o. 00 17 .00 30. 00 17.00 o. 00 17 .00 19.00 17.00 o.oo 17 .00 4.17 TKC U10S0189A Olivenhain MWD Operations !3ldg Load Combinations: ==== ============ Act. All. Load Case No. Load Combination Name # Fae. l 2 3 1 y l.00 o.oo l.00 0. 00 2 y l.00 1.00 l.00 0.00 3 y 1.00 0 .60 0.00 l.00 4 y l.00 0.60 0.60 o. 70 5 y 1.00 l.00 o.oo l. 00 "6 y l.00 l.00 0. 75 o. 75 Deflection Limitations: 4 0 .00 o.oo 0.00 o.oo o.oo 0.00 5 0. 00 l.00 0.00 0.00 1.00 1.00 Live Load Only DL+COL+LL 0.6DL+WL 0.6 DL + 0.7 WL DL+COL+WL DL +COL+ 0.75 LL+ 0.75 WL The deflection limit with DEAD LOAD L/ 240. 00 The maximum deflection with· DEAD LOAD 1.5011 The deflection limit without DEAD LOAD = L/ 360. oo The maximum deflection without DEAD LOAD = l. 0011 Deflection limitations were applied to combinations l-2,4 Total system weight Total system cost General Notes: 673.37 lbs. 755. OB dollars * Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with. discrete bracing. * All calcul·ations are in accordance with the 2001 North American Specification Purlin Production List: Purlin 1 2 3 4 5 Section 10Z075 l0Z075 lOZ075 lOZ075 lOZ075 Material Summary: Section Weight 10Z075 673.37 Length 36.54 33 .62 33 .06 33.06 24.42 Cost 755.08 Fy 50.0 A89/164 TKC U10S0189A Olivenhain MWD Operations Bldg A90/164 NBP Light. Gage Analysis -WIN32 USE NESTED PURLINS IN Version 01.18 01/-18/10 AISI Spec Year = 2004 PURLIN STRUT RUN Input File: z: \Wind Change Order\P03s THIS BAY FOR DEFLECTION Summary Report for project name: OLIVENHAIN MWD OPERATIONS BLDG (VEIUCLE BLDG) ======= ====== === =======-==== ---span---Des. Des. Brc. Supp. Lt. Rt. Max. --Max. Computed Force~ -----Maximum computed Load Ratios ----No Length Sect. Grp. ? Type tt Rt Lap Lap Displ. Axial. Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--{kip, ft) pos M neg_M ·T-----P-----V-• ---M-· ------• ---------- l 4 .17 10Z07S l No Top l 2 Cant. 0 .00 l.015 0.00 0.54 0.69 ·l.13 0.00 0 .00 0.14 O.l.4 0.14 o.u 0.19 X o.o o.o 50.0 50.0 50.0 0 .o o.o 50.0· 50,0 50.0 50.0 50.0 comb 2 0 2 2 2 2 2 ~ 30 .oo lOZ075 l No Top 2 3 3.06 2.31 8.49 -12.05 0. 00 0,37 o.so 1.03 1.03 1.03 318,0 360.0 141.3 360.0 o.o 318.0 331..5 141.3 141.3 141.3 7 2 2 2 0 7 2 2 2 2 3 30.00 10Z075 2 No Top 3 4 28,50 15.00 -0.615 0,00 2.05 4.09 -12. 05 o.oo 0.00 0.44 0.92 0.92 0.92 1.02 X 186.0 318.0 0,0 186.0 0.0 o.o 0.0 28.5 28.5 28.5 28,5 28.5 comb 2 7 2 2 2 0 0 2 2 2 2 2 4. 30.00 10Z075 3 No Top 4. 5 15.00 21.75 -o. 939 0.00 l.99 4.94 -10.30 0 .00 0 .00 0.44 0 .84 0.84 0.84 0.95 Jt 174.0 15.0 360. 0 174.0 350.0 0.0 0.0 338.2 338.2 338.2 338.2 338.2 comb 2 7 2 2 2 0 o· 2 2 2 2 2 5 30.00 lOZ075 4 No Top 5 6 21.75 15 .00 -1. 102 2.09 2,02 5.3B -10,30 0. 00 0.2~ 0-45 0.83 0.83 0.83 0.95 X 186.0 345.0 0.0 186,0 0.0 o.o 162.0 21.8 21.8 21.B 21.8 21.B comb 2 ? 2 2 2 0 7 2 2 2 2 2 6 19.00 l0Zl05 s No Top 6 7 15.00 0 .00 0.058 7 .04 1.60 2.49 ·8 .13 0.00 0.58 0.13 0.52. 0.52. 0 .89 0.53 X: 33.0 146.6 0.0 o.o 0 .0 0.0 146.6 15.0 15.0 15,0 15.0 15.0 comb 2 7 2 3 2 0 7 2 2 8 2 7 4.1.7 10Z105 5 No Top 7 8 0.00 Cant. 0.032 0.00 0.54 0.69 -:t.13 0.00 o.oo 0.05 0 ,09 0.09 0.09 0.10 X 50.0 o.o o.o o.o 0.0 0.0 0.0 0.0 o.o 0.0 o.o 0.0 comb 6 7 2 3 2 0 0 2 2 2 2 2 ========================-= Maximum Values on All Spans ======================== Displ. Axial Shear Moment Moment T~n"' Comp. Shear Mom. T&M P&M V&M Max. .. -2 .120 7 .04 2.31 8.49 -12.05' 0.00 0·,58 0.50 1.03 l. 03 1.03 1.03 X 164.9 146.6 360.0 141.3 o.o 0.0 146.6 33:L.S. 141.3 141.3 141..3 141..3 span 2 6 2 2 3 0 6 2 2 2 2 2. comb 2 7 2 2 2 0 1 2 2 2 2 z ===:a===-=i:.=========-===========-======= -======-============-==-============-======== Roofing is screwed down Support Connection Codes: Suppo:r:t No. 2 3 4 5 6 7 WC WC: WC WC l'IC WC Ve;-tical. Reactions:-(kips) ========-=======-== {negat.ive z:eaction for gravity loads) Load Support No. Comb. l 2 3 4 5 6 7 8- l o. 00 -:t.08 -2.21 -1.90 -2.04 -l.. 77 -0.71 0.00 2 0. 00 -2.12 -4 .35 -3.74 -4.00 -3.47 ·l-,.40 0.00 3 o.oo 0:.83 1.35 l.18 1.26 1.06 0.61 0.00 4 0.00 0.44 0 .66 0.58 0.62 0.52 0.34. 0.00 5 0,00 0.24 0.15 0.15 0.15 0.11 0.22 0.00 6 o.oo -0.89 -2 .09 -1. 78 -l..90 -1.67 -0.54 0.00 7 0.00 -0.37 -o. 77 -0.66 -0.71 -0.61 -0.25 0.00 8 o.oo -:t.16 ·2.38 -2.04 -2.18 -l.89 -a. 77 0.00 9 0.00 -1.34 ·2. 75 -2.37 -2.53 -2.20 -0.89 0.00 Blanket Insulation Thickness:. 0. 00 Load Cases: Purlin spacing 3.50 O.C'. ====· ==-=== Building Code: IBC06/ASCE 7-05 Code Gelle.ral. Loads: Load Case Uniform Load (psf) Load Case Name l 13.S Dead Load 2 20.0 Live Load 3 -19.6 Wind Load 4 -30.9 Edge Zone Wind Load s 5.0 Collateral Load 6 o.o Snow Load 7 1,0 Seismic Load Linear Loads: Load Span Load start load start x. end load Case No. Type (lb/ft) (ft) (lb/ft) l l Shear 46 .70 o.oo 46.70 l 2 Shear 46,70 0 .oo 46.70 l 3 Shear 46,70 0.00 46, 70 l 4 Shear 46,70 o.oo 46.70 l 5 Shear 46. 70 o.oo 46, 70 l 6 Shear 46.70 o.oo 46,70 l 7 Shear 46.70 0 .oo 46. 70 2 l Shear 65,90 o.oo 65.90 2 2 Shear 6S,90 0 .oo 65.90 2 3 Shear 65,90 0.06 65 .90 2 4 Shear 65,90 0 .oo 65 ,90 2 5 Shear 65,90 o.oo 65.90 2 6 Shear 65,90 o.oo 65.90 2 7 Shear 65.90 o.oo 65.90 3 l Shear -68. 60 3.77 -68.60 3 2 Shear -68. 60 o.oo -68.60 3 3 Shear -68. 60 o.oo -68 ,60 3 4 Shear -68. 60 o.oo -68 .60 3 5 Shear -68.60 o.oo -68 .60 3 6 Shear -68, 60 0,00 -68 .60 3 7 Shear -68. 60 0.00 -68 ,60 3 l Shea:c: -108,30 0.00 -108 .30 3 7 Shear -108,30 0.40 -108.30 5 l Shear 17 .oo 0.00 17 .oo 5 2 Shear 17,00 o.oo 17 .oo 5 3 Shear 17 ,00 o.oo 17 .QO end X (ft) 4.17 30.00 30,00 30, 00 30. 00 19,00 4.17 4.17 30 .00 30. 00 30, 00 30. 00 19.00 4.17 4.17 30,00 30.00 30,00 30.00 19 .00 0.40 3.77 4.17 4.:l7 30,00 30,00 TKC U10S0189A Olivenhain MWD Operations Bldg 5 4 Shear 17.00 o.oo 17 .oo 30.00 s 5 Shear 17.00 0.00 17 .oo 30.00 s 6 Shear 17.00 o.oo 17 .00 19.00 5 7 Shear 17.00 o.oo 17 .00 4.17 Concentrated: Load Span p V M X case No. (kl (k) (k,ft) (ft) 3 2 1.24 o.oo 0 .oo 0.00 3 2 -1.24 0.00 o.oo 30.00 3 3 o. 00 0.00 0 .00 0.00 3 3 o. 00 0.00 0.00 30. 00 3 4 o .. oo 0.00 0 .oo o.oo 3 4 0.00 o.oo 0. 00 30.00 3 5 0. 78 0.00 o.oo 0.00 3 5 -0. 78 0.00 0 .00 30.00 3 6 1.24. 0.00 0.00 0.00 3 6 -l.24. o.oo 0.00 19.00 7 2 3.36 o.oo 0.00 0.00 7 2 -3.36 o.oo o.oo 30.00 7 3 o. 00 0.00 o.oo o.oo 7 3 o. oo 0.00 0.00 30.00 7 4 o.oo 0.00 0.00 0.00 7 4' 0.00 o.oo 0.00 30.00 7 5 2.30 0.00 0.00 0.00 7 5 -2.30 0.00 0.00 30.00 7 6 7.74 ·o.oo 0 .00 0.00 7 6 -7. 74 0.00 0. 00 19.00 Load Combinations: -----=,:::t=c=t=----- Act. All. Load Case No. Load Combination Name * ? Fae. l 2 3 4 5 6 7 l y l.00 0.00 1.00 0.00 o.oo o.oo 0.00 o.oo Live Load Onl.y 2 y J..00 1.00 1.00 o.oo 0.00 1.00 0.00 o.oo DL + COL+ LL 3 y 1.00 0.60 0.00 1.00 o.oo 0.00 0.00 o.oo 0.6 DL + WL 4 y 1.00 0.60 O, 00 0.70 0.00 o.oo 0 .00 o.oo 0.6 DL + 0.7 iiL 5 y 1.00 l.00 0.00 l.00 o.oo l.00 0.00 0 .oo DL+COL+WL 6 y l.00· 1.00 0. 75 o. 75 0 ,00 l.00 0.00 o.oo DL+COL+ 0.75 LL+ 0,75·iiL 7 y 1.00 0.49 0 .00 0.00 0.00 o.oo o.oo 0.91 (0.6·0.l4Sds)DL + 0.9lE: 8 'I l.00 l.l.1 0. 00 0.00 0.00 l.ll 0.00 0.91 (l.+O.l4Sds) (DL+COL) + 0.9lE 9 y 1.00 l.08 0.20 o.oo 0.00 1.08 0.00 0.68 (l+O.lOSSds) (DL+COL) + 0.20LL Deflection Limitations:.. The deflection limit with DEAD LOAD L/ 240.00 The maximum deflection with DEAD LOAD I .. 5011 The deflection limit without DEAD LOAD -=-L/ 360. oo- The maximum deflection without DEAD LOAD-= 1-.. 0011 Deflection 1-fmitatidns were applied to combinations 1-2,4 Total system weight Total system. cost General. Notes: 714.14 lbs. 793.22 dollars + 0.68E * Ends of laps-are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 2001 North American Specification Purl'in Production. L~st: ==:;-=== ======-===-= ==== Purlin l 2 3 4 5 section lOZ075 10Z075 lOZ075 l0Z075 lOZlOS Material Summary: Section lOZ075 lOZlOS Weight 571.06 143 .08 Length. 36.54 33 .62 33 .06 33 .06 24 .42 Cost 64.0.3& 152 ,85 Fy 50.0 50.0 A91/164 TKC U10S0189A Olivenhain MWD Operations Bldg A92/164 NUCCIR Project No.: U10S0189A au•LDINGS GROUP Description :ENHAIN MWD OPERATIONS: A DIVISION OF NUCOR CORPORATION Engineer: Todd K. Cobum StrutLgX -Light Gage Strut Forc:ca Date: 4/30/2010 (Seismic Combinations per IBC, BOCA, UBC, SBC and NBCC codes.) Version: 1.4 (Date: 10/19/09) By DJE Span Wind Seismic Seismic Design Criteria: Bay (ft) Force, lk.ius) Force, lkios) Building Code: IBC 1 30.0000 1.2400 3.3600 Roof Snow: 0.0 psf. 2 30.0000 0.0000 0.0000 Design Spectral Response, Sds: 0.806 3 30.0000 0.0000 0.0000 Seismic Design Category: D 4 30.0000 0.7800 2.3000 5 19.0000 1.2400 7.7400 TKC U10S0189A Nucor Roll Force Desicin ... AISI 2007 Y•rnJ•u l,QZ, n;,tc: 2·:i·lll , I!~' LRR Job No. U10S0189A Job Name: Ollvenhaln· MWD O eratlons Bid :"ttoT.,., i:,.,.~rn, l>Hd(psf):I I Col (psf): _y_~L~~«.W (p_sfl _ ........ _ ,,_u,.. ..,..., _.....,; .. -.. lft.\ ... ro __ ._......:.. 1 Z9 6nZ 2 30 601 3 30 601 4 30 601 5 30 601 6 30 601 7 19.3333 6D1 8 20.3333 6n1 9 10 11 12 13 H 15' 16 17 18 19 . 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Engine•r:I TlCC I Description: STORAGE BLDG P.urlin"~and,BJIY<Oata . ~-: eon to Rldu• Plmn•• (ll.l: 22,83 Roof Slope _(L/X): 3.00 No .. ofBays: 8 """ l'IMmW of P~rlfno: 6' PMrlln Sp•cing (tt.); 3.50 Rldae to 1st Purlin Dist itt. l: 1.33 00..-l"i'<'""""' o""""'"""""""'"' 1 ~~ '.l)llll-L--ft· -·,""'----·--"-AC 5 AC 28,5 15 AC 15 15 AC 15. 15 AC 15 21.75 AC 21,75 15 AC 15 15 AC 15 AC Olivenhaln MWD Operations Bldg A93/164 Clip sircnuth:I 0.41 I OK I Clip Stiffness: 0,76 OK Diaphragm Stiffness; __ ,;M!l OK . i!Oft"1'Data Roof Panel Type: I i.s 8orfl, izGt..~~ y I ,·;1: ... ~ "'Mi"';.; s.ttlii'..lj "K 0U!l'O Oc,n,,i, CJ~er..~arclhed ·-laolidin"'' .. .. Orilt l (pof): 0.00 Or!ft:l(pof); 0,00 Drift O Nootod PMrlln• (pof): 0.00 Unbolancod Rfdo• Drllt(psf): 0,00 Rldne Drift Dlstance·;tt.l: 0,00 ii ~ '· __ ia,_ l ¥· . ., ·N .... P~!ll~. ......... ~~---, ~ ,~rft--UIII! ~-.. ,. ~o~ ~ ·-; ''"''" w OK 1 102075 UnS(one ·MultlSrmn OK 2 102105 UOS(oae MuttJSoan OK 3 OK 4 OK 5 OK 6 OK 7 OK 8 OK 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 TKC U10S0189A Olivenhain MWD Operations Bldg A94/164 Detail,~ BolMf?rce Qyt;put , Ailchor56;~ '• ... ··i. · ,p1a ttrao·rifStiffnu• . t..w: ' . , ,r . ,- .... ~ht!' I · .IWclifuim )Ada'J)!.ol!lftl 14~•« .. ,f'nmreUn_-"""""'-Mlll!,lnlunt Mli>dlllUIII Pnlty Adll'lllo!q'd ! DI.,...._ 11~:=...~ Tilt.~141 ~ 'un1tvch.,:1,, Mt1°111aci'!lt, -•r.-tl:av . t.oa;,fn,~\., Mr<aetlb.\ Ch-.:~ Tot..i.oe<l,tll,.\'. ' lln;\, fib.\ tln."i:' Loa.1-.<Rli'\")' 1 -1515 -466 0.19 0 0.07 0.30 0 0.01 0.01 0.00 2 -3166 -989 0.41 0 ,0.12 0.46 0 0.01 0~01 0,00 3 •2980 ·899 0.37 0 0.19 0.76 0 0.01 O.Ql o.oo 4 ·2980 -899 0.37 0 0.19 0.76 0 0.01 0.01 o.oo· 5 -2980 -899 0.37 0 0.19 0.76 0 0.01 0.01 0.00 6 -2980 ·899 0,37 0 0.19 0.76 0 0.01 0.01 0.00 7 -2675 -807 0.34 0 0.17 0,68 0 o.oo 0.01 o.oo 8 -2383 -719 0.30 0 0.15 0.61 0 o.oo 0.01 o.oo 9 -1182 .335 0.14 0 0.14 0.56 0 o.oo 0.00 0.00 10 0 0 0.00 0 o.oo 0.00 0 o.oo o.oo 0.00 11 0 0 o.oo 0 o.oo o.oo ·o o.oo o.oo 0,00 12 0 0 0.00 0 o.oo o.oo 0 0.00 0.00 0.00 13 0 0 0.00 0 0.00 0.00 0 o.oo 0.00 0.00 14 0 0 0.00 0 o.oo 0.00 0 0.00 0.00 0.00 15 0 0 0.00 0 0.00 0.00 0 o.oo o.oo 0.00 16 0 0 0.00 0 o.oo 0.00 0 0.00 o.oo o.oo 17 0 0 0.00 0 o.oo o.oo 0 0.00 o.oo o.oo 18 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 19 0 0 o.oo 0 o.oo 0.00 0 o.oo 0.00 0.00 20 0 0 o.oo 0 o.oo 0,00 0 o.oo o.oo 0.00 21 0 0 o.oo 0 0.00 0.00 0 0.00 0.00 0.00 22 0 0 0.00 0 o.oo 0.00 0 0.00 0.00 o.oo 73 0 0 0 00 0 o.oo o.oo 0 0.00 o.oo 0.00 74 0 0 0,00 0 o.oo 0.00 0 o.oo 0.00 0.00 25 0 0 0.00 0 0.00 o.oo 0 0.00 o.oo 0.00 26 0 0 0.00 0 0.00 o.oo 0 0.00 o.oo 0.00 27 0 0 0.00 0 0,00 0.00 0 0.00 0.00 o.oo 28 0 0 0.00 0 0.00 o.oo 0 0.00 0.00 o.oo 29 0 0 o.oo 0 o.oo 0.00 0 0.00 0.00 o.oo 30 0 0 o.oo 0 0.00 0.00 0 . 0.00 o.oo 0.00 31 0 0 0.00 0 0.00 0.00 0 o.oo o.oo 0.00 32 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00. 33 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 34 0 0 o.oo 0 0.00 0,00 0 0.00 0.00 0.00 35 0 •O o.oo 0 0.00 o.oo 0 o.oo o.oo 0.00 36 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 37 0 0 0,00 0 0.00 0.00 0 0.00 o.oo o.oo 38 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 , 39 0 o· 0.00 0 0.00 0.00 0 o.oo 0.00 0.00 40 0 0 o.oo 0 0.00 o.oo 0 o.oo 0.00 o.oo TKC U10S0189A Nu.car Boll Force Desian .. AISI 20QZ Ys,;.dtJn 1,97. Qnts; 2--3-tg , Bv; l RD lob No. U10S0189A Job Nim•: Ollvenhaln MWD O eratlons Bld1 I::.! 13,75 5,00 20,ll()_ .. . -u.. ll"tf-~~ ---. _,. 1 20.3333 6nl 2 30 601 3 30 onl 4 30 601 5 34.1667 602 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Engine•:1 TKC I DescriJ)tlon: WAREHOUSE ' .. AN::P:urun .and ---oaa. Eave to Ridge Disblnce (ft.): Roof Slope (L/X): , No. of Bays: Max Number of Piutfns: Purlln Spacing (ft.): Rldae to 1st PurUn Dist lit.\: el Use Simplfied lf'4>'* Method o---- .. 111flt ....... ............ ....... ----. ,...,..._.., ... _'}_ AC AC 15 AC 21.75 AC 15 AC 28.5 AC 22,83 3,00 5 6 3,50 1,33 JIit!!~ 15 21,75 15 28.5 Olivenhain MWD Operations Bldg A95/164 •_;_o;=-·~.~I Clip Strength:! 0,43 I OK I Clip Stlffnon: 0,76 OK ~-~tUl'l .. ~tf_ffiless: 0,01 OK ,. ,.:,;: --PAfftif.Oatablt .. v -· Roof PanelTypa: li.ssorF,2iGa.D«k,~...,. I . l4iic.1Settii1oiJ -~;,, OWD 0Canodo 0Plnnlbces.we.Ust:d ,; "' DrlltL....,••a ,. Drift 1 (pot): 0.00 Drllt2 (pot): o.oo Drift O N-ed Purllns (pot): o.oo Unbalanced Ridge Drllt(pof): 0,00 Rldae Drift Distance (It.): 0,00 . ..,.i,. ...,._._ - . -~-"'"*" -----. ....: ~ ....... ~:."' ~ --~ ....... ~ -Orlmbtlon, tlft.'\i.. OK 1 102075 UoSlooe MuttlSnan OK 2 102105 UOSlone MultlSoan OK 3 OK 4 OK 5 OK 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 TKC U10S0189A Olivenhain MWD Operations Bldg A96/164 Detailed Roll-Force Putout ,-.Anittror 5tr;jnucrr __ , -mil "tlii '!.>tDil hraam Stiffrieu ~..;' i'otat "· ., .. '-~ lteqQlo'd ,...).!1111.,,. Md'l'RIN(l!-'Mk»i>•ll: '! 'fflolnlll.lllll =:-~-Ml!lllmJII!' Maxllllli"! U"}!y ,MtNR-..'d i !>!,;lac',,~ ,,,..,.._., t 'l:~~MF ""=jJt Md'f~fci '.or:,bv. -Por .. tlb'tl Cl\eck,. ,.,..,,toil~lb" , on~\ •.U",_ Cl>eck· ·0111tv.<:h~1< Loam'.ru..~,-- 1 -1182 -336 0.14 0 0.14 0.56 0 o.oo 0.01 0.00 2 •2745 -828 0.34 0 0.17 0.70 0 0.01 0.01 0.00 3 ·2980 -899 0.37 0 0.19 0.76 0 0.01 0.01 o.oo 4 -2980 -899 0.37 0 o.~9 0.76 0 0.01 0.01 ' 0.00 5 -3307 -1033 0.43 0 0.12 0.48 0 0.01 . 0.01 0.00 6 -1689 -520 0.22 0 0.08 0,33 0 0.00 o.oo 0.00 7 0 0 o.oo 0 o.oo 0.00 0 0.00 o.oo o.oo 8 0 0 0.00 0 o.oo o.oo 0 o.oo 0,00 0.00 9 0 0 0.00 0 0.00 0.00 0 o.oo 0.00 o.oo 10 0 0 0,00 0 0.00 0,00 0 0,00 0,00 o.oo 11 0 0 0.00 0 0.00 0.00 0 o.oo o.oo 0.00 12 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 13 0 0 o.oo 0 0.00 0.00 0 0.00 0.00 0.00 14 0 0 o.oo 0 0.00 0.00 0 0.00 0.00 0.00 15 0 0 o.oo 0 o.oo o.oo 0 0.00 0.00 0.00 16 0 0 0.00 0 o.oo o.oo 0 o.oo 0.00 0.00 17 0 0 0.00 0 o.oo 0.00 0 0.00 o.oo 0.00 18 0 0 0.00 0 0.00 o.oo 0 0.00 o.oo 0.00 19 0 0 o.oo, 0 0.00 0.00 0 D.00 0.00 0.00 20 0 0 0.00 0 0.00 o.oo 0 0.00 o.oo 0.00 21 0 0 0.00 0 o.oo 0.00 0 o.oo 0.00 0.00 22 0 0 0.00 0 o.oo 0.00 0 0.00 0.00 0.00 23 0 D 0.00 0 o.oo 0.00 0 0.00 0.00 0.00 24 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 25 0 0 0.00 0 0.00 0.00 0 0.00 0.00 o.oo 26 0 0 0.00 0 0.00 0.00 0 0.00 0.00 o.oo 27 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 28 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 29 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00· 30 0 0 0.00 0 0.00 0.00 0 0.00 0.00 o.oo 31 0 0 0.00 0 0.00 o.oo 0 0.00 o.oo 0.00 32 0 0 0.00 0 0.00 0.00 0 o.oo 0.00 0.00 33 0 0 0.00 0 0.00 0.00 0 o.oo 0.00 000 34 ·o .o 0.00 0 o.oo 0.00 'O o.oo 0.00 o.oo 35 0 0 o.oo 0 0.00 0.00 0 o.oo o.oo o.oo 36. 0 0 o.oo 0 0,00, 0.00 0 o.oo 0.00' 0.00 37 0 0 o.oo 0 0.00 0.00 . 0 0.00 o.oo o.oo 38 0 0 0.00 0 0.00 0.00 0 0.00 0.00 o.oo· 39 0 0 0.00 0 0.00 0.00 ,0 0.00 0.00 0.00 40 0 0 o.oo 0 ·o.oo 0.00 0 0.00 0.00 0.00 TKC U10S0189A Nucor Roll Force Desian -AISI 2007 )Ulrolog :l,{)7, Rate: ,n·t!! • Ii~• l.B&! ;Job No. U10S0189A Job Name: Ollvenhaln MWD o eratlons Bid 13.75 ~ 20.00 rr-JJiltl ~ -~~ ·• -·-. 1 34.1667 9o2 2 30 9o1 3 30 9o1 4 30 9n1 5 23.1667 9n1 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 t;nuio,•nl JKC I P,escription: VEHICLE BLDG H11Tli~•wclBaY,DM:a Eave to Ridge Distance (ft.): 33.83 l!oef Slop• (1-/X): 3.00 No.of Bays: 5 Max Number of Purlins: 9 Purlln Spocinp (It.): 3.50 Ridae to 1st Purln D19t ttt.. 'l: ., 1.33 0UttSlrn#lldI~f4el;liocf a---llidpo ·-· ,lklfthrlllt ; l ;~~ y :• • ......ii.:lc.<.--.......... :· ·1" A,C 28.5 AC 28.5 15 AC 15 21.75 AC 21,75 15 A,C 15 AC Olivenhain MWD Operations Bldg A97/164 Clip Stre,ijllh: QK Clip Stilfnoss: QK Diaphragm Stiffnu_a: O_K ~ -··, n,~..,o---- Rqpf P~n•ITYH' lue"F,::,o,,""",,_j ~ I -~, -Miu.,· • '\>::r, ;.. Owo D""'""' D"""""""''""' ~t<oacun• · ~~ o,m 1 (psfl; o.oo Drllt 2 (psf): o.oo Drift O Netted Purlins (psf); 0.00 Unb•l•nced Rldg• Drllt(psf): o.oo Rldne Drift Dimnaelft. ,, o.oo ~~. a,i'dal ti-~ ' " 1Hatill(d\P.utlfn 1 .. P,b-::::at--Puillt l'IH!1'~n· 'Yll~-........ ___ ~ .. IJl'I-,..\ , OK 1 102075 UnSlone MultJSnan OK 2 102105 UDSloae HultJSnan OK 3 OK .-OK 5 OK 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 , 29 30 31 32 33 34 35 36 37 38 39 40 TKC U10S0189A Olivenhain MWD Operations Bldg A98/164 Detailed Boll:Forc, Outvut ' ,. . _ Anchorstr•nU'I: ... o•sttffn-_ ,Dfiloti----.:iam stiffrim -g ' To6ir ., .. !'...,.i.W -~ .. Md1ll<MIGI' M1'HP,l>J> . ' '&an,el;IM ~~ .,..,...,.~ ... filmd11111mU"1tf Mclllilleq'd ~riMllf ~e'~ T~il4 ~~Ir Unh-C!heck . IMll'i....,11' ~oraa.Y..,. forcwllb,~ · Cit-. T..C,Lo•.tnl,,,\· , · nn,, 'Load.fib;>~ 1 ·2571 •576 0.24 0 0.09 0.37 0 O.Q! 0.01 o.oo 2 -4841 ·1106 0,46 0 0.13 0.52 0 O.Ql 0.01 o.oo 3 ~4402 ·961 0.40 0 0.20 0.81 0 0.01 0.01 0.00 4 -4402 ·961 0.40 0 0.20 0.81 0 0.01 0.01 0.00 5 -4170 ·911 0.38 0 0.19 0.77 0 0.01 0.01 0.00 6 ·1995 -403 0.17 0 0.17 0,67 0 0.00 0.00 0.00 7 0 0 0.00 0 o.oo o.oo 0 o.oo ·o.oo 0.00 8 0 0 0.00 0 o.oo o.oo 0 o.oo 0.00 o.oo 9 0 O, 0.00 0 0.00 o.oo 0 o.oo 0.00 0.00 10 0 0 0.00 0 o.oo o.oo 0 0.00 o.oo o.oo 11 0 0 0.00 0 o.oo o.oo 0 o.oo 0.00 0.00 12 0 0 0.00 0 0.00 0.00 0 0.00 o.oo 0.00 13 0 0 0.00 0 0.00 o.oo 0 0.00 0.00 o.oo 14 0 0 0.00 0 o.oo 0.00 0 0.00 0.00 0.00 15 0 0 0.00 0 o.oo 0.00 0 0.00 0.00 0.00 16 0 0 0.00 0 0.00 0.00 0 o.oo 0.00 0.00 17 0 0 o.oo 0 0.00 0.00 0 0.00 0.00 o.nn 18' 0 0 o.oo 0 0.00 0.00 0 0.00 0.00 0.00 19 0 0 0.00 0 o.oo 0.00 0 0.00 0.00 o.oo 20 0 0 0.00 0 0.00 0.00 0 o.oo 0.00 0,00, 21 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 22 0 0 0.00 0 0.00 0.00 0 o.oo 0.00 0.00 23 0 0 0.00 0 0.00 o.oo 0 0.00 0.00 o.oo 24 0 0 0.00 0 o.oo 0.00 0 0.00 0.00 0.00 25 0 0 0.00 0 o.oo 0.00 0 0.00 0.00 0.00 26 0 0 0.00 0 0.00 0.00 0 o.oo o.oo 0.00 27 0 0 0.00 0 0.00 o.oo 0 0.00 0.00 o.oo 28 0 0 o.oo 0 0.00 0.00 0 0.00 0.00 0.00 29 0 0 0.00 0 0.00 0.00 0 o.oo o.oo 0,00 30 0 0 o.oo 0 0.00 0.00 0 o.oo 0.00 0,00 31 0 0 0.00 0 o.oo 0.00 0 0.00 0.00 o.oo 32 0 0 o.oo 0 0.00. .0.00 0 o.oo o.oo 0.00 33 0 0 0.00 0 0.00 0.00 0 o.oo 0.00 0.00 34 0 0 0.00. 0 0.00 0.00 0 0.00 0.00 ·o.oo 35 0 0 o.oo 0 0.00 0.00 0 0.00 0.00 0.00 36 0 0 o.oo 0 o.oo o.oo 0 0.00 o.oo 0.00 37 0 0 0.00 0 0.00 o.oo 0 o.oo· o.oo 0.00 38 0 0 0.00 0 0.00 0,00 -0 0.00 0.00 o.oo 39 0. 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 40 0 0 0.00 0 o.oo o.oo 0 0.00 o.oo o.oo TKC U10S0189A Olivenhain MWD Oper~tions Bldg y .i,, • !,'.:o.~ ~ $:~ 'W' .. ~-· . 3~_-·~ .. 'five sttut Jee~ SJ;rut dcln1bin~a:stress;,Araalyi,.~Tool~.: ..... ~"' -"------' ------·----·····'-~------~ . ~ " ,...l--,_. _ _,,,,,, ---=· Project Name: ES/ Cee Location:!canopy/Eave Ext. Eave Strut,. OLIVENHAIN MWD OPERAl Job No.:I U10S0189A I Engineer:~dd K. Coburn , ;f' • .I <$:eometty ,:;-t · t. .... ' . ' "' , ,.,,. • ' f~ ' ' ~~ Total Length:! 30.00 ft Max. Deflection: I L/240 Section (Roof Slope): 10E075 (3:12) End connection: 2 Bolt ESW0l ( ESW0l Parts ONLY available with ES) Roof Trib. Width: I 1.65 ft _:~ds: .. "; · _·., ; ~-,--.. -·~:i DL: 13.75 psf COL: 5.00 psf RLL: 20.00 psf SL: 0.00 psf WL(Roof): 31.21 psf AxialW L: l)nS .. ·,..,Load Comtiinatio Load Combination Allowable Stress Ra 0 R w w (kips/ M (in-kip p (kip CSR => Eq. C5.2.1 Eq. C5.2.1 Eq. C5.2.1 Is End Connection Che Max. End Axial {Kip ) - - - - - : ";" ~- 0.00 kips <-"' :t. 1.00 1.00 1.00 1.00 0.00 0.00 0.064 86.373 0.000 1.000 0.899 1.495" [ L/241] Connx OK 6.38 i 1.00 1.00 1.00 1.00 1.00 0.60 1.00 1..00 1.00 0.00 1.00 1.00 0.00 0.00 0.75 0.00 1.00 0.00 0.00 0.75 0.00 1.00 0.75 0.75 0.031 -0.038 0.017 -0.008 41.793 -51.177 23.053 -10.381 0.000 0.000 0.000 0,000 1.000 1.000 1.000 1.000 0.435 0.903 0.240 0.183 U.tL.:r -U.uuv u . ..1:1::, -u • .1ou [ L/498] [ L/406] [ L/902] [ L/2003] Connx OK ConnxOK ConnxOK Connx OK 6.38 6.38 6.38 6.38 1.00 1.00 0,00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 o.oo 0.00 0.033 0.000 44.580 0.000 0.000 0.000 1.000 1.000 0.464 0.000 U.I IL. 0.000" [ L/466] #DN/0! Connx OK Connx OK 6.38 6.38 A99/164 - ~'St>-~~ ·:a•,., . ;_ .·.: !i" ·:;,:::.. --~~!:?-' "e' Version 2.00 (11/24/09) By SAR 0 Use ~BSUT Inventory Stress Ratios< 0.91 Galvanized O.K . I I I I I V I _:::::; TKC U10S0189A Olivenhain M\IVD Operations Bldg NUCOR BUILDING SYSTBMS Job ff. Ul0S0189A Job Name' OLIVENHAIN MWD OPERATIONS BLDG Frame Frame Lines "3 -8 and A and C Date 4/27/2010 2 Designer: NBSUT\ tcoburn File F01.nfr FRAME DESCRIPT-ION Frame type Frame width Bay width Dim to ridge. Roof slope Eave height Girt offs·et Purlin offset Col. spacing RCS 20.67 Ft. 30.00 Ft. LEFT' 20.67 Ft. 3.00/12 16.67 Ft. 8.00 In. 10.00 In. 20.666.7 Supports-/ Spring Constants COL0l -Bottom V H COL02 -Bottom V If Column Bracing: WPl Girt Brace Flange. Brace Location (ft), WP2 Girt Brace Flange Brace Location Other Braces: Column Left Brace. Right, Brace :. Location (ft): (ft), y 0 15.3 y 0 19.5 0 "RIGHT 0.00 Ft. 0.00/12 21.83 Ft. 8.00 In. 10.00 In. 19.5 LOADING CONDITIONS Typ. Girt spacing Typ. Purlin spacing: Building Code & Year 1986/1996 MBMA occ;mp~ncy class AISC Specificiition IBC'/ASCE 7-05 1/"l:. L O A. D S {Ps:E) Roof Dead load Roof Coli load Roof Live load Roof Snow load Floor dead l.oad ,Floor l.ive load Gz:ound Snow load:: J:3..75 5.00 16.10 0.00 0.00 0.00 0.00 2005 ASD ca = 1..00 6.00 Ft. 3.50 Ft. Ss-= l.l.n Sl. = 0.457 3.25 Seismic Design Category =-D Site Class = D R = 3.25 Cd= Scls = o.806 Sdl. = o.470 rho= :r.30, omega~ 3.000 Wind speed Wind pressu~e 85.00 Mph Exp. , C 14..07 Psf: :S.uilding is Eoclosed Wind pressure coefficients Cl C2E C2 WlR 0.658 0.000 -0.510 WlL -o .194 0.000 -o .256 W2R 0.29fr ci.ooo -0.870 W2L -o .554 0.000 -0.616 W5B -o. 270 -0.1>90 -0.5l.O C3 C3E -0.256 0.000 -o .510 0.000 -o .616 0.000 -0.870 0,000 -0.510 0. 000 WSF -0.270 0.000, -0.510 -0.510 -o .890 W6B -0. 630 -1.250 -0.870 -0.870 0.000 W6F -o. 630 0.000 -0.870 -0.870 -1.25() WlB -0.270 -0.44& -0.256 -0.256 0.000 W7F -0 .270 0,000 -0.256 -0.256 -0.446 W8B -o .630 -o. 806 -o.oJ.6 -0.616 0.000 W8F -0 .630 0.000 -0.616 -0 .• 616 -o. 806. Tributary Widths Pailel WPl WP2 RPl Trib. Width (ft) 30.00 30.00 30.00 PROGRAM-APPLIED LOADS Load On Start: Bnd Start case. Panel Load toad Loe l(l.f Klf Ft,. RDL RPl -0.4.12 -0.412 0.000 COL RPl -o .tso -0.150 0.000 RLL RPl -0 .483 -0.483 0.000 WlR WPl o.:n0 0.278 0.000 WlR WPl 0.633 0.633 16.667 End Loe Ft. 20. 667 20. 667 20. 667 16. 667 16 .670 C4. -0.194 0.658 -o .554 0.298 -0.270 -0.270 -0.630 '-0.630 -0 .• 270 -0.270 -o. 630 -0. 630 A100/164 TKC U10S0189A Olivenhain MWD Operations Bldg A101/164 WlR WP2 0. 082 0.082 0.000' 21.833 wiR RPl -0.215 -0.215 0.000 20. 667 WlL WPl -o. 082 -0.082 0.000 16 .667 WlL WPl -6 .422 -0.422 16.667 16. 670 WlL WP2 -o. 278 -0.278 0.000 21. 833 WlL RPl -0.108 -o .108 0.000 20. 667 W2R WPl 0.126 0 .126 o.odo 16. 667 W2R WPl 0.633 0 ,633 16,667 16. 670 W2R WP2 0.234 0.234 0.000 21.833 W2R RPl -0.367 -0.367 0.000 20. 667 W2L WPl -o. 234 -0.234 0.000 16. 667 W2L WPl -0. 422 -0.422 16,667 16. 670 W2L WP2 -o .126 -o .126 0.000 21. 833 W2L RPl -0.260 -0 .260 0.000 20. 667 W5B WPl -o .114 -o .114 0.000 16. 667 W5B WPl -o .422 -0.422 16. 667 16. 670 W5B WP2 0.114 0.114 0.000 21. 833 W5B RPl -o .215 -o .215 0.000 20. 667 W5F WPl -0.114 -0.114 0.000 16. 667 WSF WPl -o .-,422 -0.422 16.667 J.6.670 W5F WP2 0.114 0 .114 0 .000 21. 833 W5F RPl -0. 2J.5 -0.215 0.000 20. 667 W6B WPl -0.266 -o. 266 0.000 16. 667 W6B WPl -0.422 -o .422 16. 667 16. 670 W6B WP2 0.266 0 .266 0.000 21.833 W6B RPl -0.367 -o ,367 0.000 20 .667 W6F ·WPl -0.266 -0. 266 0.000 16.667 W6F WPl -o. 422 -0. 422 16.667 16. 670 W6F WP2 0.266 0.266 0.000 21. 833 W6F RPl -0.367 -0.367 0 .ooo 20. 667 W7B WPl -0.114 -o .114 o. 000 16 .667 W7B WPl -o. 422 -0 .422 16.667 16. 670 W7B WP2 0,114 0,114 0.000 21. 833 W7B RPl -0.108 -o .108 0.000 20 .667 W7F WPl -0.11'4 -o. ll.4 0.000 16. 667 W7F WPl -0. 422 -o .422 16. 667 16 .670 W7F WP2 0.114 0.114 0.000 21. 833 W7F RPl -o .108 -o .J.08 0.000 20.667 W8B WPl -0. 266 -o. 266 o.o·oo 16 .667 W8B WPl -0. 422 -o. 422 16. 667 16. 670 W8B WP2 0.266 0.266 0.000 21. 833 W8B RPl -o. 260 -o. 260 0.000 20. 667 W8F WPl -0. 266 -0. 266 0.000 J.6.667 W8F WPl -0.422 -o. 422 16 .667 16 .670 W8F WP2 0.266 0.266 0.000 21.833 W8F RPl -o. 260 -0.260 0.000 20 .667 EQR RPl 0.312 0.312 0.000 20 .667 EQL RPl -o. 312 -0.312 0.600 20.667 Load on Hor .. Vert. Moment Loe Case Mem Kips Kips K-Ft. Ft. WlR COLOl 0 .620 0. ODO 0.000 16 .667 WlR COL02 o. 620 0 .000 0 •. 000 21. 833 W2R COLOl 0. 620 0.000 0.000 16 .667 W2R COL02 0.620 0,000 0.000 21.833 ----------------------.. ------------------ USER-APPLIED LO ADS ----------------------------------------- Load On Hor. Vert. Moment Loe Special case Mem Kips Kips K-Ft. Ft. Load# Description RDL COLOl 0.000 -1..170 3.437 15 .500 C-l. Eave Ext RDL COL02 0.000 -1. 700 -5. 894 20 .667 C-8 Canopy COL COLOl 0.000 -0.420 1.244 15 .500 C-2 Eave Ext COL COL02 0.000 -o ,600 -2. 063 20.667 C-9 Canopy RLL COLOl 0.000 -1.. 700 4.994 l.5.500 C-3 Eave Ext RLL COL02 0.000 -2.300 -8.056 20. 667 c-10 Canopy WlR cor.oi 0.000 2.060 -s. 051 15 .500 C-4 Eave Ext WlR COL02 0.000 2.800 9.825 20. 667 c-11 Canopy WlL COL01 0.000 2 .060, -6. 05l. 15 .500 c-s Eave Ext Wl.L COL02 0.000 2.800 9.825 20.667 C-12 Canopy W2R COLOl 0 .000 2.060 -6.051 15 .500 C-6 Eave Ext W2R COL02 0.000 2.800 9.825 20 .667 C-13 Canopy W2L COLOl 0.000 2,060 -6.051 15.500 C-7 Eave Ext W2L COL02 0.000 2.800 9.825 20 .. 667 C-14 Canopy EQR COLOl 2.200 0.000 0,000 15. 000 C-15 Eave/Rake Ext EQL COL02 -2.200 0.000 o. 000 20. 000 C-16 Eave/Rake Ext ----------------------------------------- LO AD COMB I NATIONS ----------------------------------------- ASR Cases 1) 1.00 SW + RDL + COL+ RLL 2) i.oo SW + RDL + WlL 3) 1..00 SW+RDL+ W2L 4) 1.00 SW+RDL+ W1R 5) 1.00 SW + RDL + W2R 6) 1.00 0.60SW + 0.60ROL + W1L 7) 1.00 0.60SW + 0.60ROL + W2L 8) 1.00 0.60SW + 0.60ROL + WlR 9) 1.00 0.60SW + 0.60:RDL + W2R 10) 1.00 SW+RDL+COL+ 0,75RLL + 0.7SW1L l.1) 1.00 SW+RDL+COL+ 0. 75RLL + 0.7SW2L 12) i.oo SW+RDL+COL+ 0, 75RLL + 0.75W1R 13) 1.00 SW+RDL+COL+ O. 75RLL + 0.75W2R 14) 1.00 SW + RDL + WSB 15) 1.00 SW + RDL + W6B 16) 1.00 SW + RDL + W7B 17) 1.00 SW + RDL + WBB 18) 1.00 SW+ RDL + W5F 19) 1.00 SW + RDL + W6F 20) 1.00 SW+ RDL + W7F 21) 1.00 SW+ RDL + WSF 22) 1.00 0.60SW + 0.60ROL + W5B 23) 1.00 0.60SW + 0.60RDL + W6B 24)' ~.oo O. 60SW + 0. 60RDL + W7B 25) 1.00 0.60SW + 0.60RDL + WSB TKC U10S0189A Olivenhain MWD Operations Bldg A102/164 26) 1.00 0.60SW + 0. 60RDL + WSF 27) 1.00 0.60SW + 0. 60RDL + W6F 28) 1.00 0.60SW + 0.60RDL + W7F 29) l. 00 0.60SW + 0.60RDL + W8F 30) 1.00 SW + RDL + COL + 0. 75RLL + O. 75WSB 31) 1.00 SW+RDL+ COL + o. 75RLL + 0. 75W6B 32) 1.00 SW+RDL+ COL+ O. 75RLL + 0. 7SW7B 33) 1.00 SW+RDL+ COL+ 0. 7SRLL + O. 75W8B 34) 1.00 SW+RDL+ COL+ 0.75RLL + 0. 75WSF 35) 1.00 SW+RDL+ COL+ o. 75RLL + 0 .,75W6F 36) l..00 SW+RDL+ cot+ O. 75RLL + 0. 75W7F 37) 1.00 SW+RDL+COL+ O. 75RLL + 0.75W8F 38) 1.00 l.llSW + l.llRDL + l.llCOL + 0.91EQL 39) 1.00 l.llSW + l.llRDL + l.llCOL + 0.9lEQR 40) 1.00 l.08SW + l.08RDL + l.08COL + 0.75RLL + 0 .68EQL 41) 1.00 l.OBSW + l.OBRDL + l.OBCOL + O. 75RLL + 0 .68EQR 42) l .• 00 0 .48SW + 0 .48RDL + 0.9lEQL 43) 1.00 0 .48SW + 0 .. 48RDL + 0.91.EQR TKC U10S0189A Olivenhain MWD Operations Bldg A103/164 Job : UlOS0189A OLIVENHAIN MWD OPERATIONS BLDG NUCOR BUILDING SYSTEMS Date: 05-13-10 Page: 1 Frame : Frame Lines 3 -B and A and C By NBSUT\ tcoburn File: FOl. *** DESIGN SUMMARY REPORT ...,** -----------------------------------------------------------------------------------------------------. ------------------------------ Built Up Rafter -RAFOl T/L B/R Flange Flange Web Load Section Mat 11 Mat'l Mat 11 Comb l. Chkpt Depth Section F5.25 F5.25 1 23. 00 I Wl.64 l 39 6 23.00 I Loe Axial Axial Kips Ratio -7.4 0.08 Moment Ft-kip -73.5 T/L Bend Ratio 0.64 B/R Bend Ratio 0.69 Max Unity Check 0, 72 -------------SHEAR -------------- Load-Force Shear Flow (k/in) Comb Loe Kips Ratio T/L B/R 42 -12.99 0.82 0.39 0.39 ------------------------------. --------------.--------------------------------------------------------------------------------------- T/L Flg Web B/R Flg I width thick Fy I 5.o 0.2500 55.oo I 0.16H 55.oo I 5.o 0.2500 55.oo I Built Up Column -COL0l T/L B/R Flange Flange Web section Mat I l. Mat I l Mat' 1 Load Comb F8.25 F8.25 Wl35 39 12 Chkpt Depth Section 12.50 23 .00 T/L Flg Web B/R Flg I i I I width thick Fy 8.0 o.2500 55.00 I 0.1345 55.00 8.o 0.2500 5s.oo I Built Up Column -CQL02 T/L B/R Flange Flange Web Load Section Mat 1-1 Mat' 1-Mat 11 Comb Loe 12 Loe 1 F8.2S F8.25 Wl35 40 18 Chkpt 1.3 Depth 12.50 Section f l 18 23. 00 I I width thick Fy Axial Axial Kips Ratio -16.9 0.23 Axial Axial Kips Ratio -J.1.3 0.31 Moment Ft-kip -73. 7 Moment Ft-kip 61..l T/L Bend Ratio 0.48 T/L Bend Ratio 0.13 B/R Bend Ratio 0. 76 B/R Bend Ratio 0.40 Max Unity Check 0.91 Max Unity Check 0.96 SHEAR Load Force Shear Flow (k/ in) Comb Loe Kip_s Ratio T/L B/R 39 12 -4.92 0.57 0.35 0.35 -------------SHEAR --------------Load Force Shear Flow {k/in) Comb Loe Kips Ratio T/L B/R 40 18 3.18 0.37 0.23 0.23 ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg Web B/R Flg 8.o 0.2500 55.oo I 0.1345 55.oo I 0.0 0.2500 5s.oo I Frame Weight (lbs) = 1043 Deflections (in) : l.O yr ·wind dx = -0.53 = H/ 325 Seismic dx = 1.26 =c H/ 138' Story Drift. = 4 .08 = o. 024H Drift Index = O. 02 Maximum dx = l..18 ,.. H/ 147 Maximum dy = -0.41. =-L/ 505 @ MOD 1, Max. I!ive dy = -0.04 = L/ 5599@ MOD l, WIND CASE 2 TO LEFT SEISMIC TO RIGHT SEISMIC TO RJ:GHT l. 08SW+l. 08RDL+l.08COL+O. 75RLL+O ,68EQL l. llSW+l. llRDL+l. ilCOL+O. 9lEQL l. llSW+l. llRDL+l. llCOL+O. 9lEQR SW+RDL+COL+RLL+NLL TKC U10S0189A Olivenhain MWD Operations Bldg A104/164 NUCOR BUILDING SYSTEMS Job#- Job Name: Frame Date Designer: File UlOS0189A OLIVENl!AIN MWD OPERATIONS BLDG Frame Lines 3 -a and A and C 4/27/2010 2 NBSUT\tcoburn FOl.nfr CONNECTION SUMMARY Knee Connection -C0L0l Web ----------------? Top nate ------------------? -----Bottom Plates -------?Roriz. /Diagonal Stiffener--? Roof Slope Web fv /Fv Weld Weld Weld Areg/A reg/ (Wl+W2) W3req/W3 Matl Ratio W1. W2 W3 Ratio RatiO Ratio Weld Areq/A W4reg/W4 W4 Ratio Ratio Stiff. No. Theta Axial Matl Stiff. Degrees Ratio 3.00:12 Wl88 0.78 FWS3 I width thick Top Plate I Web I Bot Plate I 8.o o.2·soo 0.1875 LO 0.3750 Knee Connection -COL92 FWS3 0.63 o.oo 0.57 FWS3 0 .53 Fy I height depth length I I width thick length 55.0 I 55.0 l7.57 36 .o , 22.50 ?3 .19 I Stiffener I 22.so I I 0.44 Fy 0 Roof Slope Web ----------------? Top Plate ------------------? Web fv /Fv Weld Weld Weld Areg/A reg/ (Wl+W2) W3req/W3 Matl Ratio Wl W2 W3 Ratio Ratio Ratio Bottom Plates ----- Weld Areg/A W4reg/W4 W4 Ratio Ratio --?Horiz. /Diagonal Stiffener--? Stiff. No. Theta Axial Matl Stiff. Degrees Ratio 3.00:12 W188 0.82 FWS3 FWS3 0.63 o.oo 0.49 FWS3. 0.40 0.37 I width ·thick Fy I height depth length f I width thick length Fy Top Plate I Web Bot Plate 8.0 0.2500 0.1875' 4.0 0.3750 55.0 I 55.0 28.82 36. 0 22 .so 23 .19 I Stiffener I 22.so I I Splice Connection -Moment Connection from COLOl To RAFOl Connx Type Left Plate Matl Right Plate Matl Bolt Qty/Size Load Comb Axial Kips Shear Kips 4BES F8.59 F6.50 8-1.000-S 49 4.26 -15.83 I f width thick length Left Plate f Right Plate I Stiffener 8. 0 6.0 4. 0 0 .500 0.500 0.375 31.38 31.38 7. 00 Fy 55.0 I Top Weld 55.0 I Web Weld I 55. o I Bottom Weld I Splice Connection -Moment Connection from RAFOl. To COL02 Connx Type 4/8BE Left Plate Matl Right Plate Matl Bolt Qty/Size Load Comb F6.63 F8.63 8-0.625-S 47 I I width thick length Fy Axial Kips Shear Kips -5.30 -21.92 Left Plate I Right Plate Stiffener I 6.0 8.0 0.0 0.625 0.625 0.000 28.50 28.SO o.oo 55.0 I Top Weld I 55. o Web Weld o.o I Bottom Weld Base Plate -COLOl. Base Plate Matl Bolt Qty/size T/L Flange Weld F8.38 4-l..000 FWS3 B/R Flange Weld FWS3 Web Weld FWS3 I width thick length Fy Base Plate 8.oo o.375 12.50 55.o I Base Plate -COL02 Base Plate Bolt Matl Qty/Size T/L Flange Weld F8.38 4-1.000 FWS3 B/R Flange Weld FWS3 Web Weld FWS3 I width thick length Fy Base Plate 8.oo o.375 12.so 5s.o I tp(reg) /tp Ratio 0.46 tp(reg) /tp Ratio 0.49 Moment Ft-kip 148.6 lf;ft r~ght I size size FWD3 FWD3 WPl.3 WP13 FWD3 FWD3 Moment Ft-kip -128. 3 left right I size size l FWD4 FWD4 WP13 WP13 FWD4 FWD4 Left Plate Ratio 0.91 Left Plate Ratio 0.99 ----------WELD Axial Web Shear Check & Uplift 0.04 0.12 ----------WELD Axial Web Shear Check & Uplift 0.05 0.06 Right Plate Ratio 0.97 Right Plate Ratio _0.92 !'lg Shear & Uplift 0.08 Flg Shear & Uplift 0.10 -----------------BOLT Load Axial Shear Comb Kips Kips 49 4.26 -15.83 -----------------BOLT Load Axial Shear Comb Kips Kips 47 ft/Ft Ratio -5.30 BOLT fv/Fv Ratio -21. 92 ASTM Design Moment Ft-kip 148.6 Moment Ft-kip -128. 3 0.08 0.J.5 F1554 Gr.36 ft/Ft Ratio 0.11. BOLT fv/Fv ASTM Ratio Design 0.10 F1554 Gr.36 Bolt Ratio 0.84 Bolt: Ratio 0.99 -------------------------------< ------------.. -------------------------------------------------------------------------------M -------- Splice 'Load Combinations: No. ASR Cases 1 J..00 2 1.00 3 l.00 4 l..00 5 1.00 6 1.00 7 1.00 SW + RDL + COL + RLL SW+ RDL + WlL SW + RDL + W2L SW + RDL + WlR SW + RDL + W2R 0.60SW + 0.60RDL + WlL 0.60SW + 0.60RDL + W2L TKC U10S0189A Olivenhain MWD Operations Bldg A105/164 8 1.00 0.60SW + 0.60RDL + WlR 9 1.00 0.60SW + 0.60RDL + W2R 10 1.00 SW+ RDL + COL + 0. 75RLL + 0. 75WlL 11 1.00 SW+ RDL + COL+ O. 75RLL + O. 75W2L 12 1.00 SW+ RDL +COL+ O·. 75RLL + 0. 75WlR 13 1.00 SW+ RDL + COL+ 0. 75RLL + 0. 75W2R 14 l.00 SW+-RDL + WSB 15 l.00 SW+ RDL + W6B 16 l.00 SW + RDL + W7B 17 l.00 SW+ RDL + W8B 18 1.00 SW + RDL + WSF 19 l.00 SW + RDL + W6F 20 l.00 SW+ RDL ' W7F 21 l.00 SW + RDL + W8F 22 1.00 0.60SW + 0.60RDL + WSB 23 l.00 0.60SW + O.GORDL + WGB 24 l.,00 0.6'0SW + 0.60RDL + W7B 25 1.00 O.GOSW + O.GORDL + WBB 26 1.00 0.60SW + 0.60ROL + WSF 27 1.00 O.GOSW + 0.60RDL + W6F 28 l.00 0.60SW + 0.60ROL + W7F w 1.00 o.GosW + 0 .60RDL + WBF 30 1.00 SW + ROL + COL+ O. 7SRLL + O. 75W5B 31 l.00 SW+ RDL +COL+ Q. 75RLL + 0.75W6B 32 l.00 SW+ RDL + COL-+ o. 75RLL + 0. 75117B 33 1..00 SW + RDL +Cot+ O. 75RLL + 0. 75118B 34 l.00 SW+ RDL + cot+ O. ?SRLL + 0. 7SW5F 35 :L.00 SW+ RDL +COL+ 0.75RLL + 0 .75116F 36 l.00 SW+ ROL + COL -t O. 75RLL + 0. 75117F 37 l.00 SW+ RDL +cot+ 0. 75RLL + 0.75W8F 3S l.00 l.11SW + l.llRDL + l. llCDL + O. 91EQL 39 1.00 l.11SW + 1.11.RDL + l.llCDL + 0.91EQR 40 l. 00 1.oasw + 1.0SRDL + l..08COL + O.?SRLL + 0.6SEQL 41 1.00 l.OSSW + l.. 08RDL + l. 08CDL + 0. 7SRLL + 0 .68EQR 42 l.00 0.48SW + 0.48RDL· + 0.91EQL 43 1..00 0.48SW + 0,4BRDL + 0.91EQR 4A, 1.20 Special seismic 45 l.20 Special Seismic 46 1.20 Specia1 Seismic 47 1.20 Special Seismic 48 :po Special Seismic 49 l.20 Special Seismic TKC U10S0189A Olivenhain MWD Operations Bldg A106/164 Job : Ul0S0189A OLIVENHAIN MWD OPERATIONS" BLDG NUCOR BUILDING SYSTEMS Date: 05-03-10 Frame: Frame Lines 3-8 and A, C, E, and G By NBSUT\ tcoburn Page: 2 File: FOl ... CONNECTIONS REPORT ... Load Axial Shear Moment Stress Member Type Jnt Depth Comb (kips) (kips) (ft-kip) Iner -------------------------------------------------------------------.. COLOl Bot 3 12.6 1 -14 .54 -0.88 0.00 l,00 2 -14.41 -o. 81 0.00 l.00 3 -7.30 -2. 88 0. 00 1.00 4 -5.99 -2 .88 0.00 l.00 5 J..83 2.19 0.00 l.00 6 3.14 2.20 0. 00 1.00 7 -4.91 -2. 73 0 .oo l.00 8 -3. 58 -2. 73 0.00 1:00 9 qi J!i g:gg ro <:: 10 [. 00 :=:- ll -l3. .Oo 12 -12 .94 -2. 65 0. 00 l.00 13 -6.95 l.17 o.oo l.00 14 -5.98 l.17 0.00 l.00 15 -4,53 -0.53 0 .00 l.00 16 -3.22 -0.53 o. 00 l.00 17 -4.98 -o .36 0. 00 1.00 18 -3.67 -o .37 0 .oo 1.00 19 -4.53 -o. 53 o.oo l.00 20 -3.22 -0.53 0.00 l.00 21 -4.98 -0 .36 o.oo l.00 22" -3 .67 -0.37 0 .oo l.00 23 -2.15 -0.38 0.00 1.00 24 -0.84 -0.38 o.oo 1.00 25 -2.60 -0 .22 o.oo 1.00 26 -1..30 -0 .22 o. 00 1.00 27 -2.15 -0.38 0, 00 1.00 28 -0.84 -o .38 0 .oo 1.00 29 -2.60 -0.22 0 .oo l.00 30 -l.30 -0.22 0,00 1.00 31 -11.80 -0. 88 o.oo l.00 32 -10.82 -o. 88 o.oo 1.00 33 -12 .13 -o. 75 0. 00 1.00 34 -11.15 -o. 76 0.00 1.00 35 -n.80 -0, 88 o.oo 1.00 36 -10.82 -0 .88 0.00 l.00 37 -12 .13 -o. 75 o.oo 1.00 38 -11.15 -o. 76 0. 00 1.00 39 -14.81 ~ 0.00 l.00 40 -2.78 0. 00 1..00 41 -J.B.03 -3.47 0. 00 1.00 42 -8.91 1.93 0.00 1.00 43 -8. 76 -3. 72 0 .oo 1.00 44: 3.05 3 .44 o.oo 1.00 TKC U10S0189A Olivenhain MWD Operations Bldg A107/164 Job : UlOS0189A OLIVEN!IAIN MWD OPERATIONS BLDG NUCOR BUILDING SYSTEMS Date: 05-03-10 Frame: Frame Lines 3-8 and A, c, E, and G By NBSUT\ tcoburn Page: 3 File: F0l ... CONNECTIONS REPORT ... Load Axial Shear Moment Stress Member Type Jnt Depth Comb {kips) (kips) (ft-kip) Iner -------------------------------------------------------------------- COL02 Bot 7 12.5 1 -16. 36 0 .82 0.00 1.00 2 -16. 48 0.87 o.oo 1.00 3 1.21 -1.07 0.00 1.06 4 2.36 -1.31 0.00 1.00 5 -6.19 2.05 , 0.00 1.00 6 -s. 04 1.82 0.00 1.00 7 3.90 -1.22 o.oo 1.00 8 5. 03 -1.46 o.oo 1.00 9 -3.45 l.90 o.oo 1.00 10 -2.31 1.67 0 .00 1.00 11 -8 .53 -o .30 o.oo 1.00 12 -7. 66 -0.49 0.00 1.00 13 -14. 20 2.02 o.oo l..00 14 -13 .32 l..84 o.oo 1.00 15 -4. 69 -o. 07 0.00 1.00 16 -3.54 -0.31 o.oo 1:00 17 -5.97 0.20 0.00 1.00 1.8 -4.82 -0.04 o.oo 1.00 19 -4.69 -0.07 0.00 1.00 20 -3 .54 -o .31 o.oo 1.00 21 -5.97 0.20 0.00 1.00 22 -4.82 -0.04 0.00 1.00 23' -l.99 -o .22 o.oo 1.00 24, -0.84 -0.46 0. 00 1.00 25 -3 .27 0.05 0.00 1.00 26 -2.ll -o.i9 o .. oo 1.00 27 -1.99 -0.22 0.00 1.00 28 -0.84. -0.46 o.oo 1.00 29 -3.27 0.05 0.00 1.00 30 -2.ll -0.19 0.00 1.00 31 -12.99 0.43 0.00 1.00 32 -12.12 0.25 o.oo 1.00 33 -13 .96 0.63 o.oo 1.00 34 -i3 .09 0.45 0.00 1.00 35 -12.99 0 .43 0. 00 1.00 36 -12.12 0.25 0.00 1.'00' 37 -13 .96 0.63 0. 00 1.00 38 -13.09 0.45 0. 00 1.00 39 -3.96 -1.96 o.oo 1.00 40 -15.99 2.95 o.oo 1.00 41 -10.73 -1.06 0.0() 1.00 42 -19. 84 2.60 o. oo J..00 43 2.67 -2 .33 o. oo 1.00 44 -9.15 2.58 o.oo l.00 TKC U10S0189A NUCOR BUILDING SYSTEMS Job jjc U10S0189A Job Name: OLIVENHAIN MWD OPERATIONS BLDG Frame Frame Lines 9 and K {Hip Lean-To) Date : 4/27/2010 2 Designer: NBSUT\tcoburri File : F02 .nfr FRAME DESC·RIPTION Frame type Frame width Bay width LCS 20.67 1ft. 25.:l7 Ft. RIGHT 0.00 Ft. 0. 00/12 Olivenhain MWD Operations Bldg Dim to ridge Roof slope Eave height Girt offset Purlin offset.. LEFT 20.67 Ft. 3.00/12 16.67 Ft. 8.00 In. 10.00 In. 21. 83 Ft. 8.00 In. 1Q.OO In. Typ. Girt spacing : 6.00 Ft. 3.50 Ft. Typ. Purl in spacing: Col. spacing 20. 6667 Supports / Spring Constants COLOl. -Bottom V H COL02 -Top H Bottom V H Column Bracing: WPl Girt Brace Y Flange Brace 0 Location (ft): 15.3 Other Braces: Column Left Brace Right Brace : Location {ft) : LOADING CONDITIONS Building Code & Year 1986/~9,96 MBMA occupancy class AISC Specification L O A D S (Psf) 13 .75 5.00 IBC/ASCE 7-05 1/2 2005 ASD Roof Dead load Roof Coli load Roof Live l.oad Roof snow load Floor dead load Floor live load Ground Snow load: 20.00 0.00 0.00 0.00 0. 00 Ce = LOO Ss = 1.173 S:L ; 0.457 3.25 seismic Design category = D R = 3 .25 Cd = Sds = o .806 Sdl = o .470 rho Wind speed Wind pressure 85.00 Mph Exp. : C 14..07 Psf Building is Enclosed Wind pressure coefficients C:l C2E C2 W1R 0.658 o. 000 -0.510 W1L -0.19<l ,o.ooo -0.256 W2R 0.298 0.000 -0.870 W2L -0.554 o. 000 -0.616 W5B -0 .270 -0. 890 -0.510 C3 C3E -0.256 0.000 -o .510 0.000 -o .616 0.000 -0.~70 0.000 -0.510 0.000 W5F -o .270 o. 000 -0.510 -o .510 -0.890 W6B -o. 630 -:l.250 -0.870 -o. 870 o. 000 W6F -o. 630 0.000 -0.870 -0.870 -1.250 W7B -0.270 -o .446 -0.256 -0.256 0.000 W7F -0.270 0.000 -0.256 -0.256 -0.446 W8B -0. 630 -0.806 -0.616 -0 .616 0.000 WSF -0.630 0.000 -0.616 -0.616 -o. 806 Tributary Widths Panel WPl RPl Trib. Width (ft) 25.17 25.17 PROGRAM-APPL:tED LOADS Load On Start End Start Case Panel Load Load Loe Klf Klf Ft. RDL RPi -0.346 -0.346 0.000 COL RPl -0.126 -0.126 0.000 RLL RP1 -0.503 --0.503 0.000 W1R WPl 0.233 0.233 0.000 W1R WPl Q.531 0.53:l 16. 667 WlR RPl -0.18:l -0.18:l 0.000 W1L WPl -o ,069 -o. 069 o. 000 W1L WPl -0.354 -0.3S<l 16 .667 WlL RPl -o. 091 -0.09:l 0.000 W2R W!?l 0.106 0.106 0.000 End Loe Ft. 20. 667 20. 667 20. 667 16 .667 16. 670 20. 667 16. 667 16. 670 20. 667 :l6. 667 Site Class = D 1.30 omega = 3. 000 C4 -Oc.194. 0.658 -0.554 0.29a -0.27ll -0.270 -o .630 -0.630 -0.270 -0 .270 -o .630 -o .630 A108/164 TKC U10S0189A Olivenhain MWD Operations Bldg A109/164 W2R WPl 0.531 0.531 16.667 16.670 W2R RPl -0. 3 08 -o .308 0.000 20.667 W2L w1?1 -o .196 -0.196 0.000 J.6 .667 W2L WPl -0.354 -0.354 16 .667 16 .670 .W2r, RPl -0 .218 -0.218 0 .ooo 20. 667 WSB WPl -0.096 -o. 096 0.000 16 .667 WSB Wl?l -0 .354 -o .354 16 .667 16. 670 WSB RPl -0.181 -0.181 0.000 20 .667 WSF Wl?l -0.096 -0.096 0.000 16. 667 WSF WPl -0 .354 -0.35'1 16.667 16 .670 WSF Rl?l -0.181 -0.181 0.000 20.667 W6B Wl?l -0.223 -0 .223 0.000 16. 667 W68 WPl -0.354 -0 .354 16.667 16 .670 W6B Rl?l -a. 308 -o .308 0.000 20. 667 W6F Wl?l -0.223 -0.223 0.000 16. 667 W6)1 WPl -0.354 -a .354 16.667 16. 670 W6F Rl?l -a .308 -0.308 0.000 20. 667 W7B WPl -0.096 -0.096 0.000 16. 667 W7B Wl?l -0.354 -0 .354 16.667 16. 670 W7B Rl?l -0.091 -0.091 0.000 20 .667 W?F Wl?l -o .096 -0 .096 0.000 16. 667 W?F WPl -0.354 -0.354 16. 667 16. 670 W7F RPl -0.091 -0 .09i 0.000 20. 667 W8B WPl -0.223 -0.223 0.000 16. 667 W88 Wl'l -0.354 -0 .354 16.667 16. 670 W8B RPl -a .210 -0.218 0.000 20. 667 W8F WPl -o .223 -0 .223 0.000 16. 667 W8F WPl. -0 .354 -0 .354 16. 667 16. 670 W8F RPl -a .218 -o .218 o. 000 20. 667 EQR RPl 0.262 0 .262 0.000 20. 667 EQL Rl?l -o .262 -o .262 0.000 20. 667 Load On Hor .. Vert. Moment Loe Case Mem Kips Kips K·Ft. Ft. WlR COLOl 0.520 0 .000 0.000 16. 667 W2R COLOl 0.520 0 .000 0.000 16 .667 ----------------------------------------- LOAD C O M 8 I N A T I 0 NS -----, ----------------------------------- ASR Cases 1) 1.00 SW+ RDL + COL+ RLL 2) 1.00 SW + RDL + WlL 3) J..00 SW <-RDL + W2L 4) 1.00 SW + RDL + WlR 5) l..00 Sw + RDL + W2R 6) 1.00 0.60SW + 0.60RDL + WlL 7) l.. 00 0.60SW + 0.60RDL + W2L 8) 1.00· 0.60SW + 0.60RDL + WlR 9) 1.00 0.60SW + 0.60RDL + W2R 10) l..00 SW + RDL + cot + o. 7SRLt. + 0. 75Wl.L 11.) 1.00 SW+ RDL +-COL+ 0. 75RLL + 0. 75W2L 12) 1.00 SW + RDL + COL.+ 0. 75RLL + O. 75WlR 13) l..00 SW + RDL + COL+ 0.7SRLL + 0. 75W2R 14) 1.00 SW+ RDL +· WSB 15) 1.00 SW+ RDL + W6B 16) 1.00 SW + RDL + W7B 17) l..00 SW+ RDL + WSB 1.8) 1.00 SW + RDL + WSF 19) 1.00 SW + RDL + W6F 20) 1.00 SW + RDL + W7F 21.) l..00 SW + RDL + W8F 22) 1.00 0.60SW + 0.60RDL + WSB 23) I.00 0.60SW + 0.60RDL + W6B 24) 1.00 0.60SW + 0.60RDL + W7B 25) 1.00 0.-60SW + 0.60RDL + W8B 26) 1.00 0.6.0SW + 0.60RDL + W5F 27) 1.00 0.60SW + 0.60RDL + W6F 28') 1.00 0 .60SW + 0 .. 60RDL + W7F 29) l..00 O. 60SW + 0.60RDL + W8F 30) 1.00 SW+ RDL +COL+ 0.75RLL + 0.75WSB 31.} 1.00 SW + RDL + COL + 0 .75RLL + 0. 75W6B 32) l. 00 ·SW+ RDL +COL+ 0.75RLL + 0.75W7B 33.) 1.00 SW + RDL + COL + 0. 75RLL + O·. 75W8B 34) LOO SW + RDL, + COL + 0. 75RLL + 0. 75WSF 35) LOO· SW + RDL + COL + a. 7SRLL + a. 75W6F 36) l. 00 SW+ RDL +COL+ 0.75RLL + 0.75W7F 37) 1. 00 SW + RDL + COL + 0. 75RLL + 0. 75W8F 38) 1.00 1..11SW + l..11RDL + l. l1COL + 0 • 9 lEQL 3!1) 1.00 1.11sw + 1..11RDL + l.l.lCOL + 0.91EQR 40) J.. 00 l.08S!1 + J..OBRDL + l,08COL + 0.75RLL + 0.68EQL 41.) 1.00 1. oasw + 1 • 08RDL + l. OSCDL + 0. 7SRLL + 0.68EQR 42) 1.00 0.48SW + 0.48RDL + O. !flEQL 43) l. 0.0 0.48SW + 0.48RDL + 0.91EQR TKC U10S0189A Olivenhain MWD Operations Bldg A110/164 Job : OlOSOl89A OLIVENHAIN MWD OPERATIONS BLDG Frame: Frame Lines 9 and K (Hip Lean-To) *** DESIGN SUMMARY REPORT •** Built Op Rafter -RAFOl T/L B/R Flange Flange Web Section Mat I l Mat I l Mat-1 l l FS.25 FS.25 Chkpt Depth 12.SO Section Wl35 7 Load Comb 12 .so I Loe Axial Axial Kips Ratio 0.3 0.00 NUCOR BUILDING SYSTEMS Moment Ft-kip 45.8 T/L Bend Ratio 0 .88 B/R Bend Ratio o. 93 Max Unity Chec;:k 0.94 Date: 05-13-10 By NBS OT\ t co burn Page: 1 File: F02 SHEAR Load Force Shear Flow (k/ in) Comb Loe Kips Ratio T /L B/R • 7 -9 .14 0.55 0,62 0.62 -----------------------------------------------.. ---------------------------------.. ---------------------------------------------------I width thick Fy I ---. --------------------------------------------------------------------------------------------------------------------------------T/L Flg Web B/R Flg s.o o-.2soo s5.oo I 0.1345 55.00 I s.o 0.2500 55.00 Built Op Column -COLOl T/L B/R Flange Flange Web Section Mat' l Mat 11 Mat 11 Load Comb l FS.19 FS.19 Chkpt Depth 12 .38 Section 8 Wl25 14 12.38 I Loe 13 Axial Axial Kips Ratio -11.4 0.68 Moment Ft-kip -4.4 T/L Bend Ratio 0.12 B/R Bend Rittie 0.25 Max Unity Check 0.90 Load Comb Loe 5 l3b SHEAR Force Shear Kips Ratio Flow (k/in) T/L B/R -2 .Ol 0.15 0.13 0.13 ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg Web B/R Flg I width thick Fy I s.o 0.1875 55.00 I 0.1250 55.00 s.o 0.101s 5s.oo I Built Op Column -COL02 T/L B/R Flange Flange Web Section Matt l Mat' 1 Mat 1 1 Load Comb Loe l F5.l9 FS.19 Wl25 l 15 Cbkpt Depth Section 15 12.38 I l 16 12.38 I Axial Axial Kips Ratio -9.4 0.12 Moment Ft-kip o.o T/L Bend Ratio 0.00 B/R Bend Ratio 0. 00 Max Unity Check 0.12 SHEAR Load Force Shear Flow (k/ in) Comb Loe Kips Ratio T/L B/R 42 16 o.oo o.oo 0.00 o.oo -------.------------------------------------------------------------------------------------------I width thick Fy T/L Flg Web B/R Flg s.o 0.187s ss.oo I o.12so 5s.oo I s.o 0.107s s5.oo I Frame Weight (lbs) = Deflections (in) : l.0 yr Wind dx = -0.01 Maximum dx = 0.01 = Maximum dy =--o .96 Max. Live dy = -o .48 = 480 H/-8513 H/ 9999 L/ 244 L/ 488 Ii> MOD @ MOD LONG • WIND 2 TO BACK l. 08SW+l. 08RDL+l. 08COL+O. 75RLL+O. 68EQL 1, SW+RDL+COL+RLL+NLR 1, SW+RDL+COL+RLL+NLL TKC U10S0189A Olivenhain MWD Operations Bldg A111/164 NUCOR BUILDING SYSTEMS Job# Job Name: Frame Date Designer': File U10S0189A OLIVENJ!AIN MWD OPERATIONS BLDG Frame Lines 9 and K {Hip Lean-To} 4/27/2010 2 NBSUT\tcoburn F02.nfr CONNECTIO,N SUMMARY Knee Connection -COLOl. Roof Slope Web ----------------? Top Plate ------------------? Web fv/Fv Weld Weld Weld Areq/A reg/ (Wl+W2) W3req/W3 Matl Ratio· Wl. W2 W3 Ratio Ratio Ratio -----Bot.tom Plates ----- Weld Areq/A W4req/W4 N4. Ratio Rat=l;o --?Hciriz../Diagonal Stiffener--? Stiff. No. Theta Axial Matl Stiff_ Degrees Ratio 3.00:12 Wl25 0.05 FWS3 FWS3 0.33 0.00 0.04 FWS3 0.04 0 .04 -------------------------------------------------------------------------------------------------------------------------------------I width thick Top Plate I Web I Bot Plate I 5.0 0.1875 0.1250 2.5 0.1875 Knee Connection -COL02 Fy I height depth length I I width thick length 55.o I 55.o I 55.o I 9.37 12.00 12 .37 I Stiffener I 12.00 I I Fy Roof .!?lope Web ----------0-----? Top Plate ------------------7 Web fv/Fv Weld Weld Weld ;,,;:.eq/A req/ (Wl+W2) W3req/W3 r,tatl. Ratio wi w2 W3 Ratio Ratio Ratio -----Bottom Plates -----Weld Ar.eq/A W4req/W4 W4 Ratio Ratio --?Horiz. /Diagonal Stiffener--? Stiff. No. Theta Axial. Matl Stiff. Degrees Ratio 3 .00 :12 Wl25 0 .11 FWS3 I width thick Top Plate I Web I Bot Plate I s.o 0.1875 0.1250 2.5 o.1il75 Splice Connection -Moment FWS3 0.33 0.00 O. OB FWS3 o.os Fy I height depth length I I width thick length 55.0 I 55.0 12.00 12.00 55.a I Connection from COLOl 12 .37 I Stiffener I 12..00 I I To RAFOl o. 08 Fy Left Right Left Right -----------------BOLT ---------------------Connx Plate Plate Bolt Load Axial Shear Type Matl Matl Qty/Size Comb Kips Kips 4/8BE FG.38, FG.38 B-0.625-S 23 2.29 -1.38 I I width thick length Fy Left Plate I Right Plate I Stiffener I 6. 0 6.0 o.o 0.375 0.375 0.000 17.75 l.7.75 0.00 55.0 f Tc;,p Weld I 55.a I Web weld I O. o I Bottom Weld Splice Connection -~oment Connection from RAF0l To COL02 Connx Type 4/BBE Left Plate Matl Right Plate Matl Bo1t. Qty/Size Load Comb FG.38 FG.38 8-0.625-S 4~ I I width thick length Fy Axial. Kips 5.08 Shear Kips -2 .36 Left Plate I Right Plate I Stifferier I 6.0 6.0 o.o 0.375 0.375 o. 000 17.75 17.75 0.00 55.0 I Top Weld J 55.Q Web Weld I o.o I Bottom Weld Pinned Column Cap from COL02 to RAFOl. Connx Type Cap Plate Matl Bottom Rft Flg Bolt Matl Qty/size 4-0.500-S Base Plate -COL01 Base ,Plate Matl Bolt Qty/Size T/L Flange Weld FB.38 4-1.000 FWS3 B/R Flange Weld FWS3 Load Comb Web Weld FWS3 I width thick length Fy Base Plate 8.oo o.375 12.38 55.o I Base Plate -COL02 Base Plate Bolt Matl Qty/Size T/L Flange W,;,ld FB.38 4-0.750 FWS3 B/R Flange Weld FWS3 Web Weld FWS3 I width thick ' length FY Base Plate B.00 0.375 12.38 55.0 j Axial Kips Shear Kips tp(req) /tp Ratio 0.44 tp(req) /tp Ratio 0.40 Moment Ft-kip 0 .o left right f size siz.e I Fl1D3 WP13 FWD3 FWD3 WP13 FWD3 Moment Ft-kip -o.o l.eft right ! size size l FWD3 FWD3 WP13 WP13 FWD3 FWD3 Moment Ft-kip Plate Ratio 0.25 Left Plata Ratio 0.38 Cap Plate Ratio ----------WELD Axial Web Shear Check & Uplift O.Ol. 0.02 ----------WELD Axial Web Shear Check & Uplift 0~01 0.01 Plate Load Axial Shear Moment Ratio Comb kips Kips Ft-kip 0.25 • 23 2.29 -1.38 0.0 Right Plate Ratio 0.38 B/R Rft Flg Ratio Flg Shear & Uplift 0.03 Flg Shear & Uplift 0.02 -----------------BOLT Load Axial Shear Comb Kips Kips 5.08 Load Axial Comb Kips ft/Ft Ratio BOLT fv/Fv Ratio -2 .36 BOLT Shear Kips ASTM Design Moment Ft-kip -o .o Moment Ft-kip 0.03 0.01 F1554 Gr.36 ft/Ft Ratio 0.03 BOLT fv/Fv ASTM Ratio Design o.oo Fl554 Gr.Jo Bolt Ratio 0.02. Bol.t:. Ratio 0.05 Bolt Ratio -------------------------------------------------------------------------. ------' ---------------------------------------------------- Splice Load Combinations: TKC U10S0189A Olivenhain MWD Operations Bldg A112/164 No. ASR Cases l. 1.,00 SW+ RDL + COL+ RLL 2 1.00 SW+ RDL + WlL 3 1.00 SW° + RDL + W2L 4-1..00 SW + RDL + WlR s 1.00 SW + RDL + W2R 6 1.00 0.60SW + 0.60RDL + WlL 7 1.00 0.60SW + 0.60RDL + W2L 8 l..00 0,60SW + 0.60RDL + WlR 9 1.00 0,60Sl;l + 0.60RDL + W2R 1.0 1..00 SW + RDL + COL + 0 .. 7SRLL + O. 7SW1L 11. 1..00 SW+ RDL +COL+ 0.7SRLL + O. 7SW2L 12 1..00 SW + RDL + COL+ 0.?SRLL + O. 75WlR 1.3 1..00 SW+ RDL + COL + 0.7SRLL + 0.75W2R 14 1.00 SW+ RDL + WSB 15 1..00 SW + RDL + W6B 16 1.00 SW+RDL+ W7B 1.7 1..00 SW'+RDL+ WSB 18 1.00 SW + RDL + WSF 19 1.00 SW+ RDL + W6F 20 1.00 SW + RDL + W7F 21 1.00 SW + RDL. + WBF 22 1..00 0-60,SW + 9.G0RDL + WSB 23 1.00 0.60SW + 0.60RDL + W6B 24 1.00 0.60SW + 0.60RDL + W7B 25 1.00 0.60SW + 0.60RDL + WSB 26 1.00 0.60SW + 0.60RDL + WSF 27 1.00 0.60SW + 0.60RDL + W6F 28 1.00 0.60SW + 0.60RDL + W7F 29 1.00 0.60SW· + 0.60RDL. + WSF 30 l.00 SW+ RDL-+ COL + 0.75RLL + O. 75WSB 31 1.00 SW + RDL + COL + 0. 75RLL + 0. 75W6B 32 1.00 SW+RDL+ COL +-0. 7SRLL + O. 75W7B 33 1.00 SW+RDL+ COL + 0.75RLL + 0, 75WSB 34 1.00 SW+ RDL + COL + 0.75RLL t 0. 75WSF 35 :l.00 SW+RDL+ COL + 0.75RLL + O. 75W6F 36, 1.00 SW"+RDL-+ COL + 0.75RLL + O. 75W7F 31 1.00 SW+RDL+COL+ 0.75RLL + 0.75W8E' 38 1.00 l .llSW + l. llRDL + 1.llCOL + 0.91.EQL 39 1.00 1.1.lSW + 1.llRDL + l.11.COL + 0.91.EQR 40 1.00 1..0BSW -t-1. 08-RDL + l. OSCOL + 0. 7SRLL + -0.68EQL 41 1.00 1. .oesw + 1. oeRDL + 1.08COL +-0 .. 75RLL + 0.68EQR 42 1.00 0 .48SW + 0 ,48RDL + 0.91EQL 43. 1.00 0.48SW + 0.4BRDL + 0. 91EQR TKC U10S0189A Olivenhain MWD Operations Bldg Job : Ul.OS0189A OLIVENHAIN MWD OPERATIONS BLDG NUCOR BUILDING SYSTEMS Frame: Frame Lines 9 and K (Hip Lean-To) *** DESIGN SUMMARY • FRAME REACTIONS AND DEFLECTIONS BY LOAD CASE *** Member Location -----Global X ---- Reaction Deflection (kips) (in) LOAD CASE l. -SELF WEIGHT RAFOJ. Left 0. 00 0.000 Ri'ght 0, 00 0 .. 000 COLOl. BaSe 0, 00 0. 000 Top o.oo 0.000 COL02 Base 0,00 0 .000 Top o. 00 o. 000 Summation 0.00 LOAD CASE 2 -ROOF DEAD LOAD RAFOl Left 0. 00 0.003 Right 0,00 0.000 COLOl Base 0,10 0. 000 Top 0, oo 0.002 COL02 Base 0. 00 0.000 Top -o .10 o. 000 summation 0,00 LOAD CASE 3 -COLLATERAL DEAD LOAD RAFOl Left 0.00 0.001 Right 0.00 0.000 COLOl Base 0.04 0.000 Top 0. 00 0.001. COL02 Base 0. 00 0.000 Top -o. 04 0 .000 Suinmation ·O, 00 LOAD CASE 4 -ROOF LIVE ON LEFT SLOPE RAFOl Left 0 .00 0.004 Right 0 .00 0.000 COLOl Base 0 .14 0.000 Top o. 00 0.003 COL02 Base 0.00 0.000 Top· -0 ,14 0.000 Summation 0.00 LOAD CASE 5 -WIND CASE l TO RIGHT RAFOl Left 0 .00 0,005 Right 0. 00 0.000 COLOl Base 0.01 0.000 Top 0.00 0.005 COL02 Base 0.00 0 .000 Top -l..92 0.000 summation -l.92 LOAD CASE 6 -WIND CASE l TO LEF.T RAFOl Left o.oo -o. 002 Right 0·,00 o. 000 COLOl Base -0.03 0.000 Top o.oo -o, 002 COL02 Base 0.00 0.000 Top 1.13 0. 000 Summation l..10 LOAD CASE 7 -WIND CASE 2 TO RIGHT RAFOl Left 0.00 0.001 Right 0 ,00 0.000 COLOl Base -0.02 0.000 Top 0.00 0,001 COL02 Base 0.00 0. 000 Top -0,49 0. 000 summation -o.so LOAD CASE 8 -WIND CASE 2 TO LEFT RAFOl Left 0.00 -o. 006 Right 0.00 0,000 COLOl Base -0, OS 0,000 Top 0.00 -o. 005 COL02 Base 0.00 0, 000 -----Global Y ---- Reaction Deflection (kips) (in) 0.00 -0.001 o. 00 0 .000 0.32 0.000 0. 00 0.000 0.16 0.000 o.oo 0.000 0.49 0.00 -o. 011 0. 00 -0. OOl. 4.05 0.000 o. 00 -0.008 3.32 0.000 0 .00 -0.001 7 ,37 0.00 -o. 004 o.oo 0.000 1.47 0.000 0.00 -0.003 l.21 0.000 o.oo 0 ,000 2 .68 o.oo -0 ,015 0.00 -0. 001 5.72 0 .000 o. 00 -0. Oll 4.69 o. 000 0.00 -0, 001 10.40 0. 00 0.002 0. 00 o. 001 -l.03 0.000 0.00 0.002 -l.89 0.000 0-.00 0,00). -2 .92 0.00 0.003 0. 00 0.000 -l.00 0.000 o.oo 0.002 -0.47 0.000 0.00 o. 000 -l..47 o.oo 0.005 0.00 0.001 -2 .46 0.000 0.()0 0.005 -2, 53 o. 000 0.00 0,001 -4.98 0. 00 0.006 o. 00 0.000 -2.43 0.000 o.oo 0.005 -1.10 0.000 Global Z --- Reaction ·Rotation (kip-ft) (deg) 0.00 -0. 001 0. 00 0.011 0 .00 0. 001 o.oo -0. 001 0.00 0, 000 o.oo 0.011. 0. 00 -o. 028 o. 00 0.267 0,00 0. 013 0. 00 -0. 027 o.oo 0. 000 0.00 0,267 o.oo -o. 010 0.00 0.097 o. 00 o. 005 o.oo -0. 010 0.00 0. 000 0,00 0,097 0.00 -0. 040 0.00 0.377 0.00 0.018 o. 00 -0. 039 o.oo 0.000 0,00 0.377 0.00 -0 ,004 0.00 -0.lll 0.00 0.000 0,00 -0.004 o.oo 0.000 0.00 -o .111 0,00 0.008 0.00 -o. 054 o.oo -o. 003 o.oo 0 .008 0.00 0.000 0.00 -0.054 0.00 0.004 o.oo -0.191 O.·OO ~o. 003 0.00 0.004 0.00 0.000 0.00 -0.191 0.00 0,017 o. 00 -0.134 0.00 -o. 005 0.00 0 ,016 0.00 0.000 Date: 05-03-10 By NBSUT\ tcoburn A113/164 Page: l. File: F02 TKC U10S0189A Olivenhain MWD Operations Bldg Job : UlOS0189A OLIVENHAIN MWD OPERATIONS BLDG NUCOR BUILDING SYSTEMS Frame: Frame Lines 9 and K (Hip Dean-To) *** DESIGN SUMMARY -FRAME REACTIONS AND DEFLECTIONS BY LOAD CASE *** Member Location -----Global X ---- Reaction Deflection (kips) (in) LOAD CASE 8 -WIND CASE 2 TO LEFT LOAD CASE RAFOl COLOi COL02 LOAD CASE RAFOl COLOl COL02 LOAD CASE RAFOl COLOl COL02 LOAD CASE RAFOl COLOl COL02 LOAD CASE RAFOl COLOl COL02 LOAD CASE RAFOl COLOl COL02 LOAD CASE RAFOl COLOl COL02 Top Summation 9 -LONG. Left Right Base Top Base Top summation 10 -LONG. Left Right. Base Top Base Top summation ll -LON:G. Left Right Base Top Base Top summation 12 -LONG. Left Right. Base Top Base Top Summation 13 -LONG. Left Right Base Top Base Top Summation 14 C LONG. Left Right Base Top Base Top summation 15 -LONG. Left Right Base Top Base Top Summation 2.56 2.51 0.000 WIND l TO BACK o.oo -o. 003 0.00 0.000 -0.04 0.000 0.00 -o. 003 o.oo 0. 000 1.45 0.000 1.40 WIND l TO FRONT 0 .oo -0.003 o.oo 0. 000 -0.04 0. 000 o.oo -o. 003 0.00 0,000 1.45 0. 000 1.40 WIND 2 TO BACK o. 00 -o. 007 0.00 o. 000 -o. 07 0.000 0.00 -o. 006 o.oo 0.000 2.88 0.000 2.82 WIND 2 TO FRONT o.oo -O.Q07 O. OOc 0.000 -o. 07 o·.ooo 0.00 -0.006 o.oo 0.000 2.88 0.000 2.82 WIND 3 TO BACK 0,00 -0.002 o.oo 0.000 -o. 02 0.000 0.,00 -0.002 0.00 0.000 1.06 0.000 1.04 WIND 3 TO FRONT 0.00 -0.002 0.00 0.000 -0.02 0.000 0.00 -0.002 0.00 0.000 :L.06 0.000 1.04 WIND 4 TO BACK o.oo -0.006 o. 00 o. 000 -o. 04 0.000 o.oo -0.006 o.oo 0.000 2.50 0. 000 2.45 -----Global Y ---- Reaction Deflection (kips) (in) 0.00 -3.53 0. 00 0.00 -l.87 0.00 -1.05 0.00 -2.92 0.00 o.oo -1.87 o.oo -1.os o.oo -2.92 o. 00 0.00 -3.30 0.00 -l. 68 o.oo -4. 98 0.00 o.oo -3 .30 0.00 -l. 68 0.00 -4.98 o.oo 0.00 -1.02 0 .00 -0.44 0.00 -1.47 0.00 0 .DO -1.02 o.oo -0.44 o.oo -1.47 0. 00 0 .00 -2 .45 0.00 -1.08 o. 00 -3 .53 0.000 0.005 0 .000 0 .000 0.004 0.000 0.000 0 .005 0. 000 0.000 0.004 0 .000 0 .000 0.009 0.001 0 .ooo 0.006 0.000 0 .001 0,.009 o.ooi 0.000 0.005 0.000 0.001 0.003' 0.000 0.000 0.002 0.000 0.000 0.003 0.000 0.000 0.002 0.000 0.000 0. 006 0.000 0.000 0.005 0.000 0.000 Global z --- Reaction Rotation (kip-ft) (deg) 0.00 -0.134 0.00 0.012 0.00 -0.113 0.00 -0.004 0.00 0.012 0.00 0. 000 o.oo -0.113 0.00 0.012 o.oo -0.113 0.00 -o. 004 o.oo 0.012 0.00 0.000 o.oo 00 .113 0 .00 0.021 o.oo -o .193 0.00 -0.007 0.00 0, 020 0.00 0.000 0.,00 -o .193 o.oo 0.021 0. 00 -o .193 o.oo -o·. 001 0.00 0.020 0. 00 0 .000 o.oo -0.193 0.00 0.006 o.oo -0 .057 0.00 -0.002 0.00 0.006 0. 00 0.000 0.00 -0 .057 o.oo 0.006 0.00 -0.057 o.oo -0.002 0.00 0.006 o.oo 0.000 0 .oo -o .057 0.00 0.014 o.oo -o .136 0.00 -o. 004 o.oo 0.013 0.00 0.000 o. 00 -0.136 Date: 05-03-10 By : NBSUT\ tcoburn A114/164 Page: 2 File: F02 TKC U10S0189A Olivenhain MWD Operations Bldg Job , UlOS0189A OLIVENHAIN MWD OPERATIONS BLDG NUCOR BUILDING SYSTEMS Frame: Frame Lines 9 and K (Hip L~an-To) *** DESIGN SUMMARY -FRAME REACTIONS AND DEFLECTIONS BY LOAD CASE *** Member Locat:,ion -----Global X ---- Reaction Deflection (kips) (in) -----Global Y ----Reaction Deflection (kips) (in) Global z --- Reaction Rotation (kip-ft) (deg) Date: 05-03-10 By : NBSUT\ tcoburn A115/164 Page:: File: F02 ------------------------------------------------------------------------.. ------------------------------------------------------------- LOAD CASE 15 -LONG. WIND 4 TO BACK LOAD .CASE 16 -LONG. WIND 4 TO FRONT RAFOJ. Left 0. 00 -o. 006 0 .00 0.006 o.oo O.OJ.4 Righi: 0.00 0.000 0 .00 0.000 0 .oo -0.136 COLOl Base -0.04 0.000 -2.45 0.000 o.oo -0.004 Top . (1.00 -o. 006 0.00 0.005 0 .oo 0.013 COL002 Base o.oo 0.000 -l.08 0.000 o.oo 0.000 Top 2.50 0.000 o.oo 0.000 o.oo -o .136 Summation 2.45 -3.53 LOAD CASE 17 -SEISMIC TO RIGHT RAFOl Left 0.00 o. 007 o. 00 -0. 003· o.oo -o .016 Right 0.00 0.000 0 .oo 0.000 0 .oo 0.051 COLOl Base 0.05 o. 000 o. 77 0.000 o.oo o. 005 Top 0.00 0. 007 0.00 -0. 001 o.oo -0 .016 COL02 Base 0.00 o. 000 -o. 77 0.600 0 .oo 0.000 Top -5 .63 0.000 o.oo 0.000 0 .oo 0.051 Summation -5 .58 0.00 LOAD CASE is -SEISMIC TO LEFT RAFOl Left o.oo -o. 007 o.oo 0.003 o.oo 0.016 Right o.oo 0.000 o.oo 0.000 0 .oo -o. 051 COLOJ. Base -0.05 o. 000 -0.77 0.000 0 .oo -o. 005 Toi> o.oo -o. 007 0.00 0.001 o.oo 0.016 COL02 Base 0.00 0.000 0.77 0.000 0 .oo 0. 000 Top 5.63 0.000 0.00 0.000 o .. oo -o c051 Summation 5.58 o.oo TKC U10S0189A Olivenhain MVVD Operations Bldg NUCOR BUILDING SYSTEMS Job# Ul0S01B9A Job Name: Frame Date Designer: OLIVENHAIN MWD OPERATIONS BLDG Frame Lines E and G 4/27/2010 2 NBSUT\ tcoburn File F03.nfr FRAME DESCRIPTION Frame type Frame width Bay width RCS 20. 67 Ft. 30.00 Ft. RIGHT 0.00 Ft. 0. 00/12 21.83 Ft. Dim to ridge Roof slope Eave height Girt offset Purlin offset LEFT 20.67 Ft. 3.00/12 16.67 Ft. 8.00 In. 10. 00 In. B.00 In. 10.00 In. Typ. Girt spacing : 6.00 Ft. 3.50 Ft. Typ. Purl in spacing: ·col. spacing 20.6667 Supports / Spring Constants COLOl -Bottom V H c0L02 -Bottom v H Cc;,lumn Br~cing: WPl Girt Brace Flange Brace Location (ft}: y 0 15.3 19.5 wP2 Girt Brace Y Flange Brace : 0 Location (ft): 19.5 Other BJ:ac~s: Column Left Bri:lce Right Brace Location (ft): LOADING CONDITIONS Building Code & Year l.986/1996 MBMA occupancy class AISC Specification L O A D S (Psf) 13. 75 5. 00 IBC/ASCE 7-05 1/2 2005 ASD Roof Dead load Roof Coll l.oad Roof Live load Roof Snow load Floor dead load Floor live load Ground Sp.ow load: J.6.10 0.00 o.oo o. 00 o.oo Ce = 1.00 Ss = 1.173 S1 = 0.457 3.25 Seismic Design Category = D R=3.25 Cd= Sds = O.B06 SdJ. = 0.470 rho Wind speed Wind pressure 85.00 Mph Exp. : C 14.07 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 WlR 0.658 0. 000 -0.510' WJ.L -0 .194 0.000 so. 256 W2R 0.29B 0.000 -o. 870 W2L -o. 554 0.000 -o. 616 W5B -o. 270 -0.890 -0.510 C3 C3E -0 .256 O, 000 -0.510 0.000 -0. 616 0. 000 -0. B70 0.000 -0.510 0.000 W5F -o .270 0.000 -0 .510 -0.510 -0. B90 W6B -0. 630 -l.250 W6F -o. 630 0.000 W7B -0.270 -0.446 W7F -o. 270 0.000 W8lj -0. 630 -0.806 WSF -0.630 o. 000 Tributary Widths Panel WPl WP2 RPl Trib. Width (ft) 30.00 30.00 30. 00 -0.870 -0.870 0 .000 00. 870 -O.B70 -1.250 -0.256 -0.256 0. 000 -0 ._256 -o .256 -o .446 -0. 616 -0.616 0. 000 -o. 616 -0.616 -0 .,B06 PROGRAM-AP~LIED LOADS Load On Start End Start End Case Panel Load Load Loe Loe Klf Klf Ft. Ft. RDL RPl -0.412 -o .412 0. 000 20. 667 COL RPJ. -0.150 -o .150 0.000 20. 667 RLL RPl -0.4B3 -o .483 0.000 20. 667 WJ.R WPl 0 .27B 0.278 0.000 16. 667 WlR WPl 0.633 0.633 16. 667 16. 670 Site Class 1..30 9mega C4 -0 .194 0.658 -o .554 0.298 -o .270 -0.270 -0.630 -o-. 630 -0.270 -0.270 -0.630 -0.630 D 3. 000 A116/164 TKC U10S0189A Olivenhain MWD Operations Bldg A117/164 WlR WP2 0.082 0.082 0.000 21.833 WlR RPl -o .215 -o. 215 0.000 20. 667 WlL WPl. -0, 082 -o. 082 0.000 16 .667 WlL WPl -0 .422 -0.422 16. 667 16 .670 WlL WP2 -0. 278 -0.278 0.000 21. 833 WlL RPl -0. l.08 -0.108 o. 000 20. 667 W2R WPl. 0,126 0.126 o. 000 l.6 .667 W2R WPl 0.633 0.633 16,667 16. 670 W2R WP2 0,234 0.234 0.000 21.833 W2R RPl -0. 367 -0.367 0.000 20. 667 W2L WP1 -0.234 -0.234 0.000 16 .667 W2L WPl. -o .4.22 -0.422 16. 667 16.670 W2L WP2 -0 .126 -0.126 0.000 21.833 W2L RP1 -o, 260 -0.260 0.000 20,667 W5B WPl -o .114 -0.114 o. 000 16. 667 W5B WPl -o, 422 -0.422 16.667 16. 670 W5B WP2 0 .114 0.114 0.000 21. 833 W5B RPl -0.2l.5 -0.215 0.000 20. 667 W5F WPl. -o.11:4 -0.114 0:000 16. 667 W5F WPl -0.422 -0.422 16.667 16 .670 W5F WP2 0. l.14 0.114 0. 000 21.833 W5F RPl -o ,215 -0.215 0.000 20,667 W6B WPl -0.266 -o .266 o. 000 16.667 W6B WPi -0.422 -0.422 16. 667 16 .670 W6B WP2 0.266 0.266 o. 000 21.833 W6B RPl -0.367 -0.367 o. 000 20,667 W6F WPl -Q.266 -0.266 0 ,000 16.667 W6F WPl -0 .422 -0.422 16.667 16. 670 W6F WP2 0.266 0.266 o. 000 21.833 W6F RPl -0,367 -o .367 o. 000 20.667 W7B WP1 -o .114 -0.114 o. 000 16.667 W7B WPl -0.422 -0 .422 16. 667 16. 670 W7B Wl?2 O.l.14 0.114 0 .000 21.833 W7B RPl -0.l.08 -o .108 o. 000 20.667 W7F WPl -0.114 -0.114. o. 000 16.667 W7F WPl. -0 .422 -0.422 16. 667 16.670 W7F WP2 0.114 0.114 0.000 2l..833 W7F RPl. -0 .108 -0.108 0. 000 20.667 WSB WPl -0.266 -o .266 0.000 16.667 W8B WPl -0.422 -0.422 16. 667 16,670 W8B WP2 0.266 0.266 o. 000 21.833 W8B RPl -0.260 -o .260 0,000 20. 667 W8F WPl -0.266 -0.266 0. 000 16. 667 W8F WPl -0.422 -0.422 16,667 16. 670 W8F WP2 0.266 0.266 0 .000 21.833 W8F RPl -0.260 -0.260 0. 000 20 .667 EQR RPl 0.312 0.312 0. 000 20. 667 EQL RPl -0.312 -0.312 o. 000 20. 667 Load On Hor~ Vex:t. Moment Loe Case Mem Kips KiP:S K-Ft. Ft. Wl.R COLOl 0.620 0.000 o. oob 16. 667 Wl.R COL02 0.620 0 .000 0.000 21. 833 W2R COLOl 0.620 0 .000 0. 000 16. 667 W2R COL02 0.620 0 .ooo 0. 000 2l.. 833 ----------------------------------------- USER-APPLIED LO ADS ----------------------------------------- Load On Hor. Vert. Moment Loe Special. Case Mem Kips Kips K-Ft. Ft. Load lf Description RDL COLOl 0.000 •l..170 3.437 15. 500 C·l Eave Ext RDL COL02 0 .000 -l..700 -5.894 20. 667 C-8 Canopy COL COL01 0.000 -o. 420 1.244 15.500 C-2 Eave Ext COL COL02 0 .000 -0, 600 -2. 063 20. 667 C-9 canopy RLL COLOl 0.000 -l. 700 4.994 15.500 C-3 Eave Ext RLL COL02 0.000 -2.300 -8. 056 20. 667 c-10 Canopy WlR COLOl 0 .000 2. 060 -6.051 15. 500 C-4 Eave Ext WlR COL02 0.000 2 .800 9.825 20.667 c-11 Canopy WlL COLOl 0·.000" 2 .060 -6.051 15,500 C-5 Eave Ext WlL COL02 0.000 2. 800 9.825 20 ,.667 c-12 Canopy W2R COLO,:L 0 .000 2 .060 -6.051 15 .500 C-6 Eave Ext W2R COL02 0.000 2 .800 9.825· 20. 667 C-13 canopy W2L COLOl 0.000 2.060 -6.051 15.500 C-7 Eave Ext W2L COL02 0.000 2 .800 9.825 20 .667 C-14 Canopy EQR COLOl. 2.200 0. 600 0.000 :LS .000 C-15 Eave/Rake Ext EQL COL02 -2 .206 0 .ooo Q.000 20.000 C-16 Eave/Rake Ext ----------------------------------------- L O A D COMB I NATIONS ----------------------------------------- ASR Cases 1) 1.00 SW + RDL + COL+ RLL 2) J..00 SW+ RDL + WlL 3) l..00 SW + RDL + W2L 4) 1.00 SW + RDL + WlR 5) 1.00 SW + RDL. + W2R 6) 1.00 0.60SW + 0.60RDL + WlL 7) 1.00 0.60SW + 0.60RDL + W2L 8) 1.00 0.60SW + 0 .. 60RDL + WlR 9) 1.00 0.60SW + 0.60RDL + W2R 10) 1,00 SW+RDL+COL+ 0.75RLL + O. 75W1L 11) J..00 SW+RDL+COL+ 0. 7SRLL + 0. 75W2L 12) l..00 SW+ RDL + COL+ 0.7SRLL + O. 75W1R 13) 1. 00 SW + RDL + COL+ 0.75RLL + 0.7SW2R 14) l.00 SW + RDL + W5B 15) 1.00 SW:+ RDL + W6B 16) 1.00 SW+ RDL + W?B 17) 1.00 SW+ RDL + W8B 18) l..00 SW + RDL + W5F 19) 1.00 SW + RDL + W6F 20) 1.00 SW + RDL + W7F 21) 1.00 SW + RDL + W8F 22) l..00 0.60SW + 0.60RDL + W5B 23) l.00 0.60SW + 0.60RDL + W6B 24) 1.00 0.60SW + 0.60RDL + W7B 25) 1.00 0.60SW + 0.60RDL + W8B TKC U10S0189A Olivent,ain MWD Operations Bldg A118/164 26) J..00 0.6'0SW + 0.60RDL + liSF 27) 1.00 0.60SW + 0. GORD!, + W6F 28) l. 00 0.60Sli + 0. 60RDI, + li7F 29) 1.00 0.60SW + 0. 60RDL + li8F 30) J.. 00 SW + RDL + COL + 0.75RLL + 0. 75WSB 31) 1.00 SW + RDL + COL + 0, 75RLL + O. 75W6B 32) 1.00 SW+ RDL +COL+ 0.75RLL + 0.75117B 33) 1.00 SW+ RDL +COL+ 0.75RLL + 0.751i8B 34) 1.00 SW + RDL + COL + o. 75RLL + 0. 75W5F 35) 1.00 SW + RDL + COL + 0. 75RLL + O. 75W6F 36) l.00 Sli + RDL + COL + O. 75RLL + O. 75W7F 37) l. 00 Sli + RDL +CO!,+ 0.75RLL + 0.75W8F 38) i. 00 1.1.lSil -t 1.URDL + l.1lCOL + 0.9lEQL 39) l..00 1.1lSW + l..ll.RDL + l.1lCOL + 0.9lEQR 40) l..00 1.oasw + l..08RDL + 1.08COL + 0.75RLL + 0 .68EQL 4.1) l.00 1. OSSli + l .OSRDL + l. 08COL + 0. 75RLL + 0.68EQR 42) 1.00 O. 48SW + 0.48RDL 1-O. 9lEQL 43) l..00 0 .48SW + 0. 48RDL + 0. 9lEQR TKC U10S0189A Olivenhain MWD Operations Bldg A119/164 Job , U10S0189A OLIVENHAIN MWD OPERATIONS BLDG NUCOR BUILDING SYSTEMS Date: 05-13-10 Page: 1 Frame: Frame Lines E and G By NBSUT\ tcoburn File: F03 **,* DESIGN SUMMARY REPORT *""* --------------------. --------------------. ----------------------Built Up Rafter -RAF6l T/L B/R Flange Flange Web section Mat 1l Mat 11. Mat 1l 1 F5.25 F5.25 Chkpt 1 Depth 23.00 Section J W164 I width thick Fy 6 Load Comb 39 23. 00 I T/L Flg Web B/R Flg 5.o 0.2500 55.oo I 0.1644 55.00 I 5.0 0.2500 55.00 Built Up Column -COLOl T/L B/R Flange Flange Web section Mat 11 Mat I l Mat I l 1 F8.25 F8.25 W188 Load Comb 39 ChkPt 7 12 Depth 12.50 Section 23 .oo I Loe Loe 12 Axial Axial Kips Ratio -7.4 0.08 Axial Axia1- Kips Ratio -16.9 0.21 Moment Ft-kip -72.9 Moment Ft-kip -73.1 T/L Bend Ratio 0.64 T/L Bend Ratio 0.43 B/R Bend Ratio 0.68 B/R Bend Ratio 0. 65 Max Unity Check o. 72 Max Unity Check 0. 79 SHEAR Load Force Shear Flow (k/in) Comb Loe Kips Ratio T/L B/R 42 -12.95 0.82 0 .38 0.38 SHEAR Load Force Shear Flow {k/in) Comb Loe Kips Ratio T/L B/R 39 12 -4.89 0.21 0.34 0.34 ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg Web B/R Flg I width thick Fy I 8.0 0.250.0 55.00 I 0.1875 55.00 0.0 0.2500 55.oo I Built Up Column -COL02 T/L B/R Flange Flange Web Load Section Mat I l Mat I l Mat 1·1 Comb Loe 1 F8.25 F8.25 W188 40 18 Chkpt Depth Se.ction 13 12.50 I l_ lB 23.00 I Axial Axial Kips Ratio -17.3 0.30 Moment Ft-kip 61.3 T/L Bend Ratio 0.68 B/R Bend Rat~o 0.36 Max Unity Check o. 90 -------------SHEAR --------------Load Force· Shear Flow {k/ in) Comb Loe Kips Ratio T/L B/R 40 18 3.20 0.14 0.22 0.22 ---------------------------------------------------------------------------.. -------------------------------------------------------- T/L Flg Web B/R Flg I width thick Fy I a.o 0.2500 55.oo I 0.1875 55.00 I 8.0 0.2500 55.00 Frame Weight {lbs) =. 1145 Deflections (in) : 1-0 yr Wind dx = -0.51 = H/ 338 Seismic dx = 1. 21 = H/ 144 Story Drift = 3.92 = 0.023H Drift Index = o. 02 Maximum dx = 1.13 = H/ 153 Maximum dy = -0.40 = L/ 527 @ MOD 1-, Max .. Live dy = -0. 04 = L/ 5831 @ MOD l, WIND CASE 2 TO LEFT SEISMIC TO RIGHT SEISMIC TO RIGHT 1.11SW+l .11RDL+1 .11COL+O. 9lEQR 1. llSW+l .l.1RDL+1. llCOL+O .9lEQL 1. llSW+l. l.lRDL+l. 1icoL+O. 91EQR SW+RDL+COL+RLL+NLL TKC U10S0189A Olivenhain MWD Operations Bldg A120/164 NUCOR BUILDING SYSTEMS Job # Ul0S0189A Job Name: Frame Date : OLIVENIIAIN MWD OPERATIONS BLDG Frame Lines E and' G 4/27/2010 2 Designer: NBSUT\ tcoburn File F03.nfr CONNECTION SUMMARY Knee Connection -COLO 1 Web ----------------? Top Plate ------------------? Roof SI.ope Web fv/Fv Weld Weld Weld Areq/A reqt(Wl+W2) W3req/W3 Matl Ratio Wl W2 W3 Ratio Ratio ·RatiQ 3.00:12 Wl88 0.77 FWS3 FWS3 0.63 0.00 0.56 Bottom Plates Weld Areq/A W4req/W4 W4 Ratio Ratio FWS3 0.53 I width thick Fy J height depth length I J width thick length 0.44 Fy Top Plate I Web I Bot Plate J 8.0 0.2500 0 .1875 4.0 0.3750 Knee Connection -COL02 55.o I 55_0 I 11.51 36.o I 22.50 23 .19 I Stiffener I 22.50 I I Web ----------------? Top Plate ------------------? Roof Slope Web fv/Fv Weld Weld Weld Areq/A reg/ (Wl+W2) W3req/W3 Matl Ratio Wl W2 W3 Ratio Ratio Ratio 3.00:12 Wl88 0.82 FWS3 FWS3 0. 63 o .• oo 0.49 Bottom Plates ----- Weld Areq/A W4req/W4 W:4 Ratio Ratio FWS3 0.40 0 .37 ,I width thick Fy J height depth length I I width thick length Fy --?Horiz. /Diagonal Stiffener--? Stiff. No. Theta Axial Matl Stiff. Degrees Ratio --?Horiz. /Diagonal Stiffener--? Stiff. No. Theta Axial Matl Stiff. Degrees Ratio ----------------------------------------------------------------------------' -------------------------------------------------------- Top Plate I Web Bot Plate I 8.0 0.2500 0.1875 4.0 0.3750 55.o I 55.o I 28.82 36.o I 22.50 23 .1.9 I StiffeJle;--1 22 .so Splice Connection -}1oment Connection from COL0l To RAF0l. Connx Type Left Plate ,Matl Right Plate M,atl Bolt Qty/size Load Comb Axial Kips Shear Kips 4BES F8.50 F6.50 8-1.000-S 49 4.19 -15.86 I width thick length Left Plate I Right Plate I stiffener I 8.0 6·.0 4.0 0.500 0.500 0.375 31.38 31.38 7 .oo Fy 55 .o I Top Weld I 55.0 I Web Weld I 55.0 Bottom Weld Splice Conµection -Moment Connection from RAFOl. To COL02 Left Right Connx Plate Plate Bolt Load Axial. Sheai:- Type Matl Matl Qty/Size· Comb Kips Kips 4/8BE F6.63 F8.63 8-0.625-S 47 -S.37 -21.95 I I width thick length Fy Left. Plate J Right Plate I Stiffener I 6 .0 8.0 o.o 0.625 0.625 0.000 28.50 28.50 o.oo 55.0 I Top Weld I 55.0 Web Weld o. O Bottom Weld J Base Plate -COL0l Base Plate Matl Bolt Qty/Size T/L 'Flange Weld F8.38 4-l.000 FWS3 B/R F~ange Weld FWS3 Web Weld FWS3 I width thick length Fy Base Plate 8.oo o.375 12.50 55.o I Base Plate -COL02 Base Plate Bolt Matl Qty/Size T/L Flange Weld F8.38 4-1.000 FWS3 B/R Flange Web Weld Weld FWS3 FWS3 J width thick length Fy tp(req)/tp Ratio 0.46 tp(req) /tp Ratio 0.49 Moment Ft-kip 148.4 left right I size size I FWD3 WPl3 FWD3 FWD3 WP13 FWD3 Moment Ft-kip -129 .3 left right I size size I FWD4 FWD4 WE13 WPl3 FWD4 FWD4 Left Plate Ratio 0 .91 Left Plate Ratio l.00 ----------WELD Axial Web Shear· Check & Uplift 0.04 0.12 ----------WELD Axial Web Shear Check & UplHt 0 •. 05 0.07 Right Plate Ratio 0.97 -.---------------BOLT Load Axial Shear Comb Kips Kips 49 4.19 -15. 86 Moment Ft-kip 148.4 Bolt Ratio 0.84 Right -----------------BOLT ---------------------Plate Ratio 0.92 .Flg Shear & Uplift 0.07 Load Comb 47 ft/Ft Ratio 0.08 Flg Shear ft/Ft & Upl.ift Ratio 0.09 0.11 Axial Shear Kips Kips -5.37 -21.95 BOLT fv/Fv Ratio ASTM Design Moment Ft-kip -12!>.3 0.15 Fl554 Gr.36 BOLT fv/Fv ASTM Ratio Design 0.10 Fl554 Gr .36 Bolt Ratio 1.00 ---------. -------.. -. ---------------Base Plate 8.oo o.31s 12.50 55.o I Splice Load Combinations: No. ASR Cases l 1.00 2 1.00 3 1.00 4 l.00 S 1.00 6 1.00 7 1.00 SW + RDL + COL + RLL SW + RDL + WlL SW + RDL + W2L SW + RDL + WlR SW + RDL + W2R O.GOSW + 0.60RDL + WlL 0.60S1'1 + 0.60RDL + W2L TKC U10S0189A Olivenhain MWD Operations B!dg A121/164 8 l..00 0.60SW + 0.60RDL + WlR 9 l..00 0.60SW + 0.60RDL + W2R 10 1.00 SW + RDL + COL + -o. 75RLL + 0. 75W1L 11 l..00 SW + RDL + COL + 0. 75RLI, + 0. 75W2L 12 1.00 SW+RDL+COL+ 0. 75RLL + 0. 75W1R 13 l..00 SW+RDL+COL+ 0. 75RLL + 0. 7SW2R 14 1.00 SW + RDL + WSB 15 1.00 SW + RDL + WGB 16 1.00 SW + RDL + W7B 17 1-.00 SW + RDL + W8B 18 1.00 SW -1-RDL + WSF 19 LOO SW + RDL + WGF 20 l.00 SW -i-RDL + W7F 21 1.00 SW + RDL + WSF 22 1.00 0.60SW + 0.60RDL • WSB 23 1.00 0.60SW + O.GORDL +-WGB 24 l..00 O.GOSW + 0.60RDL + W7B 25 1.00 0.60SW + 0.60RDL + WBB 26 1.00 0.60SW + 0. GORDL + WSF 27 1.00 O.GOSW + 0. 60RDL + WGF 28 1.00 O.GOSW + 0.60RDL + W7F 29 1.00 O.GOSW + 0.60RDi. + WBF 30 1.00 sw:+RDµ+coL+ 0.75RLL + 0.75WSB 31 1.00 SW:+RDL+CO:L+ 0.75RLL + 0.75W6B 32 1.00 SW+RDL+COL+ 0.75RLL i-O. 75W7B 33 1.00 SW+RDL+COL+ 0.7SRLL + O. 75W8B 34 1.00 SW.+RDL+COL+ 0.75RLL + O. 75W5F 35 1.00 SW+RDL+COL+ 0.7SRLL+ 0.75W6F 36 1.00 SW+RDL+COL+ 0.75RLL + O. 75W7F 37 1.00 SW + RDL + COL + 0. 75Rt,L +--O. 75W8F 38 1.00 l.llSW + LllRDL + l.llCOL + 0.91.EQL 39 1.00 1.llSW + 1.llRDL + l .llCOL 4 0.9lEQR 40 1'.00 1..ossw· + 1.oeRDL + 1 .ascot + 0. 75RLL + 0.68EQL 41 1.00 1.08SW + l.OBRDL + 1.0BCOL + Cf .. 75RLL + 0.68EQR 42 l. 00 0 .48SW + o-.4sRDL + 0.91EQL, 43 1.00 0 .4-BSW + 0 .48RDL + 0 .9lEQR 44 1.'20 Special Seismic 45 1.20 Special Seismic 46 1.20 Special Seismic 47 1.20 Special Seismic 48 1.20 Special Seismic 49 1.20 Special Seismic TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job # UlOS0189A Job ,Name: Frame Date : OLIVENHAIN MWD OPERATIONS Frame Lines C, E, and G 4/27/2010 2 BLDG Designer: N°BSUT\ tcoburn File F04 .nfr FRAME DESCRIPTION Frame type Frame width Bay width Dim to ridge Roof slope Eave height Girt offset Purlin offset Col. spacing RCS 31,.00 Ft. 30.00 Ft. LEFT 31.00 Ft. 3. 00/12 18.42 Ft. 8.00 In. 10.00 In. 31..0000 Supports / Spring Constants COL01 -Bottom V H COL02 -Bottom V H Column Bracing: WPl Girt Brace Fl:ange Brace Location (ft): WP2 Girt Brace Flange Brace Location Other Braces: Column Left Brace Right Brace Location (ft): (ft): y 0 17.1 y 0 23.8 RIGHT 0.00 Ft. 0.00/12 26.17 Ft. 8.00 In. 10.00 In. LOADING CONDITICONS Typ. Girt spacing Typ. Purlin spacing: Building Code & Year 1986/1996 MBMA occupancy class Arsc Specification IBC/ASCE 7-05 1/2 2005 ASD L O AD S (Psf) Roof Dead load 13. 75 Roof Coll load 5. 00 Roof Live load 13.00 Ro6f Snow. load o . o o Floor dead load o. oo Floor live load 0.00 Ground Snow load: O. 00 Ce = 1.00 6.00 Ft. 3.50 Ft. Ss = 1.17:i Sl = 0.457 seismic Design Category = D Site Class D R=3.25 Cd 3.25 Sds = 0.806 SdJ. = 0.470 rho = l..30 omega = 3~000 Wind speed Wind pressure 85.00 Mph Exp. : C 14.51 Psf Building is Enclosed Wind pressure coefficients Cl C2E WlR 0.904 0.000 WlL -o .377 0.000 W2R 0.544 0.000 W2L -o. 737 0.000 W5B -0. 270 -0.890 W5F -o .270 0.000 W6B -0. 630 -1.250 W6F -0.630 0 .000 W7B -0.270 -o .446 W7F -0.270 0.000 W8B -o. 630 -0. 806 WSF -0.630 0.000 Tributary Widths Panel. WPl WP2 RPl Trib. Width (ft) 30.00 30.00 30.00 C2 C3 C3E -O.S90 -0.446 0 .000 -0.446 -0.890 0. 000 -1.250 -0.806 0.000 -0.806 -1.250 0.000 -0.510 -0.510 0 .000 -0.510 -0.510 -o. 890 -0.870 -0.870 0.000 -0.870 -0.870 -1.250 -0.256 -0.256 0 .000 -0.256 -0.256 -0 .446 -0.616 -0 .616 0.000 -0.616 -0.616 -o. 806 PRQGR~M-APPLIED LOADS Load On Start End Start End Case Panel Load Load· Loe Loe Klf Klf Ft. Ft. RDL RPl -0.412 -o. 412 0.000 31.000 COL RPl -0 .150 -0.150 0.000 31. 000 RLL RPl -o. 390 -0.390 0.000 3i.OOO WlR WPl 0 .394 0.394 0.000 18 .417 WlR WPl 0.653 0.653 18.4:L7 18 .420 C4 -0.377 0.904 -0. 737 0.544 -0.270 -0.270 -0.630 -0.630 -0.270 -0.270 -0.630 -0.630 A122/164 TKC U10S0189A Olivenhain MWD Operations Bldg A123/164 WlR WP2 0.164 0.164 o. 000 26 .167 WlR WP2 0.435 0.435 26 .167 26.170 W1R RPl -0.387 -0.387 0 .ooo 31. 000 WlI, WPl -o .164 -0.164 0.000 18 .417 WlL WPl -0.435 -0.435 18 .417 18.420 W1L WP2 -0.394 -0.394 0. 000 26 .167 WlL WP2 -0.653 -0.653 26.167 26.170 WlL RPl -o .194 -0.194 o. 000 31. 000 W2R WP1 0.237 0.237 0. 000 18.417 W2R WPl 0.653 0.653 18 .417 18.420 W2R WP2 0.321 0.321 0 .ooo 26 .167 W2R WP2 0-.435 0.435 26 .167 26.170 W2R RPl -0.544 -0.544 0.000 31. 000 W2L WPl -0.321 -0.321 0. 000 18.417 W2L WPl -0 .435 -0.435 18 .417 18 .420 W2L WP2 -0.237 -0.237 0.000 26 .167 W2L WP2 -0. 653 -0.653 26.167 26.170 W2L RPl -o .351 -0.351 0.000 3l. 000 W5B WPl -o .118 -0. 118 0 .ooo 18 .417 W5B WPl -0.435 -o. 435 18 .417 18. 420 W5B WP2 0.118 0.118 0. 000 26 .167 W5B WP2 0.435 0.435 26.167 26 .170 W5B RPl -o. 222 -o. 222 0.000 31. 000 W5F WPl -0 .118 -0.118 0.000 18 .417 W5F WPl -o .435 -o. 435 18.417 18 .420 W5F WP2 0.118 0.118 0.000 26.167 W5F WP2 0'.435 0.435 26.167 26.170 W5F RPl -0. 222 -o. 222 o. 000 31. 000 W6B WPl -o .274 -o .274 0. 000 18.417 W6B Wl?l -0.435 •O .435 18.417 18 .420 W6B WP2 0.274 0.274 0.000 26 .167 W6B WP2 0.435 0.435 26.167 26. 170 W6B RPl -0.379 -o .379 0.000 31. 000 W6F WPl -0.274 -o. 274 0.000 18 .417 W6F WPl -o .435 -0 .435 18.417 18 .420 W6F WP2 0.274 0.274 0.000 26 .167 W6F WP2 0.435 0.435 26.167 26 .170 W6F RPl -o .379 -0.379 0.000 31.000 W7B WPl -0 .118 -o .118 0.000 18.417 W7B WPl ·O .435 -o. 435 18.417 18 .420 W7B WP2 0.118 0 .118 0.000 26 .167 W7B WP2 0.435 0.435 26-.16"7 26.170 W7B RPl -o .112 -o .112 0.000 31.000 W7F WPl -o .118 -o .118 0.000 18 .417 W7F WPl -0.435 -o .435 18.417 18 .420 W7F WP2 0.118 0.118 0.000 26 .167 W7F WP2 0.435 0.435 26 .167 26 .170 W7F RP1 -o. 112 -0.'112 0.000 31.000 W8B WPl -0.274 -0.274 0.000 18.417 W8B WP1 -0 .435 -o. 435 18.417 18 .420 W8B WP2 0.274 0.274 o. 000 26 .167 W8B WP2 0.435 0 .435 26.167 26.170 , W8B RP1 -0.268 -0. 268 0.000 31.000 W8F WPl -o. 274 -o. 274 0.000 18 .417 W8F WPl -0.435 ·O ,-435 18.417 18 .420 W8F WP2 0.274 0 .274 0.000 26 .167 W8F WP2 0.435 0 .435 26 .167 26 .170 W8F RPJ. -0.268 -0.268 0.000 31.000 EQR RPl 0.282 0.282 0.000 31.000 EQL RPl -0. 282 -0.282 0.000 31.000 ----------------------------------------- USER-APPLIED LO ADS ----------------------------------------- Load on Hor. Vert. Moment Loe Special. Case Mem Kips Kips K-Ft. ft. Load # oescription RDL COLOl 0.000 ·Ll70, 3 •. 729 17. 000 C-1 Eave Ext RDL COL02 0. 000 -1. 700 -6.956 24 .667 C-8 Canopy cot COLOl 6.000 -0.420 1.349 i 7. 000 C-2 Eave Ext COL COL02 0.000 -0.600 -2. 43-5 24 .667 C-9 Canopy- RLL COL01 O. 000 -l.700 5.419 17. 000 C-3 Eave Ext RLL COL02 0.000 -2. 300 -9.494 24. 667 C-10 Canopy WlR COL01 0.000 2.060 -6.566 17.000 C-4 Eave Ext WlR COL02 0.000 2.800 11.575 24.667 C-11 Canopy -WlL COLOl 0.000 2.060 -6.566 17 .ooo C-5 Eave Ext WlL COL02 0.000 2.800 11.575 24. 667 C-12 Canopy W2R COLOl 0.000 2.060 -6 .566 17. 000 C-6 Eave Ext W2R COL02 0.000 2.800 11.575 24 .667 C-13 Canopy W2L COLOl 0. 000 2.060 -6.566 17 .000 C-7 Eave Ext W2L COL02 0.000 2.800 11.575 24. 667 c.14 Canopy EQR COLOl 1.900 0.000 0.000 17. 000 C-15 Eave/Rake Ext EQL coi.02 ·l.900 0.000 o. 000 24. 500 C-16 Eave/Rake Ext ----------------------------------------- LO AD COMBINATIONS ----------------------------------------- ASR Cases 1) 1.00 SW + RDL + COL + RLL 2) 1.00 SW + RDL + WlL 3) 1.00 SW+RDL+ W2L 4) 1.00 SW + RDL + W1R 5) 1.00 SW + RDL + W2R 6) 1.00 0.60SW + 0. 60RDL + WlL 7) 1.00 0.60SW + 0.60RDL + W2L 8) 1.00 0.60SW + 0.60RDL + WlR -9) 1.00 0.60SW + 0.60RDL + 1'12R 10) 1.00 SW+RDL+ COL+ O. 75RLL + O. 75WlL 11) 1.00 sw+RDL+coL+ O. 75RLL + 0.75W2L 12) 1.00 SW + RDL + COL + 0.75RLL + o. 75WlR 13) 1.00 SW+ RDL + COL + 0.75RLL + 0. 75W2R 14) 1.00 SW+ RDL + W5B 15) 1.00 SW + RDL + W6B 16) 1.00 SW+ RDL + W7B 17) 1.00 SW + RDL + W8B 18) 1.00 SW + RDL + W5F 19) 1.00 SW + RDL + W6F 20) 1._00 SW + RDL + W7F 21) 1.00 SW + RDL + WBF TKC U10S0189A Olivenhain MWD Operations Bldg A124/164 22) 1.00 O.GOSW + O.GORDL + WSB 23) 1..00 O.GOSW + 0.60RDL + WGB 2'1) 1..00 O.GOSW + 0.60RDL + W7B 25) J.. 00 .O. GOSW + 0. 60RDL + W8B 26) 1..00 O. GOSW + 0.60RDL + WSF 27) 1.00 0.60SW -+ 0.60RDL + W6F 28) 1.00 0.60SW + O.GORDL + W7F 29) 1. 00 O,GOSW + O.GORDL + W8F 30) J..00 SW+RDL+ COL + O. 75RLL + 0. 75WSB 31) 1.00 SW+RDL+ COL+ 0.75RLI, + 0.75W6B 32) l,00 SW+RDL-+ COL + 0.75RLL + 0. 75W7B 33) 1..00 S~+RDL+ COL + O. 75RLL + 0.75W8B 34.) l,.00 SW-+RDL+ COL + 0.75RLL + 0. 75WSF 35) J.. 00 SW+RDL+ COL + 0. 75RLL + 0. 75W6'F 36) 1.00 SW+RDL+ COL + 0. 75RLL + O. 7SW7F 37) 1.00 SW+RDL+ COL + 0. 75RLL + 0. 75W8F 38) l..00 i.11sw + 1.11RDL + 1. ll.COL + 0. 91EQL 39) l..00 i.i1sw + 1.11RDi. + 1.l.lCOL + 0.91EQR 40) l. 00 l..008SW' + l. OSRDL + 1. OSCOL + 0. 75RLL + 0.68EQL 41) 1.00 l..OSSW + 1.0SRD!., + l.OSCOL + 0.75RLL + 0.68EQR 42) 1.00 0.48SW-+ 0.48RDL + 0.9lEQL 43) 1.00 0.48SW + 0.48RDL + 0.9lEQR TKC U10S0189A Olivenhain MWD Operations Bldg A125/164 Job : Ul0S0189A OLIVENHAIN MWD OPERATIONS BLDG Frame: Frame Lines C, E, and G NUCOR BUILDING SYSTEMS Date: 05-13-J.O By NBSUT\ tcoburn Page: l. File: F04 **"' DESIGN. SUMMARY REPORT *** .. ----------------------------.------------------------------------------------------------------------------------------------------ Built Up Rafter -RAFOl T/L B/R Flange Flange Web Load Section Mat'l Mat'l Mat'l Comb LoC J. F5.25 F5.25 Wl88 39 l. 2 F5.25 F5.25 W220 40 lJ. Chkpt l 4 5 Depth 28.26 l.2.50 Section I 1 I 2 Axial Axial Moment Kips Ratio Ft-kip -10.6 0.10 -94. 7 -3.4 0 .03 -l.43 .a lJ. 35.46 I T/L Bend Ratio 0.59 0 .60 B/R Bend Ratio 0.72 0. 67 Max Unity Check 0. 78 0 .68 -------------SHEAR --------------Load Force Shear Flow (k/ in) Comb Loe Kips Ratio T/L B/R 41 l 14.00 o. 74 0 .60 0.60 42 J.l -i 7. 68 0.73 0.62 0.62 ---------------------------. -------------------------------------------------------------------------------------------------------. I width thick Fy I width thick Fy T/L Fl.g Web B/R Flg s.6 0.2500 55.00 I O.l.875 55 .00 5.o 0.2500_ 55.oo I 5.o o.2soo 55.oo I 0.2200 55.oo I 5.o 0.2500 55.oo I Built Up Column -COLOl T/L B/R Flange Flange Web Section Mat 11 Mat I l Mat 11 Load Comb Loe FB.25 FB .25 Wl88 4l 17 Chkpt l2 17 29.00 Depth lo.SO Section l I T/L Flg Web B/R Plg I width thick Fy s.o 0.250.0 55.oo I O.l.875 55.00 I a.o 0.2500 55.oo I Built Up Column -COL02 T/L B/R Flange Flange Web Load Section Mat.11 Mat'l Mat 1l Comb Loe PB.SO FB.31 Wl.88 40 24 Chkpt l.8 Depth 16.81. Section 24 38.31 I Axial Axial Kips Ratio -23.4 0.32 Axial Axial Kips Ratio -20.6 0.32 Moment Ft-kip -89.9 Moment Ft-kip 141.0 T/L Bend Ratio 0.40 T/L Bend Ratio 0.79 B/R Bend Ratio 0.63 B/R Bend Ratio 0.35 Max Unity Check 0.88 Max Unity Check L02 SHEAR Load Force Shear Flow (k/ in) Comb Loe Kips Ratio T/L B/R 39 l.7 -5.96 0.32 0.29 0.29 -------------SHEAR -------------- Load Force Shear Flow ( k/ in) Comb Loe Kips Ratio T/L B/R 40 24 6.49 0.46 0.37 0.31 I width thick Fy I . . . . ----- T/L E'lg Web B/R Flg 0.0 o.5000 55.09 I 0.1015 55.oo I a.a o.3125 55.oo l Frame Weight {lbs} =- Defiections fin) , 10 yr Wind dx = -0.81 seismic dx =--1.27 Story Drift =. -4 .1.4 Drift Index = O. 02 1892 = H/ 234 = H/ 149 0.022H Maximum dx = -1. 1.7 = H/ 162 Maximum dy -= -o. 70 L/ 454 @ MOD 1, Max. Live dy =. -0.09 = L/ 3595 ti. MOD 1., WIND CASE 2. TO LEFT SEISMIC TO LEFT SEISMIC TO LEFT 1.llSW+l. llRDL+l .llCOL+O. 91EQR SW+RDL+COL+O. 75RLL+O. 75W8F l.. llSW+l. llRDL+l .llCOL+O. 91EQR SW+RDL+COL.+-RLL+NLL- TKC U1080189A Olivenhain MWD Operations Bldg A126/164 NUCOR BUILDING SYSTEMS Job # UlOS0189A Job Name: OLIVENHAIN MWD OPERATIONS BLDG FralJle Frame Lines C, E, and G Date : 4/27 /2oio 2 Designer: NBSUT\tcoburn File F04. nfr C O -N N E C T I O N SUMMARY Knee Connec;tion -COL0l Web ----------------? Top Plate ------------------? Bottom Plates -------?Horiz. /Diagonal. Stiffener--? Roof slope Web fv/Fv Weld Weld Weld Areq/A req/ (Wl+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Ax.ial Matl Stiff. Degrees Ratio Matl Ratio Wl W2 W3 Rati6 Rati6 Ratio W4. Ratio Ratio 3.00:12 W188 1.02 FWS3 I width thick Top Plate I Web Bot Plate I 8.0 0.2500 0.l.875 4.0 0.3750 Knee Connect ion -COL02 FWS3 0.63 0 .oo 0.45 FWS3 0,.39 Fy I height depth length I J width thick length ss.o I 55.0 22.25 36.o I 28.50 29.38 I Stiffener I 2a .so I I 0 .36 Fy Roof Slope Web ----------------? Top Plate ------------------? Web fv/Fv Weld Weld Weld Areq/A req/ (Wl+W2) W3req/W3 Matl Ratio W1 W2 W3 Ratio Ratio Ratio -----Bottom Plates ----- Weld Areq/A W4req/W4 W4 Ratio Ratio --?Horiz. /Diagonal Stiffener--? Stiff. No. Theta Axial. Matl Stiff. Degrees Ratio 3. 00 :,12 W250 0. 84 FWS3 FWS3 0.63 o.oo 0.43 FWS3 0.56 0 .26 I width thick Fy I height depth length I I width thick length Fy --------------------------• --------------------------------------------< ------------------------------------------------------------- Top Plate I Web Bot Plate I 8.0 0.2500 0.2500 4.0 0.3750 ss .o I ss.o I 44.94 36. o I 37.50 38.65 J Stiffener I 31 .so I I Splice Conriection -Moment Connection from COLOl To RAFOl Left Right Connx Plate Plate Bolt Load Axial Shear Type Matl Matl Qty/Size Comb Kips Kips 4BES Fa.so FG.50 8-0.875-S 44 -10.53 25.21 I I width thick length Left Plate I Right Plate I Stiffener 8. 0 6. 0 4.0 0.500 0.500 0.375 36.50 36.50 7. 00 Fy 55.0 I Top Weld I 55.0 I Web Weld I 55. O Bot tom Weld I Splice C;mnection -Moment Connection from RAFOl To COL02 Left !Ught Connx Plate Plate Bolt Load Axial Shear Type Matl 'Matl Qty/size Comb Kips Kips 4BES E'6.63 F8.so s-1.000-s 47 -12 .20 -24.31 I I width thick length Fy Left Plate I Right Plate Stiffener 6.0 8.0 4.0 0.625 o.soo o.375 43 .38 43 .38 7 .oo 55. O Web Weld 55.0 I Top Weld I 55.0 Bottom Weld I Ba~e Plate -COL01 Base Plate Matl F8. 38 Bolt Qty/Size T/L Flange Weld 6-1. 000 FWS3 B/R Flange Weld FWS3 Web Weld FWS3 J width thick length Fy Base Plate 8.oo o.31s 16.so s5.o I Base Plate -COL02 Base Plate Matl Bolt Qty/Size T/L Flange Weld F8.38 6-1.000 FWS3 B/R Flange Weld FWS3 Web Weld FWS3 I width thick length Fy Base Plate 0.00 o.375 16.01 ss.o I Splice Load Combinations: No. ASR Cases 1 1.00 sw + RDL + COL + RLL 2 1.00 Sii + RDL + WlL 3 1.00 SW + RDL + W2L 4 l.00 SW+ RDL + WlR 5 1.00 SW+ RDL + W2R 6 1.00 0.60SW + 0.60RDL + WlL 7 1.00 0.60SW + 0.60RDL + W2L tp(req) /tp Ratio 0.54 tp(req) /tp Ratio o. 60 Moment Ft-kip -179.3 left right I size· size I FWD3 FWD3 WP13 WP13 FWD3 FiiD3 Moment Ft-kip -281.4 left right I size size I FWD4 FWD3 WP14 WP13 FWD4 FWD3 Left Plate Ratio 0.86 Left Plate R~tio 0.83 ----------WELD Axial Web Shear Check & Uplift o.os 0.07 ----------WELD Axial Web Shear Check & Uplift 0.06 0.11 Right Plate Ratio o.-92 Right Plate Ratio 0.97 Flg shear & Uplift 0.10 Flg Shear & Uplift 0.18 -----------------BOLT --------------------- Load Axial Shear Moment Bolt Comb Kips Kips Ft-kip Ratio 44 -10.53 25.21 -179.3 0.85 -----------------BOLT --------------------- Load Comb 47 ft/Ft Ratio 0.09 ft/Ft Ratio 0.11 Axial Shear Kips Kips -12.20 -24.31 BOLT fv/Fv Ratio ASTM Design Moment Ft-kip -281.4 0.12 F1554 Gr .36 BOLT fv/Fv ASTM Ratio Design 0.14 Fl554 Gr.36 Bolt Ratio 0.90 TKC U10S0189A Olivenhain MWD Operations Bldg A127/164 8 1.00 0.60Sli + O.GORDL + li1R 9 i.oo 0.60Sli + O.GOROL + li2R 10 1.00 SW+ RDL + COL+ 0.7SRLL + 0.751i1L 11 1.00 Sli + RDL + COL + 0.75RLL + 0.7SW2L 12 1.00 Sli + RDL +COL+ 0.75RLL + Q. 751ilR 13 1.00 SW+RDL+COL+ O. 75RLL + O. 751i2R 14 1.00 SW + RDL + W5B 15 1.00 SW + RDL + li6B 16 1.00 SW + RDL + W7B 17 1.00 SW + ROL + WBB 18 1.00 SW + ROL + WSF 19 1.00 SW + RDL + W6F 20 1.00 SW + RDL + W7F 21 1.00 SW + RDL + WSF 22 1.00 O.GOSW + 0.60RDL + WSB 23 1.00 0.60SW + 0.60ROL + li6B 24 1.00 0.60SW ., 0.60ROL + W7B 25 1.00 0.60SW + 0.6DROL + liBB 26 1.00 0.60Sli + 0.60ROL + W5F 27 1.00 0.60Sli + 0.60ROL + li6F 28 1.00 0.60Sli + 0.60RDL + W7F 29 1.00 0,60SW + 0.60ROL + WBF 30 1.00 SW+RDL+COL+ O. 75RLL + O. 75WSB 31 1.00 SW+RDL+COL+ O. 75RLL + 0. 75W6B 32 1.00 S~t + RDL + COL + O. 75RLL + O. 75W7B 33 1.00 SW+RDL+COL+ 0. 75RLL + 0. 751i8B 34 1.00 SW + RDL + COL + O. 75RLL + 0, 75WSF 35 1.00 SW+RDL+.~OL+ O. 75RLL + 0. 75W6F 36 i.oo SW + RDL + COL + 0.75RLL + O. 75W7F 37 1.00 SW + RDL + COL + 0. 7SRLt + O. 7SW8F 38 1.00 l.l.lSW + l..11RDL + 1. 11COL + 0.91EQL 39 1.00 1.1.lSW + 1.11RDL + l.11COL + 0.91EQR 40 1.00 1.oasw + 1.0SRDL. + 1,0SCOL + O. 75RLL + 0.68EQL 41 1.00 l.OBSW + 1.0BRDL + 1.08COL + 0. 75RLL + 0.68EQR 42 1.00 0.48SW + 0.48RDL + 0. 91EQL 43 1.00 0.48SW + 0 .48RDL + 0.91EQR 44 1.20 Special Seismic 45 1.20 special Seismic 46 1.20 Special Seismic 47 1.20 Special Seismic 48 J..20 Special Seismic 49 1.20 Special Seismic TKC U10S0189A Olivenhain MWD Operations Bldg Job , U10S0189A OLIVENHAIN MWD OPERATIONS BLDG NUCOR BUILDING SWTEMS Frame: Frame Lines A, C, E, and G *** CONNECTIONS REPORT *** Member Type Load Jnt Depth Comb Axial (kips)' Shear (kips) Moment (ft-kip) Stress Iner -------------------------------------------------------------------- COL0l. Bot 5 12.S l -18.94 -3.29 0. 00 l..00 2 -18. 82 -3.21 0. 00 1..00 3 -9.39 -4.48 0.00 1.00 4 -7 .51 -4.25 0. 00 l.00 5 0.74 1.29 0 .00 1.00 5· 2.64 1.56 0.00 l.00 7 -5.99 -3.89 0.00 l.00 8 -4.08 -3.62 0 .00 1.00 9 4.11 JH n~ .l. 00 iO 6.00 l.00 11 -11. )6 • 0 i.Oo 12 -16 .32 -4.97 0 .oo 1.00 13 -10. 04 -o.85 0 .00 1.00 14 -8.63 -0.65 0 .00 1.00 15 -6.24 -1.31. o.oo 1.00 16 -4.34 -1..04 0 .00 1.00 1.7 -7 .06 -l.31 0 .00 1.00 18 -5.17 -l.05 0 .DO 1.00 19 -6 .24 -1.31. 0 .00 1.00 20 -4.34 -1..04 0 .00 l..00 21 -7 .06 -l.31 0 .00 1.00 22 -5.17 -l.05 0.00 l.00 23 -2.86 -0.70 0 .oo 1.00 24 -0 •. 95 -0.44 o.op l..00 25 -3 .69 -0.71 0 .00 1.00 26 -1.79 -0.44 0 .00 1.00 27 -2 .86 -o. 70 o.oo 1.00 28 -0.96 -o .44 0.00 l..00 29 -3 .69 -0.71 o.oo 1.00 30 -1. 79 -0.44 o.oo 1.00 31 -15.33 -2. 79 o. 00 1.00 32 -13 .92 -2.59 0. 00 1.00 33 -15. 94 -2. 79 0.00 Loo 34 -14.53 -2.59 0.00 1.00 35 -15.33 -2. 79 0 .00 1.00 36 -13·.92 -2.59 o.oo 1.00 37 -15.94 -2.79 o.oo 1 .00 38 -14 .53 ~ o.oo 1.00 39 -18 .56 0 .oo 1.00 40 -6.39 o.oo 1.00 41 -22 .46 -5.94 0.00 1_00 42 -13. 27 -0.21 0. 00 1.00 43 -10.03 -4.52 0.00 l.00 44 1.91 3 .16 0.00 1.00 :::> Date, 05-03-10 By NBSUT\ tcoburn A128/164 Page: 2 File, F04 TKC U10S0189A Olivenhain MWD Operations Bldg A129/164 Job ' U10S0189A OLIVENHAIN MWD OPERATIONS BLDG NUCOR BUILDING SYSTEMS Date: 05-03-10 Frame: Frame Lines A, c, E, cind G By NBSUT\ tcoburn Page: 3 File, F04 ... CONNECTIONS REPORT ... Load Axial shear Moment Stress Member Type Jnt Depth Comb (kips) (kips) (ft-kip) Iner ---------------------------------------------------------------.... --- COL02 Bot 9 12.8 1 -20.93 3 .21 0.00 1.00 2 -21. 05 3 .29 o.oo 1.00 3 0.86 -2 .13 o.oo 1.00 4 2.67 -2. 83 0. 00 1.00 5 -4. 73 2.51 0.00 1.00 6 -2 .94 1.85 0. 00 1.00 7 4.65 -2.74 o. oo 1. oo: 8 6 .42 -3 .41 0. 00 l. 00 9 -0.92 1.91 0. 00 1.00 10 o. 89 1.24 0.00 1.00 11 -11.0l 0.21 0. 00 1.00 12 -9.68 -0 .28 0. 00 1.-00 13 -15.33 3 .70 0. 00 1.00 14 -13.97 3 .20 0. 00 1.00 15 -6.50 0.39 o .-oo 1.00 16 -4.71 -0.28 0. 00 l.00 17 -8.27 1.05 0.00 i.oo 18 -6.48 0 .38 o.oo 1.00 19 -6.50 0.39 0. 00 1.00 20 -4. 7l -o .20 o. oo 1.,00 21 -8.27 l.05 o. oo 1.00 22 -6.48 o .38 o. oo 1.00 23 -2. 70 -0.21 o. oo 1.00 24 -0.90 -o .88 0.00 1.00 25 -4.46 0.44 o.oo 1.00 26 -2. 67 -0.22 0.00 l.00 27 -2.70 -0.21 0.00 l.00 28 -o .90 -o .88 o. oo 1.00 29 -4.46 0.44 0.00 1.06 30 -2. 67 -o .22 o.oo 1.00 31 -16. 60 2 .10 O.OQ 1:00 32 -15 .24 1.60 0.00 1.00 33 -17 .93 2.59 0. 00 1.00 34 -16. 58 2.09 0'.00 1.00 35 -16. 60 2 .10 0.00 l.00 36 -15.24 1.60 o .oo l.00 37 -17. 93 2.59 o .oo 1.00 38 -16 .,58 2.09 o. oo l.00 39 -7 .84 -2.14 o.oo 1.00 40 -20 •. 00 6.51 o. oo l.00 41 -15.29 -0.16 o.oo 1.00 42 -24.48 6.32 o .oo 1.00 43 1.41 -3. 65 o.oo :l.00 44 -l0.53 4.97 0.00 l.00 TKC U10S0189A NUCOR BUILDING SYSTEMS Job# UlOS0189A Job Name: Frame Date : OLIVENHAIN MWD OPERATIONS BLDG Frame Line K 4/27/2010 2 Designer: NBSUT\tcoburn File F05.nfr FRAME DESCRIPTION Frame type Frame width Bay width RCS 31.00 Ft. 24.67 Ft. RIGHT 0.00 Ft. a. 00/12 Olivenhain MWD Operations Bldg Dim to ridge Roof slope Eave height Girt offset PtJ,rlin offset LEFT 31.00 Ft. 3.00/12 18.42 Ft. 8.00 In. 10.00 In. 26.17 Ft. 8. 00 In. 10.00 In. Typ. Girt spacing : 6.00 Ft. 3 .SO Ft. Typ. ~url.in spacing: Col. spacing : 31.0000 Supports / Spring Constants COL01 -Bott6m, V H COL02 -Bottom V H Co1umn Bracing: WPl. Girt Brace Y Flange Br~ce O Location (ft) : l. 7 .1. WP2 Girt Brace Y Flange Brace : O Loc~tion {ft): 23.8 Other Braces: Column Left Brace Right Brace Location {ft): LOADING CONDITIONS Building Code &: Year 1.986/1996 MBMA occupancy class AISC Specification IBC/ASCE 7-05 1/2 2005 ASD LO ADS (Psf) Roof Dead load Roof CoH load Roof Live' load Roof Snow load Floor dead load Floor live load Ground Snow load: Ss = 1..173 Sl. = 13. 75 5. 00 13.00 o.oo o.oo 0.00 o.oo Ce= 0.90 Seismic Design Category = D Site Class = D R = 3.25 Cd = 0.457 3 .25 Sds = 0.806 Sdl = 0.470 rho = J...30 omega =. 3.000 Wind speed Wind· p:Cessure. 85.00 Mph Exp. , D 17.35 esf Building is Enclosed Wind pressure coefficients Cl C2E WlR 0,.904 a.coo WlL -0.377 0.000 W2R 0.544 0. 000 W2L -0.737 0.000 WSB -0 .270 -o. 890 W5F -0.270 o. 000 W6B -0.630 -1.250 W6F -0.630 o. 000 W7B -0 .270 -a .446 W7F -0.270 o. 000 W8B -o. 630 -0.806 W8F -0.630 a.coo Tributary Widths Panel WPl WP2 RPl Trib. Width (ft) 24 .67 24.67 24.67 C2 C3 C3E -0.890 -0 .446 0.000 -0.446 -0.890 0.000 -1.250 -0 .806 0.000 -o. 806 -1.250 0.000 -0.510 -0.510 0. 000 -a .510 -o .510 -0. 890 -0.870 -0.870 0.000 -0. 870 -0 .870 -1.250 -0.256 -o .256 0.000 -a .256 -0.256 -0.446 -0 .616 -o .616 0.000 -o, 616 -0 .616 -o. 806 PROGRAM-APPLIED LOADS Load On Sta.it End Start End Case Panel Load Load Loe Loe KU Kl£ Ft. Ft. RDL RPl -0.339 -0 .339 0. 000 31,.000 COL Riel c0.123 -a .123 0.000 31. 000 RLL RPl -0.321 -0.321 0.000 31.000 WlR WPl 0 .387 0.387 o. 000 18.417 WlR WP1 0.642 0.642 18.417 18 .420 C4 -0.377 0.904 -0.737 0.544 -0.270 -0.270 -o .630 -O.o36 -0.270 -0.270 -0.630 -0.630 A130/164 TKC U10S0189A Olivenhain MWD Operations Bldg A131/164 WlR WP2 0.161 0.161. 0.000 26 .167 WlR WP2 0.428 0.428 26.167 26 .170 Wl.R RPl. -0 .381. -0 .381 o. 000 31. 000 WlL WPl. -0.161 -0.1.61. o. 000 1.8.417 WlL WPl -0.428 -0.428 18.417 1.8 .420 WlL WP2 -o .387 -0.387 0. 000 26.167 WiL wi?2 -o. 642 -0.542. 26.167 26 .170 WlL RPl -0.191--0 .191. 0.000 31.000 W2R WPl 0.233 0.233 0.000 18.417 W2R WPl. 0.642 0.642 18.417 18 .420 W2R WP2 0.315 0.315 0.000 26.1.67 W2R WP2 0.428 0.428 26.1.67 26.1.70 W2R RPl -0.535 -0. 535 0.000 31.000 W2L WPl. -o .315 -0.31.5 0.000 18.41.7. W2L ·WPl. -0.428 -0.428 18.417 18 .420 W2L WP2 -0.233 -0.233 0.000 26 .167 W2L WP2 -0 .642 -o. 642 26.1.67 26.170 W2L RPl -0 .345 -0.345 0.000 31.000 W5B WPl -0.116 -o .11.6 0.000 18.41.7 W5B WPl -0 .428 -0.428 18.417 18 .420 W5B WP2 0 .116 0 .11.6 0.000 26 .167 W5B WP2 0.428 0.428 26 .167 26 .170 W5B RPl -o .21.8 -0.218 0.000 31.000 W5F WPl -o .116 -0.116 0.000 18 .417 W5F WPl. -0 .428 -0.428 18.417 18 .420 W5F WP2 0. l.16 0. ll.6 0.000 2·6.167 W5F WP2 0.428 0.428 26.1.67 26 .170 W5F RPl. -0.218 -0.218 0.000 31.000 W6B WPl -0. 270 -0.270 0.000 l.8.417 W6B WPl -o .428 -0.428 18.417 18 .420 W6B WP2 0 .. 270 0.270 0.000 26 .l.67 W6B WP2 0.428 0.428 26.167 26.170 W6B RPl -0 .372 ·0.372 0.000 31.000 W6F WPl -o. 270 -0.270 0.000 18 .417 W6F WPl -0.428 -0.428 18.417 18 .420 W6F WP2 0.270 0.270 0.000 26 .167 W6F WP2 0.428 0.428 26.1.67 26.1.70 W6F RP1 -o. 372 ~o.372 0.000 31..000 W7B WPl -o .116 -0.116 0.000 18.417 W7B WPl -0 .428 -0 .428 18.417 18.420 W7B WP2 0.11.6 0.11.6 o. 000 26 .167 W7B WP2 0.421> 0.428 26.167 26.i7o W7B RPl. -0 .110 -0.110 0. 000 31..000 W7F WPl. -o. 116 -o .116 0.000 18.4i7 W7F WPl -0.428 -0.428 1.8.417 1.8 .420 W7F WP2 0.116 0 .. 116 0.000 26 .167 W7F WP2 0 .428 0.428 26.1.67 26 .170 W7F RPl. -0 .110 •O.llO o. 000 31.000 W8B WPl -0.2,70 -0.270 0.000 18 .417 W8B WPl -0 .428 -0.428 18.417 18 .420 W8B WP2 0.270 0.270 0.000 26.1.67 W8B WP2 0.428 0.428 26.1.67 26.1.70 W8B RPl -0 .. 264 -0.264 0.000 31.000 W8F •WPl -o. 270 -o .270 0.000-18.417 W8F WPl -0.428 -o .428 1.8.417 l.8.420 W8F WP2 0.270 0.270 0. 000 26 .167 W8F WP2 0.428 0.428 26.167 26.170 W8F RPl -o .264 -o .264 0.000 31.000 EQR RPl 0.232 0.232 o.oo·o 31.000 EQL RPl -0.232 -0 .232 0.000 31.000 . ---------------------------------------- USER,-AEPL:i::ED L O AD S ----------------------------------,------- Load On Ho2:. Vert. Moment Loe Special case Mem Kips Kips K-Ft. Ft. Load# Description RDL COLOl 0.000 -l.170 3.729 17.000 C-1 Eave Ext RDL ·COL02 0.000 -6. 760 •. 9. 7'45 19.667 C-21 Aux .. Raft.er RDL COL02 0.000 -1. 700 -6.SJ.5 24 .667 C-8 ~anopy COL COLOJ. 0.000 -o .420 1.3-19 17. 000 C-2 Eave Ext COL COL02 0.000 -2 .230 -3.2:15 19. 667 C-22 Aux.. Rafter COL COL02 0.000 -o. 600 -2.388 24 .667 C-9 Canopy RLL COLOi 0.000 -l. 700 5.419 17 .000 c,-3 Eave Ext RLL coi:.02 0.000 -7.4J.O -10. 682 19 .667 C-23 Aux. Rafter RLL COL02 0.000 -2 .300 -9.302 24 .667 C-10 Canopy WlR COLOl. 0.000 2.060 -6 .566 l 7 .000 C-4 Eave Ext. W1.R COL02 0.640 0.000 0.000 19.500 C-15 Long. Loads WlR COL02 0.000 0. 60(} 0.865 19. 667 C-24 Aux. Rafter WlR COL02 0.000 2.800 l.l..342 24.667 c-11. Canopy- WlL COLOl 0.000 2 .-060 ·6.566 1.7 .000 C.·5 Eave Ext W1L COL02 -0.640 o. 000 0.000 19.500 C-17 Long .. Loads WlL COL02 0.000 7 .94(} 11.446 19.667 C-25 Aux. Rafter Wl.L COL02 0.000 2.800 l.l..3.42 24.667 c-12 Canopy W2R COLOl 0.000 2.060 -6.566 l 7 .000 C-6 Eave Ext W2R COL02 0.640 0.000 0.000 19.500 C-16 Long .. Loads W2:R COL02 0.000 l.. 750 2.523 19. 667 C-26 Aux. Rafter W2R COL02 0.000 2.800 l.l.342 24. 667 C-13 Canopy W2L COL01 0.000 2.060 -6. 566 17. 000 C-7 Eave Ext li2L co:t.02 -0.640 0.000 0.000 19 .500 C-18 Long. Loads W2L COL02 0.000 9.090 1.3.104 19. 667 C-27 Aux. Rafter W2L COL02 0.000 2.800 11.342 24. 667 C-14 Canopy W5B COL02 0.000 2.070 2.984 19. 667 C•28 Aux. Rafter W5F COL02 0.000 2.070 2.984 19.667 C-29 Aux. Rafter WGB COL02 0.000 3.220 4.642 19. 667 C-30 Aux. Rafter W6F COL02 0.000 3.220 4.642 19. 667 C-31 Aux. Rafter W7B COL02 0.000 o. 790 l .• 139 19. 667 c-22 Aux. Rafter li7F COL02 0.000 0.790 1..139 19. 667 C-33 AUX. Rafter W8B COL02 0.000 l.950 2.811 1.9.667 C-34 Aux. Rafter W8F COL02 0. 000 l.950 2.811 19. 667 C-35 Aux. Rafter EQR COLOl 1.900 o. 000 0 .000 l 7. 000 C-36 Eave/Rake Ext EQR COL02 23 .200 0.000 0 .000 19 .500 c-20 Long. Loads EQL COL02 -23 .200 0.000 0.000 1.9.500 C-19 Long. Loads EQL COL02 -1.900 0.000 0.000 24,500 C-37 Eave/Rake Ext ----------------------------------------- L O A D COMB I NATI 0 NS -----------------------------------.------- ASR Cases TKC 1) 1.00 2) 1.00 3) 1.00 4) 1. 00 5) 1.00 6) 1.00 7) 1.00 8) 1.00 9) 1.00 10)' 1. 00 11) 1.00 12) 1.00 13) 1.00 l.4.) 1.00 15) 1.00 16) 1.00 17) 1.00 18) 1.00 19) 1.00 20) 1.00 21) 1.00 22) 1.00 23) 1.00 24) 1.00 25) 1: 00 26) 1.00 27) 1. o_o 28) 1,00 29) 1.oq 30) 1. 00 31) 1.00 32) 1.00 33) 1.00 34) 1.00 35) 1.00 36) 1.00 37) 1.00 38) 1.00 39) 1. 00 40) 1.00 41) 1. 00 42) 1.00 43) 1.00 U10S0189A SW, + RDL + COL + Rtt SW + RDI, + WlL SW + RDL + W2L SW+ RDL + WlR SW+ RDL + W2R O.GOSW + 0.60RDL + WlL 0.60SW + 0.60RDL + W2L 0,60SW + 0,60RDL + WlR 0,60SW + 0.60RDL + W2R SW + RDL + COL + 0. 75RLL + 0. 75WlL sw ,+ RDL + cot + o ... 7SRLL + o. 1 sW2t SW + RDL + COL + 0. 75RLL + 0. 75WlR SW + RDL + COL + 0. 75RLL + 0. 75W2R SW + RDL + WSB SW + RDL + W6B SW + RDL + W7B SW + RDL + WSB SW + RDL + WSF SW+ RDL + W6F SW+ RDL + W7F SW + RDL + WSF 0.60SW + 0.60RDL + WSB 0.60SW + 0.60RDL + W6B 0.60SW + 0.60RDL + W7B 0. 60SW + ,0. 60RDL + W8B 0.60SW + 0.60RDL + WSF 0.60SW + 0.60RDL + W6F 0.60SW + 0.60RDL + W7F 0.60SW + 0.6DRDL + WSF SW + RDL + COL + 0. 75RLL + 0, ?SWSB SW + RDL + COL + 0. 75RLL + 0. 75W6B SW + RDL + COL + 0. 75RLL + 0, 75W7B SW + RDL + COL + 0. 75RLL + 0. 75W8B SW+ ROL +COL+ 0.75RLL + 0.75WSF SW+ RDL +COL+ 0.75RLL + 0.75W6F SW + RDL + COL + 0. 75RLL + 0. 7SW7F SW + RDL + COL + '0. 7SRLL + 0. 75WBF 1..11sw + l.11RDL + 1.1.lCOL + 0.91EQL l.llSW + l.llRDL + l.llCOL + 0.91EQR 1.08SW + l,08RDL + l.OSCOL + 0.75RLL + O.GBEQL l.08SW + l.OBRDL + l.OBCOL + 0.75RLL + 0.68EQR 0.48SW + 0,48RDL + 0,91EQL 0.48SW + 0,48RDL + 0.91EQR Olivenhain MWD Operations Bldg A132/164 TKC U:10S0189A Olivenhain MWD Operations Bldg A133/164 Job : UlOS0189A Frame : Frame L.ine K OLIVENIIAIN MWD OPERATIONS BLDG * * * DESIGN SUMMARY REPORT *** 'Built Up Rafter -RAF0l T/L B/R Flange Flange Web Section Mat'l Mat'l Mat'l 1 2 Fl0.38 Fl0.38 W220 Fl0.38 Fl0.38 11250 Load Comb Loe 39 l 40 11 Axial Axial Kips Ratio -22.0 0.09 10.4 0.02 Chkpt l. 4 5 11 Depth 32.75 23.25 45.31 NUCOR BUILDING SYSTEMS Moment Ft-kip -217 .9 -274 .4 T/L Bend Ratio 0.51 0.40 B/R Bend Ratio 0. 65 0 .54 Max Unity Check 0. 69 0 .53 Date: 05-13-10 Page: l. By : NBSUT\ tcoburn File: FOS Load Comb Loe 39 l 40. 11 SHEAR Force Shear Flow {k/in) Kips Ratio T/L B/R 22.31 0.83 0.70 0.70 -26.52 0.95 0.74 0.74 Section . 1 I 2 I . -, ------------------------------" -----------------------------------------------------------------------------------------------I width thick Fy I width thick Fy J T/L Flg Web B/R Flg I 10.0 o.3750 55.oo I 10.0 o.3150 55_00 I 1-0.2200 55.oo I 0.2500 55.oo I I 10.0 o.3750 55.oo I 10.0 0.3150 55.oo I Built Up Column -COLOl. T/L B/R Flange Flange Web Section Mat 11 Mat 1 1 Mat' l Load Comb Loe Fl0.38 Fi0.38 11188 39 17 Chkpt Depth Section T/L Flg Web B/R Flg 12 16. 75 I. 17 29.25 I I width. thick Fy I 10.0 o.3750 55.oo I I 0.1015 55.oo I I 10.0 o.3750 ·55_00 I Built Up Column -COL02 T/L B/R Flange Flange Web Load Section Mat' 1 Mat I l Mat 11 Comb Loe l FlO. 63 FlO. 50 11188 39 24 Chkpt 18 Depth 17.12 Section 26 36.62 I I width thick Fy T/L Flg Web B/R Flg I 10.0 0.6250 s5.oo I I 0.181s s5.oo I I 1.0.0 o.5000 55.oo I Frame Weight (lbs} = Deflections (in): 3028 10 yr Wind dx: = -0.33 Seismic dx = -1. 42 Story Drift = -4. 61 Drift Index = o. 01. = H/ 557 = H/ 131 = 0.025H Maximum dx = -1. 29 = H/ Maximum dy-= -o. 5S =-L/ Max. Live dy =. -o. 02 = L/ 143 585 ®' MOD l, 9999 @ MOD 1, Axial Axial Kips Ratio -32.2 0.19 Moment Ft-kip -222 .s T/L Bend Ratio 0.62 T/L Axial. Axial Moment Bend Kips Ratio Ft-kip Ratio -1.2 0.01 -283.9 WIND CASE 2 TO LEFT SEISMIC TO LEF_T SEISMIC TO LEFT 0.42 l. llSW+l. llRDL+l. llCOL+O. 91EQR SW+RDL+COL+O. 7SRLL+O. 75W8F 1.llSW+l .llRDL+l. llCOL+O .91EQR SW+RDL+COL+RLL+NLL B/R Bend Ratio 0.79 B/R Bend Ratio 0.89 Max Unity Check 0.89 Max Unity Check 0.90 SHEAR Load Force Shear Flow {k/in) Comb Loe Kips Ratio T/L B/R 39 17 -14.02 0.75 0.75 0.76 -------------SHEAR -------------- Load Force Shear Flow {k/ in) Comb Loe Kips Ratio T/L B/R 40 24a 15.08 0.97 0, 86 o. 82 TKC U10S0189A Olivenhain MWD Operations Bldg A134/164 NUCOR BUILDING SYSTEMS Job # Job Name: Frame Date Designer: Fi·le UlOSOl89A OLIVENHAIN MWD OPERATIONS BLDG Frame Liile K 4/27/2010 2 NBSUT\ tcoburn F05.nfr CONNECTION SUMMARY Knee Connection -COL01 Roof Slope Web ----------------? Top Plate ------------------? Web fv/Fv Weld Weld Weld Areq/A req/ (WltW2) W3req/W3 Matl Ratio Wl W2 W3 Ratio Ratio Ratio -----Bottom Plates ----- Weld Areq/A W4req/W4 W4 R?ttio Ratio --?Horiz./Diagonal Stiffener--? Stiff. No. Theta Axial Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 3.00:12 W250 1.02 FWS3 FWS3 1.00 0.00 o. 88 FWS3 0.62 I width thick Top Plate 110.0 0.3750 Web 0.2500 Bot Plate I 5.0 0.3750 Fy I height depth length I I width thick length 0.55 Fy 55.0 I 55.0 26.38 28.50 29 .38 I Stiffener I I I 55.o I 20.50 I I .Knee Connection -COL02 ROof Slope 3.00:12 Web ----------------? Top Plate ---0 --------------? Web fv/Fv Weld Weld Weld Areq/A req/ (Wl+W2) W3req/W3 Matl Ratio Wl W2 W3 Ratio Rati6 Ratio 0. 73 FWS3 FWS3 1.00 o.oo o. 75 Bottom Plates ----- Weld Areq/A W4req/W4 W4 Ratio Ratio FWS3 0.49 --?Horiz./Diagonal Stiffener--? Stiff. No. Tbeta Axial Matl Stiff~ Degrees Ratio I width thick Fy I height depth length I I width thick length 0.36 Fy Top Plai:e 110.0 Web Bot Plate 5. o 0.3750 0.3130 0.3750 55.o I 55_0 I 54.23 s5.o I 35.50 36.59 I Stiffener j 35.50 I I Splice Connection -Moment Connection from COLOl To RAFOl Left Right Connx Plate Plate Bolt Load .Axial Shear Type Matl Matl Qty/Size Comb Kips Kips 4BES Fl0·.75 Fl0.75 8-1.250-S 49 25.75 -45.05 I width thick length Fy Left Plate I 10. O Right Plate I 10. O Stiffene:r:: 4. o 0. 750 o. 750 0.375 43.13 55.0 I Top Weld I 43.13 55.0 Web Weld 7. oo • 55. o Bottom Weld Splice Connection -Moment Connection 'from RAFOl To COL02 Left Right Connx Plate Plate Bolt Load Axial Shear Type Matl Matl Qty/Size Comb Kips Kips 4BES Fl.0.75 Fl0.75 8-1.250-S 47 12.92 -54. 61 Moment Ft-kip 455.5 l!ft r~ght I size size FWD4 FWD4 WPl4 WP14 FWD4 FWD4 Moment Ft-kip -593. 8 Left Right -----------------BOLT --------------------- Plate Plate Load Axial Shear Moment Bolt Ratio Ratio Comb Kips Kips Ft-kip Ratio 0.88 0.88 49 25. 75 -45. 05 455.5 l.02 Left Right -----------------BOLT --------------------- Plate Plate Load Axial Shear Moment Bolt Ratio Ratio Comb Kips Kips Ft-kip Ratio 0.85 0.85 47 12.92 -54.61. -593. 8 0.98 --------, -----------------------------------------------.. -------------------------------------. --------------------------------------I I width thick length Left Plate I 10. O Right )?late 1.0. 0 Stiffener I 4. o o. 750 o. 750 0.375 54.63 54.63 7.00 Fy 55.0 Web Weld 55.0 I Top Weld I 55.0 I Bottom Weld left right I size size I FWD4 FWD4 WP14 WP14 FWD4 FWD4 ---------.. --------------------------------------------------------------------------------------------------------------------------- Base Plate -COL01 Base Plate Matl Fl0.38 Bolt Qty/size T/L Flange Weld 6-1.000 FWS3 B/R Flange Weld FWS3 Web Weld FWS3 tp(req) /tp Ratio o. 72 ----------WELD Axial Web Shear Check & Uplift 0.10 0 .27 Flg Shear & Uplift 0.22 ft/Ft Ratio 0 .20 BOLT fv/Fv Ratio 0.28 ASTM Design Fl554 Gr.36 ------------------------------------------------------------------. ---------------------------------' -----.. --------------------------I width thick length Fy Base Plate I 10.00 o.375 16.15 5s.o I Base Plate -COL02 Base Plate Matl T/L Bolt Flange Qty/ Size Weld. Fl0.38 6-l.000 FWS4 B/R Flange Weld FWS3 Web Weld FWS3 tp(req) /tp Ratio 0.68 ----------WELD Axial Web Shear Check & Uplfft 0 .08 0.30 Flg Shear & Uplift il.17 ft/Ft Ratio 0.16 BOLT fv/Fv ASTM Ratio Design 0.31 Fl554 Gr.36 -----------------------., . -----------------------------------------------·------.. --------------------.... ------------------------------I width thick length Fy ... ---------" -.. --' ---------------------------------------------------------------------------. -----------------------------------------Base Plate I 10.00 o.31s 11.13 55.o I Splice Load Combinations: No. ASR Cases l 1.00 SW + RDL + COL + RLL 2 1.00 SW + RDL + WlL 3 1.00 SW + RDL t W2L 4 1.00 SW + RDL + WlR 5 1.00 SW + RDL + W2R 6 1.00 0.60SW + 0.60RDL + WlL 7 LOO 0.60SW + O.GORDL + W2L TKC 8 1.00 9 1.00 10 1.00 ll 1.00 12 1.00 13 1.00 14 1.00 15 1. 00 16 1. 00 17 1. 00 18 1.00 19 1.00 20 1.00 21 1.00 22 1.00 23 1.00 24 1.00 25 1.00 26 1.00 27 1.00 28, 1.00 29 1. 00 30 1.00 :ii 1.00 32 1.00 33 1.00 34 1.00 35 1.00 36 1.00 37 1.00 38 1. 00 39 l. 00 40 1.00 41 1.-00 42 l. 00 43 1.00 44 1.20 45 1.20 46 1.20 47 1.20 48 1.20 49 1.20 U10S0189A 0.60SW + 0.60RDL + WlR O. 60SW + 0.60RDL + W2R SW+ RDL +COL+-0.75RLL + 0.75W1L SW + RDL + COL + 0. 75RLL + O. 75W2L SW+ RDL +COL+ 0.75RLL + 0.75WlR SW'+ RDL +COL+ 0.7SRLL + 0.75W2R SW + RDL + W5B SW + RDL + W6B SW + RDL + W7B SW + RDL + W8B SW + RDL + WSF SW + RDL + W6F SW + RDL + W7F SW + RDL + W8F 0.60SW + 0.60RDL + WSB 0.60SW + 0.60RDL + W6B 0.60SW + 0.60RDL + W7B 0.60SW + 0.60RDL + WSB 0.60SW + 0.60RDL + WSF O. 60SW + 0. 60RDL + W6F 0.60SW + 0.60RDL + W7F 0.60SW + 0.60RDL + W8F SW + RDL + COL + 0. 75RLL + 0. 75W5B SW + RDL + COL + 0. 75RLL + 0. 7SW6B SW + RDL + COL + ,o. 75RLL + 0. 75W7B SW + RDL + COL + 0. 75RLL + 0. 75W8B SW + RDL + COL + 0. 75RLL + 0. 75WSF SW + RDL + COL + 0. 7 SRLL + 0. 75W6F SW + RDL + COL + 0. 7 SRLL + 0. 75W7F SW + RDL + COL + 0. 75RLL + 0. 75W8F 1.llSW + 1.llRDL + l.l.lCOL + 0.91EQL 1.llSW + 1.llRDL + l.l.lCOL + 0.91EQR Olivenhain Mwb Operations Bldg 1.08SW + l.08RDL + 1.0SCOL + 0.75RLL + 0.68EQL 1. 08SW + l. OSRDL + l. OSCOL + 0. 75RLL + 0. 68EQR 0.48SW + 0.48RDL + 0.9lEQL 0.48SW + 0.48RDL + 0.9lEQR Special Seismic Speqial. Seismic special Seismic Special Seismic Special Seismic Special_ Seismic A135/164 TKC U10S0189A NUCOR BUILDING SYSTEMS Job jj Ul.OSOl89A Job Name: Frame Date Designer: OLIVENHAIN MWD OPERATIONS BLDG Frame Line A 4/27/201.0 2 NBSUT\ tcoburn Fil~ F06.nf:t: FRAME DESCR;I:PTION Frame type Frame width Bay width RCS 3l..OO Ft. 19.l7 Ft. LEFT RIGHT 0.00 Ft. o.oo/b Olivenhain MWD Operations Bldg Dim ·to ridge Roof slope Eave height Girt offset Purlin of~fset 31. 00 Ft. 3. 00/12 l8, 42 Ft. 8, 00 In. lO. 00 In .. 26.l7 Ft. 8.00 In. 10.00 In. Typ. Girt spacing Typ. Purlin spacing: 6,00 Ft. 3.50 Ft. Col. spacing 31.0000 ~upports / Spring Constants COLO l -Bottom V R COL02 -Bottom V H Column Bracing: WPl Girt Brace Y Flange Brace :: O Location (ft):, 17 .l. WP2 ,Girt. Brace Y Flange Brace :. o Location (ft): 23 .8 Other Braces:. Column Left Brace Right Brace : Location (ft} : LOADrNG CONDI.TIONS Building Code & Yea:c 1986:/1996: MBMA occupancy class AISC-Specification L O A D S (Psf) Roof Dead load Roof Coll load Roof Live load Roof Snow load Floor dead load 13.75 5.00 l3 .00 0 .'00 o. 00 0. 00 IBC/ASCE. 7-05 1/2 2005 ASD Floor li.ve load Ground Snow load: Ca~ 1.00 Ss ~ l,173 Sl 0.00 0.457 = 3.25 Seismic Design Category "" D R=3,25 Cd Sds = o.80& Sdl = 0.470 rho Wind speed Wind pressure 85.00 Mph Exp. , C ll.01 Psf B~i1ding is Enclosed Wind pres~ure coefficients Cl. C2E C2 WlR 0.904 0.000 -0.890 WlL -0.377 0.000 -0 .4.46 W2R 0.544 0.000 -l.'250 W2I, -o. 737 0.000 -0.806 W5B -0.270 -0.890 -0.510 C3 C3E' -o .446 0.000 -0. 890 0.000 -o. 806 0.000 -1.250 0.000 -0, 510 0.000 WSF -0.270 0.000 -0.510 -o .510 -o .890 W6B -0. 630 -l.250 -0.870 -o. 870 0.000 W6F -0.630 0.000 -0.870 -o. 870 -l.250 W7B -0.270 -0.446 -0.256 -o .255 0.000 W7F -o. 270 0.000 -0.256 -0 ,256 -0 .446 W8B -0. 630 -0.806 -0.616 -0.616 0 .ooo W8F -0.630 0,000 -0.616 -0 .616 -0.806 Tributary Widths Panel WP1 WP2 RPl Trib. Width. (ft) 19.17 19.17 l!l.17 PROGRAM-APPLIED LOADS Load On Start End start Case Panel Load r.oad Loe Klf lCl.f Ft. RDL RPl. -0.264 -0.264 0.000 COL RPl -o. 096 -0.096 0.000 RLL RPl -0.249' -o. 249 0.000 WlR WPl 0.191 0,191 0.000 WlR l'IPl 0.3l7 0,317 18 .417 End LoC Ft. 3l. 000 31.000 3l. 000 18 .417 18,420 Site Class D 1...30 omega =-3 .. 000 C4 -0.377 0.904 -o. 737 0.544 -o .270 -0.270 -0.630 -0.630 -0 .270 -0.270 -0.630 -0.630 A136/164 TKC U10S0189A Olivenhain MWD Operations Bldg A137/164 WlR WP2 0.079' 0.079 0. 000 26 .167 WlR WP2 0 .211 0.211 26.167 26 .170 WlR RPl -o .188 -0.188 0.000 31. 000 WlL WPl -0. 079 -0. 079 0.000 18 .417 WlL WPl -0 .211 -0. 211 18.417 18.420 WlL WP2 -0 .191 -0.191 o. 000 26.167 WlL WP2 -o. 317 -o. 317 26.167 26 .170 WlL RPl -0. 094 -o. 094 0.060 31.000 W2R WPl O.ll5 0.115 0 .ODO 18.417 W2R WPl 0.317 0.317 18. 417 18 .420 W_2R WP2 0.156 0.156 0.000 26 .167 W2R WP2 0.211 0.211 26.167 26 .170 W2R RPl -0.264 -o .264 0.000 31. 000 W2L WPl -0.155 -o .155 0. 000 1B.417 w2i. WPl -0. 211 -0.211 1B.417 18. 420 W2L WP2 -0.115 -0.115 0.000 26--167 W2L WP2 -0.317 -0.317 26.161 26 .170 W2L RPl -0.170 -o .170 0. 000 31. 000 W5B WPl -0. 057 -0 .057 0.000 1B .417 W5B WPl -0. 2ll -o .211 1B.417 18 .420 W5B WP2 0.057 0. 057 0. 000 26 .167 W5B WP2 o.21i 0.211 26.167 26 .170 W5B RPl -0 .108 -o .108 0.000 31. 000 WSF WPl -o. 057 -o .057 0.000 18.417 W5F WPl -0. 211 -0.211 18.417 18 .420 WSF WP2 0.057 0.057 0.000 26 .167 W5F WP2 0.211 0.211 26.167 26 .170 W5F RPl -o .108 -0 .108 0.000 31. 000 W6B WPl -0.133 -o .133 0.000 18 .417 W6B WPl -0.211 -0 .211 18.417 18 .420 W6B WP2 0.133 Q.133 0.000 26 .167 W6B WP2 o. 211 0.211 26.167 26 .170 1'16B RPl -o .184 -a .184 o. 000 31. 000 1'16F WPl -o .133 -0 .133 0 .000 18. 417 W6F WPl -o. 211 -o .211 18.417 18 .420 W6F WP2 0.133 0.133 0.000 26 .167 W6F WP2 0.211 0.211 26.167 26 .170 W6F RPl -o .184 -0 .184 0.000 31. 000 W7B WPl -0. 057 -o. 057 0.000 18 .417 W7B, WPl -0. 211 -0.211 18.417 1B.420 W7B WP2 0.057 0.057 o. 000 26 .167 W7B WP2 0.211 0.211 26.167 26.170 W7B RP'l -o. 054 -o .054 0.000 31. 000 W7F WPl -o .057 -0 .057 0.000 18 .417 W7F WPl -0. 211 -0 .2il 18.417 18 .420 W7F WP2 0.057 0.057 0.000 26 .167 W7F WP2 0.211 0.211 26 .167 26 .170 W_7F RPI -o. 054 -o .054 0.000 31. 000 118B WPl -o .133 -o .133 0.000 18.417 1181! WPl -0.211 -o .211 1B.417 18 .420 118B WP2 0.133 0.133 0.000 26 .167 W8B WP2 0.211 0.211 26.167 26.170 W8B RPl -0.130 -0 .130 0.000 31.000 W8F WPl -0 .133 -o .133 0.000 18.417 W8F WPl -0.211 -0. 211 18.4J.7 18.420 W8P. WP2 0.133 0 .133 0.000 26 .167 W8F WP2 0.211 0.211 26.167 26 .170 W8F RPJ. -0.130 -0.130 0.000 31.000 EQR RPl O.J.80 0.180 0.000 31.000 EQL RPl cO .180 -0 .180 0.000 31.000 Load On Hor. Vert. Moment Loe Case Mem Kips Kips K-Ft. Ft. WlR COLOl 0.685 0.000 0.000-1B .417 WlR COL02 0.685 0. 000 0.000 26 .167 W2R COLOl 0.685 0. 000 0.000 18.417 W2R COL02 0.685 o. ooo 0.000 26 .167 ----------------------------------------- USER -APPLIED L O A D S ----------------------------------------- Load On Hor. Vert. Moment Loe Special Case Mem Kips Kips K-Ft. Ft. Load ll Del§lcription RDL COLOl 0.000 -1.170 3.534 J.7 .060 C-1 Eave Ext RDL COL02 0.000 -1. 700 -6.319 24.667 C-8 Canopy COL COLOl 0.000 -0 .420 1.279 17 .000 C-2 Eave Ext COL COL02 0.000 -o. 600 -2. 213 24. 667 C-9 Canopy RLL COLOl 0 .000 al.700 5.J.35 17. 000 C-3 'Eave Ext RLi. COL02 0.000 -2. 300 -8 .63J. 24.667 c-10 Canopy WlR COLOl 0.000 2 .060 -6 .223 17. 000 C-4 Eave Ext WlR COL02 0.000 2.800 10.525 24. 667 c-11 Canopy WlL COiiOl 0.000 2. 060 -6 .223 17. 000 C-5 Eave Ext WlL COL02 0.000 2.800 10.525 24. 667 C-12 Canopy W2R COL01 0.000 2.060 -6 .223 17 .ooo C-6 Eave Ext W2R COL02 0.000 2.800 10.525 24. 667 C-13 Canopy W2L COLOl 0 .ODO 2.060 -6. 223 17 .ODO C-7 Eave Ext W2L COL02 0.000 2 .BOO 10.525 24. 667 c-i4 Canopy EQR COLOl 3.970 0. 000 0.000 17. 000 C-15 Eave/Rake Ext EQL COL02 -3. 970 o. ooo 0.000 24. 500 C-16 Eave/Rake Ext ----------------------------------------- LO AD COMBINATIONS ----------------------------------------- ASR cases 1) 1.00 SW + RDL + COL + RLL 2) 1.00 SW + RDL + WlL 3) 1.00 SW + RDL + W2L 4) 1.00 SW +-RDL + W1R 5) 1.00 SW + RDL + W2R 6) 1.00 0.60SW + 0.60RDL + WlL 7) l..00 0.60S11 + 0,60RDL + W2L 8) l..00 0.60SW + 0.60RDL + WlR 9) 1.00 0.60S\'I + 0.60RDL + W2R l.O) 1.00 SW + RDL + COL + 0. 75RLL + 0. 75W1L 11) 1.00 SW+RDL+ COL + 0. 75RLL + 0.75W2L l.2) l.00 SW+RDL+ COL + O. 7SRLL + 0.75W1R l.3) 1.00 SW+RDL+ COL + 0.75RLL + 0.75W2R TKC 14) 15) 16) 17) 18) 19) 20) 21)' 22) 23) 24.) 25) 26) 27) 28) 29) 30) 31) 32) 33) 34) 35) 36) 37) 38) 39) 40) 41) 4.2) 43) 1.00 1.00 1.00 1.00 l..00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.06 -i.oo 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 1.00 1.00 1.00 1. 00 1. 00 U10S0189A SW + RDL + WSB SW + RDL + W6B SW + RDL + W7B SW + RDL + WBB SW + RDL + W:SF SW + RDL + W6F SW + RDL + W7F SW + RDL + WSF 0. 60SW + 0. 60RDL + WSB 0 .60SW + 0. 60RDL + W6B 0.60SW + 0.60RDL + W7B 0.60SW + 0.60RDL + W8B 0.60SW + 0.60RDL + WSF 0.60SW + 0.60RDL + W6F 0.60SW + 0.60RDL + W7F 0.60SW + O.OORDL + WSF SW + RDL + COL + O. 75RLL + 0. 75WSB SW + RDL + COL + 0. 75RLL + 0. 7SW6B SW + RDL + cot + o. 75RLL + o. 75W7B SW+ RDL +COL+ 0.7SRLL + 0.7SW8B SW + RDL + COL + O. 75RLL + O. 75WSF SW + RDL + COL + 0. 75RLL + 0 .. 75W6F SW + RDL + COL + 0. 75RLL + 0 .-75W7F SW + RDL + COL + 0. 75RLL + 0. 75W8F .l. llSW + 1. 11RDL + 1. 11COL + 0. 91EQL 1.llSW + l.11RDL + Ll1COL + 0.91EQR 1.08SW + 1.08RDL + 1.08COL + 0.7SRLL + 0.68EQL 1. 08SW + 1. 08RDL + 1. OBCOL + 0. 75RLL + 0. 6BEQR 0.48SW' + 0.48RDL + 0.91EQL 0.48SW + 0.4.8RDL + 0.91EQR Olivenhain MWD Operations Bldg A138/164 TKC U10S0189A Olivenhain MWD Operations Bldg A139/164 Job : UlOSOl89l\ Frame; Frame Line A OLIVSNHAIN MWD OPERATIONS BLDG *** DESIGN SUMMARY REPORT *•* Built Up Rafter -RAFOl T/L B/R Flange Flange. Web Load Section Mat I l Mat I l Mat 11 Comb Loe J. 2 F6.25 F6'.25 F6.25 F6.25 Wl88 w220 39 l 40 :Ll. Axial Axial Kips Ratio -7 .3 0.06 -2.S 0.02 Chkpt l 4 5 l1 De2th 19. 00 19. 00 35 .31. NUCOR BUILDING SYSTEMS Moment Ft-kip -80.l -l2l.l T/L Bend Ratio 0 .69 0.46 B/R Bend Ratio 0.81 0.57 Max Unity Check 0.84 0.58 Date: 05-13 -10 Page: 1 By NBSUT\tcobu,:n File: F06 -------------SHEAR -------------- Load Force Shear Flow (k/ in) Comb Loe Kips Ratio T/L B/R 41 l. ll.23 0 .39 0.44 0.44 42 ll. -12. 77 0 .52 o.31 o.31 ::::~~~-_! _________ : _________ !_ -. ------__________ I--------------------------------------------------------------------------------- T/L Flg Web B/R Flg 1 width thick Fy I width thick Fy I 6.0 0.2500 55.00 I 0.1.875 55.00 6.o 0.-2500 55.oo I 6.0 0.2500 55.00 I 0.2200 55.00 6.0 0.2500 55.00 . ----------------------------------------------------------------------------------------------------------------------------------- Built Up Column -COLOl T/L B/R Flange Flange Web section Mat'l Mat'l Mat•l Load Comb Loe F8.25 F8.3l Wl35 39 18 Chkpt 12 18 25,35 Depth 16.56 Section I l I T/L Flg Web B/R flg I width-thick Fy I 0.0 0.2500 55.oo I I 0.1345 5s. oo I 0.0 o.3125 55.oo I Axial Axial Kips Ratio -J.3.9 0.18 Moment Ft-kip -89 .8 T/L Bend Ratio 0.50 B/R Bend Ratio 0. 56 Max Unity Check 0.65 Load Comb Loe 39 lB SHEAR Force Shear Flow (k/ in] Kips Ratio T /L B/R -4..79 0.61 0.24-0.26 --------' ---------------------------------------------------------------------' ---------------------------------------------------- Built Up Column -COL02 T/L B/R Flange Flange Web Section Mat 'l Mat'l Mat'l Load" Comb Loe l. PB .50 FB.38 WlSO ,tO 25 Chkpt J.9 Depth 1.6.88 section I 25 29.38 I T/L Flg Web B/R Flg I width thick Fy 8.0 0.5000 55.00 I 0.1500 55.00 8.0 0.3750 S5.00 j Frame Weight (lbs) = 1902 Deflections ( in) : 1.0 yr Wind dx = -o .50 = H/ 409 Seismic dx = -1.48 = H/ 139 Story Drift = -4. 82 = o. 023H Drift Index=-0.02 Maximum dx = -1.37 =-H/ 150 Maximum dy = -0.52 =-L/ 62:S@ MOD l, Max. Live dy = -0.05 = L/ 6087 @MODI, Axial Axial Kips Ratio -15.8' 0.22 Moment Ft:-kip 114.~ WIND CASE 2 TO LEFT SEISMIC TO LEFT. SEISMIC TO LEFT T./L Bend Ratio 0.75 l. llSW+I. llRDL+l .llCOL+O .9lEQR S\<f+RDL+COL+O. 75RLL+O. 75WBF 1. l1SW+l .11RDL+l.11COI.+O .9lEQR SW+RDL-t-COL+RLL+NLL B/R Bend Ratio o. 38 Max Unity Check 0.88' Load comb Loe 40 25 SHEAR Force Shear Flow {k/in) Kips Ratio T/L B/R 5.22 0.54 0.30 0.27 TKC U1080189A Olivenhain MWD Operations Bldg A140/164 NUCOR BUILDING SYSTEMS Job# Ul.OS0189A Job Name: Frame Date Desig~er: OLIVENHAIN MWD OPERATIONS BLDG Frame Line A 4/27/2010 2 NBSui\tcoburn File F06,nfr CONNECTION SUMMARY Knee Connection -COLOl Roof Slope Web ---------------'-? Top Plate ------------------? Web fv/Fv Weld Weld Weld Areg/A reg/ (Wl+W2) W3reg/W3 Matl Ratio Wl W2 W3 Ratio Ratio Ratio -----Bottom Plates ----- Weld Areg/A W4reg/W4 W4 Ratio Ratio --?Horiz./Diagonal Stiffener--? Stiff. No. Theta Axial Matl Stiff. Degrees Ratio 3.00:12 Wl.88 0, 73 FWS3 FWS3 0, 75 0.00 I width thick Fy I height depth length j 0,70 FWS3 0 .58 I width thick length 0.53 Fy ----------,_ ---.. --------------------------------------------------------------------------------------------------------------------- Top Plate I Web Bot Plate I 8.0 0,2500 0,1875 4.0 0,3750 Knee Connection -COL02 55.0 I 55.0 12.94 36.o I 24.50 25.25 / Stiffener I 24.50 I I Roof Slope Web ----------------? Top 'Plate ------------------? Web fv/Fv Weld Weld Weld Areg/A reg/ (Wl+W2) W3reg/W3 Matl Ratio Wl W2 W3 Ratio Ratio Ratio .. .:. ...... Bottom Plates ----- Weld Areq/A W4reg/W4 W4 Ratio Ratio --?Horiz./Diagonal Stiffener--? Stiff. No. Theta Axial Matl Stiff. Degrees Ratio 3.00:12 W220 0.96 FWS3 FWS3 0.75 o.oo 0.48 FWS3 0.51 ·1 width thick Fy I height depth length I I width thick length 0.32 Fy Top Plate I Web I Bot Plate I 8 .• 0 0.2500 0.2200 4.0 0.3750 55.o I 55.o I 42.69 36.o I 28.50 29 .38 I Stiffener I 20.50 I I Splice Connection -Moment Connection from COL01 To RAF01 Connx Type Left Plate Matl Right Plate Matl Bolt Qty/Size Load Comb .Axial Kips Shear Kips 4BES F8 .50 F6.63 B·l.000-S 44 -9.23 21.28 I I width thick length Left Plate I Right Plate I Stiffener · I 8.0 6.0 4.0 o:soo 0.625 0.375 27.38 27.38 7.00 Fy 55.0 I Top Weld I 55.0 I Web Weld J 55. O Bottom Weid Splice Connection -Moment Connection from RAF0l To COL02 Conr-..x Type 4BES Left Plate Matl Right Plate Matl Bol.t Qty/Size Load Comb F6.50 FB.50 s-1.000-s 47 I I width thick 1.ength Fy Axial Kips Shear Kips -10 .39 -19. 25 Moment Ft.-kip -161, 8 left right I size size FWD3 FWD4 WP13 WP13 FWD3 Fi1D4 Moment Ft-kip -248 .0 17ft r~ght I size-size Left Plate Ratio l.01. Left Pl.ate. Ratio 0.97 Right Plate Ratio 0 .85 Right Pl.ate Ratio 0.92 -----------------BOLT Load Axial Shear Comb Kips Kips 44 -·9.23 21.28 ·--------····----BOLT Load Comb 47 Axial Kips -10.39 Shear Kips -19 .25 Moment Ft-kip -161.8 Moment Ft-kip -248. 8 Bolt Ratio 0.95 Bolt: Ratio 0.84 ------------------------------------------------------------------------------------------------------------------------------------- Left Plate j 6. o 0.500 43 .38 55. O I Top Weld I FWD3 FWD3 Right Plate f 8.0 0.500 43,38 55,0 I Web Weld WP13 WP13 Stiffener I 4.0 0.375 7.00 55.0 Bottom Weld FWD3 FWD3 -----------------------------------. -----------· ----------. -------------------------------------------------------------------------- Base ,Plate -COL01 Base Plate Bolt Matl Qty/Size T/L Flange Weld F8 .38 4-1. 000 PWS3 B/R Flange Weld FWS3 Web Weld FWS3 I width thick length Fy Base Plate 0.00 o.375 16.sG 55.o I· Base Elate -COL02 Base Plate Matl Bolt Qty/Size T/L Flange Weld F8 .38 4-1. 000 FWS3 B/R Flange Weld FWS3 Web Weld FWS3 I width thick length Fy Base Plate 0.00 o.375 16.00 55.o I tp(reg) /tp Ratio 0.42 tp(reg) /tp Ratio 0.42 ----------WELD Axial Web Shear Check 1, Uplift 0.02 0.07 ----------WELD Axial Web Shear Check & Uplift 0.02 0.08 Flg shear & Uplift 0.05 Flg Shear & Uplift 0,.07 ft/Ft Ratio 0. 06 ft/Ft Ratio 0 .06 BOLT fv/Fv ASTM Ratio Design 0.14 Fl.554 Gr.36 BOLT fv/Fv ASTM Ratio Design 0.1.5 Fl.554 Gr.36 -------------------------------------.. ---_..,_ . -----.. ------. --------------------------------------------------------------------------- Splice LOad Combinations: No. ASR Cases 1 1. 00 SW+ RDL + cot + RLL 2 1.00 SW+ RDL + W1t 3 1.00 SW+ RDL + W2L 4 1..00 SW+ RDL + WlR 5 1.00 SW+ RDL + W2R 5 1.00 0.60SW + 0.60RDL + Wl.L 7 1.00 0.60SW + 0.60RDL + W2L TKC 8 l.00 9 1.00 10 l.00 11 l.00 12 1.00 13 1. 00 14 l.00 15 i.oo 16 1.00 17 1.00 18 1.00 J:9 1. 00 20 l.00 21 1.00 22 l.00 23 i. 00 24-1.00 25 l.00 26 1.00 27 1.00 28 1.00 29 1.00 30 1.00 31 1.00 32· l.00 33 1.00 34 1. 00 35 i. 00 36 l.00 37 1. 00 38 1.00 39 l.00 40 1.00 41 l.00 42 l.00 43 1.00 44 l.20 45 l.20 46 1.20 47 l.20 48 l.20 49 l.20 U10S0189A 0,60SW + 0.60RDL + WlR 0.60SW + 0.60RDL + W2R SW ;c RDL + COL + O. 75RLL + 0. 75WlL SW + RDL + COL + 0. 75RLL + 0. 75W2L SW + RDL + COL + O. 75RLL + O. 75WlR SW+ RDL +COL+ 0.75RLL + 0.7SW2R SW + RDL + WSB SW + RDL + W6B SW + RDL + W7B SW, + RDL + 'W8B SW + RDL + WSF SW + RDL + W6F SW + RDL + W7F SW + RDL + WSF. 0.60SW + 0.60RDL + WSB 0,60SW + 0.60RDL + W6B 0,60SW + 0.60RDL + W7B 0.60SW + o·.60RDL + WSB 0 .. 60SW + 0.60RDL + W5F 0.60SW + 0.60RDL + W6F 0.60SW + 0.60RDL + W7F O. 60SW + 0. 60RDL + WSF SW + RDL + COL + 0. 75RLL + 0. 75WSB SW + RDL + COL + 0. 75RLL + O. 75W6B SW + RDL + COL + 0 .• 75RLL + 0. 75W7B SW + RDL + COL + 0. 75RLL + 0. 75W8B SW+ RDL +COL+ 0.75RLL + 0.75WSF SW + RDL + COL + 0. 75RLL + 0. 75W6F SW + RDL + COL + O. 75RLL + O. 75W7F SW+ RDL + COL + 0.7SRLL + 0, 75W8F 1. llSW + 1. llRI;>L + 1. 11.COL + 0. 91EQL l. llSW t 1. llRDL + l. UCOL + 0. 91EQR Olivenhain MWD Operations Bldg l.OSSW + 1.0SRDL + l..OSCOL + 0.75RLL + 0.68EQL 1.0SSW + l..OSRDL + l..OSCOL + 0.75RLL + 0,68EQR 0~48SW + 0.48RDL + 0.91EQL 0.48SW + 0,48RDL + 0.9lEQR Special Seismic Special Seismic Special Seismic Special Seismic Special Seismic Special Seismic A141/164 TKC U10S0189A NUCOR BUILDING SYSTEMS Job # UlOSOl89A Job Name; Frame Date Designer: OLlVENHAIN MWD OPERATIONS BLDG Hip Frame 4/27/2010 2 NBS UT\ tcoburn File -EOl.nfr FRAME DESCRieTION Frame type Frame width Bay width ECS 29.23 ·Ft. 14.50 Ft. RIGHT 0.00 Ft. 0. 00/12 Olivenhain MWD Operations Bldg Dim to ridge. Roof slope Eave height Girt offset Purlin offset LEFT 29.23 Ft. 2 .12/12 16.67 Ft. 8.oo In. 12.00 In. 21.83 Ft. 8.00 In. 12.00 In. Typ. Girt spacing Typ. Purlin spacing: 6.00 Ft. 4.95 Ft. C9l. spacing 29 .2271 supports / ·spring constants COLOl -Bottom V IL COL02 -Top H Bottom V H Column Bracing: WPl Gi:Ct Brace Flange Brace Location (ft): WP2 Girt Brace Flange Brace ' Location (ft)' Other Braces : Column Left Brace Right Brace Location (ft): y 0 15 .3 y 0 19.5 N 0 16.0 N 0 21.l L O A 'D I N G C O N D I T I O N S Building Code & Year 1986/1996 MBMA occupancy class AISC Specification' IBC/ASCE 7-05 l/2 2005 l\SD i:, o AD s {esf) RooE Dead load Roof Coll load Roof Live load Roof Snow load Floor dead load Floor live load Gx:oUild Snow load: Ss = l.173 Sl 13. 75 5.00 20. 00 0.00 o.oo o. 00 0. 00 0.457 Ce= l.00 Seismic Design Category = D Site Class ,:' D R = 3.25 Cd = 3.25 Sds = 0.806 Sdl = 0.4.10 rho c l, .. 30 omega = J-.000 Wind speed Wind pressure 85.00 Mph Exp. : C 14.07 Psf Building is Enclosed Wind pressure coefficients Cl ·C2E C2 WlR 0.854. 0.000 -0.890 WlL -0. 320 0.000 -0.404. W2R 0.494 0.000 -l.250 W2t -o. 680 0.,000 -o. 764 WSB -o. 270 -o. 890 -o.sio WSF -0.270 0.000 -0.510 W6B -o. 630 -1.250 -o. 870 W6F -0. 630 0.000 -0.870 W?B -o .270 -0.404. -0.227 W7F -o .270 0.000 -0.227 WBB -o. 630 -o. 764 -0.587 WSF -0. 630 0.000 -0.587 Wind Loads for Bndwall Column Pressure Suction Column Id (PSF) (eSF) COLOl 13.12 -15.27 COL02 12.84 -14. 70 Wind Loads for Endwal.l. Raft:er Interior Zone Pressure suction Pressure Suction 10.00 10.00 100. 00 100. 00 10.00 -20. 82 l.0.00 -18 .00 Edge Zone Pressure Suction Pressure 10.00 10.00 100 .oo 10.00 -25.04 10.00 C3 C3E C4 -o .4.04. 0.000 -0.320 -0-890 0.000 0.854 -o. 764 0.000 -o. 680 -l.250 0.,000 0.4.94 -0.510 0.000 -0.270 -0.510 -0.890 -o .270 -0.870 0.000 -o .630 -0.870 -l.250 -0.630 -0.22-7 0.000 -0.270 -0.227 -0.404 -a .210 -0.587 0.000 -0.630 -0.587 -0.764 -0.630 A142/164 TKC U10S0189A Olivenhain MWD Operations Bldg A143/164 Suction 100•, 00 -19 .41 Tributary Widths Panel Trib. Width (ft) WPl 14.95 WP2 14.95 RPl 14.50 ----------------------------------------- PROGRAM -AP PL I ED LO ADS ----------------------------------------- Load On Start End Start End Case Panel. Load Load LOc Loe Klf Klf Ft. Ft, RDL RP1 -o .199 -0.199 0.000 29.227 COL RP1 0 0.072 -0.072 . 0.000 29 .227 ·RLL RPl -o .29Q -o .290 0.000 29 .227 W1R RPl -o .182 -o .182 0.000 29.227 WlL RPl -0 .082 -o. 082 0.000 29.227 W2R RPl -o .255 -0.255 0.006 29 .227 W2L RP1 00,156 -o .156 0 .ooo 29.227 W5B WPl 0.196 0.196 0.000 16. 785 W5B WP2 0.192 0.192 0.000 21.833 W5B RPl -o. 281 -o .281 0.000 29. 227 W5F WPl -o. 228 -o .228 0.000 16. 785 W5F WP2 -0.220 -0 .220 0.000 21.833 W5F RP1 -o. 281 -o .281 0.000 29.227 EQR RP1 0.151 0.151 0.000 29 .227 EQL RP1 -0 .151 -o .151 0.000 29.227 ----------------------------------------- lT s ER-APPLIED LO ADS ----------------------------------------- Load On Hor. Vert~ Moment-Loe Special Case Mem Kips Kips K·Ft. Ft. Load # Description RDL COLOl 0.000 -1.700 2,3'40 15 .167 c-10 Eave Ext RDL COL02 0.000 -1. 700 -4.300 20.333 C-17 canopy RDL SPANl 0.000 -6 .960 0.000 28 .soo C-l Lean-To COL COLOl 0.000 -0 .420 0.850 15.l.67 C-ll. Eave Ext COL COL02 o. 000 -0 .600 -1.500 20 .333 C-18 Canopy COL SPANl 0.000 -2 .420 0 .ooo 28 .500 C·2 Lean-To RLL COLOl 0.000 -1. 700 3.400 15.l.67 C-12 Eave Ext RLL COL02 0.000 -2 .300 -5.900 20 .333 C-l.9 Canopy RLL SPANl. 0.000 -9 .380 0.000 28.500 C-3 Lean-To WlR COLOl 0.000 2. 060 -4.120 15.167 C.·13 Eave Ext WlR COL02 o.ocio 2. 800 7.200 20.333 c-20 Canopy WlR SPANl 0.000 3.780 0.000 28,500 C-4 Lean-To WlL COLOl 0.000 2 .060 -4 .120 15.l.67 C-l.4 Eave Ext !UL COL02 o. 000 2. 800 7,200 20.333 C-21 Canopy WlL SPANl 0.000 0. 940 o. 000 28 .500 C-5 Lean-To W2R COLOl 0.000 2.060 -4.120 15.161 C.·15 Eave Ext W2R COL02 0.000 2. 800 7 .200 20 .333 C-22 Canopy W2R SPANl 0. 000 5.060 0. 000 28 .500 C-6' Lean-To W2L COLOl 0.000 2.060 -4.120 15 .167 C-16 Eave Ext W2L COL02 0.000 2.800 7,200 20.333 C-23 Canopy W2L SPANl 0.000 2.200 0.000 28 .500 C-7 Lean-To W5B SPANl 0.000 2.ioo 0.000 28 .soo c-a Lean-To W5F Sl'ANl. 0,000 2 .100 0.000 28 .500 c-~ Lean-To ----------------------------------------- LO AD COMBINATIONS ----------------------------------------- ASR Cases 1) 1.00 SW + RDL + COL + RLL 2) 1.00 SW + RDL + WlL 3) 1.00 SW + RDL + W2L 4) 1.00 SW + RDL + WlR 5) 1.00 SW + RDL + W2R 6) l..00 0. 60SW + 0.60RDL + WlL 7) 1.00 0.60SW + 0.60RDL + W2L 8) 1.00 0.60SW + 0.60RDL + WlR 9) l.00 O.GOSW + 0 .60RDL + W2R l.O) 1.00 SW + RDL + COL+ 0, 75RLL + 0. 75W1L l.l) 1.00 SW + RDL + COL + 0, 75RLL + 0.75W2L l.2) 1.00 SW+ RDL + COL+ O. 75RLL + O. 75WlR 13) 1.00 SW + RDL + COL + 0. 75RLL + O. 75W2R 14) 1.00 SW+ RDL + WSB l.5) 1.00 SW+ RDL + W5F l.6) l.00 0.60SW + 0.60RDL + WSB 17) 1.00 0,60SW + 0.60RDL + WSF 18) 1,00 SW + RDL + COL + 0. 75RLL + O. 75W5B l.9) 1.00 SW + RDL + COL + 0. 75RLL + 0. 75W5F 20) l.00 l,llSW + l.llRDL + l.llCOL + 0.91EQL 2.1) 1.00 l..llSW + l.11RDL + l..llCOL + 0.91EQR 22) 1.00 l.OBSW + l.. 08RDL + l.0SCOL + 0 .. 75RLL + 0.68EQL 23) 1.00 l.08SW + l.08RDL + J..OSCOL + 0.75RLL + 0.68EQR 24) 1. 00 0.48SW + 0.48RDL + 0.91EQL 25) 1.00 0.48SW + 0.48RDL + 0.91EQR TKC U10S0189A Olivenhain MWD Operations Bldg A144/164 Job : U10S0189A Frame: Hip Frame OLIVENHAIN MWD OPERATIONS BLDG *** DESIGN SUMMARY REPORT *•'"* Built Up Rafter -RAF01 T/L B/R Flange Flange Web Section Mat 11 Mat 1 l Mat I l 1 F6.38 F6.31 Chkpt Depth 15.69 Section W188 9 Load Comb 15.69 I Axial Axial Loe Kip$ Ratio -0.1 0.00 NUCOR BUILDING SYSTEMS Moment Ft-kip 53 .5 T/L Bend Ratio 6.49 B/R Bend Ratio 0.46 Max Unity Check 0.49 Date: 05-13-10 Page: l By NBSUT\ tcoburn File: EOl SHEAR Load Force Shear Flow (k/ in) Comb Loe Kips Ratio T/L B/R 1 -26.70 0.74 1.48 1.37 ------------.. ----------------------------------------------------------------------------------------------------------------------- T/L Flg Web B/R Flg I width thick Fy I 6.o o.3750 55.oo I 0.1875 55.00 I 6,.0 0.3125 55.00 Built Up Column -COLOl T/L B/R Flange Flange Web Load section Mat I l Mat 11 Mat I l Comb 1 Chkpt Depth Section T/L Flg Web B/R Flg F6.25 F6.25 10 12.50 I Wl25 16 12.50 I I width thick Fy 6.0 0.2500 55.00 I 0.1250 55.00 6.o 0.2500 55.oo I Loe 10 AXiaL Axial Kips Ratio -12. 9 0 .29 Moment Ft-kip o.o T/L Bend Ratio o.oo B/R Bend Ratio 0.00 Max Unity Check o·. 29 -------------SHEAR --------------Load Force Shear Flow· {k/ in) Comb Loe Kips Ratio T /L B/R 22 16 0.00 o.oo 0.00 0.00 ------------' ------------------------------------------------------------------. ------· --------------------------------------------- Built Up Column -COL02 T/L B/R Flange_ Flange Web Section Mat 11 Mat 1-1 Mat' l Load Comb Loe l F6.38 F6 .38 Wl35 1 17 Chkpt 17 23 Depth 12. 75 Section I 1 12. 75 I I-width thick Fy T/L Flg Web B/R Flg 6.0 0.3750 55.00 I 0.1345 55.00 6.0 0.3750 55.00 Frame Weight (lbs) = 1295 Deflections (in)-: Axial Axial Kips Ratio -32.2 0.87 Moment Ft-kip 0.0 Maximum dy = -0.90 = L/ 373 @ MOD 1, SW+RDL+COL+RLL+NLR Max. Live dy = -0 .44. = L/ 767 @ MOD l, SW+RDL+COL+RLL+NLL T/L Bend Ratio o. 00 B/R Bend Ratio o.oo Max: ull.ity Check o. 87 SHEAR Load Force Shear Flow (k/in) Comb Loe Kips Ratio T/L B/R 21 23 0.00 o.oo 0.00 o.oo TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BU!µDING SYSTEMS Job # UlOSOl89A Job Name: OLIVENJJAIN MWD OPERATIONS BLDG Frame Hip, Frame Date 4/27 /201.0 2 Designer: N·BsUT\ tcoburn File EOl. nfr CONNECTION SUMMARY Pinned Column Cap from COLOl to RAF01 Connx Type. Cap Plate Maf:.l . Bottom 'Rft Flg Bolt Matl Qty/Size 4-0.500-S Load Comb Pinned Column Cap ~rom COL02 to RAFOl Cap Bottom · Conroe Plate Rft Flg Bolt Type Matl Matl Qty/Size 4-0. 500-S Base P~ate -COL0l Load Comb Axial Kips Axial Kips Shear Kips Shear Kips Base Plate Matl Bolt Qty/Size T/L Flange Weld B/R Flange Weld Web Weld tp(req) /tp Ratio FS.38 4-l.000 FWS3 FiiSJ FWS3 0.38 J width thick length Fy Base Plate a.oo o.375 12.50 5s.o I Base_ Plate -COL02 Base. Plate, Matl Bolt Qty/Size T/L Flange Weld B/R Flange Weld Web Weld tp(req)/tp Ratio FS .• 38 4-l.000 FWS3 FWS3 FWS3 D.5S I width thick length Fy Base Plate 8.00 D.375 12.75 55.0 j Splice Load Combinations:. No. ASR Cases l l.00 SW + RDL + COL + RLL 2 1.00 SW + RDL + WlL 3 1.00 SW + RDL + W2L 4 1.00 SW: +-R.DL + W1R 5 1.00 sff + ROL + W2R • 1.00 0p60SW + o. oORDL + WlL 7 l.00 0.60SW + 0.60RDL + W2L 8 1.00 0.60SW + 0 '. 60RDL + WiR 9 LOO 0.60SW + 0.60RDL + W2R 10 1.00 SW+ RDL + COL + 0.75RLL + 0. 75WlL 11 1.00 SW+ RDt + COL.+ 0.7SRLL + 0. 75ii2L 12 l.00 SW+RDI.+ COL.+ 0.75RLL + o. 75WlR 13 1.00 SW+RDI,+ COL-+ 0. 7SRLL + 0. 75W2R u l.00 Sw+RDL+ WSB lS 1.00 SW + RDL + WSF 16 l.00 O.oOSii + O.GORDL + W5B 1.7 1.00 0.60SW + Q. 60RDL + W5F 18 1.00 SW+ RDL + COL+ 0.75RLL + 0. 75W5B 19 1.00 SW + RDL + COL+ 0.75RLL + 0. 75W5F 20 1.00 l.llSW + 1.HRDL + l.11COL + 0.91EQL 2i 1.00 l. llSW + 1. llRDL + l .11COL + 0.91BQR 22 1.00 l..08SW + 1. OBRDL + 1. OBCOL + O. 75RLL + 0 .6BEQL 23 1.00 1..0BSW + 1.0BRDL + 1.08COL + 0. 75RLL. + 0 .68EQR 24 1.00 0.48SW + 0.48RDL + 0.91.EQL 25 1.00 0.48SW + 0.48RDL + 0.91.EQR Moment Ft-kip Moment Ft-kip Cap Plate Ratio Cap Plate Ratio ----------WELD Axial Web Shear Check & Uplift 0.02 0.02 ----------WELD Axiai Web Shear Check &. Uplift 0.04 0. 02 B/R Rft Flg Ratio B/R Rft Flg Ratio Flg Shear "Uplift 0.06 Flg Shear 6' Uplift 0.09 Load Axial Comb Kips Load Axial Comb Kips ft/Ft Ratio 0.05 ft/Ft Ratio 0.07 BOLT fv/Fv Ratio 0.00 BOLT fv/Fv Ratio o.oo BOLT Shear Kips BOLT Shear Kips ASTM Design Moment Ft-kip Moment Fe-kip Fl554 Gr.36. ASTM Design Fl554 Gr. 36 A145/164 Bolt Ratio Bol.t Ratio TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job lt Ul.0S0189A Job Name: OtIVENl!AIN MWD OPERATIONS BLDG Frame Date Designer: File Frame Line M 4/27/2010 2 NBSUT\tcoburn E02.nf:C FRAME DESCRIPTION Frame type Frame width Bay widt.h ECS 31.00 Ft. 13.50 Ft. RIGHT 0.00 Ft. 0. 00/12 Dim to ridge Roof slope Eave height Girt o·ffset. Purlin offset LEFT 31.00 Ft. 3.00/12 18.4.2 Ft. 8.00 In. 10.00 In. 26.17 Ft. 8.00 In. 10.00 In. Typ. Girt spacing : 6.00 Ft. 3.50 Ft. Typ. Purlin spacing; Col. spacing 31.0000 Supports / Spring Constants COL01 -Bottom V H COL02 -Top H Bottom V H Column Bracing: WPl Gi:c:t: Brace Flange Brace Location (ft) : WP2 Gi:c:t ~race Flange Brace : Location (ft} : Other Braces: Column Left Brace Right Bl:ace Location (ft} :- y 0 17.l y 0 23.S N 0 l.7 .8 N 0 25.4 LOADING CONDITIONS Building Code & Year 1986/1996 MBMA occupancy class AISC Specification LO ADS (Psf) 13. 75 5.00 20.00 0 .00 o.oo 0.00 IBC/ASCE 7-05 l./2 2005 ASD Roof Dead load Roof Coll load· Roof Live load Roof Snow-load Floor dead load Floor live load Ground Snow load: Ce = 1.00 Ss = Ll73 Sl o.oo 0.457 = 3.25 Seismic Design category = D R = 3.25 Cd Sds = Cl.SOS Sd1 = 0 .470 ~ho Wind speed 85.00 Mph Exp. ' C Wind pressure 14..51 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 CJ C3E W1R 0.904 0.000 -0.890 -0.44.6 0.000 WlL -0.377 0.000 -0.446 -o. 890 0.000 W2R 0 .. 544 0.000 -1.250 -0.806 0.000 W2L -0. 737 (}.000 -0.806 -l..250 0.000 W5B -o. 270 -0.890 -0.510 -0.510 0.000 W5F -0. 270 0.000 -0.510 -~.510 -o. 890 W6B -o. 630 -l.250 -o. 870 -0.870 0. 000 W6)1' -o. 630 0.000 -0.870 -0.870 -l. 250 W7B -o .270 -0.446 -0 .256 -0.256 0.000 W7F -0. 270 o. 000 -0.256 -0.256 -0. 446 W8B -o. 630 -0.806 -0.616 -0.616 o.ooii WSF -0.630 0.000 -0,.616 -0.616 -0. 806 Wind Loads for Endwall Column Pressure suction Column Id (PSF) (PSF) COLOl 13.34 -15.36 COL02 12.99 -14.66 Wind Loads for El)dwall Rafter Interior Zone Pressure 10.00 10 .00 Suction 10.00 -21.4.7 Pressure 100. 00 10.00 Suction 100.00 -18.57 Edge Zone Pressure 10.00 10.00 ?uction 10.00 -25. 82 Pressure 100.00 10.00 Site Class 1. .. 30 om_ega C4 -0.377 0.904 -o. 737 0.544 -0.270 -0.270 -0.630 -0.630 -0.270 -0.270 -0.630 -0.630 D 3.000 A146/164 TKC U10S0189A Olivenhain MWD Operations Bldg A147/164 Suction 100 .QO -20. 02 Tributary Widths Panel Trib. Width (ft) WPl 16.00 WP2 15.67 RPl 13 .50 --------------------------------------.. --PROGRAM"-APPL I E D L O AD S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loe Loe Klf Klf Ft. Ft. RDL RPl -o .186 -0.186 0.000 31.000 COL RPl -o. 068 -Q. 068 0.000 31.000 RLL RPl -0. 270 -0. 270 0.000 31.000 WlR RPl. -0 .l 74 -0.174 O. ODO 31.000 WlL RPl -o. 087 -o. 087 o. 000 31.000 W2R RPl -0 .245 -0. 245 0.000 31.000 W2L RPl -0 .158 -0.158 0. 000 31.000 W5B WPl 0 .213 0.213 o. 000 18. 667 W5B WP2 0 .203 0.203 0. 000 26.170 W5B RPl -0.270 -0.270 0 .ooo 31.000 W5F WPl -0.246 -o. 246 0 .000 18.667 W5F WP2 -0.230 -0.230 0. 000 26.170 W5F RPl -0.270 -o. 270 0. ooo, 31.000 EQR RPl 0.127 0.127 0. 000 31.000 EQL RPl .-0 .127 -0.127 o. 000 31.000 -----------------------------------------USER-APPL I E D LO ADS ----------------------------------------- Load On Hor. Vert. Moment Loe Special Case Mem Kips Kips ,K-Ft. Ft. Load ff. Description RDL COLOl 0. 000 -o. 750 l.865 11 .• 000 C-1. Canopy RDL COL02 0.000 -5. 930 -4.942 14 .667 C-15 Aux. Rafter RDL COL02 0. ODO -0. 850 -2.575 24. 667 c-a canopy COL COLOl o,. 000 -o. 270 0.675 17 .000 C-2 Eave Ext COL COL02 0. 000 -l.990 -1. 658 14. 667 C-16 Aux. Rafter COL COL02 '0.000 -o .300 -0.900 24. 667 C-9 canopy RLL COLOl. 0.000 -l.090 2.715 17 .ooo C-3 Eave Ext RLL COL02 o. 000 -6.570 -5.475 14 .667 C-17 Aux. Rafter RLL COL02· 0, 000 -l.150 -3. 525 24 .667 c-10 C!l!lOPY WlR COL01 o .. 000 l.320 -3.290 17.000 C-4 Eave Ext WlR COL02 o. obo 7.750 6.458 14 :667 C-18 Aux. Rafter ·wlR COL02 0. 000 l.400 4.300 24 .667 C-ll Canopy WlL COLOl o. 000 l.320 -3. 290 17 .000 C-5 Eave Ext WlL COL02 o. 000 -l.330 -l.108 14 .667 C-19 Aux. Rafter WlL COL02 0.000 l.400 4.300 24,667 C-12 Canopy W2R COLOl. o. ooo· l.320 -3 .290 17"000 C-6 Eave Ext W2R COL02 0,000 9 .050 7 .542 14 .667 C-20 Aux. Rafter W2R COL02 0,000 l.400 4.300 24. 667 C-13 CanOpy W2L COLOl o. 000 i.320 -3. 290 17. 000 C-7 Eave Ext W2L COL02 0.000 -o. 030 -0.025 14.667 C-21 Aux. Rafter W2L COL02 0. 000 l.400 4.300 24,667 C-14 Canopy W5B COL02 0.000 2 .070 1. 725 14 .667 C-22 Aux. Rafter WSF COL02 0,000 2 .070 l.725 14. 667 C-23 Aux. Rafter ----------------------------------------- LO AD C O M B t N A T I 0 NS ----------------------------------------- ASR Cases 1) 1.00 SW + RDL + COL+ RLL 2) l.00 SW+ RDL + WlL 3) l.00 SW+ RDL + W2L 4) l.00 SW+ RDL + WlR 5) l.00 SW + RDL + W2R 6) l.00 0.60SW + 0.60RDL + WlL 7) l.00 0.60SW + 0.60RDL + W2L 8) l.00 0.60SW + 0 • &ORDL + WlR 9) 1.00 0.60SW + 0. 60RDL + W2R 10) 1.00 SW + RDL + COL+ 0,75RLL + 0. 75WlL 11) l.00 SW + RDL + -cot + 0.75RLL + 0. 75W2L 12) l.00 SW +RDL+COL+ 0.75RLL + 0.75W1R 13) 1.00 'SW+RDL+COL+ 0.75RLL + 0.75W2R 14) 1.00 SW +-RDL + WSB 15) 1.00 SW + RDL + W5F 16) l.00 0.60SW + 0.60RDL + W5B 17) 1.00 0.60SW + 0.60RDL + WSF 18) l.00 SW + RDL + COL+ 0. 75RLL + 0. 75W5B 19) l. 00 SW + RPL + C9L + 0. 75RLL + 0. 75W5F 20) l.00 l.llSW + l,llRDL + l.l.l.COL + 0.91EQL 21) 1.00 l.llSW + l..llRDL + l.llCOL + 0.91EQR 22) J:.00 .1.oasw + l.08RDL + l.08COL + 0.75RLL + 0. 68EQL 23) l. 00 l.OBSW + l.08RDL + l.OBCOL + 0.75RLL + 0. 68EQR 24) l.00 0 .·48SW + 0.48RDL + 0.9'1EQL 25) l.00 0.48SW + 0.48RDL + 0.91EQR TKC U10S0189A Olivenhain MWD Oper~tions Bldg A148/164 Job : Ul0S0189A Frame: Frame Line M OLIVENHAIN MWD OPERATIONS BLDG *** D~SIGN SUMMARY REPORT H,'* Built Up Rafter -RAF01 T/L B/R Flange Flange Web Section Mat I l Ma~ 1 l Mat 11 Load Comb 1 Chkpi; Depth Section T/L Flg Web B/R Flg FS.38 F5.25 Wl35 1 19.62 I 1 11 19.62 I I width thick Fy 5.o o.3750 5s.oo I o.1345 s5.oo I s.o 0.2500 5s.oo I Built Up Column -COLOl T/L B/R 1 Flange Flange Web Section Mat' 1 Mai: 11 Mat I l Load Comb Loe Loe 1 F6.25 F6. 25 Wl25 1 12 Chkpt 12- Depth 12.50 Section { 18 12.50 I Axial Axial Kips Ratio 0.2 0.00 Axial Axial. Kips Ratio -11. 0 0.30 NUCOR BUILDING SYSTEMS Moment Ft-kip 53. 6 Moment Ft-kip 0. 0 T/.L Bend Ratio 0.48 T/L Bend Ratio 0 .oo- B/R Bend Ratio 0.59 B/R Bend Ratio 0. 00 Max Unity Check 0.59 Max Unity Check 0.30 Date: 05-13-10 Page: 1 By NBSUT\ tcoburn File; E02 SHEAR Load Force Shear Flow (k/in) Comb Loe Kips Ratio T/L B/R 1 11 -8.20 0.79 0.37 0.30 SHEAR Load Force Shear Flow {k/ in) Comb, Loe Kips Ratio T/L B/R 21 18 o.oo o.oo 0.00 0.00 ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg Web B/R Flg I width thick Fy I 6.0 0.2500 ss.oo I 0 .. l~SO 55. 00 6.o 0.2500 55.oo I Built: Up Column -COL02 T/L B/R Flange Flange Web Section Mat •-1. Mat. 1·1 M~t '1 Load Comb LOc l FS.25 F8.25 Wl25 l 25 Chkpt 19 Depth 12,50 Section I 1 27 12 .so I Axial Axial. Kips Ratio -25.4 0.64 Moment Ft.-kip -7.7 T/L Bend Ratio 0.10 B/R Bend Ratio -Max Unity Check 0.80 Load Comb Loci l 25b SHEAR Force Shear Flow {k/ in} Kips Ratio T/L B/R -0.51 0.04 0.04 0.04 ------------------------------------------------------------------------------------------' -----------------------------------------r width thick Fy I T/L Flg Web B/R Flg 0.0 0.2500 s5.oa I 0.1250 ss.oo I 8.0 0.2500 55_00 Frame Weight (lbs) = Deflections {in) : Maximum dx >= -o .01 Maximum dy =--o .84 Max. Live. dy =--0.4.1 E/W col dx = o.07 1274 H/ 9999 1.08SW+1.08RDL+1.0BCDL+0.75RLL+0.68EQL L/ 418 @ MOD 1, SW+RDL+COL+RLL L/ 862 @ MOD :L, SW+RDL+COL+RLL L/ 4102 @ COL02, SW+RDL+CDL+RLL TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job ff Job Name: U10S0189A OLIVENHAIN MWD Frame Line M 4/27/2010 2 NBSUT\tcoburn E;O~.nfr OPERATIONS BLDG Frame Date : Designer: File CONNECT:rON SUMMARY Pinned Column Cap from COL0l to RAF0l Cap C6nnx Plate Type Matl. Bottom Rft Flg Bolt Matl Qty/Size 4·0.500-S Load Comb Pinned Column Cap from CbL02 to RAFOl Cap Connx Plate Type Matl Bottom Rft Flg Bolt Matl Qtcy/size 4-0.500-S Base Pl.ate -COLOl T/L Load Comb Axial Kips Axial Kips Shear Kips Shear Kips Base Plate Matl Bolt Flange Qty/Size Weld B/R Flange Weld Web Weld tp(req) /tp Ratio FS.38 4-l..000 FWS3 FWS3 FWS3 0.38 I width thick length Fy Base Plate s.oo o.375 12.so 55.o I Base Plate -COL02 Base Plate Matl Bolt Qty/Size T/L Flange Weld B/R Flange Weld Web Weld tp(reql /tp Ratio FB .38 4-2. 000 FWS3 FWS3 FWS:lc 0.55 I width thick length Fy Base Plate s.oo o.J.75 12.50 s5.o I . Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL + RLL 2 1.00 SW + RDL + WlL 3 1.00 SW+ RDL + W2L 4 i.oo SW + RDL + WlR 5 1.00 SW+ RDL + W2R 6 1.00 O.GOSW + 0.60RDL + W1L 7 1 .00 0.60SW + O.SORDL + W2L a l.0() 0 .60SW + 0 • 60RDL + WlR 9 l.00 0 .60SW + 0. 60RDL + W2R 10 1.00 SW + RDL +COL+ 0,75RLL + 0.75W1L ll 1.00 SW + RDL +COL+ 0.75RLL + 0.75W2L 12 l.00 SW + RDt + COL+ o· •. 7SRLL + 0. 75WlR lJ. 1.00 SW + RDL + cor. + 0. 75RLL + 0. 75W2R 14 1.00 SW + RDL + WSB l.5 l.00 SW + RDL + WSF 16 1.00 0 .60SW + 0.60RDL + WSB 17 l.00 0 .O0SW + 0.60RDL + W5F l6 1.0D SW + RDt +-COL+ 0. 75RLL + 0. 75W5B 19 l.00 SW + RDL i-cot+ 0 •. 7SRLL + 0. 75WSF 20 1.00 l ~11SW + l.~llROL + 1al1COL + 0.9lEQL 21 1.00 l.llSW + l..l.lRDL + l.llCOL + 0.9lEQR 22 1.00 l .OBSW + l..OBRDL + l.OBCOL + 0. 7SRLL + 0.68EQL 23 1.00 l.a08SW + l..OBRDL + l.OSCOL + O. 75RLL + 0.6BEQR 24 1.00 0.4BSW + 0.48RDL + 0.91EQL 25 1.00 0 .48SW + 0 .48RDL + 0. 9lEQR Moment Ft-kip Moment Ft-kip Cap Plate Ratio Cap Plate Ratio ----------WELD Ax~al Web Shear Check & Uplift 0.02 0.02 ----------WELD Axial Web Shear Check & upiift 0 .06 0.05 B/R Rft Flg Ratio B/R Rft Flg Ratio Load Axial Comb Kips Load Axial Comb Kips Flg Shear .ft/Ft BOLT f.v/Fv Ratio & Uplift Ratio 0.06 0.05 o. 00 BOLT BOLT Shear Kips BOLT Shear Kips ASTM Design Moment Ft-kip Moment Ft-kip F1554 Gr.36 Flg Shear & Uplift ft/Ft Ratio fv/Fv ASTM Ratio Design 0.13 0.14 0.01 Fl554 Gr.36 A149/164 Bolt Ratio Bolt Ratio TKC U10S0189A Olivenhain MWD Operations Bldg A150/164 NUCCIR . -Project No.: UlOS0189A -----------au•1,.,PfN&S a•ou.-Des c rip ti on : OMWD Operations Bldg -----------A DIVISION OF NUCOR CORPORATION Engineer : TKC -----------LeanTo Connections (AISC 13th Edition) Date: 5/4/2010 per AISC Steel Construction Manual (13th Edition) -Part 10-49 & Section JJO Version: 1.3 (Date: 09/23/09) By DJE GENERAL INFORMATION: Design Method, (ASD / LRFD): APPLIED LQADS: (Low Eave) Rafter End-Reaction Due to Gravity: Allowable Stress Ratio, ASR: 1---•"·~--.--~~··· f i_ ASD , • j ':' k --·-too~ ·--~ Req'd Compressive Strength, Ru_c: · 11.57 : kips Raft~r End-Reaction Due to Uplift: Allowable Stress Ratio, ASR: ."·---. ~~,------1 ..• LOO 1 Req'd Tensile Strength, Ru_t: 0.68 kips RAFTER GEOMETRY: (Low Eave) Section Designation: Web Depth, dw: (WF=Tota!Depth,d) Web Thickness, iw: Flange Width, br: Flange Thickness, tr: Section Material: Rafter Slope, (x : 12): 5.0 Jin. ...,.. ___ ""'! 0.25 !in. A572 Gr. 55 3.0. CONNECTION PROPERTIES: (Low Eave) Bearing Length, N: (Column Depth) I 12.0 j Distance from Member End, d0: ! · 6.Q -- Unbraced Length,/: 15.15 Comp. Flg. Restrained Against Rotation: Cap-Plate Information: Cap-Plate Width, heap: Cap-Plate Thickness, tcap: No. of Bolts per Connx, n: Bolt Diameter, db : Bolt Material: Stiffener Geometry: (For Design) Stiffener Designation: Stiffener Weld: _TRUE,; . (i.0 iin. o.is ~in. 4 I ¾i'0 A325 None FWD3. in. in. ft. 0-Use Alternate Low Eave-Connection (Bearing Connection). LEAN-TO RAFTER TO COLUMN CONNECTION SEE Cf>D DEfAIL SECTION "AC" FOR LOW EAVE MASONRY DEfAILS LEAN-TO RAFfER TO MAIN COLUMN CONNECTION WELD DEfAIL BOLTS ENDPL STFPA {NS/FS) *Top flange weld shall use a minimum 3/16" single-sided fillet weld. (U.N.O.) APPLIED LOADS: (High Eave) Maximum Rafter End-Reaction: Allowable Stress Ratio, ASR: Required Shear Strength, V,: RAFTER GEOMETRY: (High Eave) Section Designation: web Depth, dw: (WF = Total Deptl,, d) Web Thickness, tw: Flange Width, br: Flange Thickness, 4: Section Material: ! _, . 1~Qo · · f'." 9,;38 · ., kips BU13x14 iin. I !in. l ·.ri·.O· I .. Q.P$ I. '. -~·.9 ' t· .:m- .............. ·9 ..... JZ_· S ______ iin. A572 Gr. 55 CONNECTION PROPERTIES: (High Eave) Column Flange Thickness, tr_cal: End-Plate Information: End-Plate Thickness,~: End-Plate Material: 'A' End-Plate Weld: No. of Bolt Rows/Connx, n,: Bolt Diameter, "db : Bolt Material: Standard Plate Dimensions: End-Plate Width, bP: Minimum End-Plate Length, l P: Distance to 1st Bolt, Pr: Bolt Spacing, Pb: Bolt Gage, g: r~ , "1' ~ ·->:; -0.\8_75 _. :in. ! . ¾.''@. 1. A$2S·. D Manual Input! 5 in. 6.1875 in. 1.6875 in. 3 in. 3 in. TKC U10S0189A Olivenhain MWD Operations Bid~ A151/164 Project No.: Ul0S0189A -----------.. ..,, . .,,,o,,--c;.a GR.ou.-:0 es c rip t ion : ____ C_an_o_p ... Y_B_ea_n_1s __ _ AD1v1sroN OF NUCOR CORPORATION Engineer: _____ T_K_C ____ _ End-Plate Moment Connections (AISC 13th Edition) Date : 5/3/2010 per AISC Moment End-Plate Connections (Steel JJesign Guide Series 16) & AISC 13th Edition Version: 15 (Date: 08/H/09) I}y PI GENERAL INFORMATION: Design Method, (ASD / LRFD): Allowable Stress Ratio, ASR: APPLIED LOADS: Required Axial Strength, Pr : Required Shear Strength, V r : Required Moment Strength, Mr: BOLT INFORMATION: Bolt Material: Bolt Diameter, db : User Override Information: Gage Pf Pb SECTION GEOMETRY: Section Designation: Web Depth, d w : (WF = Total Depth, d) Web Thickness, t w: Flange Width, b 1: Outside Flange Thickness, t 01: Inside Flange Thickness, t if: Column Stiffener Information: Stiffener Designation: END-PLATE INFORMATION: Plate Width, b P : Plate Thickness, t P : Plate Yield Strength, F PY: End-Plate Recommended Dimensions: Plate Width, b P : Plate Thickness, t P : Er:@»Tu1li!to SfilfoL:~r Itr~.\ti1Ztli1tio:n: Sfiilene-r Di::sig11::1tion: Sfrffener Weld: St!.ilener Length: = ASD 1:00 . ' I 1.000 lkips. 4.600 !kips. i L~OO-. . ft-kips. A3ZS ... , ¾"~ ~ ;~½i~'.t,t~'ifftdn. o:;;;::Z:''1$~''2 !":·:,in. ·;}:.~? ~JlJf~Iiin. LEFT ;nus ·o i p;9. . ~ D:;. i 24.0 pn. o.1zs !in. 6.0 :in. -· f ,,,..,.,_~ 1- 1 . 0.375_ ·_· .·iin. l 0.375 }in. f F3.2S_ i 6.0 in. 0.375 in. 5$.9 :ksi. 6.0 in. 0.3213 in. >~(ii'..1f 'N(m1e in. :ox Two-Bolt Unstiffened (Flush) @ Ileam-To-Col. 0 Beam-To-Beam Plate Width, b P : Plate Thickness; t P : Plate Yield Strength, F PY : End-Plate Recommended Dimensions: Plate Width, b P : Plate Thickness, t P : Stiffo1~e:r nesi.gnadon: Stiffener Weld: Stiffen~r Length: RIGHT i BU Section.; , ii.O 1in. l • • t' C ' 1. .. O,J75 .. , lin. · (J) · .. lin. . ~""'.,t. · o:.is . 1 m. 0,25. )n. r---.. -- i . 6,,g :in. ~).~75 !• L pn. 5'$,0 •ksi. 6.0 in. 0.3213 in. None 'None in. Please Note: Gage, Pf, and/or Pb have been over-ridden. TKC U10S0189A Olivenhain MWD Operations Bldg A152/164 NUCCIA BUlbOJNGS GROUP A DlVISION OF NUCOR CORPORATION Project No. : ____ U;;..l...;0...;S.;;.0.;;;;.18...;9...;A ___ _ Description : ___ .;;.C.;;;;.an...;o~p.::..y...;B...;e_am_s __ _ Engineer : TKC -----------End-Plate Moment Connections (AISC 13th Edition) Date: 5/3/2010 per AISC Moment End-Plate Connections (Steel Design Guide Series 16) & AISC 13th Edition Version: 1.5 {Date: 08/17/09) By Pl GENERAL DIMENSIONS: Standard Bolt Dimensions: Number ofBolts, n: Bolt Diameter, db : Bolt Gage, g: Bolt Dimension, P 1= Bolt Dimension, Pb : Minimum Edge Distance, de : Maximum Flange Thickness, tj. max: DETAILING INFORMATION 4 ¾"0" 3.5 · in. -----2 in. • -----in. ------in. 0.25 in. ...- -----X Distance from nth bolt row to center of end-plate, x n : Distance from outside row, x O : in. -----Distance from 1st interior row, X 1 : 4.0 in. ----Distance from 2nd interior row, x 2 : in. -----Distance from 3rd interior row, x 3 : in. WEB WELD t p ----- - _( .) • ----1-- X 0 E 0.. ·/ f--FLANGE WELD • J gage J TWO-BOLT FLUSH UNSTIFFENED Left and Right Connection Plate Dimensions: Left End-Plate Width, b P: 6 in. ----Right End-Plate Width, b P : 6 in. -----Left End-Plate Thickness, t P : 0.375 in. Right End-Plate Thickness, t P : 0.375 in. -----Column Stiffener Flange Weld: FWS3 Right End-Plate Flange Weld: FWS3 Column Stiffener Web Weld: WP13 Right End-Plate Web Weld: WP13 End-Plate Length, l P: 12.5 in. End-Plate Length, l P : 12.5 in. Column Stiffener Designation: F3.25 End-Plate Stiffener Information: Left End-Plate Stiffener: None Right End-Plate Stiffel.'ler: None Left End-Plate Stiffener Weld: None Right End-Plate Stiffener Weld: None Left End-Plate Stiffener Length: in. -----Right End-Plate Stiffener Length: in. ----- TKC U10S0189A Olivenhain MWD Operations Bldg A153/164 NUC:CIR ;,..,,.-.;o,.as ••ou,-ProjectNo.: U10S0189A ------------Des c rip ti on: ___ H_ip..._C_an_o_.P ... Y_B_ean_1 __ _ A DlVISION OF NUCOR CORPORATION Engineer : TKC ------------End-Plate Moment Connections (AISC 13th Edition) Date: 5/4/2010 per AISC Moment End-Plate Connections (Steel Design Guide Series 16) & AISC 13th Edition Version: 1.5 (Date: 08/17/09)ByPI GENERAL l~FORMATION: Design Method, (ASD / LRFD): Allowable Stress Ratio, ASR: APPLIED LOADS: Required Axial Strength, Pr : Required Shear Strength, V r : Required Moment Strength, Mr: BOLT INFORMATION: Bolt Material: Bolt Diameter, db : User Override Information: Gage Pf Pb SECTION GEOMETRY: Section Desi~ation: Web Depth, d w: (YJF = Total Depth, d) Web Thickness, t w: Flange Width, b 1= Outside Flange Thickness, t 01: Inside Flange Thickness, t if: END•PLATE INFORMATION: Plate Width, b P : Plate Thickness, tp: Plate Yield Strength, F PY : End-Plate Recommended Dimensions: Plate Width, b P: Plate Thickness, t P: StilfenJ~r Design<1tion: F;tiffener Weld: Still:euer Length: t __ ASO 7 LOO .. -~ -~--·----......... : l,~00 '.kips. 4.600 lkips. · l 1.8(10 1:ft-kips. Ji ;s;'?~:s2·.;-t?;; in. ,.::=~.:::~·,·tl.5-;. -~.:_:: m. ->'-: ~~·.t;~~-,~.:~..::;m. LEFT ; riu seciiion:· i _· 15.0" '.in. _0.187~ \in. 6 .. 0 lin. 0.37~ -iin. 0,3125 !" ,m. ... -· ·····Jin. 6.Q 0;~75 !in. .ss:o . lksi. 6.0 in. 0.2841 in. L\Oil<;; T\im,e in. Moment (+ Pos=Clockwlse) Two-Bolt Unstiffened (Flush) 0 Beam-To-Col. @ Beam-To-Beam Plate Width, b P : Plate Thickness, t P: Plate Yield Strength, F PY : End-Plate Recommended Dimensions: Plate Width, b P : Plate Thickness, t P: Sti:ffo.uei-Dc~,igrmtir,a: Stiffener Wdd: Stiffener Lenf:_rt.h: RIGHT r..&1:rs~1iion~ l 15;9 ;in. 1 . Q~ti~~ -Hn. ~9.' an. o.~ !in. . o:~s .. jin. _ ... O..,;j .... 1 ... s:_· ....,jin. . 5$3) .iksi. ------ 6.0 in. --------0.2841 in. in. ----- Please Note: Gage, Pf, and/or Pb have been over-ridden. TKC U10S0189A Olivenhain MWD Operations Bid~ A154/164 NI.JC:CIA -· . -·- BU-'J..DJNGS GJiJOUP Project No.: U10S0189A -----------Description : ___ H___.ip_C_ru_1_0.._py...._B_erun __ _ A DIVISION.OF NUCOR CORPORATION Engineer : TKC -----------End-Plate Moment Connections (AISC 13th Edition) Date: 5/4/2010 per AISC Moment End-Plate Connections (Steel J)esign Guide Series 16) & AISC 13th Edition · Version: 1.5 (Date: 08/17/09)ByPI DETAILING INFORMATION GENERAL DIMENSIONS: Standard Bolt Dimensions: Number of Bolts, n: 4 Bolt Diameter, db: ¾"0 Bolt Gage, g: 3.5 in. ----Bolt Dimension, P 1: 2 in. ----• Bolt Dimension, Pb: in. ----Minimum Edge Distance, de: in. -----Maximum Flange Thickness, t f. max : in. -------0.375 X Distance from nth bolt row to center of end-plate, x n : Distance from outside row, x O: in. --------Distance from 1st 'interior row, x 1 : 5.5 in. -----Distance from 2nd interior row, x 2 : in. -------Distance from 3rd interior row, x 3 : lll. WEB WELD t p ----- ( ,) • ----I--- X 0 E 0.. ·I 1--FLANGE WELD • J gage J TWO-BOLT FLUSH UNSTIFFENED Left and Right Connection Plate Dimensions: Left End-Plate Width, b P : 6 in. ----Right End-Plate Width, b P : 6 in. Left End-Plate Thickness, t P : 0.375 in. Right End-Plate Thickness, t P : 0.375 in. Left End_.Plate Flange Weld: FWS3 Right End-Plate Flange Weld: FWS3 Left End-Plate Web Weld: WPB Right End-Plate Web Welq: WP13 End-Plate Length, l P: 15.75 in. End-Plate Length, l P : 15.75 in. Column Stiffener Designation: None End-Plate Stiffener Information: Left End-Plate Stiffener: None Right End-Plate Stiffener: None Left End-Plate Stiffener Weld: Nohe Right End-Plate Stiffener Weld: None Left End-Plate Stiffener Length: in. Right End-Plate Stiffener Length: in. ----- TKC U10S0189A Olivenhain MWD Operations Bldg A155/164 NLH::cn=:i PROJECT: /on..;;,harn-Mwii"~efau~i;iii~g; :---, . -.;_-·.;,i PAGE ~ii~~~tiilC~911:l~fPF- s.iv-,L1:u-...9s GROU;P CLIENT: ,¢alroConst(llc!loACOl11PJ!!Y •. , • , ,;_, ; DESIGN BY :1KC"'":·"1 '' , ' JOB NO.: ;tJJ0si>tB,9~ : ,DATE: 14i29)21f1'.0 :··v_-. . : . __ , __ .J REVIEW BY _, .J INPUT DATA & DESIGN SUMMARY WF BEAM SECTION = > ;~~}(24 _:J:~ .... .! p = 11·3:~ -kips e D x H x t GRAVITY SERVICE LOAD LATERAL TENSION LOAD, ASD PLATE THICKNESS PLATE STEEL YIELD STRESS TRIAL VVELD SIZE BOLT DIAMETER BOLT MATERIAL (A307, A325, A490) HOLE TYPE (STD, NSL, OVS, SSL, LSL) STD= Standard round holes ( d + 1/16") T = j 41:06-. jkips t =; ,o .. ~7$ pn Fy =1 3i, .. 'ksi w= '.-u1~in ( 5/16 in) ,p = ! !l,7f ~In ( 3/4 in) ASTM = , A325 : => t STD-, !.-___,. £•----·· NSL = Long or short-slotted hole nonnallo load direction ovs = oversize round holes SSL = Short-slotted holes { ,-,= '1 z l•I.•? l•I• .'.'.2. 1.1. =i ~'---w-1~-'>- 1/2" T ... LSL = Long-slotted holes CONNECTION TYPE (SC, N, X) SC = Slip critical connection USE PLATE 6.0" x 6.5" x3/8" WITH WELD 5/16" EACH SIDE TO COLUMN AND 2 ROW OF TOTAL (4) -3/4" SOL TS AT BEAM END. N =-Bearing-type connection with threads Included in the shear plane X = Bearing-type connectfon with threads: excluded from the shear plane TRY BOLT NUMBERS L_ __ ~-.-,1.:'.j rows & ~-?'Jz-'.'~ b$/ts P,er row; (total 4 bolts.) IS TOP FLANGE COPED? (1=Yes. O=No,) =-> ; ·. f: Jc: Yes ANALYSIS SECTION PROPERTIES (AISC 13th Table 1) d tw tr k 7,9 0.245 0.4 0.794 CHECK CAPACLTY OF BOLTS (AISC 360-05 J3) Allow shear per bolt 10.6 kips/ bolt (Rn/ Q.,, AISC 13th Table 7) (P2+T2)°.s = No. of bolts required Bott spacing required Edge spacing required Number of rows required Bolt group capacity CHECK CAPACITY OFWELDiNG (AISC 360-05 J2) e Plate thickness Weldsize,w Min allowable weld Max allowable weld le D I =2(1eD3 112) Vertical shear= P / A,, = P / 2 D le 41 .. kips 3.9 3.00 1.50 2 42 = = = = = = = = = Number of bolts used In Bolt spacing used in, (rab J3,.4) Edge spacing used rows kips 3.5 0.38 0.31 0.19 0.31 0.22 6.0 8,0 1.4 Number of rows used > (P2 +T2)°.s -= > p = 4 In, (AISC 360-05, Table J3.4) in in in in in in in4 ksi [Satisfactory} [Satisfactory] Bending stress = 0.5 P e D / I = 4.8 ksi Tension stress: T f Aw = T 12 D t,, = 15.5 ksi Resultant Stress= [ (P/Aw)2 + (0.5 Pe D / I + TIA,,)2f-5: 20.4 ksi = = = = kips Allow shear f'v,l n = (0.6 x 70 ksi) / 2.0 = = 21.0 ksi > 20.4 ksi CHECK PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) -'.-~ /._boils _-.3:oo.·-.,_in 1:5().·--in 2 rows 41 kips [Satisfactory] [Satisfactory) PIA= 1.6 ksl < 0.6FyCvfQ.,=0.6Fy1,0/1.5= 14.4 ksi [Satisfactory] CHECK PLATE FOR TENSION CAPACITY (AISC 365-05 D) T /A= 18.2 ksf < 21.56 ksi (Satisfactory I CHECK NET SHEAR FRACTURE (AISC 360-05 J4.2) Fu "' ~:":_-': :~~-)/< ksi (AISC Manual 13th Edition,.Pg. 2-39) Pauow = 0.6Fuffi[D-n(d,+1/8)]t = 28 kips > 3,66 kips CHECK NET TENSION FRACTURE (AISC 360-05 J4.1) Fu "' 58 ksi TaKow = Fu/ 0 [ D -n (d8 + 1/8) J t 46 kips > 41.06 kips CHECK BLOCK SHEAR ( VVEB TEAR-OUT, AISC 360-05 J4) <== Applicable only for top flange coped. lh = 3.4 in fv = 3.4 In Fu = \/'_sf:'·_:::: ,ksi (forWF,AISC Manual 13th Edition. Pg. 2-39} Rb,,P = 0.6 A, Fu/ 0 + At Fu/ 0 = (0.31., + 0.5 lh) tw Fu = 43 > P= R1,a,T = (0.51., +2x 0.3 lj,) lw Fu 59 > T= 41 kips 3.66 kips kips [Satisfactory) [Satisfactory) [Satisfactory] [Satisfactory] [SatisfactoryJ [Satisfaclory) [Satisfactory! [Satisfactory} TKC U10S0189A NL.IC:CIR BUILDING SYSTEMS GROUP A DMSION OF NUCOR CORPORATION Olivenhain MWD Operations Bldg A156/164 Spreadsheet Revision Number : Latest Revision Date : 2.9 10/30/2009 BEAM-COLUMN S.S. (AISC %:Ith Edition) Project No. : ....... f UiP:S01$:9A :. . . . . Member Length Unbraced Length : Minor Considc;_ration of Tension Fie Id Action for Shear Clear Distance between Tran:;;verse Stiffeners Lateral-torsional buckling factor Kx Factor Ky Factor KzFactor Lbx ft. Lby ft. a in. Cb Kx Ky I<z Description : liv¢J)fiaj11 :r\i1:WJ.'.?··~peiiritj9.p§. B\Jl Engineer : . _ · : ·. IK,G .. _ · Date : 5/4/2010 Span and Loading Conditions : Co~eQ. VeliMe. . .. Remarks Assumes Lbx = L <= See· cell comment & Chapter G. <= See cell comment & Section G2. 1.000 . . iooo 1.oot <= See cell comment .1.ouo, 1 1.000 1.000~. . "1.1100 ... .. i.000 <= See cell comment .. , =;.~; . ..,s.,~, ' ~ ' ~u, B~ No~ t:-"1~·--:tp_-m_ __ t _._y:-axiii· hof . ~S_e_cti_·o~n_D_e_s_rn_ro~t_io_n_: _____________ ~-~~B~U~1~2~x~15~B~U=12~x~1~5~B~U~2~9v~5-+-------1 .-. Enter WF-Section: · · · --· ''t:tcif· Total Depth .li..fiOfi _ JJ;375 · · 28;500' ·. d in. in. Web Thickness . o.j.:25. ' ·_ 0.125 ; :· 0:159 ------------------------...;;...--1-----+--....... -i---......... ..,,."'""':.-w-............. _.""·------1x.axis ,__ ------Outside Flange Width 6.000-6-.000· ij:OOO 1w bor in. :d Outside Flange Thickness _ )l.250 . · "i Q.l~o:: __ '. ii;2·5~'. for in. b,r in. Inside Flange Width ' i:oo:o· . '. '6,000,: ·: ljjf)'OO Inside Flange Thickness :0,250 . 0-25(): ' 0~500 ~~ r;. _' . . -·:. -' ½-: t;r in. '"''.MA-,-_ .... 1-E .... ,_ ... 'fllAL-_:~ ___ ""': ..... /fl.-. 'Fi .... _a-· 'lf.-W-_ -.-n-~--'Ii-.-----.--, ·""·:-· ,"":::----\--: ... ;~-_-: ... , ---, ..... , .... -.. -----------· --.""'. . i!i#:~~-fl.~gc@ . ·b'°if Material Strength Elastic Modulus . Shear Modulus Flange Yield Strength Web Yield Strength U\tjlll!lte Strength J : Factor of S.afety (Allowable Stress Factor) Axial (compres~ion => + pos., tension=> -neg.) Shear (absolute value) Moment ( outside flange in compression=>+ pos.) Shear ( absolute value) Moment (absolutevalu~) Desien Results: ASD Combined Stren!rth Ratio · ASD Shear Strength Ratio (x-axis) ASD Shear Strength Ratio (y-axis) Deflection Results lMaior-axis) Deflection Limits· (about x-axis) Maximum.Deflection (about x-axis) Member D.eflection (about x-axis) Deflection Results £Minor-axis) Deflection Limits ( about v-axis) Maximum Deflection (about y-axis) Member Deflection(about y-axis) Page 1 of 1 Fy ksi 55 55 55 55 E ksi Standard for steel shown G ksi Standard for steel shown F' yf ksi 55 55 55 55 Fyw ksi 55 55 55 55 Fu ksi 70 70 70 70 :: ~ ' Sr ·· 1.oocf' Pa kips 19.son · 1$.59"1) Vx kips Mx ft-kip . . 4;6.0.Cf''." :)isoo. · ·o,.oQo ·-.. • Major Axis (x-axis) Vv kips M. ft-kip ~--; ', ·. ' ' ' 3.648 . iiM6~. Minor Axis (y-axis) ASD OK OK OK Remarks CSR 0.238 0.603 0.670 Eq. Hl-laorHI-lb VrxfVcx 0.344 0.000 0.000 Major Axis (x-axis) VJV~ 0.000 0.015 0.025 Minor Axis (y-axis) OK OK OK •. Remarks · L~iijlf · '~-L fjj(l -L / 1:8.0 --Limits as numerals (i.e. 360 = L/360) in. 0.150 in. 1.086 in. 1.479 in. 0.000 in. i¼-axis in. 0.012 in. 0.900 ~n. 0.000 in. 6.x.,x;,'.5~ax in. Av-axis in. OK OK OK ·· Remarks L / 360 L J 18lJ' L/'180 L. I 1:11.0 Limits as numerals (i.e. 360 = L/360) 0.150 in. 1.067 in. 1.067 in. 0.00Q in. 0.000 in. 0.644 in. 0.917 in. Main Report TKC U10S0189A Nucor Building Systemi OMWD Olivenhain MWD Operations Bldg Page: -----Design Calculations Weak Axis Corner Columns By: TKC Ml andMlO a b C model We a b I p !llllllllll lll!l!IIIIlllll ~ 6 rSp~u: I 16.2900 Feet Span=L ~ j f. 0 Check: Rev.: Partially Distributed Uniform & Unear Loads ( + ), w (klf) (modelled as equivalent uniform load) Point Load(+), P (kips) Uniform Load(+), w (klf) .. ,FullS12liil Unifunn foa.03 · ,Linear a:ri_d f~ialt2'Disfr~?uteifur:rlfortn ~oailsl w(klf) Wg (klf) We (kif) a (ft) b (ft) w1= 0.0000 11 = 0.0000 0.0000 0.0000 0.0000 w2= 12 = w3= 13 = w4= 14= w5= 15 = 16 = Pin -Pin Simple Span Beam: Input ----- ----- f4~Lsia~f P1= P2= P3= P4= P5= P6= P7= .. Pg= P9= P10= P11 = P12 = P13= P14= P15= P16= P17= P13= P19= P20= A1571164 Of: ----Date: 5/4/2010 Date: ----Date: ---- .. .. p (kips) X (feet) End Reactions (Kip$) ,. ~ , " 1.1800 4.1667 RA= 0.88 RB= 0.30 Sh;ar Envel~pe (Kips) ~~-' "" Vmax= 0.88 Vmin= -0.30 Mom~ Enve1ope·(Ft-i<ips) MA= 0.0000 MB= 0,0000 Minterior ( +) = 3,6479 Minterior (-) = 0.0000 TKC U10S0189A Nucor ijuilding Systemi OMWD Olivenhain MWD Operations)31dg Page: ---~-Design Calculations We~k Axfs Corner Columns By: TKC LEW Vehicle · Check: -----Rev.:· a b model a I p C We b Partially Distributed Uniform & Linear Loads(+), w (klf) (modelled as equivalent uniform load) Point Load(+), P (kips) !llllllllll llll!lll!lll!!l Uniform Load(+), w (klf) ~ ~ Span=L Jk j r-1 G) 22.1800 Feet ·FulfS:pan O'ni:fol!ln Loads !t : ;. - . ---· --~--..,~--~~ 'Linear am½' PartiaUy Distributed-Uiiifonn Leads ' -~, __ ~ ___ ,'.,_:'J: -·-"I -~--·!ti w(klf) w8 (klf) I we (kl:q_ a(ft) b (ft) w1= 0.0000 I 1 = I 0.0000 I 0.0000 0.0000 0.0000 w2= 12= w3= 13 = w4= 14; w5= 15 = 16;; Pin -Pin Simple Span Beam: Input .. f;2intJ .. omJs P1= P2"" P3"" P4"" P5= . P6= P7= Ps= P9= P10= P11= P12 = P13= PJ4'= P15= P16= P17"" p18"" P19"' P20= A158/164 Of: ----Date: 5/4/2010 Date: ----Date: ---- .. P (kips) X (feet) ., En~Reactions(lGps) : - 1.6400 4.1667 RA= 2.37 3.7200 16.0000 RB"" 2.99 Shear Envel<>.pe (Kips) Vmax"" 2.37 Vmin"" -2.99 Mom~~t Envel9PQ Wt-Kip-s) MA,= 0.0000 MI!"" 0.0000 Minterior (+}"" '18.4659 Minterior (-) "" 0.0000 TKC U10S0189A Olivenhain MWD Operations Bldg Simple Span Channel Bending A159/164 Note: This Spreadsheet is valid on for sim le span AISC channel sections with uniform loads, rned at both ends. Date: 4/30/2010 Project No.:! U10S0189A I Engineer( d K. Coby-Project Name:RENHAIN MWD OPERATIONS B~ Simple Span Channel Bi-Axial Bending and Axial Compression: (Version 1.6 by Plj Span and Loading Conditions Member Length L Number of brace points (Maximwn 7) : Location along member from left end (ft) : Unbraced Length Applied Loads X-axis Uniform Load(+ Dn) Y-axis Uniform Load(+ Dn) Axial Compressive Load(+ C) Wind or Gravity Loading (W/G) Stress Factor Lb Wx Wy p -·· ·r--~ 10,(19 ft z~ ft. 120 in. i 0.244 ll-ft·; i ()10-00 . t/tl ! i>-0.00 kins ' _,, __ M __ F,--• ~vr-: : .. A •.. ___ , 1.00 Channel Section: L..I c_12_X2_· o_.7 ________ •~1 Ch_annel Yield Strength Filial Desim Loads Simple Span Moment ( X-Axis ' Simple Span Moment ( Y-Axis) Shear ( X-axis ) Shear ( Y-axis ) Critical Shear Stress Ratio Critical Bending Stress Ratio Combined Stress Ratio Simple Span Strong Axis Deflection: Simple Span Weak Axis Deflection: 4/30/2010 G 1,,)ff1200 ksi i . ' . Mx (ft-kip) My(ft-kip) Va(kip) Va(kip) ' -.Oo.06-0.::-::·:, ':' ··:o.,s,·'. ·, ,.: -·;o.7.~: 1.189 in. 0.000 in. ···:- y 11 k T X 27.46 0.00 3.66 0.00 =LI 303 =LI 0.00 xbar X d AisQ:cnoneI s_ection'P.rpJier.ties:'t:·;/·t -;_.-:; .. :-:-.', ·., ... ·,:,-.:, .0 ,· Total Depth Clear inside radius O.F.F. to web toe Area Flange Width Flange Thickness Web Thickness Weight per Foot Moment of Inertia Section Modulus Radius of Gyration Plastic Modulus Moment of Inertia Section Modulus Radius of Gyration Plastic Modulus Shear Center Location Neutral axis to outside of channel web Torsional Constant Warping· Constant Dist Between Flange Centroids Effective Radius ofGvration R~ji!W)Vili:nmitsf; :-:1 •" ' * :Ch~nntlGood . «' l!! ' .,.. ~-t~"'f" ~ ' ,. .. • '. 'Ir .. ~ d 12.00 in. T 9.75 in. k 1.13 in. A 6.08 in."2 br 2.94in. tf 0.50in. tw 0.28in. Wt. 20.70 lb/ft Ix 129.00 in."4 Sx 21.50 in."3 rx 4.61 in. Zx 25.60 in."3 Iy 3.86 in."4 Sy 1.72 in."3 ry 0.80in. Zy 3.47 in."3 e0 (or x.,) 0.87in. xbar 0.70in. J 0.37in."4 Cw 112 h. 11.50 in. r1s 0.983 -----. I . ~;.1 .tl' l . ; ;: .. ... ~-1~: ,II ,., I :,.! J ~tt ~ .~· .. / . l . , . ~ "' ; .. L ',t'(<,1 . .. Nucor Building Systems TKC U10S0189A Calculations: Olivenhain MWD Operations Bldg Simple Span Channel Bending A160/164 (Version 1.6 by Pl) Compactness Checks per AISC 13th : Chapter B • Case 1 Noncom pact Flange check Bending Checks,per AISC 13th: Chapter F2 -Major Am Mrx (kip-in) 329.47 32.43 ksi 1280.00 Compact Limit Limit 9.152 24.083 Lp Lr 33.78 113.56 Yielding Lateral-TorsionarBuckling Fer Mn(kip-in) Mn(kip-in) 697.33 <<Controlling Case>> Allowable Strength X-axis bending ratio Mex (kip-in) Mrx/Mcx 417.56 0.789 Bending Checks per AISC 13th : Chapter F6-Minor Axis Miy (kip-in) 0 Yielding Lateral-Torsional Buckling Allowable Strength Y-axis bending ratio Mn (kip-in) 173.50 Mn (kip-in) Limit State Does Not Apply Mey (kip-in) 103.89 Mly/Mcy 0.000 Shear (;hecks-per AISC 13th : Chapter G2 • Major Axis Nominal Shear Strength Allowable Shear Strength X-axis shear ratio Vn. (kips) Ve, (kips) Vrx/Vcx 101.52 60.79 0.060 Shear Checks per AISC 13th : Chapter G7 • Minor Axis Nominal Shear Strength Allowable Shear Strength Y-axis shear ratio Kx Factor, Kx Ky Factor, Ky Kz Factor, Kz Cbx Cby Cmx Cmy Cl Vny(kips) Vcy(kips) Viy/Vcy 1 1 1 1 1 1.6 Axial Compression per AISC 13th·: Chapter E (Kl,lr)x (KL/r)y (KL/r)max 4.71*SQRT(E/Fy) ro (in) H 88.3764 52.920 0.000 (AISC 13th) (AISC 13th) (AISC 13th) (AISC 13th) (AISC 13th) (AISC 13th) (AISC 13th) (AISC 13th) 78.09 150.56 150.56 Section E2 113.43 Section E3 4.75 (E4-7) 0.97 (E4-8) Combined Axial Compression and Bending per AISC 13th : Chapter Hl 0.000 Section Hl hit,. Cv 42.553 1 Aw 3.38 in."2 bltr Cv · 5.868 1 Pr/Pc CSR 0.789 (Hl-laorHl-lb) 4/30/2010 Fey(ksi) Fex(ksi) Fez(ksi) Fe (ksi) Fcr(ksi) Pn (kips) Pc (kips) bfi'tf 5.868 Defined As: Compact B,, i.0000 Bjy 1:0000 Note: Only for Channels with Unstiffened Webs 12.63 (E4-10) 46.93 (E4-9) 46,26 (E4-11) 12.47 (E4-5) 10.94 (E3-3 or E3-4) 66;50 (E3-1) 39.82 Section El Nucor Building Systems TKC U10S0189A Olivenhain MWD Operations Bldg A161/164 NUCCIR Project No. : . _ ]ll9S9l,.§9A ; · .. . BUILDING SYSTEMS GROUP A D!VIS!ON,OFNUCOR CORPORATION Description : SHA'ffi MW» 0,P,ERa Ti.O~: Engineer : · -· ·_-1'\ridd:K..C!ii;itifu:' · Spanclrel Beam•·•· (AISC ssth ... tlon) Date : M3/it;X.O: , : , Version: l.3 (Date: 08/17/09) By Pl Select Wide.-flange or Built-up Secti01 Section Description: Enter WP-Section: TotalDepth Web Thickness Outside Flange Width Outside Flange Thickn<;1ss Inside Flange Width Inside Flange Thickness Beam Length Unbraced Length Spandrel Elev A.F.F Height of Supported Wall Tributarv Width Moment of Inertia Wind Allowable Stress Factor WindLoad Seismic Allowable· Stress ·Factor Seismic Load Axial Load ~ z -. '' Wind Max Momeni Wind Max Shear Seismic Max Moment Seismic Max Shear Controlling Desi21i Results: ASD Combined Strength Ratio ASD Shear Strength Ra,tio (x-axis) ASD Shear Strength Ratio {y-axis) Deflection Results fMaior-axis) Deflection Limits ( about x-~xis) Maximum Deflection (about x-axis) Member Deflection (about x-axis) Deflection Results fMinor-axis) Deflection Limits (about y-axis) Maximun;i Deflection ( about y-axis) , Member Deflection (abouty-axis) WF I"' WF ,.,. WF I.,. WF I.,. WF WF WF WF W8X24 W8X24 W12X14 W8X24 d in. 7.93 7.93 11.9 7.93 in. 0.245 0.245 0.2 0.245 x;mf. ·d. in. 6.5 6.5 3.97 6.5 ~~' in. 0.4 0.4 0.225 0.4 in. 6.5 t;r in. 0.4 r'· . 50 I• 50 6.5 3.97 6.5 r:i~~.~~g~@~ . 'ljf 0.4 0.225 0.4 ·.1n1 , ... 50 I,.. 50 I• "C .· ... ft ft ft ft ft 8.17 11.13 14.28 13.29 in4 82.70 82.70 88.60 82.70 nsf .•. <L1 . .. l_.1 . l:7 _;,,:,. K7 . w plf kip ,f. t··. t ... ----, "' ·l Mw kip-ft 13.35 18.17 19.66 22.33 Vw kips 1.81 2.46 2.84 3.03 Ms kip-ft 20.22 26.55 27.85 27.64 Vs kips 2.74 3.60 4.03 3.75 WIND WIND WIND WIND ASD OK OK OK OK Remarks CSR 0.851 0.965 0.803 0.899 Eq. Hl-laorHl-lb YrxNcx. 0.058 0.919 0.073 0.097 Major Axis (x-axis) VrfVey 0.003 0.003 0.005 0.003 Minor Axis (y-axis) OK OK OK OK Remarks ~/:24Q-. i.7240, _.;Li24o_·_ . (.:/2(()'. .. Limits as numerals (i.e. 360 = U360) Amax in. 1.475 in. 1.475 in. 1.383 in. t.475 in. dx-axis in. 0.872 in. 1.187 in. J.054 in. 1.459 in. 8,.,x,, :S ~ax OK OK OK OK Remarks L/)4~; '. · L;t.24:lf.• ),{240:: · :t/;'4(f ,; Limits as numerals (i.e. 360 = U360) Amax. in. 0.200 in, o.ioo in, 0.200 in. 0.200in. ~-axis in. 0:014 in. 0.014 in. 0.056 in. 0.014 in. .1y.aXJs :5.dmax TKC U10S0189A Olivenhain MWD Operations Bldg A162/164 Project No.: U10S0189A -----------Description : Grid Line M -----------ADIVISJON OF NUCOR CORPORATION Engineer : TKC -----------Anchor Bolt Checks (AISC 13th Edition) Date: 5/3/2010 per AISC Steel Construction Manual (13th Edition) Version: 1.5 (Date: 09/15/09) By DJE GENERAL INFORMATION: Design Method, (ASD / LRFD): Allowable Stress Ratio, ASR: :--·-Asii7 . l.QO . ·, Frame Reactions: (Longitudinal Combinations) Tensile Reaction, (y-axis): $,50Q: ikips. .. ' } . . ~ ---\ . Shear Reaction, (x-axis): 4,llO !kips. Bracing Reactions: (Longitudinal Combinations) Tensile Reaction, (y-axis): ;··· • -i_o:<>~~ ··kips. Shear Reaction, (z-axis): 19.140 ;kips. ANCHOR BOLT INFORMATION: Anchor Bolt Material: f"rrf ,.$_4_G_t.-36- Anchor Bolt Size, d 1:,, No. of Anchor Bolts, n: APPLIED LOADS! Required Tensile Strength, f 1 : Required Shear Strength, f v: 16.130 kips. 19.576 kips. DESIGN RESULTS: Tension Only Results: Tensile Strength Ratio (y-axis) JJFt ASD Allowable Tensile Strength, R0/.Q Fi Shear Only Results: Shear Strength Ratio (xz-axis) fvfF~ ASD Allowable Shear Strength, Rn.JU Fv Combined Tension & Shear Results: Combined Tensile Strength Ratio ftlF1 Combined Shear Strength Ratio fvfFv ASD Available Tensile Strength, Rn/.Q Fi ASD Available Shear Strength, Rn/.Q Fv l:x z QK 0.285 kips 56.584 OK 0.649 kips 30.178 OK 0.438 0.649 :kips 36.853 kips 30.178 BRACE REACTIONS Axial Ly (Y-Axis) &,1& ~~-~,... z . ~8_) Remarks Rn1=Fn1Ab $=0.75 (LRFD) n = 2.00 (ASD) Remarks Rnv=FnvAb $ = 0.75 (LRFD) n = 2.00 (ASD) Remarks R0 =F'nAb $ = 0.75 (LRFD) n = 2.00 (ASD) F;, = l.3F,,1 -(nF,,, / F,,v )iv s; Fn1 (ASD) F;v = I.3Fnv -(0.F,,v/ Fn, )J; s; Fnv (ASD) TKC U10S0189A Olivenhain MWD Operations Bldg A163/164 Project No.: U10S0189A ----------- A DIVISION OF NUCOR CORPORATION Des c rip ti on : Grid Line 1 ----,--------Engineer : TKC -----------Anchor Bolt Checks (AISC 13th Edition) Date: 5/3/2010 per AISC Steel Construction Manual (13th Edition) Version: 1.5 (Date: 09/15/09) By DJE GENERAL INFORMATION: Design Method, (ASD / LRFD): I u-_ .. ,. __ , __ ~ -- , ASD'. , Allowable Stress Ratio, ASR: 1.00 Frame Reactions: (Longitudinal Combinations) Tensile Reaction, (y-axis): : 6~0'.00 -ikips. Shear Reaction, (x-axis): . 6).>s·o. 1kips. Bracing Reactions: (Longitudinal Combinations) Tensile Reaction, (y-axis): [ ·: iii1-0:-_;kips. Shear Reaction, (z-axis): Sf.390 I kips. ANCHOR BOLT INFORMATION: .-·--~-·-¼ Anchor Bolt Material: i. F1S54 Gr.36 , Anchor Bolt Size, db: l"e No. of Anchor Bolts, n: APPLIED LOADS: Required Tensile Strength, /1 : Required Shear Strength, fv: 25.270 kips. 31.968 kips. DESIGN RESULTS: Tension Only Results: Tensile Strength Ratio {y-axis) /1/F1 ASD Allowable Tensile Strength, Rn/Q Ft Shear Only Results: Shear Strength Ratio (xz-axis) fvfFv ASD Allowable Shear Strength, Rn/0 Fv Combined Tension & Shear Results: Combined Tensile Strength Ratio ft/Ft Combined Shear Strength Ratio _ f~IFv ASD Available Tensile Strength, Rn/Q Fi ASD Available Shear Strength, Rn)O Fv l:x z 0~ 0.298 kips 84.876 OK 0.706 kips 45.267 OK 0.501 0.706 kips_ 50.399 kips 45.267 FRAME REACTIONS y Axial~ {Y-Axis) X 'J>t " 'b~e~.f:§,1 Q"'r'. BRACE REACTIONS Axial Ly {Y-Axis) .S;,e <"><l.~r Z '-!?~) Remarks Rnt=FntAb <I>= 0.75 (LRFD) 0=2.00 (ASD) Remarks Rnv=FnvAb <i>=0.75(LRFD) 0 = 2.00 (ASD) · Remarks R.=F 0 .Ab <I>= 0.75 (LRFD) 0 = 2.00 (ASD) F;, =l.3Fm -(D.Fn1/Fnv}fv ::;;F,,1 (ASD) F;v =l.3Fnv-(D.F,,v/ Fm}J; :,:;pnv (ASD) TKC U10S0189A Olivenhain MWD Operations Bldg A164/164 Project No.: Ul0S0189A -----------Description : Grid Line 10 --------------A DLVISION OF NUCOR CORPORATION Engineer : _____ T_K_C ____ _ Anchor Bolt Checks (AISC 13th Edition) Date: 5/3/2010 per AISC Steel Construction Manual (13th Edition) Version:· 1.5 (Date: 09/15/09) By·DJE GENERAL INFORMATION: Design Method, (ASD / LRFD): Allowable Stress Ratio, ASR: f ASD. 1.00. Frame Reactions: (Longitudinal Combinations) Tensile Reaction, (y-axis): ' 5.500 . !kips. Shear Reaction, (x-axis}: 4,1{0 · 'kips. Bracing Reactions: (Longi~~~·-<;<_>~b-~ations) Tensile Reaction, (y-axis): :. M.7(i(L. ikips. Shear Reaction, (z-axis}: ! · ZS.780 ..... lkips. ANCHOR BOLT INFORMATION: Anchor Bolt Material: : Fl554 O:r.i6- Anchor Bolt Size, db : ! . r·nL ~ No. of Anchor Bolts, n: f .... :4·~-., .. l APPLIED LOADS: Required Tensile Strength, f 1: Requrred Shear Strength, f,, : 24.260 kips. 26.106 kips. DESIGN RESULTS: Tension O:i;tly Reslllts: Tensile Strength Ratio (y-axis) ftfF1 ASD Allowable Tensile Strength, R.i/0 Ft Shear Only Results: Shear Strength Ratio (xz-axis) fvfFv ASD Allowable Shear Strength, R.ijO Fv Combined Tension & Shear Results: Combined Tensile Strength Ratio. f1lF1 Combined Shear Strength Ratio fvfFv ASD Available Tensile Strength, Rn/0. F1 ASD Available Shear Strength, Rn/,Q Fv l:x z OK 0.429 kips 56.584 0~ 0.865 kips, 30.178 9K 0.986 0.993 kips 24.611 kips 26.293 FRAME REACTIONS Axial ~y (Y-Axis) X '?:,~e~~,;,') ~r BRACE REACTIONS Axial Ly (Y-Axis) &;,&. <-A.?r Z . '-rt.s-J Remarks R0,=Fn1Ab <j)=0.75 (LRFD) n = 2.00 (ASD) Remarks Rnv=Fn,Ab <j) = 0.75 (LRFD) n = 2.00 (ASD) Remarks Rn=F'.·Ab $ = 0.75 (LRFD) Q = 2.00 (ASD}' F;, =1.3Fn1-(0.Fn1/F,,v)fv ~Fnr (ASD) F:,,, =l.3F,,v-(O.Fnv/F,,1)f, ~F,,v (ASD) TKC U10S0189A Olivenhain MWD Operations Bldg R1/10 Version 1.8 (2126/10) by DJE 1050 North Watery Lane Brigham City, UT 84302 Ph: (435) 919-3100 Fax: (435) 919-3101 Page: Rl of Date: 5/4/2010 GENERAL INFORMATION FOR COLUMN BASE REACTIONS 0 FOR REVIEW @ FOR CONSTRUCTION Project Name: OLIVENHAIN-MWD OPERATIONS BLDG NBS Project Number: . U10S0189A ~-,----.,...---------------Customer: CAIRO CONSTRUCTION COMP ANY Nucor Engineer: Todd Coburn ----------.,...--------- Column base reactions are included in this packet for a building designed by Nucor Building Systems. These reactions result from frame analysis done by a Nucor Engineer for this specific job. They reflect all loading to which the building may be subject, per the appropriate building code and loading information provided to Nucor Building Systems at the date of design. Reaction packets marked "PRELIMINARY" are subject to change and are usually provided at the request of the customer, although the Nucor Engineer believes he is working with undefined, incomplete-or assumed information. Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load factors and combinations to be used with either Working Stress or Ultimate Strength design methods. Wind load cases are given for each primary wind djrection, and the case which produces the largest reaction at a particular column should be used for design. Sign conventions for computer generat~d frame reactions are as follows and should be taken in the sense of the frame sketch given on the tea<;:tions sheets. GLOBALX (+to right) --->~ +X GLOBALY (+upward) GLOBALZ (+counter-clockwise) ~z Anchor bolt diameter, grade, location and projection is provided on the Anchor Bolt Plan. Anchor bolt embedment lengths and types are not provided by Nucor Building Systems. This Information is closely related to the complete foundation design which should be done by a Registered Professional Engineer familiar with the local site conditions and construction practices. Excellence from the ground up • ACCREDITED TKC U10S0189A Olivenhain MWD Operations Bldg R2/10 [ :Du••• .. 11u1a.e1nc·· sv1,~a,a1 • , ...... -" ' ..... ' >, .... , ., ] JOB NAME: Olivenhain MWD Operations Bldg JOB NUMBER: U10S0189A ENGINEER: TKC E -~ ... -... -f ...... ~ ". W, ··--'.. ---CQ~Gl-lPDIN'6!Lx~s~ClijG-R-C+ION§;--~ ' ·." ~~--· $. ·~ t ........ k 0 ' ,_,.,,, 1-.... _. ..• :r -··· ... ] ... ~ (These reactions must be combined with the appropriate longitudinal frame reactions) -Linet . Bay: :HH~IPS} ·. ·: VfKIPS) CA$f:i:, M 4-5, 6-7 1 1 WIND 20 11 SEISMIC 1 E.G 2.5 2 WIND 32 20 SEISMIC 9AND 10 E-G 2 1.5 WIND H*-1 l 26 19 SEISMIC. V V * -Horizontal bracing reactions are orthogonal to horizontal frame reactions. L -·LONGjTOOJ~AL f:>Q~TAL FRAME RMCTtoli(S"--_ (These reactions must be combined with the appropriate longitudinal frame reactions) ··:·line: S-av.:. • . H fKlf?.sr C V ('K:!PS) , ·CA~E ''. K 7-8 2 DEAD 1 1 WIND 12 17.5 SEISMIC 2 C-E 2 DEAD 2 3 WIND 16 27 SEISMIC H*--H* 1 l V V * -Horizontal bracing reactions are orthogonal to horizontal frame reactions. 5/13/2010 TKC U10S0189A Olivenhain MWD Operations Bldg. NUCOR BUILDING SYSTEMS Job 4h Ul.OS01.89A Page:. Frame : Frame Lines 3-8 and A .and C By: NBSUT\tcoburn Date: OS:U-10 File: FOl Job Name: OLIVENHA!N MWD OPERATIONS BLOO *** DESIGN SUMMARY -FRAME REACTIONS B~ LOAD CASE*** Member LOAD CASE COL01 COL02 LOAD CASR COLOl COL02 LOAD CASE COLOl. COL02 LOAD CASE COLOl. COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 ~ X ~1<'--(-10_) ___ ;;,::i_. __ 6_7 ____ _,,.er ( 9) 16 .6 7 C0L01 ir (kips) y (kips) z (kip-ft) l. -DEAD 1 -1 2 -COLLATERAL 1 3 -ROOF LIVE 1 -1 7 8 3 3 4 -WIND CASE 1 TO RIGHT -3 -a -2 -2 5 -WIND CASE l TO LEFT 4 2 2 -10 6 -WIND CASE 2 TO RIGHT -3 -10 -2 -4 1 -WIND CASE 2 TO LEF'.E 4 1 3 -11 0 0 0 0 0 0 0 a 2J.,83 C0LO2 l Member X (kips) y (kips) z (kip-ft) l WAD CASE COLOl COL02 l LOAD CASE I COLOl COL02 l O -LONG. WIND 2 TO BACK l. -4 l -s 11 -LONG. WIND 2 TO FRONT 1 -4 l. -5 I LOAD CASE 12 -LONG. WIND 3 TO BACK COL01 0 -2 l COL02 1 -2 I LOAD CASE COLOl COL02 13 -LONG. WIND 3 TO FRONT 0 -2 l -2 I LOAD CASE 14 -LONG. WIND 4 TO BACK COLOl l -4 l COL02 I -3 0 0 0 0 () I LOAD CASE 15 -LONG. WIND 4 TO FRONT COLOl 1 -4 0 l COL02 l. -3 0 I LOAD CASE 16 ° SEI,SMIC TO RIGHT I COLOl -6 -9 COL02 -4 9 0 0 . . ' LOAD CASE COLOl. COL02 tOAD CASE COLOl. COL02 8 -LONG. WIND l TO BACK 1 -2 1 -3 9 -LONG. WIND I TO FRONT l -2 l. c3 0 0 0 0 I LOAD CASE 1 7 -SEISMIC TO LEFT COLOl 6 10 COL02 4 -10 R3/10 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job #: UlOS0189A Page: Frame : Frame Lines 9 and K {Hip Lean-T By: NBSUT\tcoburn Date: 05-13-10 File: F02 Job Name: OLIVENHAIN MWD OPERATIONS BLDG *** DESIGN SUMMARY -FRAME REACTIONS BY LOAD CASE *** ~ /~ ..... -( 1_0_) ___ 20_._s_7 -----~ ( 9) Member X (kips) LOAD Cl)SE 1 -DEAD COLOl 1 l.6.67 'i {kips) LOAD CASE 2 -COLLATERAL COLOl 1 LOAD CASE 3 -ROOF LIVE COLOl l. C0LO1 z (kip-ft) -I Member 21.8 3 C0LO2 X (kips) ·y (kips) z (kip--ft} I LOAD CASE 10 -LONG. WIND 2 TO BACK I COLOl -1 -5 I LOAD CASE 11 -LONG • WIND 2 TO FRONT I COLOl -1 -5 0 I LOAD CASE 12 -LONG. WIND 3 TO BACK COLOl -1 -2 " --------------------------------------------------------------------------------------------------------- LOAD CASE 4 -WIND CASE 1 TO RIGHT <::OLOl -1 -2 I LOAD CASE 13 -LONG. WIND 3 TO FRONT COLOl -1 -2 0 LOAD CASE 5 -WIND CASE 1 TO LEFT I LOAD CASE 14 -LONG. WIND 4 TO BACK COLOl -1 -2 I COLOl -l. -4 -------_ .. ------------------------------------------------------------------------------------------------- LOAD CASE COLOl LOAD CASE COLOl 6 -WIND CASE 2 TO RIGHT -1 -4 7 -WIND CASE 2 TO LEFT -1 --4 LOAD CASE 8 -LONG. WIND 1 TO BACK COLOl -1 -3 LOAD CASE 9 -LONG. WIND 1 TO FRONT COLOl -1 -3 0 I LOAD CASE COLOl I LOAD CASE COLOl 15 -LONG •. WIND 4 TO FRONT -1 -4 16 -SEISMIC TO RIGHT 1 1 I LOAD CASE 17 -SEISMIC TO LEFT COLOl -1 -1 R4/10 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job #: Ul0S0189A Page: ,Frame : Frame Lines B and G By: NBSUT\tcoburn Date: os-Ii-10 File: F03 Job Name: OLIVENHAIN MWD OPERATIONS BLDG *** DESIGN SUMMARY -FRAME REACTIONS BY LOAD CASE *** l.6 .6 7 C0LOl. Member X (kips) y (kips) z (kip-ft) LOAD CASE 1 -DEAD COLOl 1 7 8 COL02 -1 LOAD CASE COLOl COL02 LOAD CASE COLOl . COL02 LOAD CASE COLOl - COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COL01 COL02 LOAD CASE COLOl COL02 2 -COLLATERAL 1 -1 3 -ROOF LIVE 1 -1 3 3 7 8 4 -WIND CASE l TO RIGHT -3 -8 -2 -2 5 -WIND CASE 4 2 TO LEFT 2 -10 6 -WIND CASE 2 TO RIGHT -3 -10 -2 -4 7 -WIND CASE TO LEFT 4 l 3 -ll 8 -LONG • WIND 1 TO BACK 1 -2 1 -3 9 -LONG. WINJJ 1 TO FRONT 1 -2 1 -3 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 :20,67 21,83 C0LO2 I Member X (kips) y (kips) z (kip-ft) f LOAD CASE 10 -LONG • WIND 2 TO BACK I COLOl l -4 I COL02 l -s ) LOAD CASE ll -LONG. WIND 2 TO FRONT I COLOl l -4 I COL02 l -s I LOAD CASE 12 -LONG • WIND 3 TO BACK COLOl O -2 I COL02 l -2 I LOAD CASE 13 -LONG. WIND 3 TO FRONT I COLOl O -2 I COL02 1 -2 I LOAD CASE l4 -LONG. WIND 4 TO BACK I coi.01 1 -4 I COL02 l -3 I LOAD CASE 15 -LONG. WIND 4 TO FRONT I coi;.01 ; -4 COL02 l -3 I LOAD CASE 16 -SEISMIC TO RIGHT COLOl -6 -9 I COL02 -4 9 I LOAD CASE 17 -SEISMIC TO LEFT COLOl 6 10 COL02 4 -10 0 0 0 0 0 0 0 0 R5/10 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job #: U10S0l89A Page: Frame : Frame Lines C, E, and G By: NBSUT\tcoburn Date: 05-13-10 File: F04 Job Name: OLIVENHAIN MWD OPERATIONS BLDG ·*** DESIGN SUMMARY -FRAME REACTIONS BY LOAD CASE *** Member LOAD CASE COLOl COL02 LOAD CASE cor.oI cor.02, LOAD CASE cor.01 COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 l.8 .42 COLOJ. X (kips) y (kips) z (kip-ft) 1 -DEAD 2 -2 2 -COLL.(>.TERAL l -l 3 -ROOF LIVE 2 -2 9 ll 3 4 9 9 4, -WIND CASE 1 TO RIGHT -3 -11 -1 -8 5 -WIND CASE l TO LEFT 4 2 6 -14 6 -WIND CASE 2 TO RIGBT -4 -H l -10 7 -WIND CASE 2 TO LEFT 4 -l 7 -16 B -LONG • WIND l TO BACK --1 -4 2 -S. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LOAD CASE 9 -LONG. WIND 1 TO FRONT COLOl -l -4 0 COL02 • 2 -S. 0 31.oo 26 .J.7 COL02 I Member X (kips) y (kips) z (kip-ft) J LOAD CASE I COLOl COL02 10 -LONG. WIND 2 TO BACK -l -6 3 -7 I LOAD CASE 11 -LONG. w;mD 2 TO FRONT I COLOl -1 -6 COL02 3 -7 I LOAJ? CASE 12 -LONG. WIND 3 TO BACK COLOl -1 -2 J COL02 l -2 I LOAD CASE I COLOl COL02 I LOAD CASE I COLOl J COL02 I LOAD CASE I COLOl I COL02 I LOAD CASE I COL01 COL02 13 -LONG. WIND 3 TO FRONT -1 -2 l -2 14 -LONG. WIND 4 TO BACK -l -s 2 -5 15 -LONG • WIND 4 TO FRONT -l -s 2 -s 16 -SEISMIC TO RIGHT -6 -9 -7 9 I LOAD CASE l 7 -SEISMIC TO LEFT COLOl 6 9 J COL02 7 -9 n 0 0 0 0 0 0 0 ,0 0 R6/10 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job #: UlOS0189A Page: Frame : Frame Line K By: NBSUT\ tcaburn Date: 05-13-10 File: FOS Job Name; OLIVENHAIN MWD OPERATIONS BLDG ••• DESIGN SUMMARY -FRAME REACTIONS BY LOAD CASE • ** Member LOAD CASE COL.01 COL02 LOAD CASE COLOl co:t.02 l.8 .42 COLOl. X (kips) y (kips) 1 -DEAD 1 -1 2 -COLLATERAL l -1 9 17 3 6 z (kip-ft) 31..oo I Member I LOAD CASE I COLOl J COL02 J LOAD CASE I COLOl . COL02 X (kips) COL02 y (kips) 26 .l.7 z (kip-ft) 10 -LONG. WIND 2 TO BACK -1 -6 3 -10 11 -LONG • WIND 2 TO FRONT -1 -6 3 -10 ---------------~ ---------------------------------.. -------------------------------------------------------- LOAD CASE COLOl• COL02 LOAD CASE coi:.01 COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl co:t.02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 3 -ROOF LIVE 1 -1 7 16 4 -WIND CASE 1 TO RIGHT -3 -11 • -2 -8 5 -WIND CASE 1 TO LEFT 5 3 6 -23 6 -WIND CASE 2 TO RIGHT -4 . -14 -1 -11 7 -WIND CASE 2 TO LEFT 5 ,0 6 -26 8 -LONG. WIND l TO BACK -1 -3 2 -7 I LOAD CASE 12 -LONG. WIND 3 TO BACK COL01 -1 -2 J COL02 1 -3 J LOAD CASE 13 ° LONG. WIND 3 TO FRONT J COL01 -1 -2 J COL02 1 -3 I LOAD CASE 14 -LONG. WIND 4 TO BACK COLOl -1 -5 I COLO? 2 -7 J LOAD CASE J COL01 J COL02 I LOAD CAl,E I COLOl J COL02 I LOAD CASE I COLOl J COL02 15 -LONG. WIND 4 TO FRONT -l -s 2 -7 16 -SEISMIC TO RIGHT -16 -24 -19 24 17 -SEISMIC TO LEFT 17 25 19 -25 0 0 -----------------------------------------------------------------------------------'-,----------------------LOAD CASE COLOl COL02 9 -LONG. WIND l TO FRONT -1 -3 2 -7 R7/10 TKC U10Sp189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Frame : Frame Line A Job #: UlOS0189A Page: By: NBSUT\ tcoburn Job Name: OLIVENHAIN MWD OPERATIONS BLDG Date: 05-13-10 File: FOO • ** DESIGN SUMMARY -FRAME REACTIONS BY LOAD CASE *** l.8 ,42 COLOl. Member X (kips) y (kips) z (kip-ft) LOAD CASE COLOl COL02 LOAD CASE COLO:L COL02 1 -DEAD 1 -1 2 -COLLATERAL 1 -1 LOAD CASE 3 -ROOF LIVE COL01 1 COL02 -1 LOAD CASE COL01 COL02 LOAD CASE COL01 COL02 LOAD CASE COL01 COL02 LOAD CASE COL01 COL02 4 • WIND CASE 1 TO RIGHT -2 -8 -J: -6 5 -WIND CASE 1 TO LEFT 3 1 4 -10 6 -WIND CASE 2 TO RIGHT -2 -10 -1 -8 7 -WIND CASE 2 TO LEFT 3 --2 4 -12 LOAD, CASE 8 -LONG. WIND 1 TO BACK COL01 -1 -2 COL02 :L -3 LOAD CASE COLOl COL02 9 -LONG. WIND 1 TO FRONT -:L -2 1 -3 0 0 3.1.,00 26 ,l.7 COL02 / Member X (kips) y (kips) z (kip-ft) / LOAD CASE IO -LONG. WIND 2 TO BACK I COLOl -1 -4 , COL02 2 -5 / LOAD CASE 11 -LONG. WIND 2 TO FRONT ., COLOl -1 -4 COL02 2 -5 I LOAD CASE 12 -LONG. WIND 3 TO BACK COLOl -1 -2 / COL02 1 -·2 / LOAD CASE 13 -LONG. WIND 3 TO FRONT / COLOl -1 -2 / COL02 1 -2 / LOAD CASE 14 -LONG. WIND 4 TO BACK / COLOl -1 -3 / COL02 1 -3 I LOAD CASE / COL01 / COL02 15 -LONG. WIND 4 TO FRONT -1 -3 1 -3 / LOAD CASE 16 -SEISMIC TO RIGHT / COLOl -s -7 / COL02 -6 7 I LOAD CASE 17 -SEISMIC TO LEFT COLOl 5 9 / COL02 6 -9 0 0- 0 0 RS/10 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job #: U10S0189A Eage:: Frame : Hip Frame By: NBSUT\ tcoburn Date: 05-13-10 File: EOl Job Name: OLIVENHAIN MWD OPERATIONS BLDG DESIGN SUMMARY -FRAME REACTIONS BY LOAD CASE••• v ~(M) ~x 16,67 COLOl. Member X: (kips) LOAD CASE 1 -DEAD COLOl 0 COL02 0 y (kips) 6 13 z (kip-ft) LOAD CASE 2 -COLLATERAL COL01 0 COL02 0 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 3 -ROOF LIVE 0 0 4 -WIND CASE 0 0 2 5 7 17 TO RtGHT -6 -10 I Member I LOAD Cl\SE I COLOl I COL02 I LOAD CASE I COLOl. I COL02 I LOAD CASE I COLO:!, I COL02 I LOAD Cl\SE I COLOl. I COL02 {J) COL02 X: (kips} y (kips) z (kip-ft) 7 -WIND CASE 2 TO LEFT 0 -s: 0 -8 8 -LONG. WIND l. TD BACK 0 -5 0' -7 9 -LONG • WIND l. TO FRONT 0 -5 0 .7 l.O -'SEISMIC TO •RIGHT 0 l. 0 -i ---------------------------------------------------------------_,_ ----------------------------------------- LOAD CASE .COLOl. COL02 LOAD CASE COLOl ·COL02 5 -WIND CASE 1 TO LEFT 0 -4 0 -6 6 -WIND CASE 0 0 TO RIGHT -'i -13 0 () I LOAD CASE l.l -SEISMIC TO LEFT COLOl O . -1 ( COL02 I. R9/10 TKC U10S0189A Olivenhain MWD Operations Bldg NUCOR BUILDING SYSTEMS Job #: UlOS0189A Frame : Frame Line M By: NBSUT\ tcoburn Job Name: OLIVENIIAIN MWD OPERATIONS BLDG *** DESIGN SUMMARY -FRAME REACTIONS BY LOAD CASE *** Page: oate: ~-10 File: B02 h x~ilE-____ 3l._oo ___ ~~ .1.8 .42 COLOl. Member X (kips) y (kips) LOAD CASE l -DEAD COLOl 0 COL02 1 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 2 -COLLATERAL 0 i 3 -ROOF LIVE 0 1 5 12 2 4 6 13 z (kip-ft) 0 0 0 0 J Member I LOAD CASE COLOl I COL02 I LOAD CASE I COLOl COL02 I LOAD CASE COLOl J COL02 26 .l.7 COL02 X (kips) y (kips) z (kip-ft) 7 -WIND CASE 2 TO LEFT 0 -s 0 -4 8 -LONG • WIND 1 TO BACK 0 -s -1 -7 9 -LONG. WIND 1 TO FRONT 0 -s -1 -7 0 0 0 0 ----. ------------------------------------------------------------------------------------------------------ LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 LOAD CASE COLOl COL02 4 • WIND CASE l TO RIGHT 0 -5 ·l -13 5 -WIND CASE l TO LEFT . 0 -3 1 ·2 6 • WIND CASE 2 TO RIGHT 0 -6 -1 -15 0 0 0 0 I LOAD CASE I COLOl COL02 I LOAD CASE COLOl COL02 10 • SEISMIC TO RIGHT 0 l 0 -1 11 -SEISMIC TO LEFT 0 -1 0 1 0 0 0 0 --------------------------------------' ---------------------------------------------------------------- R10/10 TKC ~ , .. '" ,·:t,· 1-.. ' ;;;::..--- PROJECT NUMBER: Ut0SOt89A N.UCCIR PROJECT NAME: OU\/ENHAIN MWD O~ERATIONS _BLDG PROJECT LOCATION: CARLSBAD. CA COUNlY: SAN DIEGO BUILDINS SYSTEMS CUSTOMER: CAIRO CONSTRUCTION COMPANY SAN DIEG01 CA A DIVISION OF NUCOR CORPORATION NOTES AND SPECIFICATIONS BUILDING ERECTION NOTES 1) THE GENERM. CON'IRACIOR ll'ID/OR ERECTOR IS RESPONSIBI.E ·TO SN"El.Y N-ID PROPERLY ERECT THE METN.. BUILDING S'/SIEM IN CONFORMN'JCE 'MTH THESE DRA'MNGS. OSHA REQUIREMENTS, ll'ID MBMA STHIOMOS PERTNNING TO PROPER ERECTION. THIS INCWDES, BUT IS NOT LIMITED TO, THE CORRECT USE Of TEMPORARY GUYS ll'ID BRACING WHERE NEEDED FOR SQUARING, PLUMBING, ll'ID SECURING THE STRUCIURN.. ll'ID SECOND,\R\" FR>MNG. SEC= W.'J.L FRAMING MEMBERS (GIRTS OR BAR JOISTS) AAE NOT DESIGNED TO FUNCTION I'S A WORK PLAlFORM OR PROVIDE SAFEIY TIE OFF ATTN::HMENT IN ACCOR!WICE 'MTH OSHA REQUIREMENTS. SECONDARY ROOF FR>MNG MEMBERS (PURUNS OR BAR JOISTS) AAE NOT DESIGNED TO PRCNIDE SAFEIY TIE OFF /\TTICHMENT IN ACCOR!WICE 'MTH OSW,. REQUIREMENJS. 2) ALL HIGH STRENG!H BOL'IS AAE TYPE 1'STM "325 ll'IO ARE TO BE INSrN..LED TO THE "SNUG-11GHT" CONDITION 1'S DEFINED BY THE RCSQ SPfCJFlCAJ)ON fOB SIBl/CJ\JfW ,IO!NJS USING ',325 OR MOO OOIJS 2004 EDITION, SECTION 8.1, UNLESS NOTED OTHER'MSE. ALSO, NOTE THAT BOL'IS IN STll'IDARD .HOLES DO NOT REQUIRE WASHERS PER lHE BQSC SefCIFlCADON fOR sravcnlBAI JOINTS USING A325 QB A490 ll!l!JS, SECTION. 6. PRIMARY STEEL PRIMER COLOR: ,.,R:ED=----.-'---- SECONDARY STEEL PRIMER COLOR: GALVANiZED ROOF SHEETING, lYPE: N/A _ GAGE, FINISH: NOT APPLICABLE ROOF PANEL CLIP TYPE: i8N/A DTALL DSHORT 0UTILllY DFIXED 0FLOATING THERMAL BLOCKS: DYES 00 NO EPS FOAM SPACER: DYES 00 NO SEAMING METHOD FOR CFR ONLY): D"ROLL LOCK"™ REFER TO THE DEl'NL PAGES FOR D"VISE LOCK" TM ADDmOH>L SE.IMING INFORWillON D"VIS_E LOCK 360"™ CLASSIC AND CFR-GOTIE< IWIGERS /\RE PRO\IDED IN ~V/\NIZED COi.OR ONLY. VR18 GIJITTR HANGERS AAE &~~ COLORED. COMPOSITE ROOF. DECK, lYPE: N/A _ GAGE, FINISH: _____ _ ROOF DECK ONLY, TYPE: HSB-36-SS 6L,GAGE, FINISH:GRAY PRIME ROOF LINE TRlt.!, PAINTED: NOT APPLICABLE 3) ALL "307 WCHINE BOL'IS ARE TO BE BROUGHT TO .A "SNUG TIGHT" CONllfnON TO ENSURE THAT THE M/\TERIIILS IN THE JOINT ARE BROUGHT INTO GOOD CONTACT 'MTH EACH OTHER. EXTERIOR WALL SHEETING, lYPE: PANEL BY OTHERS _ GAGE, FlNISH: NOT APPLICABLE EXTERIOR WALL CORNER TRIM FINlSH: NOT APPLICABLE EXTERIOR BASE TRIM, PAINTED: NOT APPLICABLE 4) WASHERS ARE REQUIRED AT ALL SLOTTED CONNECTIONS I'S FOllOWS: •HOLE' TO SLOT CONNECTION. ONE WASHER REQUIRED ON SLOTTED SIDE. •SLOT TO SLOT CONNECTION, TWO WASHERS REQUIRED, ONE ON E'ACH SIDE OF THE CONNECTION. liOWB'ER /\T LAPPED Z£E ~. Vrl-lEJHER PURUl'jS OR GIRTS, NO WASHERS ARE REQUIRED IN THE B-801.T LAPPED REG!<)N. FRAMED OPENING TRIM, PAINTED: "'N""/A"------ 5) THE METN.. BUILDING SUPFUER SHALL BE NOllFIED PRIOR TO, ANY FRAMED OPENING COVER TRIM, PAINTED: ""N...,/A-'------ FJELD MODIFJC/\110NS. MODIFIC/\TIONS SHALL BE /\PPRO\'ED BY lHE METN.. BUILDING SUPPLIER BEFORE WORK IS UNDERTAKEN, 6) ALL WELDING MUST BE .PERFORMED BY AWS QUALIFIED WELDERS FOR THE WELDING PROCESSES N-ID POSlTIONS INDICATED. ALL V/ORl< MUST BE COMPIEED ll'ID INSPECTED IN ACCORDANCE 'MTH THE APPLICABLE AWS SPECIFICATIONS. WELD ELECTRODES USED FOR THE SMAW (OR STICK) WELD PROCESS MUST BE 70 KSI STEEL AND LOW HYDROGEN CONTENT. I 7\ COMMON ABBREIMTIONS: n 1YP UNO-lYPICAL UNLESS NOTED OTHERwiSE f~ SIM.-SIMILAA b SLV-SHORT LEG VERTICAL g NIC-NOT IN CONTRACT c ' LLV-LONG LEG VERTICAL h SL-STEEL LINE , d NS & FS-NEAR SIDE AND FAA SIDE i~ ·N/A-NOT APPLICABLE I. O.A.L-OVERALL LENGTH J MBS-MET/\L BUILDING SUPPLIER 8) CONSTRUCTION LOADS SHALL NOT BE PIXED• ON ANY STRUCTURN.. STEEL FRAMEWORK UNLESS SUCH FRAMEWORK IS SAFELY BOLTED, WELDED, OR OlliER'MSE ADEQUATELY SECURED. 9) PURLINS AND GIRTS SHALL NOT BE USED I'S AN ANCHORAGE POINT FOR A FALL ARP.EST SYSTEM UNLESS WRITTEN APPROVAL IS OBTAINED FROM THE METN.. BUILDING SUPPLIER. 10) PU RUNS MAY ONLY BE USED AS A WAI.KING/WORKING SURFACE WHEN INSTALLING SAFEJY SYSTEMS, AFTER ALL PERMANENT BRIDGING H1'S BEEN INSTN..LED AND FALL PROTECTION IS PROVIDED. 11) CONSTRUCTION LOADS MAY BE PLACED ONLY 'MTHIN A ZONE THAT IS WITHIN B FEET Of THE CENTER-LINE OF THE PRIMARY SUPPORT MEMBER. CFR BUNDLES SHOULD BE PLACED DIRECTLY OVER THE RIGID FRAMES. 12) AU. LIFTING 0£VICES MUST MEET OSW. OR MSHA STmoAAOS AND IN NO CASE IS IT ACCEPTABLE TO USE Slll\JC11JRAL MEMBERS SUPPLIED BY THE M8S >S A SPRrADER BAR OR LIFTING DE.VICE. GENERAL DESIGN NOTES AND MATERIAL .SPECIFICATIONS 1) ALL STRUCTURN.. STEEL SECTIONS AND WELDED PLATE MEMBERS ARE DESIGNED IN ACCORDANCE WITH THE AISC "SPECIFICATIONS FOR STRUCTURN.. STEEL BUILDINGS- ALLOWABLE STRESS DESIGN", NINTH EDmON, OR THE AISC "SPECIFICATIONS FOR STRUCTURN.. STEEL BUILDINGS", THIRTEENTH EllfnON, I'S REQUIRED BY THE SPECIFIED BUILDING CODE. 2) ALL WELDING OF STRUCTURAL STEEL IS BASED ON AWS Dl.1 "STRUCTURN.. WELDING CODE", LATEST EllfnON. 3) ALL COLD FORMED MEMBERS ARE DESIGNED IN ACCORDANCE 'MTH AISI "SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STEEL STRUCTURN.. MEMBERS", LATEST EllfnON. •) ALL \\llDING OF COLD FORMED STEEL IS BASED ON AWS D1 .3 "STRUCTURN.. WELDING CODE -SHEET SfEEL", LATEST EDmON. . 5) IF JDISTS ARE INCWDED WITH THIS PROJECT, THEY ARE SUPPLIED I'S A PART OF THE 5"SIEMS-ENGINEERED METN.. BUILDING AND ARE FAl3RICATED IN ACCORDANCE WITH THE REDUIREMEN'IS OF SECTION 1926.758 OF THE OSHA SAFEJY STll'IDARD FOR STEEL ERECTION, 0/\TED JANUARY 18, 2001. 6) MATERIAi SPECl0CATIOtlS· PLATE AND Fl.ANGE MATERIAL: 5"-12" WIDE & THRU 1" THICK __ A529, GRADE 55 OTHERS _________ "36 BUILT-UP STRUCTURAL WEB MATERIAL_ 111011 SS (OR HSLAS CL1) GR 55 HOT-ROLLED STRUCTURN.. _____ lo,36 OR "572 GRADE 50 OR A992 GRADE 50 STRUCTURAL lUBE ______ /\500 GRADE 8 (46 KSI) STRUCTURN.. PIPE _______ "500 GRADE B (42 KSI) COLD-FORMED STRUCfURAl ____ /\1011 SS (OR HSL1'S CL1) GR 55 RPB ROOF PANEIS _______ A792 GRADE BO STANDING SEAM ROOF PANELS ___ A792 GRADE 50, CLASS 1 R-PANEL AND A-Pll'IEL SIDING ___ /\653 GRADE 80, CLASS 1 OR WALL FRAMED OPENING, SIZES: ,.,N,.,A"---,---------------- INTERIOR WALL SHEETING, lYPE:~N"'/t,:.~· ___ _ _ GAGE, FINISH: _____ _ INTERIOR CEILING LINER, TYPE: ~N"'/A~---- INTERIOR WALL TRIM, PAINTED: ""N"'/A-'------ YES I NO _ GAGE, FINISH: __ ~--- D 00 D 00 D 00 00 D D 00 D 00 D 00 D 00 D 00 D 00 D 00 D 00 DOWNSPOUTS PAINTED: N/A GUTTERS PAINTED: ~N~/~A __ _ WALKDOORS, QUANTITY:______ PAINTED: ______ _ WINDOWS: __________ PAINTED: _____ _ INSUlATION (NOT BY NBS), ROOF: 4" BATT WALLS: 4" BATT CRANES (SEE CRANE PlAN FOR ADDITIONAL CRANE INFORMATION) MEZZANINE (SEE MEZZANINE PlAN FOR ADDITIONAL MEZZANINE INFO) WALL TRANSLUCENT PANELS, LENGTH: _____ QUANTITY: __ ROOF TRANSLUCENT PANELS, LENGTH: _____ QUANTITY: __ _ INSUlATED PANELS YES D NOD PIPE JACKS, SIZE: _________ --, QUANTllY: __ ROOF FRAMED OPENINGS, SEE ROOF FRAMING PlAN FOR SIZES ROOF CURBS (BY NBS), SEE ROOF FRAMING PlAN FOR SIZES RIDGE VENTS, 1 O' -0" LONG X D 12" D 9"THROAT. QUANTITY: __ _ SINGLE UNITS 0 CONTINUOUS UNITS D THE SPANDREL CHANNEL WHICH SUPPORTS THE TOP OF THE MASONRY WALL MUST BE ATTACHED TO THE WALL AT 4'-0" O.C. (MAXIMUM). THE DESIGN OF THIS ATTACHMENT IS BY OTHERS. FIELD DRILLING OF THE CHANNEL FOR A BOLTED ATTACf!MENT WILL BE REQUIRED. THE SPANDREL BEAM WHICH SUPPORTS THE TOP OF A m FASCIA, PROJECTION: TOP OF FASCIA HEIGHT: _____ _ FACE PANEL, TYPE:, _______ GAGE, FINISH: ______ _ BACK PANEL, TYPE: _______ GAGE, FINISH: ______ _ CAP TRIM PAINTED: ______ BASE TRIM PAINTED: ______ _ D CLOSED SYSTEM, CLEAR UNDER SOFFIT TRIM: _________ _ SOFFIT 0PANEL, TYPE: _______ GAGE, FINISH: _____ _ somT TRIM AT BUILDING LINE PAINTED: ----------- D OPEN SYSTEM,, (NO SOFFIT PANEL PROVIDED) CLEAR UNDER FASCIA: ____ _ D I 00 PARAPET SYSTEM 00 D STRUCTURAL PARAPET D NON-STRUCTURAL PARAPET 0 NOT BY MBS TOP OF PARAPET HEIGHT: _______ _ BACKER PANEL, TYPE': _______ GAGE, FINISH: _____ _ D CANOPY (EXPOSED BEAM), PROJECTION: ~3'_-~t~o· ___ _ AT EAVE LINE 00 BELOW EAVE 0 ROOF PANEL, TYPE,DECK BY NBS £L. GAGE, FINISH: ""G""RA"'Y'----- SOFFIT PANEL, lYPE:N/A. _ GAGE, FINISH: _____ _ SOFFIT TRIM AT !3UILDING LINE PAINTED: ~N"'A~--------- CLEAR UNDER CANOPY BEAM: __,N=/,.,_,A __ D I 00 BOXED-OUT CANOPY, PROJECTION:___ 0 AT EAVE LINE D, BELOW EAVE ROOF PANEL, TYPE: _______ GAGE, FINISH: _____ _ FACE PANEL, lYPE: _______ GAGE, FINISH:--~--- SOFFIT PA~EL, lYPE: ______ ~ GAGE, FINISH: _____ _ SOFFIT TRIM AT BLDG LINE PAINTED: ___________ _ CLEAR UNDER SOFFIT: _____ BASE TRIM PAINTED: ____ _ 00 D EAVE EXTENSION (CONCEALED BEAM), PROJECTION:~2~'-_t~o~·------- SOFFIT PANEL, TYPE: N/A _ GAGE, FINISH: _____ _ SOFFIT TRIM AT BUILDING LINE PAINTED: _,N=A,..._ ________ _ 00 D RAKE EXTENSION, PROJECTION: -=2~' --'1""0'--" __ _ SOFFIT PANEL, TYPE: N/A _ GAGE, FINISH: _____ _ SOFFIT TRIM AT BUILDING LINE PAINTED: _,N"'-"A,..._ ________ _ D 00 PARTITION WALL SHEETING PANEL TYPE: ________ _ _ GAGE, FINISH: ____ _ PARTITION WALL TRIM COLOR: ______________ _ WINDOWS AND DOORS THAT ARE BEING PROVIDED BY OTHERS ARE ASSUMED TO MEET THE WIND LOADING REQUIREMENTS OF THE STRUCTURE AND THE OPENINGS FOR THESE MUST BE IMPACT-RESISTANT OR PROTECTED BY AN IMPACT-RESISTANT COVERING AS SPECIFIED IN THE BULDING CODE WHEN A HIGH WIND EVENT IS ANTICIPATED. MBM'A M E M B E R a ~ ACCREDITED CER:rlFIED CSAW47.1 BUILDING LOADS DESIGN CODE: CBC 2007 ROOf LIVE LOAD: 20 PSF BUILDING END USE: __ 4_E_ MBMA OCC. ClASS: REDUCIBLE PER CODE II -STANDARD BUILDINGS GROUND SNOW LOAD: __ O_PSF SNOW EXP. FACTOR, Ce: __ 1 SNOW IMPORTANCE rACTOR, Is: ___ 1 WIND: 85 mph WIND IMPORTANCE FACTOR, lw: 1 EXPOSURE: __J! WITHIN HURRICANE COASTLINE O YES IXI NO UL 90 DYES llll NO Classic Roof-Consl No. 161: Classie Roof•/ Translucent Panel-Const. No. 167 CFR Roof-Const. No. 552; CFR Roof w/ Translucent Panel-Cons!. No. 590 Composite CFR Roof-Const. No. 552"; VR16 II Roof-Con,t. No. 332 SEISMIC INFORMATION Ss:1.173, S1:0.457 Design Sds/Sd1: 0.806/0.470 Site Closs: __ D_ Seismic Imp. Foctor le: -1RQ_ Seismic Design Category: __ D_ Analysis Procedure-Equivalent Lateral Force Method Basic ·SFRS· Ordinary Steel Moment Fromes & NOTES: Ordinary Steel Concentrically -Braced Frames 1) COLLATERAL DEAD LOAOS, UNLESS OntERWISE NOTED, AAE ASSUMED TO BE UNIFORMLY DISJRIBUTEO. WIEN SUSPENDED SPRINKLER S\'STEMS, LIGHIJNG, INAC, EQUIPMENT, 'CEILINGS, ETC., fllE SlJSPENOEO FROW. ROOF MEMBERS, CONSULT THE M.B.S. IF THESE CONCENTRATED LO,&DS EXCEED 200 POUNDS, OR IF INDMDU/\l MEMBERS ARE LOADED SIGNIFIC/\NILY MORE lH/\N OlliERS. 2) THE DESIGN OF STRUCTURAL MEMBERS SUPPORl1NG GRAVITY LOADS IS. CONTROLLED BY TIIE MORE CRmCN.. EFFECT OF' ROOF LIVE LO/\D OR ROOF SNOW LOAD, I'S DETERMINED BY THE APPUC/\BLE CODE. BUILDING BUILDING BUILDING Storoae Warehouse Vehicle ROOF DEAD IPSF'l: · 13.8 13.li 13.8 PRI. COL IPSF\: 5.00 5.00 5.00 SEC. COL /PSF\: 5.00 5.00 5.00 SNOW ct 1 1 . .,. SNOW Cs: -------- ROOF SNOW IPSF'i: 0 0 0 WIND ENCLOSURE': E:nclosed ·e:nc1osed E:nclosed GCoi: +/-0.18 +/-0.!8 +/-0.18 -l~y 11 tJJ,((t SEISMIC R: 3.25 3.25 3.25 SEISMIC Cs: 0.248 0.248 0.248 BASE SHEAR (KIPS}: 82.2 49.2 62.2 FOR BUILDING DEPARTMENT REVIEW ERECTION MANUALS REQUIRED (ERECTION MANUALS ARE SHIPPED WITH THE. BUILDING IN A WAREHOUSE PACKING CRATE) 0 CFR ROOF 0(H9600) OR O(H8250) 0 SINGLE CURB (H9850) 0 CLASSIC ROOF D(H9420) OR O(H8201) D DOUBLE CURB (H9800) 0 WALL SHEETING 0(H9430) OR O(H8300) OVR16 II (H9925) ID JOIST BRIDGING PACKET (SENT SEPARATELY gy JOIST MANUFACTURER) DRAWING INDEX COVERSHEET_C1 __ A/BOLT DWGS"-'F1"--'-'F2,.____,_ (o ,., A792 GRADE 80, Cl.ASS 1 ROD BRACING ________ A529 GRADE 50 MASONRY OR TILT-UP/PRECAST WALL MUST BE ATTACHED TO THE WALL AT 4'-0" O.C. (MAXIMUM). ALSO, THE BEAM MUST BE ATTACHED TO THE WALL NO MORE THAN 6" AWAY FROM EACH PAIR OF INTERMEDIATE STIFFENERS. THE DESIGN OF THIS ATTACHMENT IS BY OTHERS, FIELD DRIWNG OF THE BEAM FOR THIS ATTACHMENT WILL BE REQUIRED. PLEASE REFERENCE THE "SPANDREL BEAM TO NON-LOAD BEARING MASONRY WALL" DETAILS. THE RIGID FRAME CONNECTIONS IN THIS PROJECT MUST BE TIGHTENED :ro THEIR FULLY-PRETENSIONED STATE USING ANY OF THE ACCEPTABLE METHODS OUTLINED IN THE ~ SPEC!fJCAT!ON FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. 2004 EDITION. THE SCOPE OF THIS PROJECT PRECLUDES THE USAGE OF SNUG-TIGHT BOLTED CONNECTIONS AND ARE THUS NOT PERMITTED IN THIS CASE. ,~f1·-m~ ,,: .. · -: · CABLE BRACING ________ M75 COATING CLASS A, GRADE EHS, 7-WlRE WELDS----------AWS 01.1 lATEST EDmON HIGH-STRENGTH BOL'IS _____ "325 TYPE 1 HEAVI' HEX OR M90 TYPE 1 HEAVI' HEX MACHINE BOL'IS ________ A-307 GRADE A HEX TRADEMMK 2010, NUCOR BUILDING SYSTEMS ·"·' ,1,, I,. ! ,,;1/ . , •. i. :, I ··h, :!-tll:il·li:.J.!-.'1 "' ,1•-1 , . ~ :: 1·· , . , , Jt •J± ·~!! t • j',(l),!.11' I .·, -u·,; ,1~1111: ti • ._r,• ... ' i , i;,t~T.:-p ,_,, -~,j·,.t ·1,l .1 :, ,',, •l/' -··-~ 0 I!!~ <-o, :g LJ U) 0: g§' ils§ " '"' ~ ~ z "' 3: :::E 0 0.. ~ al 0: 0 "'I :c ::, CJ i:i?l: -:z a 5 :::, ~ :z a CJ 0 ~ ~ 0 :z, rli '"' g 15 .~ ffi ::E ~ 8i 0 "' :z 9 5 a, <>< ~ 0-lo WOo...-:Z:1'0..-o <C -tj-i"J ...- __J co I i"J I a u J z: >-ml ~0:::::1---m ~ W:::)m~ 11111-0) ... <C ..,,--._ ~ S: i:= LO,....--.., ~ -~ • c5u....___..""-'l: •:z:2 .. at <(W .•. -. o :r::z.x Q LOc..9Q;<C .. 0-:r: ; ..-§so_ • 0 0 ....J CD (/) z 0 ~ z 0::: w 0 a. F 0 0 0 :::> O::'. $'. I-~ (f) z z <( 23 ou w <( i Oc5 I~ (!) .. Q w w ~ ffi O::'. ci @ 2: :,; _ a:: ~ <( ~ ~ ....J 23 ~ 0 ::,0(/) 0. 0 JOB NUMBER: U10S0189A SHEET NO: C1 of 1 '" I 0 STEEL LINE 0 0 0 0 249'-4" 31'-o" 197'-8" w z :J 31·-o· 28'-8" 30'-0" 30'-0" 30'-0" _, w 0~ I ®· @ d ;i. _I ;;; 01 I 'a © -----. ® ®" VEHICLE _I 0 3:12 01 .., 'ro ROOF SLOPE ©, -----+ ® © ~I ~ ? f5 g ;;,:: I g -0- I ® © 'a I 0-g 8" CMU 0 0 (;) 30'-o" 30'-0" 19'-o" ~,-_,.,_ ... ~ (;) 0) 20'-8" 20'-8" l ® WAREHOUSE 1 3:12 ROO, SLOPE 0 ®1 '0 ® STE_f;'_L_ LINE w,. 5 ;i. _I ;;; ' 0 I 0 .., ~ I ' 00 ~~I~ 0 I') _, 'b I 0 I') I I -0 -0 -0 -0 0-I \'~ ® TYP I I / ....... , , , , ,-1,--,---,--,-,, 0t0 0 0 t0 t0 @'r0 ® ®l ;i-1 14 ·-0 ~ -0 ® L.d ------ ;i. I ~ ~ V) nu... I I ~ -1~ STORAGE 0 <'io I® lw ~ I@ -1® l® I 1 tx,~,, t:6z, w., ,d L,, ~-J 0-~ P. 1·-0· I !LOW EAVEI 1 I 0 "' I I Wl-0 ~ ~- STEEL LINE 31'-o" 28'-8" 30'-o· 30'-0" 30•-o• 30'-0" 31'-0" 30'-0" 197'-8" 249'-4" 19'-o" z l 20'-8" :J _, w 20'-8" ~ 0 0 0 0 0 0 0 0 STEEL LINE 0 0 r• 'i:. 11H:c • : • I .• ~ -~ ,~,!.-, .. r,i '~."• ·i-ll'•: .• -! ! ANCHOR BOLT PLAN GENERAL NOTES 1. 1HE SPECIFIED NICHOR BOLT SIZE ASSUMES ASTM F1'55+ GRADE 36 lliROOEO ROD MATERIAL FOR 'IHE BOLTS. A36 1HREADED ROD MAY BE USED IN PLACE OF F1'55+ ROD. ANCHOR BOLT EMBEDMENT LENGlli IS TO BE DEIERMIN!ll BY 'IHE FOUNDATION DESIGN ENGlNEER. 2. 1HE METN. BUILDING t.WlUFACTURER IS NOT RESPONS1BLE FOR FOUNDATION DESIGN. 1HE FOUNDATION DESIGN SHALL BE DONE BY A REGISTERED PROFESSIONAL ENGINEER, FAMILIAR W11H LOCAL SITE CONDITIONS. 3. AU. ANCHOR BOLTS, FLAT 'IIASllERS FOf! ANCHOR BOLTS, EXPANSION BOLTS, ANO ALL CONCREfE/MASONRY EMBEDS ARE NOT BY 'IHE MEfAL BUILDING MANIJFACTIJ~ER. +. 'IHIS DRAWING IS NOT TO SCALE. S. FINISHED FLOOR ll.EVAllON • 100'-o• 6. "SINGLE" CEE COWMNS SHoutD BE ORIENIED W11H 1HE "fOES'" T9WARO 'IHE LOW EAVE UNLESS SHOWN OlliERWISE. ~ -CROSS BRACING BOTTOM OF BASEPLATE ELEV. = 100' -0" AT FINISHED FLOOR ANCHOR BOLT SCHEDULE QUANTflY SliE PROJECTION 0 3/4" 3" FROM BOTTOM OF BASE PLATE 176 ,~ 3• FROM BOTTOM OF BASE PLATE 0 1 1/4" 3" FROM BOTTOM OF BASE PLATE THE ANCHOR BOLT SETTINGS SHOWN ON THESE DRAWINGS NOT ONLY INDICATE WHERE THE ANCHOR' BOLTS ARE TO BE PLACED, BUT ALSO THE FOOTPRINT OF THE METAL BUILDING. IT IS ESSENTIAL THAT THESE BOLT PATTERNS BE FOLLOWED. IN THE EVENT THAT THESE SETTINGS DIFFER FROM THE ARCHITECTURAL FOUNDATION PLANS. THE METAL BUILDING MANUFACTURER MUST BE CONTACTED IMMEDIATELY, BEFORE CONCRETE IS PLACED. •• f I)> 'i:•:, 0 0 ~~ .:::::._,, ,-.. c§.:::::.. .:::::.. ~ ~ ·r,!!· 15 ef i';:j CD a: ls ~ wli3 ~~ !a :z ~-~ § ~ ~ i :z "' 8 _fi: I N wo 0 z I"") C) .,--.;:t-.,----0 ::5 co t0 .,-. 1n tit>-m I i n::: f-..-m 11 w ::::i m ..-I .. ~ ..,,---_m ::s:i:=~-;:;:;--a---u-.;:t-n 0 ..____.,--tj-u•z2 '-" -.. <CW .. ... o::r:zx ]~:g0~~ z:: .-§so_ -r 0 >-0 z -' co <C Q_ U} 2 z 0 0 0 ~ z a::: w 0 a. j;:: 0 0 0 ::> 0::: ~ I-~ (/) z (3 z <( ou w ~ ci 00 ~ z (!) <( ··Ow z w (D !:, > (/) ffi()'.'. o _, "'-a :J ll::'. ~ <C ~ "'0 (3 ::,0(/) a. 0 JOB NUMBER: U10S0189A SHEEr NO: F1 of 2 1HIS SEAL PERTAJNS ONLY TO THE MATERIALS DESlGNEO ANO SUPPLIED BY NUCOR BUILDING SYSTEMS, A DMSJON OF NUCOR CORPORATION. THE ORA\\1NGS ANO 1HE MEfAL BUILDING WHICH THEY REPRESENT ARE THE PRODUCT OF NUCOR UILOING SYSTEMS. TI-IE REGISTEREI PROFESSIONAL ENGINEER WHCSE SEAL APPEARS ON, THESE DRAW:NGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS ANO DOES NOT SERVE ,s OR REPRESENf 1HE PROJECT ENGINEER OF RECORD AND ShALL NOT_!!LG_ONSTRUER. "5 SUCH I ·I< ,., WIND SRACE SLO.-HIUSIDE Al 1 ·-4" (ROD SHOWN WASHER r-----+-----,--, SIDEWALL FOS SUESENCE ASSEMSCY ~f-] -[_j ,. * i -·-----'ONLY) I ~ &l'----,f-I ! ---__ -::;,--,;;:.-=.---.--. '1 w. o . Q : I I • I ,!; . · CO I I I I I -' I-0 . 0 -,f---,j'---f'"1C!IC!l.:::::3fip[::I:~l7 • I I ' 11 §~ . . 'fl I ', 11 z . i . ~ , ,,,, Wu.. • 'Sj'-I ' ~' ______ uo l3•l CLR, OPENING 3l ·I .I I m 111 ,,..,_ 1 , ! !~ •. , . COLUMN~ ~Lbo ' ' ' -$--ffi--'--1---__le I ..., I I I .... , I !!! !· : .,,____ ' ,CT" "' _.,-,--, --C ' -~-----' - -ir'hr i<"J ~ COLUMN I I l I I r i I I I I . I ",<--. 4 -$-I[) -f I ~ ; ; ·+-m '4/ I ;,:- ~ 0 z I 0: a. _ "' il . , (USE (?) 1/2" DIA EXPANSION BOLTS PER _C\lLUMN) ~ 1 "s:r -T -. ; ~; -; . ; ; "' ' t') I r--. . O· :x:?H ; ;; t:::}tA . :, h r=i .. :~.:.:.::x:,;,; , .. ~:·, • ~ -t t LL~ "" ~ r FINISH fl:OOR ----+++-Ill --<-W-.c.._L__--.k-1 :a1 tt~~z~~-i z w ••• ,. •. •• '.· • • NOCHOR OOI.O . c,i • r cc.• .•• ·• .'. .·••··P .'.,. ,••• .•... j l ' ::--.. ~•.< ' .. ,. !_: ~ , ·.\,. , '••' • . _ANCHOR ·BOLTS .., .• · -.,_ j I 1 ·,:;.,.:. ..... -··::.,~··.-.•~:·{:-'.. ".·-:-:-....•.. ,. · .. : SECTION A ,. . · ! .,. :< •. ' • ', ••••• ·: .... " ' •• ,. ,• :.' ..... ':·: ··.'·:·~ :·., (RECOMMENDED) H FO , 8 ' l:lU4, Lrin I I t 1 '-4" F SIDEWALL . .. 'T,I BPFFNG • "···· '.. .. • · · · 0 0 . TYPICAL COLUMN BASE PLATE DETAIL TYPICAL OVERHEAD DOOR ~ I (4) 1 l1i ANCHOR _ -·-. . , -~ .,.,_,. . -· ---·---·-·. 1 l I ',.;:,, -~ .. ,~· .. w ."'~:;n~r. ·---·-. I I~ I El TYPICAL COLUMN BASE PLATE DETAIL AT SLOT-HILLSIDE WASHER LOCATION CD"'"" nom"e . --' " • -. . I . I ---,-, .... •. .. • • ··-,"·'."" I I ;lf( ;. BU4BL I B I (4) 1" l'i ANCHOR I \ I sops WITH A 3" PROJECTION _BOLTS WITH /\ 3" PROJECTION SIDEWAL~ .• , I ·~· I I u ..._ 1'-0" " .r~-·-~ --)<---6-1 d . ~ SIDE\ .. ,"~ 00 '" --+ + -~ ::I ~ 0 i';:i ,- °N -"<------$--$- ~~ I I ~ I I 4" J " 1' ±" 0 8" I -I ,r ~ 1 '-1" BU4RB u;l, SIDEWALL I_ o! (4) 1" ¢ ANCHOR BOLTS WITH A 3" PROJECTION -r ~ .. 1 (.) [2.. r ~-I ; • k.:t,'* • • 8" i ·1 ' I I I I[) I E co Iii. 0 I :trt 4--f----,l< t kl l I I I I 1, J rr3. 2" ~- .8." ( 6) 1" '¢ ANCHOR l BUST)( BOLTS WITH A 3" PROJECTION SIDEWALL ~ ... t --. 0 I ~ _ 6 1L4" j 4" J l f f2'-6'' Jr J ____jj[___;_jj[IX __ .. ... • I ~ FRAME COLUMN_} (REFERENCE ONLY) F l PORTAL I COLUMN . (4) 1• t -2· .f l a" r2·:. I I - 10 l/4" 4" j " ~ORTAL FRAME COLUMN PC44TRX l'i ANCHOR BOLTS WITH A 3" PROJECTION ~ t -1 ·-1'-1" 8" 4". 4" ii :~:~: t -$-:tt• +-r--J I~ --$--$- I I I I {:C!'+ -$--t--"-T ~ ~ t r I ,--I I -Ji----b + • COi SIDEWALL H I (6) ,. ¢ ANCHOR BOLTS WITH A 3" PROJECTION i l I I I I I + +---i·i ~-~-$-ii 4-t-~ ~ 0 I BU4BR p SIDEWALL I" '=st- = 00 1'-4" (4) 1" ¢ ANCHOR BOLTS WITH A 3" PROJECTION l I , r·~~i1u-:, ,: 1<1·,•I, • : •• : ·: tfh · ! " I :I ( BU6BX I J 1 I I I I I I I I -1:J ca 2" ~ .. 8." (4) 1" l'i ANCHOR I J BOLTS WITH A 3" PROJECTION BU4TX ii~ :tt:tJ.i. ~~ SIDEWALL , 1'-0" ~ .....+... l ., ® iJ I .1 .. ll ~-~-J "'J3 l 2" ~" 8" BU4TX R (4) 1. ¢ ANCHOR BOLTS WITH A 3" PROJECTION .i,j,' ·.1..::1, ' •• ,; .,•,q,,! . ·! .'ll '. K CD I s '=st- co 0 I -----------~ SIDEWALL BU4BX (4) 1" ¢ ANCHOR BOLTS WITH A 3" PROJECTION -f-----------,t-J# co \I,. 1 5:tt 1~-~ I I I I I l l J ,I, c 1 2" 2" 1.Q" l BUST)( I (6) 1" ¢ ANCHOR BOLTS WITH A 3• PROJECTION ::I ~ o' i';:i + +--r ro I 9-----"e- J 1'-0" k BU4LT L I (4) 1" ¢ ANCHOR BOLTS WITH A 3" PROJECTION tv1 I ,;;1:1w __ , -r-~1-t . 0 PORTAL FRAME I COLUMN-!' SIDEWALL 2'-6"1 rl 6 1L4" l 4" I. .,------,, 10 1/4" G l PORTAL I (4) .• COLUMN 1 ¢ ANCHOR BOLTS WITH A 3" PROJECT!ON ,I ~- \_FRAME COLUMN (REFERENCE ONLY) PC44TLX ~~ 1'-0" • I -$- .. . 1'-4" SIDEWALL ..t= +--h I No WOo..- z~"""""O ::5 co l'0 ..-I l'0 >-ml ~ 0::::: I-..-CJ) ,. W:::::>m..-11 I-0) ... <;( ..,.-... : 3:~~'Co -. ·u--s:t-n 0 ..__,-tj-. ~ ..__, ..,"""-2 .. ... ......-w .. ""O::i:::zx Q. LO t,90<( ... 0-::r::.LL. ... .,....:. a::: 0... I D u :I I ~ m . ·• C) 0 >-_J z co <( CL (/) z 2: 0 0 ~ (.) 0::: z JL~ t t--ll"' loo !I ~ ."' + . +---t-q ;_ + Ill 4-l-: ~ if w 0 ·o.:. 0 p:: (.) i';:i 0 :::, 3:: a::: " o· . I -:-I ~ 8" J Ml I I 4" J 4" J " 1 '_, 1" SIDEWALL (4) 1" ¢ ANCHOR BU4LB BOLTS WITH A 3" PROJECTION I J{~J! '" I 1, ·t ,'J~.~-· .1___,,__ 2"J ,1 I. I ~ Li· l 8" NI (4) !" ¢ ANCHOR BOLTS WITH A 3" PROJECTION 2 f-(/) :z: & z <( bl <( 0 (.) i ~ ci (.) ci w ca .. 0 l;l t > ~ ffi a::: ci a :::i 0: ::,;_ ~ <( z BU4T!:)li: O & ::, (.) tJi () JOB NUMBER: U10S0189A SHEEr NO; F2 of 2 lHIS SEAl PERTAINS ,ONLr TO THE MATERIAI.S DESIGNED ANO SUPPLIED rN NUCOR BUILDING SYSTEMS. A OMSION OF NUCOR CORPORATION, lHE DRAWINGS ANO THE MEl'AL BUILDING WHICH lHEY REPRESENT liu1~G TH~:~_ucrTHiF R~~~l<EC PROFESSIONAL ENGINEER WHOSE SEAl APPEARS ON lHESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS ANO DOES NOT SERVE /oS OR REPRESENT lHE PROJECT ENGINEER OF RECORD ANO SHALL NOt__BE C_9N$TRUED AS SUGtf. ~1 ~. I ~,E ~I 0-· I ~ I ;;; . I 0- I . 0 I b I') I 0- -~ I ;, b .t 0 I') I 0- I . 0 I b I') I . 0-I ~ I b "' I 0-~, bl~ ~ ~! !!~; ;_; ; ; ; ; i I ~ srm. LINE 2·-10· E'AVE EXT. ~ !I 'EAVE EXT. STEEL_UNE ~ (~) 31•-o• 8112 7 8112 7 31'-o• 0 0 filEEL·LINE 31-10~ . CANOPY 3'-10· CANOPY filEEl LINE -0 -0 -0' -0 -0 -0 VEHICLE ROOF FRAMING PLAN 1) PURUN ANO EAVE STRUT 'CONNECTION BOLT REQUIREMENTS: A.307 ANO A325 BOLTS ARE BOTH USED. REFER TO THE DETAILS FOR SPECIFIC l!SAGE RE:QlJIREMENTS. 2) FBC_/FBE_ INDl<,ATES RANGE BRACING. 3) SEE SHEET E11 -E13 FOR MAIN FRAME RANGE 'BRACING. 4) SEE SHEET E3 FOR PURUN BRACING DETAIL 5) ALL EAVE STRUTS ARE 10E075 U.N.O. 6) ADDffiONAL ROOF MEMBERS: 1 INDICATES NESTED PURUN p1z._11ozo1s. SEE DETAIL 23/£3. 2 INDICATES EAVE STRUT E13_f.10"E075. 3 INDICATES EAVE STRUT E13__::i'10E075. 4 INDICATES PLIRUN P1~10Z105. NESTED WITH P1~10Z075. SEE DETAIL 23/.£3. s INDICATES PURUN P1~10Z~. NESTED WITH Plz==;/102075. SEE DETAIL 231/£3. & INDICATES CEE CHANNEL 1C 10C075. . 7 INDICATES PURUN P1 10Z1 5. B INDICATES CEE CHANNEL 1~C J10C075. 9 INDICATES EAVE STRUT E13 fOE075. 1 INDICATES PURUN P1Z,_/10~. 1 INDICATES CEE CHANNECM1C 10C075. INDICATES EAVE STRUT E13_ 10E075. INDICATES PURUN P12__/10 105. INDICATES CEE CHANNECM1C-/.10C075. INDICATES CEE CHANNEL M1C-Z10C075. INDICATES CEE CHANNEL M1C_/10C075. c:, ~,'$ ~~ tJ a: c:, ~rnL !I~ N wo0 :z: l"')C),- <('-.:;f-,-0 _Jcot0.- 1 n 11>-ml I o::: t-..-°' Ill ~ ::::>0>..-1 ... <( ..--:.°' t 3: ~ t.0---. a .. _ 1'0.1..() ' ci (._) ~ l'0 U • :z:_, .::::., -...:::; .. ·-O<(W •• :I. :r::zx I.() (..!)0 <C . ::! 0 -:r: LL: z: :::a ..-O:::a_ • co (.!) >-0 ....J z m <( Cl.. (/) ::i: z 0 0 u ~ z 0::: Lu 0 0... J-0 0 c:i :::> 0::: 3: I-=== (/) z c3 z< Qo i.l <( ug I~ i .. QW Lu i ffi o::: o ~ > !,tS ~ ij c5 a. 0 JOB NUMBER: U10S0189A SHEET NO: E1 of 21 THIS SfAL POOi'JIIS llNLrTo Tl£ Wi!ERIAIS DESIGNED ANO SUPPUEO ~ NUCOR BUIL1llNO SYSJEMS. A OMSION OF NUCOR CORPOR/illON. THE DRAWINGS NIO THE METAL BllllDIHG WHICH 1HEY REPRESENT ARE THE PROOUCT OF NUCOR UILOINO Sl'STEIIS. THE REGlSJER PROFESSIOIW. ENGINEER WHOSE SEN. APPEARS ON THESE DRAWINGS IS EMPl.0'1ED BY NUCOR BUILDING S'IS1EMS AND ODES NOT SERVE AS OR REPRESENT lHE PROJECT ENGINEER OF RECORD AND SHAU. NOT BE COIISJRUEO !§__ SUCH. ~PURUN CUP ~ TYPE U.N.O. ~ il il STORAGE AND WAREHOUSE ROOF FRAMING PLAN' 1) PURUN AND EAVE STRlJT CONNECTION BOLT REQUIREMENTS: A:307 AND A:325 BOLTS ARE BOTH USED. REFER TO THE DETAILS FOR SPECIFIC USAGE REQUIREMENTS. 2) FBC_/FBE_ INDICATES FLANGE BRACING • . 3) SEE SHEET E7-E10 FOR MAIN FRAME FLANGE BRACING. 4) SEE SHEET E3 FOR PURUN BRACING DETAIL 5) ALL EAVE STRUTS ARE 10E075 U.N.O. 6) ADDmONAl. ROOF MEMBERS: - ~ t INDICATES CEE CHANNEL M1C~10C075. 2 INDICATES EAVE STRUT;z1 _ 1 OE075. 3 INDICATES PURUN P1Z 10 10 • 4 INDICATES CEE CHANNEL 1C~10C075. 5 INDICATES CEE CHANNEL M1~10C075. a INDICATES EAVE STRUT E13 10E075. 7 INDICATES PURUN P1z__/10Z1~. B INDICATES CEE CHANNa1.t1c--1.1oco15. a INDICATES CEE CHANNEL M1C='l10C075. INDICATES PURUN P1~102105. 1 INDICATES PURUN P1z='l10Z105. INDICATES EAVf. STRUTT~"El:l_/10E075. 'r INDICATES PURUN P1Z 10Z105. INDICATES EAVf. STRUT E 3~10E075. INDICATES CEE CHANNEL M1C.:_/10C075. INDICATES EAVE STRUT E13--/.10E075. INDICATES EAVf. STRUT E13_1/10E075. INDICATES CEE CHANNEL M1c_:_;1oco15. INDICATES CEE CHANNEL M1C_-/10C075. INDICATES PURLJN P1Z--/.10Z015. ·INDICATES PURLJN P1~10Z075. INDICATES PURLIN P1f-....l.10Z075. INDICATES PURLJN P12-Z10Z075. INDICATES PURUN P1Z_-/10Z075. INDICATES EAVE STRUT;z.:f~_/10E075. INDICATES PURLJN Pff 10-Z105. INDICATES CEE CHANNEL~ 1C. f10C075. INDICATES EAVE STRUT E13 10E075. INDICATES PURLJN P1Z_J10 105. INDICATES NESTED PUR~ P12;_/10Z075. PURUN CUP -PURUN CUP lYPE U.N.O. TYPE U.N.O. -PURUN CLIP TYPE U.N.O. ll. • a~ 4 z=> E4 :::Jw eggggg . ~~~ ~ ~ ~~~~ ,.....---·---~ NN-C"-1 -N-N~ -:..._,_,.._.........,.....,..._,,....,_._,, t.A.+.A I' V'i l'"I I'"! Y'fn STEEL LINE 3'-10· CANOPY f 0 t 20'-8" ~ ~ ~ STEEL LINE t 2·-10· f EAVE EXT. Cb· 111:i ll.0::ltilli: ~~ 0-BCL Of .FRAME s 1""-4" ~ b~ ~~JI >PY Jw ~. ~i !t!I-Wl 0- 0- ~ ~ - !! il iS ll. 0 dz; ~~ ••.••• ~i z=> ~w 0-f= ffl_PURUN ll<P a-"'--"'--~'+ 1: r ~ .! 2'-5 1/4" ~q oz :z:::i . ~ ::Jw ~~ ~: PliRUN tAP 1,:-3 3r 1-3 3 4• 0-c:;; dz :z:::i ::iw ~~ ~ PURUN LAP i 1'-3 3/4" 1'-3. 374• ~ 1: 11: I I ~ 'I [. ,,, ~r. al. a: ~ It!. ... • ~ ~ _I ff~ -om er: .,, :~F g I C iYP.(A"\ $~ lit ' 111 II G ""' V'W l I ~ * ~, I') I') I') ,,, I') ,,, I') ,,, J ,,, ,,, '? I I I _, ~ ~ -- ID I [ID i f5 ' ---;; '>1 1 ,-_, PUR N ~ :::, ::: ~IE: :!Ifs-. t. J. ,, ~:~ ::10 0-v,· r----m~c ~1 w-~, 1 rI :i11 L7 ;11 s :4 T6n~ 1~18 7 @I . 0,: 0 ~. '6 "", I') s; - I c,> """" • -,.-~ I l'- <2> PACJO • ----;5;:~~b::~~=--y'------!ID---2!~-1o1 w ----5 (1) PACJO .I ----" n I\ II (2) PACJO ~ (1) PACJO m~; 0-~ fi~~~~~~~~~~-~ij~1--33/4";-~~ I I ~ . " . . J oO ' , a 1::1 -(3) FBC I 8 7 ll. I;; ~ ~ THIS ENOWALLONLY I B 1 7 : = [i]iWJi@ = ':.i. I ~ ~ *~= ~ b~ ,,.~ PURUN BRACING Rf()!lJBJ;l,IENTS SEE SHm'-0 FOR DETAILS filEEL LINE_ 0 (7) MK. P1Z01 11ll105 PIJRUNS lHIS e,.y U.N.O. (2) ROWS REQ'D 28'-8" 0 /7) MK. P1:Z02-1bl075 PIJRUNS THIS B,t,Y U.N.O. {2) ROWS REQ'D 30'-0" 0 (7) MK. P1Z03 1b:l075 PIJRUNS THIS BAY U.N.O. (2) ROWS REQ'D 30'-0" 0 m MK. P1z03· 1bl075 PURLINS lHIS B,t,Y U.N.O. (2) ROWS REQ'D 30·-o· 197'-8" 0 C7l MK. Pl 204 1 b:l075 PU RUNS lHIS BAY U.N.O. (2) ROWS REQ'D 30•-o• 0 (7) MK. PlZ04. 1b:l075 PURUNS THIS B,t,Y U.N.O. (2) ROWS REQ'D 30'-o• ,,, ,,, iYP. 5 !J. '? E4 I r,1~;;,~o-:r::e}--:i.t-~--;URUN lAP E~ THIS BAY U.N.O. fiE3EI 'Nlfi f21_ ROWS REQ'D i·-10· EAVE EXT. 19'-0" 20'-8" 20'-8" STEEL LINE 0 0 0 i.i ~ I -0 ,-0 I -0 'lo I + ~ -0 -0 w ~ ~ 0 ~1~ ~~ o. £ i ~,~ !I~ l a1l- ·I ~ I a u ~ C!) 0 No WOo..-. :zn.--o <('""'1-1"')..- ....J CXJ I l'0 >-m I •0:::1--.-m a W:::) 0) .-t! ~ -0) :;:~~Ir> • • (_) ""'1-I"') 0 ...__,""'1-•·z:::E __ ...__, • <:W .. -e>:c::zx • t00oi'.'.;: .. C>""':c. ; ..-a5 0:... • >'-z .J ~ CD en =a z 0 0 (.) ~ z LL.I 0 0.. I-0 (.) 0 :::, 0:: ~ I-::::i: (/) z ~ ~ t3 ,:a< og I~ i ··Ow IJJ ~ ffi 0:::: 5 hl ~ ~ I tS ! 3-l a:. 0 ll.. 0 JOB NUMBER, U10S0189A SHEET NOc E2 of 21 lHIS-SEAL PElmlNS ONI.Y lO lHE MATERW.S DESIGNED ANO SUPPLIED Bl' NUCOR BUILDING S1STEMS, /\ DMSION OF NUCOR CORPOR/\TION, THE DRAWINGS AND THE METAL BUILDING WHICII THEY REPRESENT ARE THE PRODUCT OF NUCO!t IILDING S'ISTEMS. THE Rt:GIS!!R PROFESSION/IL ENGINEER WHOSE SDI. /\PPfARS ON THESE OR/\W!NGS IS EMPLOYED B'f NUCOR BUILDING Sl'STEMS ANO DOES NOT SERVE I'S OR REPRESENT THE PROJECT ENGINEER Of RECORD ANO SHALL H!H BE CONSIRU~ ~_SUCH. ;{:_.1.·. 0 I") ~ 0 0 co CO,LLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED. WHEN, SUSPENDED SPRINK!--ER SYSTEMS, LIGHTING, ,HVAC EQUIPMENT, CEILINGS, ETG. ARE SUSPENDED FROM ROOF MEMBERS, CONSULT NUCOR 'ENGINEERING If THESE CONCENTRATED LOADS EXCEED 200 POUNDS, OR IF INDIVIDUAL MEMBERS AR,E LPADED SIGNIFICANTLY MORE THAN OTHERS. PURLIN STIFFENING LIP -~ PURLIN FLANGE ~PURLIN WEB GENERAL RESTRICTION: UNDER NO Cl,RCUMSTANCES CAN THE PURLIN STIFFENING LIP BE FIELD MODIFIED FROM-THE FACTORY SUPPLIED CONDITION. Also' ,DO NOT HANG ANYTHING FROM PURLIN STIFFENING LIP. OPTIONS FOR SUPPORT ATTACHMENTS OPTION A DRILL SUPPORT THROUGH THE BOTTOM FLANGE OF THE PURLIN,- 1 /2"¢ MAXIMUM BOLT / (NOT BY N.13:S.) ~ J0_MAXIMUM_fflOM h '11' CENTERLINE OF PURLIN WEB TO CENTERLINE OF SUPPORT OPTION B SUPPORT ANGLE OR SOME OTHER TYPE OF. BRACKET. (NOT BY NBS) SUPPORT THROUGH PURLIN WEB. , -ANGLE SUPPORT ' -(NOT BY NBS) "'--1/2"¢ MAXIMUM BOLT (NOT BY NBS) 1 " MA~IMJJM IBOM CENTERLINE OF PORCiN WEB TO CENTERLINE OF SUPPORT PPTION C: IF PURLIN FLANGE SUPPORT CLAMPS ARE USED. 1" MAXIMUM CENTERLINE OF SUPPORT "X" = TOTAL PROJECTED DISTANCE FROM THE CENTERLINE OF THE PURLIN WEB TO THE END OF THE END OF STIFFENER LIP , (= 3 5/8" +/-1/16") NOTE: THE CENTERLINE: OF THE SUPPORT MUST BE WITHIN 1 " FROM CENTERLINE OF THE PURLIN WEB. CENTERLINE OF PURLIN NBS PURLIN SUPPORT METHODS VARIES I FLANGE I' BRACE LOC. 5'-0" o.c. QTY OF 5'-0" SPACES VARIES J" 3/4" I CENTERLINE I OF RAFTER •1 1 1 2" ,~~-~- • • <i> ~ \_ NESTED PURLIN • • i t PURLIN j PURLIN f LAP , LAP • •11• • -L •• I .,: I!?;! -l':::i J!;:;:: ~!!;; a If) N a a (0 L RAFTER SEE ROOF-FRAMING PLAN FOR PURLIN-TO-RAFTER CONNECTION ENDBAY NESTED PURLIN- DOES NOT CONTINUE THROUGH LAP BOLTS REQUIRED ,ONLY AS SHOWN, NOT AT All HOLES USE 1/2"¢ 1\307 BOLTS (MK. H0500) AND NUTS (MK. H0400) AT ALL BOLTED CONNECTIONS SHOWN (1) H1020 FASTENER SINGLE PURLIN BRACE NOTE: THE PURLIN BRACING ATTACHMENT- METHOD IS THE SAME REGARDLESS OF THE SECONDARY MEMBER TYPE (ZEE, CEE, EAVE STRUT, BEAM, ETC.) lt-.!STALLATION INSTRUCTIONS 1) INSERT THE ANGLES "BACK-TO-BACK" , INTO THE FACTORY PUNCHED SLOTS', BEND THE TABS AS SHOWN AND ATTACH WITH (1) H1020 FASTENER PER END. 2) CONNECT THE PURLIN BRACES AT THE INTERSECTION WITH (1) H1020 FASTENER (TYPICAL)~ __ ROOF STEEL_LINE __ _ ~ INGLE PURLIN E (EVERY R SPAN) ~ PURLIN PLAN VIEW OF PURLIN BRACING LOCATIONS PER BAY 17 THERE ARE ALWAYS (2) ROWS OF PURLIN BRACJNG REQUIRED REGARDLES~ OF THE BAY LENGTH. 2) THE PURLIN BRACING IS ALWAYS SPACED AS SHOWN IN THE DETAIL BELOW. RAFTER SINGLE PURLIN BRACE PURLIN PURLIN BRACE "X" PURLIN LAP I 0.38 x LENGTH I I I 0.24 x LENGTH I 0.38 x LENGTH LENGTH ~ PURLIN BRACING ATTACHMENT 22:12 SLOPE § SEE ROOF FRAMING PLAN(S) FOR PURLIN BRACING ro MARK NUMBERS, QUANffilES, AND LOCATIONS ;-,j t :•i-1;-sl hi,: ·, 1 • ~t-;rlh!"'U;~·,1tUt.Jk:M!P..t-t,4t·Ht·~t,:.lU·l!jH'iJ!:-J :!j\,'.r 1i!:.H~th. ~, ,,-i,;, ~ ~1' ,1, 1·i.:,1,, 1 li?'·~r-':fHt,,-i •.. I ··, '.~' i;: .-,i: :: t:'!J•I•'.' /''t;,,t1 ',~! " ,;!Jl.i';;i '" -, ,)!t!t'1 ~ • I • ;.; AC BB0050(K) SHOP WELDED CUP, STIFFENER OPTIONAL BY DESIGN ' '"' -,-, __ , ---"··----1 "--COLUMN CAP PLATE OR RAFTER FLANGE AG-IN "'I~ ~ c:: 0 -----~ w n: <!> a'i "'l:z 6 c5 ~,~ 15 ij'.j ffi w ,j:! ml WC ws WELDED CLIP @ ,END FRAME USE (4) 1/2' ~ 1 1/f RJJ7 BOLTS H0500/lll1S H0400 U,N.O: REFER01CE 8la:lOR NOTE FOR m>. WAS!£!!' RECilllllQlfll!S AT 12" PURLINS, BOLTS ARE NOT REQUIRED IN' THE CENTER SET OF HOLES' 880055(K) -.::, WC-IN WELDED CLIP @ INTERIOR FRAME, ~9 WS-.1 N USE (8) 1/2" x 1 1/4" KY.17 BOLTS H0500/HUTS ~ UJl.0. ' ~ SUPPLY AND DESIGN Of CONNECTION Of ANGLE TO WAil. BY OTHERS NOT BY NUCOR. ATTACHMENT Of ANGlE SHOULD 'BE NO MORE THAN 6" AWAY FROM EACH PIJRLIN LOCATION. NUCOR 'MLL NOT PREP '!HE ANGLE FOR THIS ATTACHMENT TO THE WALi., HOWE\£R THE ANGLE MAY NEED TO BE SLOTTED TO AllOW FOR THE \£RTICAL DEFLECTION Of THE FRAME. PURLIN (EX1END£D FOR RAKE EXTENSION) SPANDREL ANGLE (SEE PLAN/ELEVATIONS FOR MARI< NUMBERS)~ {TAGGED END TOWARDS LOW EAW:) ' p I STEEL LINE AT LOW EAVE fffj 1±:±l ANr I I -WALL BY STEEL 8"EDGE Of OTHERS LINE ANGLE SECTION A ~=:':~~~:~OAD:....=Q:Q£ • EA\£ STRUT SHOV!tl 'MTH PLATE WASHER ~~Ji~:LIFT: 0,03" (ES\)'01) ,AND ,(2) 1/2" A325 BOLTS/NUTS, DEFLECTION OF FRAME~=-.-- MAY BE EAW: PURUN (CONNECTION Ut«JER FULL DEAD LOAD:--=!/lI SIMILAR TO STO PURUN) ~·~rB ~7 :iv@:! ~ ~ ~4-II Al'IGl£S 1'l'P STEEL LINE I SPANDREL ANGLE (SEE PLAN/ELEVATIONS FOR MARK NUMBERS) (TAGGED END TOWARDS LOW EAVE) AT SPLICE AT RIDGE OR HIGHSIDE SPANDREL ANGLE DETAIL USE (1) 1/2" x 2" A325 E!OLT H0603/NUT H0300 AT EACH PURLIN LOCATION REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS ' ~ BOLTS REQ'D AS SHOWN /'-,... e EAVE STRUT BYPASS SIDEWALL CONDmON LOW EAVE BUILT-UP EW CONDjTIQN USE •(2) 1/2" X 2" A325 BOLT H0603/NUr H0300 U,N,O. a: a u J z: <:) 0 ....J (0 (/) z 0 p:: <( a::: w 0:.. 0 0 3: z z w <C ::, :c ~ z w t;;;::: !!j ....J ~ 0 Q. No WOo,.--:Z:~..-o ::s co r-r) ..-l 1-r::> >-m I ~ 0::: I--..-0) ~ w::,) 0) ..-.. I--0) ... <( ...,,.-__ : 3= ~;:qu=;-- .. •(_)-tj-r-r) 0 ,.___.,-tj-• :z: 2 . . ,.___., 3t <(W •• ::::o:::r:::zx :;~o~~ ... ..-0::: Q_ :a CD • >-z <{ 0.. ~ 0 0 z 0 i'.= 0 :) 0::: 1:-(/) i} z--,: 0 0 ci 0 c5 (!) ca .. 0 w ~ ffi 0::: i5 ::,_ 0:: ~ <{ ~ 13 ::, 0 (/) u JOB NUMBER: U10S0189A SHEET' NO: E3 of 21 THIS SEAL PERTAINS ONLY TO THE MATERIALS DESIGNED ANO SUPPLIED BY NUCOR BUllDING SYSrEMS, A DIVISION OF NUCOR CORPORATION. THE DRAWINGS ANO THE METAL BUllDING WHICH THEY REPRESENr ARE lHE PRODUCT OF NUCOR UllDING SYSTEMS. THE REGISlER PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUllDING SYSrEMS ANO DOES NOT SERVE AS OR REPRESENT THE •PROJECT ENGINEER OF RECORD ANO SHALL NOT _e_~_CONSTRUEO AS SUCH. r;!h,· ;,1 :~Hb, 1 ,,,. n" 'H1-.a111u,i.; • , i • 1~ • HI, ,t.r· 1 -,. , ~aU,1iiH~~$'t ,;~:)~1H', , '1 :-.... Ai-ft:i;}lhi ,,,: .... ,,•,~tti, •',+! l~l' "!•,('' •, I sJ-•1]}, :•• ~ff:l, ·1. i, ' FASTENER EACH. SUPPORT (TYP). H1020 AT PURUNS RAKE ANGUE (LL.V.) MK. MAR01 (FIELD COPE AS REQ"D) ~ H1020 FASTENER AT EACH· SUPPORT. 'AND AT BOTH ANGLES r RAKE ANG~E (LL.V.). MK. MAR01 \ +4i ¼',t /PURLIN PURLIN OR EAVE STRUT ~AUX. RAFTER fil_E~L LINE [ I AT BUILDING I STEEL LINE AT_ I -RAKE EXTENSION SHOP~·-- WELDED CUP FASTENER PLACEMENT !RAKE P~ffu ~ lrf"to:E:£Jiliifilt5SIC ROOF FAS!IN~ ANG!£ WITH H1020 FASJEN£RS AT 6' O.C. AT Cfl!.I ONE AT 00! ENO AT aASSIC ROOF 0 8 ' CENTERLINE OF VALLEY Ii I LOW EJ\\IE ANGLE AT VALLEY La\ .E ~ RAKE ~GLE ATTACHMENT RAKE ANGl'.E ATTACljMENT AT RAKE EXTENSION SECTION "A" ~ CEE PURLIN CONN. @ CANOPY USE (4) 1/2• • z• A325 BOLTS H0603/NUTS H0300 BD01261R!JIRE!IC[ ERECTOR HaJI: RlR TYP. lll,Sl£R REWR£11EJflS CENTERLINE ~ .,, .,,. ------I ,,---___ ,, ..... •' ........ /' ....... '>< / 1 Y I . I HI~ _I_NSULATION PAN DETAIL THE INSULATION PAN IS PROVIDED AT THE HIP WHEN THE ROOF PANELS ARE BY OTHERS r=~ .J I Ml1Dl f,\',£H«lU5 I TOGE!IER AT THE CORNER >SSOOWll-111:M. EAVE ANGUE INSULATION PAN MK. HIP01 WITH (2) H1020 FASTENERS AT EACH SUPPORT (MITER. AT CORNER AS SHOWN) EAVE PURLIN (EAVE MEMBER TYPE MAY VARY; EAVE ·PURLIN SHOWN FOR REFERENCE ONLY,) SHOP::i] ___ . WELDED CUP SECTION "A" i CEE PURLIN TERM. @ CANOPY· PURUN I VALLEY INSULATION . PAN DETAIL 1l1E INSU.ATJ()lf PAN IS PR<MOED AT 1llE VIUFX YlllEH 1l1E ROOF PANELS /,RE iJf OlllERS 1 11 •• ~. :\{••~i!.c!1p,{ \\,ih~~,~ i!{~,'J •i I f!t~.,;~(•.,!l',i:,fA:,•:~tt,J-t h,•.lf}••, • v-:i,. f~·f 1:1.;.!.t~HrR;Hittl..dH~q.41: ,ti,m.{;.,.p~~;Utlt·.1' .. ~'.1q'wi~1· •l'•. --·~:-'! . ·W~:; '',1i.r:.~,.,.,t:O:J.~j)f,•,lbt" ;h'h ., .. 1,·:~k,de C:ENTERLINE OF HIP HIP CLIP MK. GXC_ 11 ... _________ ,· 1 PURLIN- )-JIP RAFTER I I I I I I PURLIN 1 CENTERLfNE OF HIP FACTORY 'WELDED CUP VAl..l:EY CLIP MK. GXC_ VALLEY RAFTER 0 -~,§- 0 ..___ l£ w·· a: ··§E:., uJ ~1,~· -•o w :zl;,:: ~g 15 .i=5 "' .ffi . USE (8) 1/2" X 1 1/4" "307 E4 ! LOW EAVE ANGLE AT HIP 6 . USE (8) 1/2" X 1 1/4" A307 PURUN CONNECTION AT HIP b I~ PURUN CONNECTION AT VALLEY BOLTS (H0500) AND NUTS (H0400) BOLTS (H0500) AND NUTS (H0400) REF. ERECTOR NOTE . FOR· TIP: WASHER REQUIREMElflS BB0200 @ REFERENCE ERECTOR NOTE FOR WASHER REQUIREMENTS 880300 ~1~ IB ei C ~ 9 5 ID (• <a~ ; urn'D l!'MJ l~~~I FASTEN INSULATION PAN AT EACH SUPPORT WITH (2) H1020 FASTENERS (MITER AT CORNER AS SHOWN) lt'fi -~--•• ~-P!• .:~_.1 .... ~n11r.w1U~PM:e;;,. 1, , :· .·,uf:-1:t,, : • --1 ·h :,: "' E No WOo..--z:n..--o <!'-s:t-n..-- _JCXJ In. I D u J z: >--cr:, I lo::::f---..--0) ·111 W:::::>O'Jc:;:; ... 1:::c ...,-.., 0 0 _J Q) (/) z 0 ~ a::: w a. 0 0 ~ ~ z : 3: f'.'.=~'io" ... . o-s:t-n .. 0 .____,,-tj--• z: 2 . _.._.,, :e <(W .• -.Q o:::czx LO C) 0 ;<:C .... 0 -:::c L.L--. ..--0:::: Q_ :a m .. >-z <( a. 2 0 0 z 0 t3 ::) ~ f--(/) z< c3 ou .. <C Oc5 "':r: ~ :::, z .. 0 13 ~ w ~ ~ ~ ffi~ 5 :::,_ a::: ~ <( ~ .., _J c3 ~ 0 :::, 0 (/} a. 0 JOB NUMBER: U10S0189A SHEET NO: E4 of 21 THIS SEAL· PERr-'JNS ONLY TO THE MATERIALS DESIGNED AND SUPPLIED BY NUCOR BUILDING SYSTEMS. A DMSION OF NUCOR CORPORATION .. THE DRAWINGS ANO THE METAL BUILDING WHICH THEY REPRESENT ARE THE PRODUCT OF NUCOR UILDING SYSTEMS. THE REGISTER PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENG1NEER OF RECORD AND SHPU. N_OT ]lE CO_!§TRUED AS_ SUCB, ,. · .~t s.:.::1 :, ; :: •· -~M\i ,, , ... ,.:._.nfjHHr,h-,:•1 •':11 :1 t:-~tki"i;iitllit·fl~ · t~!·t.;·:·l'~il:J·~li• :~hf.J: ... ·11!1'.11 ,·: : ;1:U!:~fi'iii· TI .... i :l·1•·h1H;.1 :.-1 ,., ··1r-l,',1· h; i :, t ~1:•11 0 0 STEEL LINE -31'-o'' STEEL LINE 2'-10" 31'-0" 3'-10" EAVE EXT. CANOP-Y: ::J ~w --' I w w • :SC w N~ r Is 0~ CD ~ CD ~ MXB -----I ! r--~--, : MXB ·1'-4" 0- 0- 0- 0- 0- I ':.at-. I I . I : : I : I I : I t 15'-6" t 15'-6" t I CXB I I CXB MXB I l·MXB I = 0 I Cl I • I : \ ~& : ICXB : I X ~ X ~ I : ·1:; , ; , : I I I c;:. ' I I CXB CXB I I CXB ------- ,, OJ I ::; ~I b I Cl I • MXB I I MXB ~ ' ...J :j\l\lj: I: X ~ X : I : I I\ I \I: CXB I RXB CXB ------- I 'o I Cl I • MXB : I I : MXB I : : I : I I : + CXB I : : I CXB MXB MXB I ':.at-I Cl I N I f:::i Rl I I : $ $ ~ I X~ X~ o:: 1 11 'm 'm MXB : ~ ' /2xs ' I I MXB w ~ . 8 ...J • ...J ~ 1:::J I w t;; N ~ 2'-10" CD ~ ~--------------J 1·-0· CD ~ 3'-10" EAVE EXT. CANOPY STEEL LINE 31'-o" STEEL LINE 0 0 tCL OF FRAME l-CL OF RAFTER ~1·!1 lf-.i!l;::~•1_:u, ,t '. {fl.'~· t"qu'if ··,tr~q:. ,i,.f~(:f.,, ... ,f.; ,.,-:~ ,r,.i.:t:,ll,~ 'tHl1, 1: ! \1 ! ·!:!H• ,l :;, . · ~i, , I . '~!t-1 ,, . ··,, i ' ·-:~· MARK NUMBER AND BRACING PLAN 1) PLACE TAGGED END OF RAFTERS TOWARD THE LOW EAVE. 2) ROD-BRACING: SEE SHEET D_ FOR DETAIL . RDB __ -INDICATES 5/8" ¢ ROD 3) SPS __ INDICATES (P6.134) MATERIAL PIPE STRUT. 4) MXB_ INDICATES CANOPY BEAM. F6.25 WEB: .125 MATERIAL 12" TOTAL DEPTH. :;, .... ;1-111 t 1 • ;\tir,: i-•~1~:d~t,.. .... ~H:!Ht:~1!1'.t,L,· .. :if ~ : J!'i:•J·. i!;/i l~1t·tj!~h;·Hr:{l:,,l!th<rtj,:t•, .}.i: ~:-1~:mu .... 1 ~I'·, .. , ,r t'1 ':,-• T, j:!,!,t\', ,; ,,O ~§ 0 ---- w a: ~ ,~,~ 11111 "I""· 5 [fr z,3:, ~~ 1R' Gi' "" ffi,, ;11 ',, ~ 9 ~ 2 I D u J z: (!) 0 _J (I) (/) z 0 ~ 0::: w Cl. 0 0 3 ~ z ,;; ~ ~ z z w @ ~ ~ _J ~ 0 a. No WOo,.--z:n,.--0 <:("-.;:r"t-0,.--_] co I l'0 >-ml I a::::1-s--0, .. ~ :::> ~;; • II!' <C >-LO ~ 3: 1-n'in' .. ·O-q--r-r) ... 0 -------tj-• z: ~ . _.._... -<(W ..• ... o:::c:zx Q l:Or"O<C ... 0 ~'.:J::LL: -. ..---0::: CL ::. CD • >-z <( 0.. ~ 0 0 z 0 i== 0 :::) a:: 1-(/) z <( 0 t3 0 00 c5 ~ iii ··Ow (f) ffi a:: i5 ..J ,._ 0:: ~ <( ~ <( 0 ::, 0 (f) 0 JOB NUMBER: U10S0189A SHEET NO: E5 of 21 llllS SEAL PERTAlNS ONLY 10 THE MATERIALS DESIGNED AND SUPPLIED IN NUCOR BUILDING SYSTEMS, A DMSION OF NUCOR CORPORATION. TttE DRAWINGS AND THE METAL BUILDING WHICH THE>' REPRESENT ARE TttE PRODUCT OF NUCOR ~u~~ifiis=~5ENc:/ifJ~~EC SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED IN NUCOR BUILDING SYSTEMS AND DOES NOT SERVE >S OR REPRESENT THE PROJECT Er-lGINEER OF RECORD ANO SHALL NOT B~ __ C_ONSTRU;Q_AS ~_LICH. •-·.~}.Hl111.fit H· l li ·!1 ·1~ 'ir-1 r·~1-:!Hi· " i • ''!'--!!'": . !<'i•, ,1 0 0- ,1, ~.t · ~· 1~. g·•hht .: .m,;t-~,,, 1·, i ••• 11x:{l:•.:,:., . , ::; .-a.. lo MARK NUMBER AND BRACING PLAN 1) PLACE TAGGED END OF , RAFTERS TOWARD THE LOW EAVE. 2) ROD-BRACING: SEE SHEET D_ FOR DETAIL RDS_ -INDICATES 5/8" I! ROD RDC_ -INDICATES 3/4" Ill ROD 3) t,1X8_ INDICATES CANOPY BEAM. F6.25 WEB: .125 MATERIAL 12" TOTAL DEPTH. ~ 0 STT:_EL LINE 20·-s· . 3'-10" CANOPY S]::EL LINE 2'-"10" EAVE EXf. ~1~ ,, w "'& LLI z ::::; ~ CXB FF -=--=-~CXB + ' . + MXB ' RXBIMXB I I CXB MXB CXB MXB I I I I j i 11 RXB I I I l XB 1MXB I I I I 11 ;... I 0 1 I I I b I 0 "'\ I I 'a:, _I c,1 ~ l 0 -0 -0 -0 :'\I \; : : I I I' J\ J\ 11 I~ ~ CXB I I , , , , I 1____ + MXB . '1 1 -··-I 1 ····- "I l-0 I I b 11 I 0 ~1-b1~ ..., . ~ ~' "'o ~~ ~~ ~~ ~~ ~~~ ~~~ +--------+'/i---______ o-________ g _________ Q.,.~ ________ o_,..-::i:. ______ ~¢ ~ _____ __Q.~Q I I "I 1-0 -+--+---------....... ---~-------- . (0 I b N ~I • T ii:t---..RD1>n. 1>,llllO' __,.,...-- ----+-+---------'-'--"--1---------... ------ w ~\ '1~ ~ ~~ 28'-8" filEEL LINE 0 ·t¾J~-1·1. if: ~4-'i, i J .;~u;,;,,,,.·-:· { '; r, 1!i'•i!'•fi. i, 1.I a,! a, xx c.:, ::e 0 30'-0" ; ·J .,•J:l:dt,f':'.'I' .. -ff ... if* xx "'! a, c.:, ::e 30·-o· 0 :~ir=-: 1 • •• 1,, i • ·\t:\ a,! a, XX c.:, ::e 0 ,f. ILOW EAVE! 30'-0" 197'-8" •I 'i a,! a, ~~ 0 RD/JQJ___ -- 30'-o" • ~ ... :ii ..-·rj '": 1 XX "'! a, c.:, ::e 0 RXB I I J~A "II~;~ X 0:: I ' I I CXB MXB I I ;... I ~ I 1-0 "'! a, XX c.:, -::e '°! a, XX c.:, ::e ...,· z ~1~ ::J ~ I '!;! "'i'.5 2·-10· EAVE EXT. 30'-0" 19'-0" 20·-0· 20'-8" STEEL LINE 0 0 0 I i'' ,J.-1,i1--1t:. 1',rt, 111+~n lt~!·1·d··tf1;1l$J-'l;-1.1 t1l .• ·· •.• ·'.·l-i.!, ".1'ft:f't.,1 I .! ,1\,tt}~"lt::.i:"i,"i,l~,· it! .~,.~,·11Hl ··,n\;fi;•l "-' . 1, ·. .. · ·~ ,pj ,,:il'l_.;i l 0 1:11~ < -O'-. ' U") 0 uj a. i 0: ffi ··~1i I!! Eh -0 I 5 a, ~ I I • I No WOo..-:z:n~o <C-st-n..-_]co In >-rn I ~~1-..-cn ~ Li.J =:) CJ) ..-.. I-0) . I ... <C -------.. ~~~~!£) D .. ·o-st-n .. 0 ._____..-s:t-u • :z: 2 . _._____.. ~ <(W •• ... o:c:z:x J Q LO cs, 0 ;<:( ... 0-:cw... .., ..-~CL z: =-(D . ' (!) >-0 'Z ~ m <( CL V1 :a ~ 0 ~ 0 a:: z w 0 0:. [::::: 0 0 0 :::::> Cl'.: :s: I-2 (f) z z < 0 (3 ,;; ~ u 0 '• c5 0 ~ z < --0 8 z w en @ ~ (/) ffiQ'.'. o -' ::e -0:: ~ <( ~ ~ -I < :i1 0 u ::, 0 (/) a. (.) JOB NUMBER: U10S0189A SHEET NO: E6 of 21 THIS SEAL PERTAINS ONLY TO THE MATERIAI.S DESIGNED AND SUPPLIED BY NUCOR BUILDING SYSTEMS, A OMSION OF NUCOR CORPORATION. alli1&1~r~~ ~~ 1::5>~~ ARE THE PRODUCT OF NUCOR :UILOING sYSTEMS. THE REGISTER PROFESSIONAL ENGINEER \\HOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD ANO SHALL !IQL_El!:_C(JNSlRUEQ_ AS_fillCH. •• L i:-~ ·· : -t t·Hii ..• , ; t ~,· . ~ "' 3 16.00 0.50 I 6.00 0.63 I 5.00 0.25 5;0-0 0.25 :1t~H.~ .,:,· 1-j!··1 ~t 11:ii.i~h11~.;.: •• ,1.f'":f!'JJ~,f~~1;;fl~tt-:1~~w~1Hr-h!iu~it.l<( b-H,,!l "ti:l~J',.-: :, 1, t, , ·...... ·.1. 'j ., • 1 • ,,,,t\,lt··u 12 3r-- 12 ~: 0 l 1'-7 1/15• "' 1--:r: (!) w (!) ~ w c:, z ~ ;:::-& (!) ., ~ ,. ~,~ _I ..J "'w -,r 'lol~ ,,, -' ,r ., w -Cl z :::, :.,I~ to_ ~-c! m ~ -,r"' o .• z"' ..;-0.. (/) h I Cl ~ ~1~1 J ::,O .... ~s ~ 0 ~ '-' 0 ~1~! ) :::,0 ... ,.,. o., 0 FIN .. FLR. ELEV = 1 oo· -o: 0 BOTTOM OF BASEPLATE ELEVATION = 100' -o• CROSS SECTION CROSS SECTION @ NOTES: 17'-;r' z_o·-s· . BOTTOM OF BASEPLATE ELEVATION = 1 oo· -o· 1'-0 1;2· ;;'_-lQ" CANOPY @ LINES 3-8 LINES A & C (STORAGE) (WAREHOUSE) 1) FOR COLUMN AND RAFTER MARK NUMBERS, SEE SHEET E6 (MARK NUMBER PLAN). 2) FBC __ INDICATES FLANGE BRACING LOCATIONS. FBD __ INDICATES FLANGE BRACING LOCATIONS ON JOIST ROOFS. 3) NS/FS INDICATES THAT FLANGE BRACING IS REQUIRED ON BOTH SIDES OF THE FRAME LINE. NOTE FOR EXPANDABLE ENDWALL R[G(D FRAMES: IF FLANGE BRACING IS REQUIRED ON BOTH SIDES OF AN EXPANDABLE ENDFRAME, THE OPPOSITE SIDE FLANGE BRACE WILL HAVE TO BE INSTALLED AT THE TIME OF EXPANSION. THESE FLANGE BRACES HAVE BEEN PROVIDED, AS REQUIRED, FOR THIS FUTURE CONDITION. 4) IF NS/FS FLANGE BRACING IS NOT INDICATED, ONLY ONE FLANGE BRACE IS REQUIRED AND CAN BE LOCATED ON EITHER SIDE OF THE FRAME. "*" 5) INDICATES THE LONG SIDE OF THE INTERIOR COLUMNS. IF THE INTERIOR COLUMNS ARE REQUIRED, ORIENT AND ERECT THOSE COLUMNS ACCORDINGLY. "*u NOTE: COLUMNS LOCATED AT THE RIDGE ARE TYPICALLY "FLAT-TOP" COLUMNS, UNLESS INDICATED BY THE SYMBOL 6) RIGID FRAMES SHALL HAVE 50% OF THEIR BOLTS INSTALLED AND TIGHTENED ON BOTH SIDES OF THE WEB ADJACENT TO EACH FLANGE BEFORE THE HOISTING EQUIPMENT IS RELEASED. BOLT SCHEDULE CON BOLT BOLT BOLT Nur 1DO QiY DESCRIPTI0I'! PART# PART# L L BOLT /NlJf 1" x ~. ~· ~ H0640 '·---· 2-L lLJJlQ.LILNlJf 578" x U/4" A325 I H0610 I 11 il1J 1' ••'I q1, ,r 1 ,: • ~-1 1P,J1 1 ~,Jy!{f'i;l ·I! .i•· 1. f .'<~·\-t' I· t i '' :. ,·t)~!li I /.• ,• !'!l .: 1\111ipf}h l ,, •• ·i l• ..iJ~t\JJ:~{r .. 11~ln ~ !:i .. 'W.f ·: :-, g1r-t·-1trt11J; ~Hn.:;i1t . ~···.J ,",,1r. , 1 ~· { .. 11 ~, . t:!tt:;i-;_t.!.;,:,t ,1,.1:. 0 ~,~ w a: "' ij:i "'I :z :c :,: u w ~1:== og ~-·;;;] "' ~ "'Ii:! :, -~ !8 fl, 0 ~ 9 ~ ,e N 0 WOo..-:Z:1'0..--o <f' ;:!:1:0 ..-....:J.,.,._, In >-m I -~ 0:::: I-..-0) ~W:::>m..-111 I-0, a: ... <C ...---.. ts:~~~ a .. -o-.;;t-n .., 0 ..____,-.;;t-, U • :z: 2 .. _____, 'at <Cw .. · ._ O:::r:::z:x J ca LDoo~ ... 00::::c ,. ,; ..-o:iO... Iii • 0 )'-0 z ..J CD <( 0.. (/) 2: z 0 0 0 ~ z a:: w 0 (L f-0 0 0 :::) Ct: s: f-2: en z c.'i Z..; oo w ~ ~ 00 fz C) .,ow w ~ ffi ct: i5 t; > ,._ ~ ::i ,r ~ <( ~ ~ 0 c.'i :, 0 (/) "-· <> JOB NUMBER, U10S0189A SHEET NO: E7 of 21 THIS SEAL PERTAINS ONLY TO THE MATERIALS DESIGNED AND SUPPLIED BY NUCOR BUILDING SYSTEMS, A DIVISION OF NUCOR CORPORATION. THE DRAWINGS ANO THE METAL BUil.DiNG WHICH THEY REPRESENT AAE THE PRODUCT OF NUCOR IUILDING SYSTEMS. THE REGISTER! PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING SYSlEMS ANO DOES NOT SERVE "5 OR REPRESENT THE PROJECT ENGINEER OF RECORO ANO SHALL fillI BE CO~filRUEO "5 S!,ll;f!, n\, ;, • , , lik 1,,m. ,;:t:Jn-:~··m~.1 3. I s.oo o.5o I 6,oo o.63 T5.oo o.25 5.oo o;zs :,.iit•\iJi.f':!''. , 1.:.1 :1..:f.iti;~i.;;!!!;!M,L;::t 11.·h:,. : ,., , .. , ... · .:.Hfl-'!1· ;J:'!'.i:11! . '!· ,1::, l';t!dtdn1,·: ,j,,• ~ "' 1'-7 1/16" j; 0 '41 ~ u', iLi -Cl:: Cl ~ U) ::lffi Nl~i!: ..I ::,0 ... ::,:>-Oa, ·[I] 0 0 12 3i-- w ·c, ~ ~ ffi ;:,.1:;:: ~ < '? Cl:: ~ f5 ~ Cl z ::::, ~ ,_J 0 FIN. FLR. ELEV = 100'-o" BOTTOM OF BASEPLATE ELEVATION = 100'--'0" 18'-11 1,r2· 1·-0 1/2" iJl'::-_8" CROSS SECTION _ w 0 z -~ Cl:: 'lc,W ~t ~~ "i'ffi zg ::lffi Nl~i!: . .I ::,0 ... ::,:>- Oa, ::, Cl:'. 1'5 __, (.) LINE K & 9 HIP LEAN-TO. (WAREHOUSE) NOTES: 1) FOR COLUMN AND RAFTER MARK NUMBERS, SEE SHEET E6 (MARK NUMBER PLAN). '6 ' ~' 2) FBC __ INDICATES FLANGE BRACING LOCATIONS. FBD __ INDICATES FLANGE BRACING LOCATIONS ON JOIST ROOFS. 3) NS/FS INDICATES THAT FLANGE BRACING IS REQUIRED ON BOTH SIDES OF THE FRAME LINE. NOTE FOR EXPANDABLE ENDWALL RIGID FRAMES: IF FLANGE BRACING IS REQUIRED ON BOTH SIDES OF AN EXPANDABLE ENDFRAME, THE OPPOSITE SIDE FLANGE BRACE WILL HAVE TO BE INSTALLED AT THE TIME OF EXPANSION. THESE FLANGE BRACES HAVE BEEN PROVIDED, AS REQUIRED, FOR THIS FUTURE CONDITION. 4) IF NS/FS FLANGE BRACING IS NOT INDICATED, ONLY ONE FLANGE BRACE IS REQUIRED AND CAN BE LOCATED ON EITHER SIDE OF THE FRAME. "*" 5) INDICATES THE LONG SIDE OF THE INTERIOR COLUMNS. IF THE INTERIOR COLUMNS ARE REQUIRED, ORIENT AND ERECT THOSE COLUMNS ACCORDINGLY. NOTE: COLUMNS LOCATED AT THE RIDGE ARE TYPICALLY "FLAT-TOP" COLUMNS, UNLESS INDICATED BY THE "*" SYMBOL. 6) RIGID FRAMES SHALL HAVE 50% OF THEIR BOLTS INSTALLED AND TIGHTENED ON BOTH SIDES OF THE WEB ADJACENT TO EACH FLANGE BEFORE THE HOISTING EQUIPMENT IS RELEASED. BOLT SCHEDULE CON BOLT BOLT BOtT NUT o. ~1$ < --' cg w 0: ~ LtJ., "'l·:z 5 i:5, zl;;= ~g 15 ,Gl ,"' ~-~1; IB e:, C) ~ ~., e. N 0 WOo~ ::z r-0 ..-:-C) <:I'.'Yn~ _Jco I n >-ml . ._ 0::::1-~cn iw:::::,m~ II I-en ,, ... <t: ..,.---.. ... : 3:~~'i:o' D .. •(_)--s;r"I"') ., 0 ..____.,--tj-·u. ::z2. _..____... -lt <t:W .. ._ 0 ::r: ::z X J Q L00o;<C ... 0-::r:'--'- ~ m z: .... ~ 0:::: o_ • (!) >-0 z ....J en <( 0.. (f) 2 z 0 0 0 ~ z Cl'.'. w 0 0... i== 0 0 0 :::::> ct: 3: f-~ (/) z 15 z < oo "-1 <( i 00 I~ (!) .. Q w w ~ ffi ct: i5 Id~ :::,_ Cl:: g <( ~ ~ ....J 15 ~ 0 gJ O err 0. 0 JOB NUMBER: U10S0189A SHEET NO: E8 of 21 100 QTY DESCRIPTION PAITT# PART/I 1 8 BOLT INUT 1" x 3 j/4" A325 . H0640 H0330. 2 8 BOLT /NUT 5/8" x 2 1 /4• A325 H0610 H0310, Tl11S SEAL PERTAINS ONLY TO Tl1E MAlmlALS DES!GNED AND SUPPLIED BY NUCOR BUILDING SYSTEMS, A DMSION OF NUCOR CORPORATION. lliE DRAWINGS ANO Tl1E METAL BUILDING WHICH lliEY REPRESENT AAE Tl1E PRODUCT OF NUCOR IUILDING SYSTEMS. Tl1E REGISTER! PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON Tl1ESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS AND DOES NOT SERVE AS OR REPRESENT Tl1E PROJECT ENGINEER OF RECORD AND SHAil. t-lOLfil__CONSTRUEQ__~ SUCH._ • 1i,,:M hti· ,1,: ·t-lj.~tm··,.:1i,,.i;.;,4:f.h.l!. -;., tn:-!ll m~:1 L f •. '. JlJ,L: 1•1 : i ·l·fi ,,·; 1~l1~ 1 · .. ·~1rl ~-.. r ··f~· 1~r:t1:f,,,.i.! ... 1 ,11AfN~~h,_. i· ·!t:• ,11 ,~~ • <,• I• 11th:~-1 ">1 a !,1w~ 1iHitH;~1tHi1~!:1~1"tn~lf lj ·1trnijfftNt1,:-.. tt1, • I ni .111: 11:1{~.:.~1., 1i!t'r'~ 1·~{!.(.<::tul-r f :~1-f ... i~ : ~1!!1-~ 'i' "i .yjl4H·. l.1° Hf:H1~ ... ,,tQf4~~iitU11-:,• I i•1:-11·;-:.4;~f1,t:.-... 1;:•;jfJ-tiqii~JIHrti1$t,ltuU l l••l ;f1,! j,j-d.i, 2'-0 3/16" ·s . co co I ~ 0 "' co I io 12 3~ I I I ~1ffi~ :1 i5:, 'V fu~ 5'-5 1[16" CANOPY w (!) 3 lJ.. 0:: w lot;:: ;::.re )ffi e:?o z ::) er: ~ (.) BOTTOM OF BASEPLATE ELEVATION = 100' -0" 1'-1 1/4" 12 --i3 FIN. FLR. ELEV = 1 00' -0" 25'-o 5L16" 2s·-2 3L4" w (!) 3 lJ.. 0:: • w ~ t;:: ~re "' 0:: IW ,..o -z ::) ~ _, 0 BOT)'QM OF BASEPLATE ELEVATION = 100' -Q'.' 1'-1 1/16" 1'-o· ~::f ~1~~ -!Q::, 1;;~ 4'-0 1/16" EAVE EXT. 2'-0 7/16" 2•.,..3 7/8" f-~ I r I ,w <D -:c .... 0:: { ~ <> 8 8 CROSS SECTION @ HIP FRAME (WAREHOUSE) NOTES: 1) 2) FOR COLUMN AND RAFTER MARK NUMBERS, SEE SHEET E6 (MARK NUMBER PLAN). 3) NS /FS INDICATES THAT FLANGE BRACING IS REQUIRED ON BOTH SIDES OF THE FRAME LINE. NOTE FOR EXPANDABLE ENDWALL RIGID FRAMES: IF FLANGE BRACING IS REQUIRED ON BOTH SIDES OF AN EXPANDABLE ENDFRAME, THE OPPOSITE SIDE FLANGE BRACE WILL HAVE TO BE INSTALLED AT THE TIME OF EXPANSION. THESE FLANGE BRACES HAVE BEEN PROVIDED, AS REQUIRED, FOR THIS FUTURE CONDmON. 4) IF NS/FS FLANGE BRACING IS NOT INDICATED, ONLY ONE FLANGE BRACE IS REQUIRED AND CAN BE LOCATED ON EITHER SIDE OF THE FRAME. FBC __ INDICATES FLANGE BRACING LOCATIONS. FBD __ INDICATES FLANGE BRACING LOCATIONS ON JOIST ROOFS. "*" 5) INDICATES THE LONG SIDE OF THE INTERIOR COLUMNS. ACCORDINGLY. IF THE INTERIOR COLUMNS ARE REQUIRED, ORIENT AND ERECT THOSE COLUMNS NOTE: COLUMNS LOCATED AT THE RIDGE ARE TYPICALLY "FLAT-TOP" COLUMNS, UNLESS INDICATED BY THE "*" SYMBOL. 6) RIGID FRAMES SHALL HAVE 50% OF THEIR BOLTS INSTALLED AND TIGHTENED ON BOTH SIDES OF THE WEB ADJACENT TO EACH FLANGE BEFORE THE HOISTING EQUIPMENT IS RELEASED. BOLT SCHEDULE BOLT BOLT NlIT DESCRIPTION PARTI PARTI .BOLT/NlIT 1" x 3 1/4" A325 H0640 LL~ I BOLT/NUT-Sla" x :i 174" A325 lH0610 o· ~,~I• 0 ........ t,j 0: ffi ~ "'I :z 5 i:5 z1~· ~ ~ 15 ~- ffi ~,i ,o !@ 9 ,.~ "' e No WOo..--:zn..--o <C-.;:;t-n..-- __J co I n >-ml -0:::: I-..-CJ) i w:::) CJ)..-- IE .. I::;: ~CJ) .lloa--.... LO : s:~n'u) a .. ,u~n .... 0 ..___,--tj-_ U. ca z:2 .. ____, :t <( w .. ._ o:::r:::zx J Q LO C) OLL <( ""O-:::r:: ._ ...-0:::: CL ,. ::a co .... (.'.) >-0 z __J OJ <{ Q.. ti) 2: z 0 0 0 i= <( z a::: w 0 0.. i= 0 0 0 ::> a:: 3:: f--~ (/) z ~ z <{ 0 (.) w ~ ci Oc5 I z (!) cli ··Ow w ~ ffi a::: 0 t, > "'-~ :::J 0:: ~ <{ ~ IE o ~ :::, 0 <n a.. 0 JOB NUMBER: U10S0189A SHEET NO: E9 of 21 THIS SEAL PERTAINS ONLY TO THE MATERIAIS DESIGNED ANO SUPPLIED BY NUCOR BUILDING SYSTEMS, A DMSION OF NUCOR CORPORATION. THE DRAWINGS ANO THE METAL BUILDING WHICH THEl' REPRESEIIT ARE THE PRODUCT OF NUCOR UILDING SYSrEIIS. THE REGISTER PROFESSIONAL ENGINEER WHOSE SEAi. APPEARS ON THESE DRAWINGS IS EMPLOYED fff NUCOR BUILDING SYSrEIIS ANO OOES Nor SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD ANO SHAU. NQLBE CO!l_S]llUfil)_~_ J;UC& 11 _, 3. I 6.oo o.5o I s.oo o.63 rs.oo 0.25 5.00 0.25 1'-7 1/16" 1'-4_" -1-·I~ ... :c .I .J "'w 0:: 0 z r£ V) ::l~ ~1iw .I:::,$ ... :::. Ufu 2'-1_Q" EAVE EXT, G 12 3r-- w 0 z 5 l1. 0:: lo w -t;: ?~ "i' ffi ,... 0 z :::, 0:: ~ (.) 0 FIN. FLR. ELEV BOTTOM OF BASEPLATE ELEVATION = 100'-0" 1'-0 1/2" 11'--3" 20·-a· w -0 z :s l1. 0:: T ~t;: " < .,, 0:: .I 0:: ro w 0 z :::, 0:: i1i .J (.) 100· -o'· 0 BOTTOM OF BASEPLATE ELEVATION = 100'-0" 1'-0 1/2" I I I I 'l::l~ ~ ~~ { =,b -::.,-Um 3'-10· CANOPY 0 I-:r: (!) w lo :r: .I .J 0, w --o:: 0 z ct V) CROSS SECTION @ LINES E & G (WAREHOUSE) NOTES: 1) FOR COLUMN AND RAFTER MARK NUMBERS, SEE SHEET E6 (MARK NUMBER PLAN). 2) FBC __ INDICATES FLANGE BRACING LOCATIONS. FBD __ INDICATES FLANGE BRACING LOCATIONS ON JOIST ROOFS. . ~ 'O "i "' ~I 'in I ;;;; " 0, I in 3) NS/FS INDICATES THAT FLANGE BRACING IS REQUIRED ON BOTH SIDES OF THE FRAME LINE. NOTE FOR EXPANDABLE ENDWALL RIGID FRAMES: IF FLANGE BRACING IS REQUIRED ON BOTH SIDES OF AN EXPANDABLE ENDFRAME, THE OPPOSITE SIDE FLANGE BRACE WILL HAVE TO BE INSTALLED AT THE TIME OF EXPANSION. THESE FLANGE BRACES HAVE BEEN PROVIDED, AS REQUIRED, FOR THIS FUTURE CONDmON. 4) IF NS/FS FLANGE BRACING IS NOT INDICATED, ONLY ONE FLANGE BRACE IS REQUIRED AND CAN BE LOCATED ON EITHER SIDE OF THE FRAME. ''*" 5) INDICATES THE LONG SIDE OF THE INTERIOR COLUMNS. IF THE INTERIOR COLUMNS ARE REQUIRED, ORIENT AND ERECT THOSE COLUMNS ACCORDINGLY. NOTE: COLUMNS LOCATED AT THE RIDGE ARE TYPICALLY "FLAT-TOP" COLUMNS, UNLESS INDICATED BY THE "*" SYMBOL. 6) RlGID FRAMES SHALL HAVE 50% OF THEIR BOLTS INSTALLED AND TIGHTENED ON BOTH SIDES OF THE WEB ADJACENT TO EACH FLANGE BEFORE THE HOISTING EQUIPMENT IS RELEASED. BOLT SCHEDULE CON BOLT BOLT BOLT NUT 0 ~,'2 0 ----,,., i,j 0: ~ o- "'lz 5 c5 zl;,, ~~ 15 ,- '5 "' -1 !z ; fl -fh C ~ _9 5 a, "' e No -,w Do...-z:n...-o <!''s;J-n..- _J co I t0 >--m I .. 0::: I-..-0) i W:::::>ffi...-11 I-0) I a u J z: ""<C -:s:~~s .. ,(_)-tj-t"'") ., 0 ..__..-tj-• Z:2 __ ..__.. ~ <CW .. I ::o:cz:x .,.LOc:,Q;<:( ... 0-:c'-'--... ..-0:::CL ::a m Ill 0 >-0 z _J CD <C 0.. (/) ~ z 0 0 0 ~ z 0:: 0 w CL i= 0 0 0 ::::> 0::: -3: I-2 (/) z z <( c§ 0 (.) .;) <( c5 0 0 I~ (!) <( ··Ow CD w (fl ffi 0::: ci ttl > .J ::,_ a:: g..:ez , _J <( ~o u'} ~ 0 () !l. 0 JOB NUMBER: U10S0189A SHEET NO: E10 of 21 1D0 QTY DESCRIPTION PART# PAITT/1 1 8 BOLT/NUT 1" x 3 114" A325 H0640 fi0330 2 8 BOLT'NUT 5 18" x 2 114" A325 H0610 H0310 lHJS SfAL PERTAINS ONLY TO lHE MATERW.S DESIGNED ANO SUPPLIED BY NUCOR BUILDING SYSTEMS, A DIVISION OF NUCOR CORPORATION. TllE DRAWINGS AND lHE METAL BU>LOING WHICH lHEY REPRESENT ARE lHE PRODUCT OF NUCOR :UJUllNG SYSTEMS. lHE REGISTER PROFESSIONAi. ENGINEER WHOSE SW APPEAAS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS AND DOES NOT SERVE PS OR REPRESENT lHE PROJECT ENGINEER OF RECORD AND SHAJ.L NOT BE <;Q~!iTRUEQ__&J;UCH. : • I l_ift;i;. ,:ti! •• i, 1,itii.i}!hfffi.1)-{11111;,;.;«,1tt~if.ii!l'i.lt;ih'.JH;1;{ ,iii.:.f.Jf! :11~4 ;f;i:·t·l1lfallIH·~·!!:'(~~:..~11t--_·1,: ~f4tlfil~U:,t~d-k·i!· rh;!,.ld,-t.!Ht;!h' 1l,,,,~1tt:mf~r.1•H~¥,~~fl--: !,H:idq;fhit.·;v. l • f:.-lilh h ~i;lt t1it1~,~~.~~!1: ('lll¼b I. ,l:,::.,. i, i' y: f1Hi ~.,1 '~;~~t"l:.~u~~. · , r •, •... · .i ,:h1..i:1 4-~H.:~:;.g,; ; + .... i f1ii'Hl...· ·{1!1:f}mnttJ,r.:,,i~imp,, t1:it1ul1Jl! l:1H1j11a·!titH~t:l H •i!!,ti,,1i;!;}Fi:~·i'i it:: ·. 1m~~1frtr i4tfih!HI. It 1.,'..;ll:\:,::j1!M !\H:H~~i•, -: ·!-N!f~;lf;.ri:~.HI ~tf:-t!ra~11i ~, ,!\t ... /4 ;s;::{in:111t·f,i,l\·. '!~i:{~:u-t-~·~i •1 rfFi:,:, 3 ·I 6.00 0.50 I 6,00 0.63 15.00 0.25 5.00 0.25 1'-7 1/16" · 11 I-§ '? • ~ "' -~ti1 -o:: 0 z a: (/) '[,,l~ffi .I:::,§ ... ,. olc w (!) z ::i LL. co w . I~ '---t;:: <C sl~ I~ • w LO 0 z :::> ~ <{: w _J u 0 BOTTOM OF BASEPIATE ELEVATION = 100' -0" 2·-10• t ~ • EAVE EXT. I \:: 1'-4 1/2" 0 12 3i-- FIN. FLR. ELEV = 100'.-0" 26'-10 11/16" 31•-o· w <.:> z ::i L1.. ,-w ~l~ '---t;:: t') <" ~ t') I~ lw • 0 NZ :::> ~ ~ _J () 0 BOTTOM OF BASEPIATE ELEVATION = 100' -0" I I I I I, I I '[,,!'~! ) :::,0 'V l~ 7 • t 3'-10" I CANOPY 1'-4 13/16" 0 CROSS SECTION @ LINES C, E, & G (VEHICLE) NOTES: 1) FOR COLUMN AND RAFTER MARK NUMBERS, SEE SHEEf ES (MARK NUMBER PLAN). 2) FBC __ INDICATES FLANGE BRACING LOCATIONS. FBD __ INDICATES FLANGE BRACING LOCATIONS ON JOIST ROOFS. .... :c 9i (!) w 0 :c 1o "' -.J ~~ "'0 z < a. (/) 3) NS/FS INDICATES THAT FLANGE BRACING IS REQUIRED ON BOTH SIDES OF THE FRAME LINE. NOTE FOR EXPANDABLE ENDWALL RIGID FRAMES: IF FLANGE BRACING IS REQUIRED ON BOTH SIDES OF AN EXPANDABLE ENDFRAME, THE OPPOSITE SIDE FLANGE BRACE WILL HAVE TO BE INSTALLED AT THE TIME OF EXPANSION. THESE FLANGE BRACES HAVE BEEN PROVIDED, AS REQUIRED, FOR THIS FUTURE CONDITION. 4) IF NS/FS FLANGE BRACING IS NOT INDICATED, ONLY ONE FLANGE BRACE IS REQUIRED AND CAN BE LOCATED ON EITHER SIDE OF THE FRAME. 5) "*" INDICATES THE LONG SIDE OF THE INTERIOR COLUMNS. IF THE INTERIOR COLUMNS ARE REQUIRED, ORIENT AND ERECT THOSE COLUMNS ACCORDINGLY. NOTE: COLUMNS LOCATED AT THE RIDGE ARE TYPICALLY "FLAT-TOP" COLUMNS, UNLESS INDICATED BY THE "*" SYMBOL. 6) RIGID FRAMES SHALL HAVE 50% OF THEIR BOLTS INSTALLED AND TIGHTENED ON BOTH SIDES OF THE WEB ADJACENT TO EACH FLANGE BEFORE THE HOISTING EQUIPMENT IS RELEASED. BOLT SCHEDULE CON I BOLT I BOLT 100 QlY DESCRIPTION _2_ ~BOLT/NUT 7/8" x 2 3/4" A325 lLJ.!lfilILNUT 1" x 3 1 / 4" A325 ,o ~1$ C,1, ' "' '0 w 0: 'c, m "'12: :c :c u Lu Z13:· ~ g. ~ ~ ct:, ffi Iii 0 BOLT !NUT PART~ H0634 I H0325 H0640 I H0330 ~ !::i 5 CD e No WOo..--:z:n,...,_O <('-s::rn..-_Jco In >-o:, I I D u J z: ~ n:::: f-,...-CJ) ,_ W:=)0:,..--11 f-CJ) ... <( ...---. ~ 3:~~1£) .. . u -tj-r-r) ... 0 -------s:1-• :z: 2 . . .____, :t <(W .• ""Q O:::r:::z:x LO 0 0 ;':( .. 0-:::r::w._ "" ,...,_ 0::: CL ::, co .. (!) >-0 z __J CD <( 0... (/) ~ z 0 0 0 ~ z a:: w 0 n. i= 0 0 0 :::, a:: 3:: I-2 (/) z z (3 0 (3 .. <( Oc5 w :c c5 i z < .. o 8 CD w ~ f5 a:: 5 ti ~ ,._ .., __J 6 ~ <( ~ fE 0 :::, 0 (/l a. 0 JOB NUMBER: U10S0189A SHEET NO: E11 of 21 THIS SEAL PERTAINS ONLY TO THE MATERIALS DESIGNED ANO SUPPLIED BY NUCOR BUILDING SYSTEMS, A DMSION OF NUCOR CORPORATION. THE DRAWINGS AND THE METAL BUILOING WHICH THEY REPRESENT ARE THE PRODUCT OF NUCOR UILDING SYSTEMS. THE REGISTER PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWlNGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS ANO DOES NOT SERVE K3 OR REPRESENT THE PROJECT ENGlNEER OF RECORD ANO SHALL J<QI_BE _<;Q!JS'TRUED >:;_ SUCH, t~i:!J!$JJ:1it·~ :!-::! 1! r •• :H,1.:11{ ~!Ji.Vil~• n:11t·.1t~~ft1f;~!·h~ .f;;~itrt·.:-t1-,t· ',;!tltfi~,U~Hih(f, t9i'!~).:~ifi.-~ ~iH4U~Ji-~1i t!1i~~~i1,;~ ·~ ·H! :· .. h~l:,{4 ·1z..:;J l:~µ,i.: HiF!rtHUtt 1:i~!.:.,11~~f.111• 1·ilil.!;J!fir;.r_, • tl,1 t, .. • :1V,i;t~;-11i:r1,it!''!: .:1H1' iMJS.1., .1~.t' t :·:t-·fo :: .11•! 11!:!:.Jih .. ii ,. l!li' 'II,: ,I, ~'ti -,t ··:·· : I ·!i .. 11n ,,1;1~d}iv!P•-~t·N1IH· .141i;;.~f,,;,,i ·, !'!la111!t:,,: :r :: :u mra,n-:1m,titti1)th-~~ir1 l· ; H'Piti,i-.r:~h~ J,·!~!Hi-:h ;filt:lf!.i;:.af.tWJdit~H u .µHtHitti ;11 .,,;-,-:.itf.'l!l~!-~.1t,H!h~-"tl:1'tt N!!Hllt.~~ 1Ht1J~rl>:ttf:4; • a-'!11 n-!~tf,,Ht 3 -110.00 0.75 110.00 0.75. 110.00 0.38 297.00 110.00 0.38 295.81 1'-7 1/16" i JI YI~ r; ~ 0 ~ (/) ~,~ffi _1 "'s +::, Ofii Z'_-1!)" EAVE EXT, 0 NOTES: 0 w 0 z ~ • 0::: co w ~1:;: ::::-<( 0::: ·co I a:: • w 1!")·0 ·z :::J' 0::: ~ _J u BOTTOM OF BASEPLATE ELEVATION = 100'-o" 12 3i-- FIN. FU~. ELEV = 100'-0" 2s·,-10 1Ls· -'il'-l!" w (!) z ~ 'o:i ffi ~1:;: ~<( Cl'.: co I Cl'.: • w 00 NZ ::::i ·Cl'.: i:5 ,, _J u @ BOTTOM OF BASEPLATE ELEVATION = 100' -0" CROSS SECTION @ LINE K {VEHICLE) 12 ~3 6:: 0 - 0. I I ~ ~ . -' (/) ~ ;: ffi t") O> t. N ~ ~ ~ I I I 1· I 'l"' d~ J ::)0 .. ili'ii 3'-11 1L2" CANOPY 0 1) FOR COLUMN AND RAFTER MARK NUMBERS, SEE SHEET E5 (MARK NUMBER PLAN). 2) FBC __ INDICATES FLANGE BRACING LOCATIONS. FBD __ INDICATES FLANGE BRACING LOCATIONS ON JOIST ROOFS. 3) NS/FS INDICATES THAT FLANGE BRACING IS REQUIRED ON BOTH SIDES OF THE FRAME LINE. NOTE FOR EXPANDABLE ENDWALL RIGID FRAMES: IF FLANGE BRACING IS REQUIRED ON BOTH SIDES OF AN EXPANDABLE ENDFRAME, THE OPPOSITE SIDE FLANGE BRACE WILL HAVE TO BE INSTALLED AT THE TIME OF EXPANSION. THESE FLANGE BRACES HAVE BEEN PROVIDED, AS REQUIRED, FOR THIS FUTURE CONDITION. 4) IF NS/FS FLANGE BRACING IS NOT INDICATED, ONLY ONE FLANGE BRACE IS REQUIRED AND CAN BE LOCATED ON EITHER SIDE OF THE FRAME. "*,, 5) INDICATES THE 'LONG SIDE OF THE INTERIOR COLUMNS. IF THE INTERIOR COLUMNS ARE REQUIRED, ORIENT AND ERECT THOSE COLUMNS ACCORDINGLY. NOTE: COLUMNS LOCATED AT THE RIDGE ARE TYPICALLY "FLAT-TOP" COLUMNS, UNLESS INDICATED BY THE "*" SYMBOL. 6) RIGID FRAMES SHALL HAVE 50% OF THEIR BOLTS INSTALLED AND TIGHTENED ON BOTH SIDES OF THE WEB ADJACENT TO EACH fLANGE BEFORE THE HOISTING EQUIPMENT IS RELEASED. BOLT SCHEDULE CON I BOLT I BOLT IDjJ QlY DESCRIF'TION .!LJ BOLT /NUT 1 '4" X 3 2. ll._L6QLT /NUT 1 '4• X ;3 0 ~,$ ~, 2 w n: ~ "'IZ 6c5 zl;,:, ~g ,,,15 G'J, "'" ffi 111· 0 ! a, "' 63 No WOo..--:z:·n..--o <(' ,tj-r-0 .,-- ...J CX) I t0 >-m I " n:::: 1--.,--0) i W::)0)..--.. 1--0) IE .... <C ~ •. s: >-LC) ---->,; t:=n LO a' .. ·(.)--s::t-t"") .. 0 '---'-s::J-u • :z: ~ .. '---' ~ <(W .. ... o::r::::z:x J Q LO 0 0 ;':( .. '0-::r:::U-... ,,_. n:::: Q__ Z:; m C) >-0 z ...J OJ <( CL {/) 2 z 0 0 0 ~ z 0:::: w 0 0... i= 0 0 0 :::, O:'.'. 3:: f-:z en z & Z..: oo w ~ ci 0 o· I z 0 ca .. ow w ~ ffi O:'.'. i3 t; > ::,:_ -~ :J a:'. g <( z ii1 0 <) ~oi7i IL 0 JOB NUMBER! U10S0189A SHEET NO: E12 of 21 THIS SEAL PERTAINS ONLY TO THE MATERfALS DESIGNED mo SUPPLIED BY NUCOR BUfLDfNG SYSTEMS, A OMSfON OF NUCOR CORPORATION. THE ORAWINGS AND THE METAL BUllDlNG WHICH THEY REPRESENT ARE THE PRODUCT OF NUCOR UllDlNG SYSTEMS. THE REGISTER PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING SYSlEMS AND OOES NOT SERVE N3 OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT' J:IE CON$1RUEO AS SUCH. ;.[1 <:1:i·:w~:i,• 1 ... ';tH{l!!l.1:rt!f•!t:-~1 -tii4t:i-A,~U~t, ' I ,I:, .;, At ft~J~tibl~t/~; i ~~iilt'"hi--1;-,!I ', 1·-~1'l•'·t1lf!J::. +~;ifol:f .. 'kt~. 41, I .,;uafJ;.>if~1•i:•l ,Htt.~t:,~H:r·:,ttH1H'.1;1 ~.: l!f,!tti;WJ-1i:'1{Nt-!la •I j. I ~ 'iJ •l'1fi1 f• .;_ .;, 'ft-i ,~.rf~ ~t.i:11,1~-.:, .1-1. ,•1 ···11ri: ,, I,: -,Jt~..it lt'l!t! .. : if·, ,;1p,\,1t,H\~rl(1!fidl{ir~)ttt1f·~i1~1tu{11~11: :~,~i·ti1{t!l{1frt;fi, r~{~,(i1~.; .. 1·,!··.:.l!;;t,.r~N5i ·\ 1:~~{-lt·.f;!\ ,t\l· ~! !\.t-l"li!jtm~4. :·t·tl'l;J'.lt,{I I., ,·1, •NH4it!..t~u~t i •,1 frf•:1· •li'"• ~i i t!i!,!· :t~t· f ;: ,i·~~-:,f i ..-...c:: ~L.>,;" ~£~ -IX ...... "!"? •••.. 26' -0" I--I 0 w I w > ~· 3'-10" CANOPY 1 o' -o" 1 6' -0" ,_._ FINISH4 -2" FLOOR SIEEL LINE 31 '-0" =====----- =====---- MXH __ STUD FRAMING BY 0TH ERS ~ MAR02 CMU WALL BY OTHERS CONT. •-.:~.-:; ;;-;:g_\ l ·.-C\:5;: "';':-:-::-·,;;,,,-;; ,~·,.;,·,~·:·: 31 '-o" 2'-10" EAVE EXT. FINISH FLOOR STEEL LINE 18' -5" 'I-- I (.'.) w I w > <( w LEFT ENDWALL ELEVATION AT LINE A FOR VEHICLE 1) MXH INDICATES W12x14 SPANDREL BEAM ~~1~n1f~ .. , .. H!1:f1:l :fj:;11,'• ~,,r ,::"·'i'I ~' ! lf,l·t1.· .. i l ~·,u V'§l.t,!l,o ; J • ' i'-i 'H·i, .. , ) :.:.J!! i!"H ,: • ; • .!!-· l .. 1:,1•1 1 •, • l. ~~~~4:"· (,, Hd·d·; ·•h ';. ••\h\ l '' !i'. ·1J, '~-J. r •• I -:~.:··1 ~:· . !li::'J h I,'\ "1W!sf ' ;11 l•,j' f . u~~.:~ '' ,.,._., '?' f,' 't· 1•• '}, r ,1;f:U·1 • '1,~ ... ~iijt{t-.-. ,,f·~t:.:d~~tdttf-1,t l..11if ,11~:-v.:,;, l~J!ff.',j B .. ,. 0 ~,~ o--.... t.J a: ~ g "I :z 13 i:5' zl;,:, f5 g I "' ffi ill Q ·l@ ~ ffi "' ~ No WOo...--zn...--o -<!'-s:t-n...-- ....J co In >-ml tit· o::::1-...--m :II w::::,m...-- " I--: m a: .... <( ~ ~ :s:~~2 a ... ·o-s::t-n ... 0 ...__.,-s:t-u• z: 2 · · ...__., :C <(W .. ... o::czx J Q LO c.9 0 L2 ... 0-::c ._ ~ 0:::: CL z: ::a m ·• •· (!) >-0 z --'· co <( 0:. (/) ~ z 0 0 u ~ z 0::: w 0 0.. i= 0 u 0 ::> 0::: 3: 1-:-~ (/) z t3 Z..: ou ,;J <( c:i Uc5 i ~ (!) ca ,. 0 w w ~ ffi 0::: ci @ 2: :::,_ 0,: ~ <( ~ ., ....J t3 @ 0 ::, 0 (/), Q. u JOB NUMBER: U10S0189A SHEET NO: E14 of 21 THIS SEAi. PERTAINS ONLY TO THE MATERIALS DESIGNED AND SUPPLIED BY NUCOR BUILDING SYSTEMS, A DIVISION OF NUCOR CORPORATION, THE DRAWINGS AND THE METAL BUILDING WHICH THEY REPRESENT ARE THE PRODUCT OF NUCOR UILDING SYSTEMS. THE REGISTER£! PROFESSIONAL ENGINEER WHOSE SfAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS ANO DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD ANO SHALL ~QL_BE CONS'fB_l.)EO AS §_!,!_CH. i.f !'iH ,tii!if,~fd , , · tf.: iV· •.!.\-t,!h:11H1.1l _, ·1:li;;{,:;J, ,).}· q•i:; fit--1 •· ,in~tf',-1,ig..:iJ!:,· {•Ii! · , ::.{,• · · , , "tM 1 '-4" _j 0 (.) LL.. 0'' e:,-1 ":..t- i 18'-5" 17'-1" +-- H ~! '4\::·,; '1•1 ,.,, •'',:. 4'-2" FINISH FLOOR STEEL LINE , r~;-· ·u. MXH __ TYP. 31 '-4" 1,·.n-: ... ~, : -:..; )' ,;: l· ,,.._, .,. ~· • 1111·~-, -•.·1;~ 1,· • •••• .-•1 MXH_ STUD FRAMING BY OTHERS 30'-o" MXH __ 141'-8" 30'-p" 141'-8" ··--....... , ~ -' --i•,-' •• =,·.::..~..:: /4 MXH __ 30'-0" FRONT SIDEWALL ELEVATION . AT LINE 1 FOR VEHICLE 1) MXH __ INDICATES W8x24 SPANDREL BEAM 2) GXC __ DOUBLE ANGLE BRACING. SEE DETAIL 8/D3 N.: .,f~it: · rt1i,,-. t:11.,,' ·,,'1, : \I , " I • ,.J.~ ,l, 1 ill~ . MXH __ 20'-4" ~ ~ LL. 0 e:,-1 0 I -·~~·-~::".¼"'--= FINISH FLOOR STEEL LINE : ,. ·Jt:ti 1''-4" 17'-1" 1$'-5" •,:•1, I "I :z :,: :c u...., :zl 3' ~ ~ 1!i ~ ffi wli:'i ~ I C ,~· ·§·,, El ~·· No WOo,.-:z:' n ""-o <r-s:1-n..-_Jco, n >-m I .. 0::: I-~ O') i w =:>O'l ,.- I -~ ..:,.-.,,0') ~ ~-~::8~ D .. · ·u--=t--n ... 0 '-"--=t--u • :z 2 .. '-" . :ii <CW .. ._ O:r:::Z::X J Q LOc:,o;<:( .. 0-:::cu... ... ,.-0::: O,_ I: CD ~ >-0 z _j (D <{ CL (f) 2 z 0 0 0 ~ z 0::: 0 w [L i== 0 0 0 ::::) 0::: 3:. """ 2 (f) z <C z <C 00 w <( 0 0- t~ i -0 z w .. offi ftl > ~ ffi ct: ci "'-IY ~ <{ ~ ~ _J c3 ~ 0 ::,0(/) 0. u JOB NUMBER: U10S0189A SHEET NO: E15 of 21 lHIS SEAL PERTAINS ONLY TO 1HE MATERIALS DESIGNED ANO SUPPLIED BY NUCOR BUILDING SYSTEMS, A DMSION OF NUCOR CORPORATION. Tl!E DRAWINGS AND 1HE METAL BUILDING WHICH IBEY REPRESENT ARE lHE PRODUCT OF NUCOR UILDING SISTEMS, Tl!E REGISTER PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS AND DOES NOT SERVE "5 OR REPRESENT THE PROJECT ENGINEER OF RECORD ANO SHAU. NOT BE CONSTRUED "5 SUCH, . ' :.J. '!, ~ • ~ •,•! •, ,--~-~ _,. H T 9'-2" 2'1:5" 3'-10" CANOPY J ... \ 1'-4" MXH_ MXH_ MXH_ MXH_ MXH_ MXH_ MXH-'- 1s'-5" 15·:...o" 15'-4" 16'-8" -+-4• '2" j T FINISH .,. t"'" l,,!;,,,l:~"li:onii~;,.;;.;;~~~c:,:,~ffl'!~~~m-!i~,+.,f.,~~,,,,£,~~~~~~~~~,=rP.~~~!ffl'ii~~~~~!':l'rn~~~~,f.if.,:,;!ri;,:~~~~~~~~~~~~m6:i~~~~ t FINISH t j FLOOR , FLOOR 31'-0" 28'-8" 30.'-0" 30'-0" 30'-0" 30'-0" 30'-0" 19'-0" 20'-8" 31'-0" 197'-8" 20'-8" 2'49'-4" RIGHT ENDWALL ELE\/ATION AT LINE M FOR VEHlCLE FRONT SIDEWALL ELEVATION AT LINE M FOR STORAGE ENDWALL El,EYATJON AT LINE M fOB WAREHOUSE 1) CXB_ INDICATES BUILT-UP COLUMN F6.25 W125 DEPTH 12.50" 2) RXB_ INDICAlES BUILT-UP F5.38 W135 DEPlH 19.63" 3) MXH_ INDICAlES W8x24 SPANDREL BEAii 1) RDG INDICATES DOUBLE 1 1 / 4" DIA ROD BRACING. SEE SHEEr Dt FOR DErAIL. 2) MXH_,. INDICATES W8x24 SPANDREL BEAM 1) MXH_ INDICATES W8x24 SPANDREL BEAM ''11 .. ·10 ~§ o-;;:,- LJ a: o ffi "'l:Z: :,: :r 0 I.LI :zl;ie ~ ~- i "' ffi ~1~ !3 fu C ~ 5 a, ~ No WOo...- :Zr-0...-o <C-..::1-·n...- _'.ICQ I n a: >-m I • O::: I--...-m :a w ::::> 0) ...-.. I--:: 0) ... <( ---: :s:;:=~'i:o' D u J z: ... ·ovn .. o '--'v .. :z:. 2 . . ,.__, ~-<(W •. ._Q O:r::zx LO C) 0 ;<:C ... C) -:::c L..L.. ... ....-0::: 0.... ~ m • 0 >-0 z _J ([I <( 0... (./) 2 z 0 0 0 ~ z 0::: w 0 CL. i== 0 0 0 ::J O::'. 3: !-2 if) z z ~ 0~ .. <( 00 w :c c5 ~ z <C .. o fil z w co ta~ V) ffi O::'. i5 ....J ::,_ "" ~ <( 3i ~ _J ~ ~ 0 ::,0 V) a. 0 JOB NUMBER: U10S0189A SHEET NO: E16 of 21 TiilS SEAL PERTAlNS ONLY TO THE MATERIAlS DESIGNED ANO SUPPLIED BY NUCOR BUILDING SYSTEMS, A OMSION OF NUCOR CORPORATION. THE DRAWINGS ANO THE METAL BUILDING WHICH THEY REPRESENT ARE niE PRODUCT OF NUCOR UILOING SYSTEMS. THE REGISTEREI PROFESSIONAL ENGINEER WliOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS ANO DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD ANO SHALL NOT e_E __ C_QH_STRUED AS __ s~~tt_._ }11 I·• ,. h• · !.'.h;•'f:'-t 1 '-4" ' 8" 5'-4" I 16-1. -+- i 4'-2" FINISH F:LOOR STEEL LINE MXH __ 20'-4" ii. MXH __ MXH __ 30'-o" 30'-0" 141'-8" MXH __ STUD FRAMING BY OTHERS CMU WALL BY OTHERS 30'-o" FRONT SIDEWALL ELEVATION AT LINE 10 FOR WAREHOUSE 1) RDG INDICATES DOUBLE 1 1 / 4" DIA ROD BRACING. SEE SHEET D 1 FOR DETAIL. 2) MXH __ INDICATES W8x24 SPANDREL BEAM MXH __ 31 '-4" _J 0 0 Li._ 0 1 '-4" 15' -4" 16' -8" FINISH FLOOR wlz ~ ~ -;;,-, tJ a: (!) al 0 "I :z ti~ "'I"" ~-g i ffi ~Ii C f£ 9 ~ ~ W 8o 0 ..--:z: n ..--o <('"<:;j-t-0..--__Jco 1n >-o, I a: a ~ 0:::: I-..--0) ~ W::)0)..--11 I-0) ... <( ----.. t 3: ~ ~ S' .. -(_)"<:;j-l"') 0 '--'--:j-• :z: 2 .. .____,, :It <(W •• ... Q o:czx. ·10 J z: LDC)O~ . .. 0-:rW-... ..--Q:'.:o_ ~ m .. . (.'.) >-Cl z _J co <( (L (/) z z 0 0 0 ~ z a:: 0 w CL i="'. 0 0 Cl :::) a::: 3:: f-~ (f) z c5 z <( oo w <( ci 00 ,. :c (!) ~ z ca ··Ow w ~ ffi a::: i5 0;?; ,. -~ _J ~ g <( z ~ 0 c5 gi O cf; Q. 0 JOB NUMBER: U10S0189A SHEEr NO: E17 of 21 THIS SEAL PERTIJNS ONLY TO THE MATER!ALS OESIGNEO ANO SUPPLIED BY NUCOR BUILDING SYSTEMS, A OMSION OF NUCOR CORPORATION. THE ORAWlNGS ANO THE METAi. BUILDING WHICH lHEY REPRESENT ARE THE PRODUCT OF NUCOR UILDING SYSTEMS. THE REGISTER PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE ORA.WINGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS ANO DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER Of RECORD ANO SHAU. NOT _ij~_CQN~llEQ __ &_$_UCH. ·,~, L :,,, .. ,. . !:., 2'-10" EAVE EXT. 16'-8" I-I' C) w I w ~ w '~ FINISH .4 -2" FLOOR 20' -8" 3'-10" CANOPY b'XC ~-- STUD FRAMING BY OTHERS 21'-8" CMU WALL BY OTHERS '., ~; .. ;: .. '"'"''·.,.< .• :~; 20' -8" FIN·ISH. FLOOR STEEL UNE I-I ('.),, w I w > <( w RIGHT ENDWALL ELEVATION AT LINE A FOR WAREHOUSE 1) GXC INDICATES L5x3x5/16 RAKE ANGLE. SEE DETAIL 20/E3 -···:. ,a ,1 ! ~1~1- 0 -----' .,., tJ a: .0 (!) ~l· "'I"" :r :r 0 "-' zl;;:: ~ ~ i "' ll5 ~,~-!!! fu C ~ 5 CD "' ~ No WOo-.---zn-.---0 <e---=t-n ...... _]coin >-O)J ~ n:::1-:---.---01 • w:'.::)m-.---.. I-0) a: ... <C ---' : 3:~~1£) a .. -o-tj-n .. 0 ..___...-tj-u • ·::Z 2 .. ------• w .. . ._ 0 <C :Z X J Q LD ~O<C ... 0 ,--:CLL, ._ -.---0:::: CL [ i m (!) 0 _J m (/) z 0 ~ a::: w a.. 0 0 s: 2 z .. <( ~I ~ z ,_ w ~s ~o 0.. JOB NUMBER: >-z ~ 2 0 0 z 0 t3 :::> 0:: tn <( z. <( (.) 0 (} -0 . Cl 0 ~ .. o IB ~ ; et: 0 ~ ~ <( z 0 gi O iJi 0 U10S0189A SHEET NO: E18 of 21 THIS SFAL PERTAINS ONLY TO THE MATERlAt.S OEStGNED ANO SUPPLIED BY' NUCOR BUllDING SYSTEMS, A DMSIOtl OF NUCOR CORPORATION. THE DRAWlNGS AND THE METAL BUllOING WHICH THEY REPRESENT ARE THE PRODUCT OF NUCOR UILDING SYSTEMS. THE REGISTER PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD ANO SHALL ~QI_J3E: __ ~QNSTRl,.!EO AS ~UCH. 2'-2" 21'-8" 19'-6" --s;t- 1 _j 0 0 LL 0 MXH __ TYP. MXH __ STUD FRAMING BY OTHERS -~7 OPEN TO STORAGE BLDG. ~ ·~¾-0 , ,, ·j / ·CMU WALL . FINISH 4 -2 , BY OTHERS . , j t FLOOR T ;~.~-.~".:.·•,.. o; ~:-,:~(4~-~\··:'\_., : .. ~-.-· . .:·_. .. ·_;-•, '"•'?·~ ... i---::.: ... -· :-:~: 1:. ~/ -1 ... : .. .,;.....,· .. ;'~.~-;: • .::,...·.\,:i-:-:. .... ,: .... ;'\"J:"':"_' '.-~-:.:;, ; 'II;\# ,,, .. ~, .. ~,.,-·:·~«t-. _ ..... :-.. :: u.r,.~; , .. 'r··· ........ _~;.: t:'..:.-. .... .,--_~:-· .... d.,r.,...-·_ -, :--·: .. , .. ;:t,,· :::ii.::.·--.:.~·'!.;:•~ -:·: ... ;, .............. ;~ -~:-,.,'.\.' ./":':.: ~ ..... 1\;,.-t.,r ~--1e··1.•; \,;· ::.~, t, .. :_...;:•:.•, "{-..-(".'!. ·-···-~·::.? ~-, ' I~ · · ·. . · I~. . I' . · · I' · ~ 121 '-o" 20'-8" 31 '-4" 30'-o" 30'-o" 30'-o" 20'-4" STEEL LINE 141'-8" BACK SIDEWALL ELEVATION AT LINE 9 FOR WAREHOUSE 1) ROG INDICATES DOUBLE 1 1 / 4" DIA ROD BRACING. SEE SHEET D1 FOR DETAIL. 2) MXH __ INDICATES W8x24 SPANDREL BEAM ,I-· t' l 1!; ,I .. I 21 '-1 O" FINISH FLOOR :c:1 W, ~! w STEEL LINE p ~,~ Cl--.... .,., 0, w 0.:•· C!, ill "'I :z tffi z13:: 3: '-"' Cl .... l'5 Gi' "' tfi, ~Ii 0 ~ ; 0:, "' e No WOo..-z:n..-o <Css:1-n..-_Jco In >-o, I "0::::1--..-0, ~ w:::::im..-11 I-0) ,. ... <C>-LI'l u.:s:1--n~ a ... -uss:1-n .. 0 ...___,""T ca z 2 .. ..__... U :a ,<(W •• ... o-.-:zx J ca LOc'.5o<e .. 0-:cLL.: . ... .,--0:::: Q_ Z: I m C) >-0 z __J a:i <( 0.. If) ~ z 0 0 0 ~ z 0:: 0 w 0... i== 0 0 0 ::) 0:: ~ f-2 (/'J z (3 z< ou .. <( Oc5 w :r: ci !z (!) cti .. Q w w ~ ffi 0:: i5 ~ ~ ::S-!l:'. 0 <( Z ~ __J <3 ~ 0 ;Ji ~ 0 0.. CJ JOB NUMBER: U10S0189A SHEET NO: E19 of 21 THIS SEAi. PERIMNS ONLY TO THE MATERIAlS DESIGNED mo SUPPLIED BY NUCOR BUILDING SYSTEMS, A DMSION OF NUCOR CORPORATION. THE DRAWINGS ANO THE METAL BUJWING WHICH THEY REPRESENT ARE THE PRODUCT OF NUCOR UILOING SYSTEMS. THE REGISTER! PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS AND DOES NOT SER\IE ,s OR REPRESENT THE PROJECT ENGINEER OF RECORD ANO SHALL NOT BE CONSTRUED AS SUCH. 2'---JO" 20'-8" 1 3'-10" EAVE EXT. r r 1 CANOPY I PORTAL FRAME 2'-2° SEE DET~ll, 6/D5 JS.; J,. -------II MXH_ I WAREHOUSE -+- fJNIS_H r 4'-2" 20'-8" 19'-o" 30'-o" 20'-8" $_ ,. 30'-0" MXH_ STUD FRAMING BY OTHERS 30'-o" 197'--8" 0MXH_ 30'-0" BACK SIDaWALL ELEVATION AT LINE J FOR STORAGE 1) MXH_ INDICATES W8x24 SPANDREL BEAM . MXH_,_ 30'-o" . ·"!'• 3'-10" 31'-o" 2'-10" CANOPY EAVETXT. MXH_ VEHICLE 28'-8" 3.1'-o" 31'-o" ~ I• ~1$ ~, . \g ·w 0.: "'lz 6 t5 zl;,:, ~~ ·15 'i,:j "" ffi _,gi1 ~ lil fl:; C ' ~:: ~ 9 5 a, 12 ., No WOo..----z::n..----o <C-s::t-_n~ _J co I n >-ml ~ 0:::: I--...--0) I a u J z: ~ LLJ ::::) 0) ..----.. I-: 0) ~ <C >-IS) :s:1-----nS .. . u ss;l-1"") 0 ~-s::1-• z:: ~ .. '--'---" :t <(W •• ::::o:r::z:x • LOc.9Q<C _, O -:rr: LL ... ..-'---·0:::: Q_ :a m • <..? >-0 z ....J CD <( Q_ <n 2 z 0 0 0 ~ z a::: w 0 CL i== 0 0 0 :::) ~ 3:: f-2 (/) z (3 z <( 0 (.) w ~ ~ 00 iz .. o IB w ~ ffi ~ i5 @ ~ ::;_ ~ ....J (3 ~ <( z ~ 0 ::, u ch a. 0 JOB NUMBER: U10S0189A SHEET NO: E20 of 21 IBIS SEAL PERTJJNS ONLY TO IBE MATERIALS DESIGNED ANO SUPPLIED BY NUCOR BUILDING SYSTEMS, A DMSION OF NUCOR CORPORATION • IBE DRAWINGS AND IBE METAL BUILDING WHICH THEY REPRESENT ARE THE PRODUCT OF NUCOR .UILOING SYSTEMS. IBE REGISTER! PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILOING SYSTEMS AND DOES NOT SERVE /,S OR REPRESENT THE PROJECT ENGINEER OF RECORD ANO SHAU. NQL BE CONSTRUED /,S SUCH. (UNl:ESS NOTED OTHERWl?E ON DRAW!NGS) ALL FIELD WELDING MUST BE PERFORMED BY AWS/GWB CERTIFIED WELDERS WHO ARE QOALIFIED FOR THE WELDING PROCESSES AND POSITIONS INDICATED. ALL WORK MUST BE COMPLETED AND INSPECTED IN ACCORDANCE WITH THE; APPLIQABLE AWS/CWB SPECIFICATIONS. WELD ELECTRODES USED FOR THE SMAW (OR STICK) WELD PROCESS MUST BE 70 KSI/ 483 MPo MATERIAi:. AND LOW HYDRdGEN CONTENT. GALVANIZED STEEL FIELD WELDING RECOMMENDATIONS PREPARATION OF WELD AREA AWS D-19.0, WELDING ZINC COATED STEEL, CALLS FOR WELDS TO BE MADE ON STEEL THAT IS FREE OF ZINC IN THE AREA TO BE WELDED. FOR GALVANIZED STRUCTURAL COMPONENTS, THE ZINC COATING SHOULD BE REMOVED AT LEAST dNE TO FOUR INCHES (2.5-10 CM) FROM EITHER SIDE OF THE INTENDED WELD ZONE AND ON BOTH SIDES OF THE WORKPIECE. GRINDING BACK THE ZINC COATING IS THE PREFERRED AND MOST COMMON METHOD; BURNING THE ZINC AWAY 0R PUSHING BACK THE MOLTEN ZINC FROM THE WELD AREA ALSO ARE EFFECTIVE. TOUCH-UP OF WELD AREA WELDING ON GALVANIZED SURFACES DESTROY$ THE ZINC COATING ON AND AROUND THE WELD AREA. RESTORATION OF THE AREA Wll:.L BE PERFORMED IN ACCORDANCE WITH ASTM A 780, STANDARD PRACTICE FOR REPAIR OF DAMAGED AND UNCOATED AREAS OF HOT-DIP GALVANIZED COATINGS, WHICH SPECIFIES THE USE OF PAINTS-CONTAINING ZINC DUST, ZINC-BASED SOLDERS OR SPRAYED ZINC. ALL TOUCHUP AND REPAIR METHODS ARE CAPABLE OF BUILDING A PROTECTIVE LAYER TO THE THICKNESS REQUIRED BY ASTM A 780. SAFETY & HEALTH WHEN WElDING DIRECTLY ON GALVANIZED STEEL IS UNAVOIDABLE, OSHA PERMISSIBLE EXPOSURE LIMITS (PELS) MAY BE EXCEEDED AND EVERY PRECAUTION, INCLUDING HIGH-VELOCITY CIRCULATING FANS WITH FILTERS, AIR RESPIRATORS AND FUME-EXTRACTION SYSTEMS SUGGESTED-BY "AWS, SHOULD BE EMPLOYED. FUMES FROM WELDING GALVANIZED STEEL CAN CONTAIN ZINC, IRON AND LEAD. FUME COMPOSITION TYPICALLY DEPENDS ON THE COMPOSITION OF MATERIALS USED, _AS WELL AS THE HEAT APPLIED BY THE PARTICULAR WELDING PROCESS. IN ANY EVENT, GOOD VENTILATION MINIMIZES THE AMOUNT OF EXPOSURE TO FUMES. PRIOR TO WELDING ON ANY METAL, CONSUL T.ANSI/ASC Z-49.1, ~ SAFETY IN WELDING, CUTTING AND ALLIED PROCESSES, WHICH 8 CONTAINS INFORMATION-ON THE PROTECTION OF PERSONNEL ~ AND THE GENERAL AREA, VENTILATION AND FIRE PREVENTION. INFORMATION COURTE~Y_ OF AMERICAN GALVANIZERS ASSOCIATION ii ,: ~ "' ·~ . . I, 8 0 0 ~ ~ -ACTUIIL.}'LANGE-BRACES DO NOT HAVE MARK NUMBERS ON THEM. FBC 1 I I. INDICATES LE~GTH OF FLANGE BRACE IN INCHES LENGTH ~ ~] FBD __ ~ INDICATES LENGTH OF FLANGE BRACE IN INCHES LENGTH ~ FBE, i J COUNTER - · COUNTER . LENGTH 01 35, 7/8" SEE CHART 02 37 1/8~ 03 49 1/2" 04 50 1/4" LENGTH B>--$-l I OUTSIDE FLANGE, I ............... ~ I II ---- BRACE CLEVIS PLATE (SHOP WELDED) ERECTOR NOTE ., FOR DOUBLE ROD BRAqNG, THE BRACE CLEVIS(S) MUST BE ATACHED ON BOTH SIDES OF THE BRACE CLEVIS PLATE • . ,TOED OP.POSITE ONE ANOTHER, AS SHOWN. l() ~--·---·:•-: ~i,:;,--·-,,x~·-,_;,~---- 0 ~ 0 0 ~ ' \ \_PURLIN \_RAFTER ~" . ~~/ . 1 NOTE: 1/2 X 2" A325 BOLTS . ARE REQUIRED FOR BOLTING FLANGE BRACES. ROD FLANGE BRACE OPPOSITE SIDE ·REQUIRED WHERE INDICATED ON ERECTION DWGS. AS "NS & FS" TYPICAL Fu\NGE BRACE AT PURLIN & RAFTER SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS MARK COUPLING --.BRACE CLEVIS BRACE CLEVIS DIMIETIRS NU¥BERS TURNBUCKLES NUTS (AT TURNBUCKLE) (AT COUPLING NUT) I I 5/8" ROB, (1) HQ710 3/4" RDC (1) H0720 7/B" ROD (1) H0730 1· ROE (1) H0740 1 1/8~ · RDF (1) H0750 1 1/£_ ~oo=-· (1) H0760 ROD ASSEMBLY MK. RD_- ·(1) H0810 (1) BCS02 (1) BCS07 (1) H082Q (1) BCSQ3 (1) BCSOB (1) H0830 (1) BCSD4 (1) BCS09 (-1) H0840 (1) BCLOS (1) BCL06 (1) H0850 (1) BCL01 (1) BCL03 (1) H0860 (1) BCL02 (1) BCL04 BRACE CLEVIS-BOLT AND NUT PART NUMBERS R00 ,, 1101..T DWEER . DWlrn:R ~ LENGTH A325 IIOl.lS A325 NUTS 5/8"-; 7/8" 1 • x 3 1/4" (2) H0640 (2) H0330 I" -1 1/,; 1 1/4" X 3 1/2" (2) ,H0660 (2) H0340 SEE PLANS ANQ ELEV.A,TIONS FOR BRACING MARK NUMBERS r,12" TURNBUCKLE BRACE CLEVIS r WEB OF COLUMN .•...... I OR RAFTER a 0 ·•!:i: DOUBLE_ ROD BRACIN_G DETAIL ~I§ COUPLING NUT (QUANTITY VARIES) ROD BRACE DETAIL (CLEVIS TO CLEVIS) ~ :-,: ,••, ...... • • .t- ,-_........... ,-·---~-~· FLANGE BRACE MK. FBC_. BOLT UP TO FBP01 PLATE, SWING UP, AND FIELD DRILL PURLIN, H0603 BOLT H0300 NUT H0200 WASHERS LOOSE FLANGE BRACE PLATES MK. FBP01 PROVIDED. FIELD WELD AS REQUIRED. 1/2 X 2" A325 ,BOLTS ARE REQ'D FOR BOLTING• FLA/'IGE BRACES. FLANGE BRACE AT PURLIN & HIP /VALLEY RAFTER NOTE: SEE PLANS AND ELEVATIONS FOR .FLANGE BRACE PART MARKS. ROD DIAMETER 5/8" f/> 3/4" f/> 7/8" f/> 1· Ill 1 1/8" 111 1 1/4" f/> 0 a ~ MARK HILLSIDE NUMBER WASHERS ROB __ (2) H09i30 RDC __ (2) H0930 ROD (2) H0930 RDE (2) H0960 RDF (2) HP960 ROG...:__, (2) H0960 WEB OF COLUMN OR RAFTER COUPLING NUT (QUANTITY VARIES) FLAT A307/A325 COUPLING, WASHERS NUTS NOTS (2) H0210 (2) H0310 H0810 (2) H0220 (2) H0320 H0820 (2) H02~0 (2) H0430 H0830 . (2) H0240 (2) H0330 1-10840 (2) H0250 (2) H0450 H0850 (2) H0260 (2) H0340 H0860 SEE PLANS AND ELEVATIONS FOR BRACING MARK NUM\3ERS ROD BRACE DETAIL (WEB TO WEB) ;~·· 0 ~,§ 0 lg 15 ,i\:j "" -~ wli:! iil ~ !!l w C) §@ 9 5 CD e No WOo~ :z: n ~ b <C-s;!-1'0-f-' __) ro ·1 n IE a u J [ >--en I ~·n::::1-~m ~ w :::::> 0) ~ .. I-0) ... -<C ~ : 3: ~::88 ... ·(_)""'1--1") .. 0 '---'-s;t- Cl z 2. :---3r <(W •. ._ O·:r::zx Q LO (!) 0 ;<:( ... 0-:::r:::u._ ... ·....-0:::: 0.... ::a ·co • C) >-Cl z _J ro <( Cl.. (f) ~ ·z 0 0 (.) ~ z et:: w 0 a... i= 0 (.) Cl ::) 0::: ~ I-2 V) z z <} 0 ~-.. <( (.) .· "'I c5 0 i z a§ .. 0 f;3 w ~ ffi a::: 25 hl ~ ,. -"" ~ <( ~ .., _J ~ ~ 0 ::, (.) (/) a. 0 JOB NUMBER; U10S0189A SHEET" NO: D1 of 6 THIS SEAL PERTAINS ONLY TO THE MATERIALS DESIGNED Nm SUPPLIED BY NUCOR BUILOiNG SYSTEMS, A DMSION OF NUCOR CORl'ORATION. THE DRAWINGS ANO THE METAL BUltolNG WHICH lHEY REPRESENT ARE THE PRODUCT OF' NUCOR UILOING sYSTEMS. THE REGISTER PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED SY NUCOR BUil.DiNG SYSTEMS AND DOES NOT SERVE PS OR REPRESENT THE PROJECT ENGINEER OF RECORD ANO SHALL N_QLBE CONSTRUED AS SUCH. ·r- .• 0 r--- ~ 0 ~ MAROl------•• CLIP MK. FGC01 CEE CHANNEL MK.# -- ENDWALL ..A, i~: ESE02 .CUP MK. HCJOt 1/2" 1/4" RAKE EXTENSION i • ls PURUN FRAME OR ENDWALL RAFTER O" 1 1/4" 3 3/4" 2'-10" VARIES Ii. FRAME BLDG. i EAVE STRUT CUP MK. ESE01 1 1/2" EXTENSION BEAM· CEE CHANNEL EAVE STRUT SIDEWALL LOW EAVE & RAKE EXTENSION DETAIL NOTE: USE 1/2"X 2" A325 BOLTS H0603/Nl/TS H0300 ( U.N.O. ) * * EXTEND MARO! TO EXT. STEEL LINE ..A, ~ FIELD WORK MAY BE REQUIRED FOR PROPER CLIP FIT UP. h-H :-• ,., '•\\ tt_t,t , (! It l h•,; 0!' • •'\1 _. BLDG. i EAVE, EXTENSION i . ,.,:,:, 'b ' "' 0 r---N "" ... ~' FRAME OR ENDWALL RAFTER ~ EAVE STRUT AT EAVE EXTENSION DETAIL < t.lnTC"-1, ...... ,,., ~ , ____ ---,w,~ u,><, \0/ 1/'J. ~ Z A325 BOLTS, H0603/HUTS H0300 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS EAVE STRUT EAVE STRUT CUP MK. ESE01 EXTENSION BEAM MK. __ _ CEE. t EAVE EXT. 0 g LOW EAVE EXTENSION DETAIL 1 , 1 z <( POST AND BEAM ENDWAU. NOTE: USE 1/2"X 2" A325 BOLTS H0603/NUTS H0300 U.N.O" ;., EAVE STRUT CUP MK. ESEOl 0 I") ''O 0 ~ CEE 0 EAVE EXT. LOW /--, MAIN FRAME COLUMN 8" OR 10" 0 BLDG. EAVE EXTENSION EXTENSION BEAM MK. __ _ (6) 5/8 " ¢ x 2 lf.d" A325 BOLTS H0610 A325 'NUTS H0310 DETAIL ' BYPASS GIRTS AT INTERMEDIATE FRAMES FOR HAUNCH DEPTHS > t' -3" NOTE: USE 1/2"X 2" A325 BOLTS H0603/NUTS H0300 U.N.O. "'I~ ~~ og "'l'Z i'ii:l:i z13: l5 ~ ~ ~ er 'I~ ~ I ~ ~ ' ~ i ~ Ne, W Oc:, ..--:z: n..--o <C-.;;f--r,r:,..- _J CX) I n >-en I THIS DErAIL IS ONLY INTENDED TO SHOW THE ORIENTATION OF ANY ADDITIONAL PURLINS WITHIN THE EAVE EXTENSION BEAM, SO THAT THE FGC01 CLIPS CAN BE PROPERLY INSTALLED (INSTALL THE FGC01 CLIP .. DOWNSLOPE FROM THE PURLIN AT ALL PURLIN CONNECTIONS AS SHOWN). II. ~O:::'.f--..--0) •W::)cn..-.. l-0) ... <:( ------- : 3; f'.'.=~'i:o ADDITIONAL PURLIN(S) £;EAVE STRUT a (SEE ROOF FRAMING PLAN AND CROSS SECTION 'FOR EXTENSION BEA~,--u QUANTITY AND LOCATION, • -~ = ==ll -=~ ,11 J IP'== '\~--\. .. ·(_)-.;;!--I"") .. 0 ..__..,.-.;;t- • :z:.2 .. "'----/ 3r <:(W •• ::: o:::c:z:.x .,. LO 0 0 :<C ..a D-:r:LL:. . ell O / 0 '\\ [ [J \\o -=-~di =t · ... ..--0:::'.,.,, =a to L.L-. .. 0 \ ~=--=--[ ,"' ~=== ==" ==-===1= -I '~II \_ : I CMAIN FRAME I "' MK. FGC01 :::; _,/ I l1J PURLIN CLIP !;!!I I COLUMN', [ S1 CEE ~ I I 81 §gl L_ _____ j "" 5 , GIRT [_,.. ------....__ "'I gl - 1:5 EAVE EXTENSION PROJECTION cof OFFSET 0 0 0 ~ INTERMEDIATE ' (VARIES) PURLIN CONNECTION AT EAVE EXTENSION BEAM ADDITIONAL PURLINS IN THE EAVE EXTENSION BEAM NOTE: USE 1/2" x 2" A325 BOLTS H0603/NUTS H0300 U.N.O. (.'.) >--0 z _J (I)' <( 0.... (f) 2: z 0 0 0 ~ z ~ w 0 0.. t 0 0 ::) 0::: 3::: I-z (/) z z <} Qc} w~ i Oc5 I z 0 .. o IJJ w ~ ffi 0:: i5 t> > :::E-a :::::i ~ ~ <( ~ "'0 c5 ~ 0 (/) a. u JOB NUMBER: Ul0S0189A SHEET NO: 02 of 6 THIS-SOC PERTAINS ONLY TO THE MATERIALS OESlGNEO ANO S\JPPUEO BY NUCOR BUlLOING SISTEMS, A OMSlON OF NUCOR CORPORATION. TllE ORAWlNGS AND THE METAL BU!tDlNG WHICH THEY REPRESENT AAE THE PRODUCT OF NUCOR UlLOING SYSiEMS. THE REGISTER PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON-THESE DRAWINGS IS EMPLOYED BY NUCOR 8UIL01NG SYSTEMS ANO OOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD ANO SHALL _NOT BE COl'ISTRUED AS SUCH, 0 N N 0 ~ . .r•v; P.URUN -.... .. ---.. ------------------------=--=-- : ,1, FRAME OR ENDWALL RAFTER 1 1;2· EXTENSION BEAM ct. FRAME EAVE STRUT CUP MK. ESE01 1 1/2" CEE CHANNEL LOW EAVE EXTENSION DETAIL. NOTE: USE 1/2-X 2" A325 BOLTS H0603/NUTS H0300 ( U.N.O. ) ... : H :i·· • .-::,., ! ·p EAVE STRUT SIDEWALL BLDG.~ 0 '"i "' EAVE EXTENSION ~ 0 0 g <( ·11 / BRACE STRUT ii;:===q==:, '' -''''' -= -~ ~ -' ,,,~ --·------:-------.~ FINISHED FLOOR II II II II II 11 11 11 11 11 11 11 11 11 11 11 ~ OF COLUMN_/ /'"""' (2)1 1/4" lb A325 BOLTS H0660 NUTS H0340 AT EACH END OF ANGLE 30·-o· (1)1 1/4" lb A325 BOLT H0660 NUT H0340 COLUMN~ (CENTER OF COLUMN TO CENTER OF COLUMN) SINGLE ANGLE BRACE DETAIL SEE ELEVATIONS FOR ANGLE MARK NUMBERS I ,J;-.,..,-:, Ht, II II II II II 11. II II I-::) ~ w ~ ,,o:: OJ '"-0 w z :::; . ,~ ~ z K ~ 12 a:: 0 ~ 0 w i}i z LL \_~ OF COLUMN ~·· ' 0 ~1~ ~~ i,J a: 0 "'I"' :c ::,: O LLI zl;,. ~~ ·ifi ~ l5 m11 O' ~ 9 1li "" fi: No WOo"'-" :z:n,,.-o <C-.;;J-n..-__Jco In >-m I ... 0:::: I-,,.-CJ) :a w :::) en ..-.. I-CJ) I ... <I: ~ : 3= i:'= l:8L() D .. ·u-.;;J-n .. 0 ..___...«tj-u• :z: 2 · · ..___... • ·<I: w .. · ... o:c:z:x J Q L000~ .. , 0 0:::: :c z:j,,.-mo_ (.9 >-,0 z _J m <( CL CJ) 2 z 0 0 0 ~ z 0::: w 0 0.. i== 0 0 0 :::> 0::: :s; f--2 If) z <C Z..: 0 (,) ia <( (,) Oc5 c5 I~ a'i .. 0 13 w ~ ffi 0::: i5 l3 > ::;_ ~ :::J a:: * <( ~ <C ~ 0 (,) ::, 0 (/) 0.. 0 JOB NUMBER: U10S0189A SHEET NO: 03 of 6 THIS SEAL PERTAINS ONLY TO THE MATERIALS DESIGNED ANO SUPPLIED BY NUCOR BUILDING SYSTEMS, A OMSION OF NUCOR CORPORATION. THE DRAWINGS ANO THE METAL BUIWING WHICH THEY REPRESENT ARE THE PRODUCT OF NUCOR :UILOING SYSTEMS. THE REGISTER: PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS ANO DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD ANO SHALL NOT. ~c._ONSIBfil:D AS $UC!L_ 1.' '" 0 N 0 0 I <( ! },~· r::1,1 . COLUMN\ FACE/COL I 4" 117 I I I w [1/4" I II I ® I ~ I C/L OF AUX RAFTER I l I I l PURLIN AUX RAFTER (F6.25, W135 BU) CAP PLATE (F6.38) --- l~I\ (4) 5/8''• A325 HO610 BOLTS MK. HO310 NUTS MK. (4) 5/8"¢ A325 MK. HO61O BOLTS MK. HO31O NUTS s 1is" I_ AUX. RAFTER CONNECTION DETAIL AUX. RAFTER TO BRACKET AND COLUMN CONNECTION !f:·; .. d. -BRACKET (W8X18) /6\ \J8J CANOPY STEEL LINE GEE CHANNEL 3'-10· PURUN REC'D .BUILDING PURUN />S REQ'D -'-.: ---------- 0 I;! g; ~ 5 ~ \\ i5 . . c,:;z i ti: w "' .,,, ~ ~ 5-r-d~ ~ ~ -~ 1'i: '! i51:! 0 ~ >Ul~ ol!! ooowwco ~~~rl~t ...l..lo..~g~ ~Ng :>v, ~, 00 c,:; .. "' ., ., 0 ,,z r-r--::, i~,~ .,.._ u CANOPY BEAM MK. CUP MK. GCB_ WITH (6) ,1/2" DIA A325 BOLTS F= lli----COLUMN Fu\NGE g CANOPY STRUCTURAL DETAIL ~ "HIGH SIDE AT EAVF: , .... 1 0 ' ~ t::: 0 ----"' 0 w 0: §? ~ "' " :Z• :,: :z: U LU :z ="' ~g 15: il'i °" ffi ~,~ ~ ~ "' ~ =-a:, tr -~-, I D u J z: (.'.) 0 _J m (J) 'I" ---• --1- N 0 WOo..----:Z:1'0..----c:, <i::---=t-n..----_]co 1n >-m I .. 0::: f-..----0) :a W·:::::) m ..-II I-m ... <C --------~ 3: ~ ~ 'Co .. •(_)-s;i-1"') . 0 '---'-tj-' • :z: 2 .. '---' a: <Cw .. ... Q o:c:zx LO(_'.) 0 ;<:( ... 0-:cw... ... T"-'-0::: o_ ::a (D • >-z <( 0.. ~ z 0 0 0 ~· z 0:: w 0 Q_ i== 0 0 0 ::> 0::: 3: f-~ (/) z z c3 0 c3 w ~ c5 00 ::,; z ~ (!) 2? w .. 0 w t; ~ '.'.:I ffi n:::: a ::,;_ ~ _J a:: g <( z ~ 0 <) ~o~ !l. 0 JOB NUMBER: U10S0189A SHEET NO: D4 of 6 THIS SEAL PERTAINS ONLY TO THE MATERIALS DES1GNED AA'O SUPPLIED BY NUCOR BUILDING SYSTEMS, A DMSION OF NUCOR CORPORATION. THE DRAWINGS AND THE METAL BUIUJING WHICH THEY REPRESENT liu1~~G ~~fucrTHiF R~g~Et PROFESSIONAL ENGINEER WHOSE SEAL -6PPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING sYSTEMS ANO DOES NOT SERVE ~ OR REPRESENT THE PROJECT ENGINEER OF RECORD ANO SHALL !'_QJ_ll.E .. CONfilRUEO AS fill.CH. ~ FRAME COLUMN (lYPICAL)----~ 12" SPANDREL CHANNEL/BEAM, ·MK. MXH~ ATTACH TO THE PORTAL RAFTER WITH ( 2) 3/4" x 2 3/4" A325 BOLTS (MK. H0630) AND NUTS (MK. H0320) ------. ---------------. --------- Ow '-'--la:: a. t::: o< 1-0:C l~rlf =+A =t * Et =4k= ii,~ . a::~ w:r: II 5' i~ II v~o PORTAL RAFTER a' <O 0 ' l:)e I' z .. ~ ~ !!!., 'P :r: (!) [ij w·· z :::; w ~ PORTAL COLUMN (lYPICAL) ----~ II· II II II II 11. II II II (8)1 -1/4" ¢ A490 BOLTS)(__ NUTS X __ TI II II II II II II II II II II II 'l' i'1i '12 ·I :r: !\i ow 1:r: :!:l 0 0 ~ ~ ~ 0 0 ~ , FINISHED FLOOR 6 1/4" I CENTERLINE OF CQLUMN I -6" l ~IIUMI (COL~ DEPTH) 23'-11 1/2" (CLEAR) 30'-o" I -6" l ~ \V~~UMN DEPTH) ~o d N~ Nu.. ~·~ _J i'1i ~ a:: 0 ~ II II II 16 1/4" CENTERLINE OF COLUMN (CENTER OF FRAME TO CENTER OF FRAME) in FULL HEIGHT PORTAL FRAME WITH SPANDREL BEAM,t"CHANNEL SEE PLANS AND ELEVATIONS FOR COLUMN AND RAFTER MARK NUMBERS FRAME COLUMN STUB MK. PFC03 PORTAL COLUMN r~M Ilk !IF lib II WALL SYSTEM BY OTHERS (BRICK AND STUD SYSTEM SHOWN FOR REFERENCE ONLY) STEEL. LJ!'!LBNDLJ FACE OF WALL 'V~ { 12" SPANDREL BEAM/CHANNEL ATTACH TO PORTAL RAFTER WITH 3/4" x 2 3/4" A325 BOLTS -AND NUTS. SEE DETAIL _/ __ FOR QUANTITIES. PORTAL RAFTER SIDEWALL COLUMN (BEYOND) NOT SHOWN FOR CLARllY JCENTE;RLINE OF-RAFTER FRAME TO PORTAL COLUMN ATTACHMENT SPANDREL BEAM/CHANNEL AT PORTAL USE (4) 1/2" x 2" A325 BOLTS (MK. H0603) AND NUTS (MK. H0300) USE (4) 1/2" WASHERS (MK. H0200) AT SLOTS l ,1H), ' ·I'~~ •.,' ~ 0 0 < 12" SPANDREL CHANNEL/BEAM, MK. MXH~ A'(TACH TO THE PORTAL RAFTER WITH E 2) 3/4" x 2 3/4" A325 B~LTS (MK. H0630) AND NUTS (MK. H0320) a' ~~ II ----~~ II ----' ~ 11 11===::::::::::l'tt· 8 FRAME COLUMN {lYPICAL) PORTAL COLUMN {lYPICAL) FINISHED FLOOR II II I II II II II II II .11. II II II 6 1/4" I CENTERLINE OF COLUMN I I ~ (COLl.. ..... DEPTH) (8)1 1/4" ¢ A490 BOLTS)(__ NUTS X __ 24'-o" (CLEAR) 30'-o" (CENTER OF FRAME TO CENTER OF FRAME) \2;;! 3/4~ \VV~UMN DEPTH) 16 1/4" ~\~ -a:: _i1j _ _. I c.:, i'-~ CENTERl.:INE OF COLUMN :!:l 0 0 FULL HEIGHT PORTAL FRAME WITH SPANDREL BEAM/CHANNEL ~ 0 ID 0 1) 1/2" ¢ X 2" A325 BOLT (H0603) NUT (H0300) AT EACH END SEE PLANS AND ELEVATIONS FOR COLUMN AND RAFTER MARK NUMBERS FLANGE BRACE FBC** HORIZONTAL STIFFENER OR FLANGE BRACE PLATE TYPICAL FLANGE BRACE CONNECTION AT FRAME COLUMN AND PORTAL COLUMN ~ (REFER TO CROSS SECTIONS & ELEVATIONS FOR PART NUMBERS) • ,1, ~ Q w in\~ I:::;; 0~ Nu.. _, ;:!, a::: 0 ~ w z :::; w ~ ~ ~ Q IX) w _I :r: ~w "'> ~ 0 I=:;:; <-o-;:;:,- w 0: 0 ~-z -~ ::, cc "' E No w C) C) ....-:z n ..-a <Cvr-0..--_Jco In >-ml ~ 0:::::1--....-m ~W:=:>01....-11 I--0) a: ._ <i::: >--LO ~ 3 cntn D •. -o-s;t-n . 0 '----'-tj-u • :z 2 .. -------. :t <(W .. ... 0::1:::zx J Q t.D C) 0 ;<:C ... 0-:::r::u;_ ... ..--a::::,..., Z: : . ·mw_ Cl >-0 Z. -' m <( Q_ {/) ~ z 0 0 0 ~ z a:: 0 w (L j:::: 0 0 0 :::> 0::: 3: I-~ (/) z z < 0 (} ,;J <( u Oc5 :,; :c i .. 0 &3 ~ z w ~ ffi 0::: i5 t; > :,;_ 3 :::J a:: ~ <( ~ c:: 0 c5 ::,01/) 0. 0 JOB NUMBER: U10S0189A SHEET' NO: D5 of 6 THIS SEAL PEITTAlNS ONLY TO THE MATERIALS DESIGNED /IND SUPPLIED SY NUCOR BUii.DiNG SYSTEMS, A DIVISION OF' NUCOR CORPORATION. THE DRAWINGS AND THE METAL BUILDING WHICH rnEY REPRESENT Allt'. THE PRODUCT OF' NUCOR UILD!NG sYSTEMS. THE REGISTER! PROFESSIONAL ENGINEER WHOSE SEAL .&Pf'EARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUii.DiNG SYSTEMS ANO DOES NOT SERVE /J,S OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHAU. NQI BLCONSTRUED AS SUCH. • 't. '~ ., ,., r.1. TYPICAL WASHEB ERECTOR REQUIREMENTS NOTE (UNLESS NOTED OTHERWISE ON DRAWINGS) ~~5il€'"" V/f'&;JER . Nu~ SLOT SLOT TO SLOT CONNECTIONS WASHERS ARE REQUIRED QN BOTH SIDES OF MATERIAL IF SLOTS ARE USED ON BOTH SIDES. (SEE DETAIL AT RIGHT FOR LAPPED ZEE MEMBERS) .BOLT~EAD SLOT WASHER · ' NUT HOLE SLOT TO HOLE CONNECTIONS ONE WASHER REQUIRED ON SLOTTED SIDE ONLY. BOLTH~HOLE NUT~HOLE HOLE TO HOLE CONNECTIONS NO WASHERS ARE REQUIRED WHEN SLOTS ARE NOT USED .. ;; 0 0 ~ ... , " "-!. I ~ 0 I I WASHER PART NUMBERS H0200 -1 /2" FLAT WASHER I H0240 -1" FLAT WASHER H0210 -5/8" FLAT WASHER H0250 -1 1/8" FLAT WASHER' H0220 -3/4" FLAT WASHER H0260 -1 1/4" FLAT WASHER H0230 -7 /8" FLAT WASHER 1- z::e ::33 ~8 ifi,,_ 00 GIRT OFFSET 1'f-8=EJ. ---------- CLIP MK. GXC_ (BOTTOM) TAPERED COLUMN SECTION A AT TAPERED COLUMNS ~ CLIP 'MK. MZB02 (BOTTOM TYPICAL, Top IF REQ'D) ~ SPANDREL BEAM :1:3----------- 2" SECTION A STRAIGHT COLUMN SECTION A AT STRAIGHT COLUMNS -----l CUP 0 BOTTOM ONLY (1) 0 TOP & BOTTOM (2) (SEE SECTION CUT ABOVE FOR MARK NUMBERS) SPANDREL BEAM + STEEL LINE AND FACE OF WALL SYSTEM BY OTHERS FRAME COLUMN LEFT HAND DETAIL SHOWN, RIGHT HAND OPPOSITE SPANDREL BEAM CONNECTION 8 -~ USE 3/4" ¢ x 2-3/4" A325 BOLTS ANO NUTS REFERENCE ERECTOR NOTE FOR TIPICAL WASHER REQUIREMENTS j:f BOLT/NUT ASSEMBLY REQUIRED AT LAPPED ZEE MEMBERS. (NO WASHERS R~QUIRED) ~/ ~~,.;._'y"' 1/ './" SECTION nA~ 1/ / LAPPED ZEE MEMBERS, PURLINS OR GIRTS . t LAPPED/NESTED REGION t l~r.-=1~L--G}.T NO WASHERS REQUIRED AT BOLTS ·USED IN THE LAPPED REGIO\'IS OF ,ZEE MEMBERS. SECTION "a" rENTERUNE OF COLUMN CLIP BEARING 4 1/2" 6 1/2" • 6 1/2" 4 1/2" CLIP BEARING (+/-) ·1' (+/-) ... "- COLUMN-----~ o::; o~ -~~ s i s ~O) LL V> 015 l'li!: ;::o o?ii ~::, wj!! 5~ GJ::i ~~ It) ... 0 e I g 6" x 3/8" SHOP WELOEO STIFFENER (STFBR) TYP. § AT FRAME COLUMN I --I '-' USE (4) 3/4" ~ x 2 3/4" A325 BOLTS AND NUTS SPANDREL BEAM CONNECTION REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS ,,1 t CENTERLINE OF COLUMN CLIP BE"ARING 4 1/2' 6 1/2" 6 1/2" 4 1/2" CUP BEARING I • ... I ... 0~ , O:::ii: oi'.5 ~ 1 ~ oi'5 ffim ";;,-I ~ raco COLUMN-----'-. ~ I') SPANDflEL ·BEAM CUP MK. GCM01 Ill! BOTTOM _ONLY (1) 0 TOP & BOTTOM (2) WITH 1/2"¢ x 2" A325 ,BOLTS MK. ·H0603 NUTS MK. H0300 ~1f 0 -----' t ~ ,.; 0: 8" x 3/8" SHOP WELDED .STIFFENER. ·(STFBR) lYP. ~/2 .... · >-----l ' ~ ~ l COLUMN \\'.ITH I " .i. .. r( I ~~o"p 3£~~DED ... (/) or5 l's j; ~o ofu z <::; wj!! 5~ •I u:l::J -~~ WALL SYSTEM BY OTHERS SPANDREL 8EAM CONNECTION AT FRAME COLUMN USE (8) 3/4" i.1 x 2 3/4" A325 BOLTS AND NUTS REFERENCE ERECTOR NOTE FOR TIPICAL WASHER REQUIREMENTS S" .,, STIFFENERS (STFBR) "'l:z· :c :x: '-' .UJ zl;,: ~~ I "' ' ·~1 i 1·· ~ ~ 9 ( / / / d_______ 5 ///d/6 C!I co , < -wz • I "-z ~ z:::,:: ~ • o ~ f1 oc L...1.!:"-:...L+-1..-----I I ::i3, -I oi'li di'li ,.,, STEEL LINE ~ol ..-' zm · m I N ... ,.,. , o, w o ~-, ~,1 , • ., ,. woo~ SYSTEM BY! ,._,.. i (+/-) ON ~4 ' z: ~.,........ 0 SPANDREL BEAM ="" t CONNE.CTI_ I 4 \ :5 ro7;;:; AT CORNER USE (4) 3/4" "' x 2 3/4" A325 BOLTS AND NUTS REFERENCE ·ERECTOR NOTE FOR TIPIC~ WASHER, REQUIREMENTS ~->-m I llt ~ 1--..--m :a W:::::,ffi-,- .,, 111 1---,-0) ,. .... 1 >-m ,,_ Iii : 1--nLO D .. •(_)--s;f-r-r) .. 0 ..____,.-tj-u ca z:~ .. ~ ! o <C~x J Q LO :::C O <C .. C) C) :c LL.: .... -a:::o_ Z: I ·m <..'.) >-Cl _J z Cl) <( 0... 1./) 2 z 0 0 0 ~ z 0::: w 0 0... j::: 0 0 Cl ::::> 0::: 3: f-::z: (/) z <} z< oo w ~ 6 00 i z (!) a'i ··Ow w (f) ffi 0::: iS ,.. > ..J ::,_ id -Q'. ~ <( ~ .., _J c'.S ~ 0 :::, 0 (f) a. 0 JOB NUMBER: U10S0189A SHEET NO: D6 of 6 THIS SEAL PERTAINS ONLY TO THE MATERIALS DESIGNED ANO SUPPLIED BY NUCOR BUILDING SYSTEMS, A OMSION OF NUCOR CORPORATION. THE DRAWINGS AND THE MEl'AL BUILD1NG WHICH THEY REPRESENT ARE THE PRODUCT OF NUCOR UILDING SYSTEMS. THE REGISlEREI PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON l'HESE DRAWINGS IS EMPLOYED BV NUCOR BUIL01NG SYSTEMS ANO DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NQJ_BE __ CONfilB_l,l_EO __ AS _S_UCH. .,, ,.;,