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t:Lt-VA I 1UN L;tK 11 If-IUA-1 t "A' ENT OF HOMELAND SECURITY 'U'Si OF A� L EMERGENCY MANAGEMENT: AGENCY OMB No. 1660-0008 hGtlonul 16iportant: Read the instructions on.pages 1-9. E�l5irzifii6n 6.64 July 31.. 2015 SECTION A - PROPERTY INFORMATION 11,.FOR ]NSURANCE�C0MPA -A+. Building Owner'sNarne- Stephen Wright A21 Building Street Address (including Apt ,j Unit, Suite, andlor Bldg..No.) or P:Q. Route, and Box- No. Company*NAICNumber: qi '.- ' i 1.495 Grand, Ave Bi= Stat6'CA ZIP Code 95965 City Thermalito COUNTY 'A3. Property Description (Lot and Block ii-umberi;' Tax Parcel Number, Legal Description, etc.) APN 030-110-074-000 t MAY 31 2016 A4. Building Use (e.g., Residential. Non=Residlenfial, Addition, Accessory, etc.) Accessory DEVELOPMENT A5. Latitude/Longitude: Lat. 12145-65 'Long. 39 -22 -*39 Horizontal Datum: DNAD 1927;® NAD 1983 SERVICES A6. Atiach at least 2 photographs; of the building if the Certificate is being.uted to obtain flood insurance. +NT Building Diagram Number. — -7— Alb,: For a..building With a craw.1space.or enclosPie(t): A9, For a building with an attached. garage, ..'a) Square footage ofor*v1spapp-brenclosure s4 sq ft a). Square fooiage,,oiattached garage sq ft 6) 'Number of'permanent flood opehings'in,the crawlspace 'b) NUmber-of,perman,ent flood Openings in the attached garage or enclosure(s) within .1, io fbOt. kbv4-,adjk-Lnt,grade within, 1.0 foot- above adjacent grade c) Total net area of flood 'operitings,in A8.bsq. in 6) 'Total net area of flood openings in A9.b sq in in es -0 No El Yes C1 No d) Engineer6d flood open 6s? 0 Y d), IEngineeredflood,openings, SECTIONI-B'FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 151...NFIP, Community Name & CornmUriiW.Nurhber 1,B2. County,N4me. B3. State : Llpificorportatled Area 060017 i Butte Ca 8.- Fli od. Suffix -�B6., F1 lnclexDate :,IB7: FIRM Panel "0'. 0 base Flood Elevatiori(s), (Zone 0600117-0768 E '4-2MO Effective/Revised Date Z �'r i e (s) AO, Use base flood � depth) 176.0 B4,:MaplPaneI Number 65 RM P1. 0. Ind . idate the source of the Base �F b6d.Elevpt16n,.(BFE) data or base flood de th, p B9. El FIS Profile '10 FIRM: ❑ 6, Qmm r UhiIY.Determined -'0iherl8`oui*ce` 1. Indicate elevation datum used for'BPL in Iti B9: EI,NGVD1929 g,NAVD1988 F-1 cqh&1966rce: a B12. Is Is the building located'in'a Coastal Baer Resburc;6s.System. (C$RS) area or, Oth&kise- Protected'A ry- .(,b,,FA - )?-, 0 Yes 19 No. Desijnation Date: E3 CBRS C1 OPA SECTION C.-, ILDING, ELEVATION INFORMATION (SURVEY REQUIRED)` C1, Buildingelevationsare based -on: , ruF , tion Drawings* .1,,'0'.BWdihg Under Construction* '0:'Finished Constructio *A new Elevation. Certificate :Wli;be;reQdir6dwhen -construction of the .boildifi-I gJs:c9mpete. U - I ; t:.?', - - . I I C ,Q2.� Eli�vations-Zon,esAl-A3,O,Af�-,AHiA.(*i,. Vi-:,'AR,'.ARIA,.ARIAE',AR/Al=A30.'AR/AH,.ARIAO. Complete Items 18 be low accordihg'to.the building diagram spe,,,,,i,. Item A7,. ln.Puedo RICO., only,.enter meters. LL Benchmark Utilized: Butte Co #V20 Vertical Datum: ACVD 1929 U Indicate elevation datbm used fbi the elevations in items a) through h) below, 11 NGVD11929 0 NAV01988 ., Datum Used for buildinn elevations,musf be the same as that used for the:BFE'. MR, This certification is to be signed and seale - d by land. surveyor• engineer, or, architect authotked by law to certify elevation information. I certify that -the information on thi# Cerfficate tepms,ents'my b6st efforts.to interpret the data,6y*1ab10. - l! understand that any false statement may. be. punishable by fine or mipn`sonment�under 18 U.S., Cort% Section 1001, provided on b�ick of.form. Were latitude and longitude in A.provid . . b .-JZ .Check here ifcommentsare y a Q Check here if attachments. licensed [akid surveyor? 0 Yes- 0 No ,Certiifer's Name Wilbur bur C. Wright License cerise Nuiriber C17344 Title Civil Engineer b6mpany Name Retired -Address 5877Co*hnAve . City 01 ivefiursf. State CA ZIP Code 95961 Signature Date 5125/201,13 Telephone (530)742-7543 f - a��� %X ;k C. W J01Gy I N NO." 11344 CA L 6k the measurement use CL — Ph�e 0 Q -J A. top.of 66ftom floor.(including,b*aseilient:.c.ra Wspace� or enclosure floor) feet 0 m rs -1 LULL MJ b) TOP Of the next h�iaher floor' . . N/A. 0, feet 0 meters C3 50 member 6) Bottom of the lowest h o r�dn'la I structural gr (V Zones only) X N/A.- 0 feet 0 meters 1 d) Attached garage (top or slab) - . N/A, f�et C3 meters U) J 0— 6) Lowsst,eie ation:6frnachihery or eiq Pmehtltervi�i6§ the building V U' N/A. E3.feet 0 meters 0 0 —6 (Describetypeof eguipn�entand location .in-Commenti) LLI 0 Low est adjacent (finished) grade next to building (LAQ). 175.6 gfdet E],meters g) Highest, adjacent (finished) grade n4xttA'Lii,��ihg (HAG) -adjacent elevafioh,ot`deck including .176.1 ®,feet feet 0 meters 0 h) Lowest grade afloiw&st .orstairs, structural support .N/A. 0 meters cr SECTION -D -. SURVEYOR, ENGINEER; ORARCHITECT CERTIFICATION This certification is to be signed and seale - d by land. surveyor• engineer, or, architect authotked by law to certify elevation information. I certify that -the information on thi# Cerfficate tepms,ents'my b6st efforts.to interpret the data,6y*1ab10. - l! understand that any false statement may. be. punishable by fine or mipn`sonment�under 18 U.S., Cort% Section 1001, provided on b�ick of.form. Were latitude and longitude in A.provid . . b .-JZ .Check here ifcommentsare y a Q Check here if attachments. licensed [akid surveyor? 0 Yes- 0 No ,Certiifer's Name Wilbur bur C. Wright License cerise Nuiriber C17344 Title Civil Engineer b6mpany Name Retired -Address 5877Co*hnAve . City 01 ivefiursf. State CA ZIP Code 95961 Signature Date 5125/201,13 Telephone (530)742-7543 f - a��� %X ;k C. W J01Gy I N NO." 11344 CA L ,110_ N CERTIFICATE, page 2 d ORTANT Irl these spaces, copy the corresponding infolmatian fr6m':S66i6i6n A,: - 'FOR INSURANCE-COIV}PANY IjSE'''" z Obilding Street Address including Apt., Unit, Suite, and/or Bldg No.) or P.O. Route and Box No. P.ohcy Number 1495.Grand Avec ,r F . 'City Theiriatito` � St2te GA ZIP•Code 95965' Eompany`NAIC'Ni7rinber: ��'' "t SECTION D = SURVEXOR. ENGINEER' OR AR,CHITECT;CERTIFtCATION (CONTINUED) ;Copy both sides of'this Etevatiori'Certificate for (1) community official, (2) insurance agenticompany and (3) building owner. Comments Butte County Bench # V20 - NGVD 1929 ,From the National.GEodetc Conversion web-page and: used the Vertcom conversion to change fro. m NGVD 1929 to the NAVD 1983. Conversion +2.28 feet. Signature.,.°,:' Date 5125l2016 -- _� a ' SECTION E,SUILD-IING ELEVATION .NF`b N T10N:(SURVEY'NOT REQUiR,ED),EOR`ZONE;AO AND ZONE A (WITHOUT BFE) For ZonesAO' nd,A (without BFE),'compiete Items`E1 E5'. if the Certificate is.intended to support a L6MA.or LOMB-F request; complete Sections A, B; andt. F6r,ltems;E1 E4-use,naturat grade, if available: Ch`eck.the measurement used, in Puerto Rim only,"enter.meters. 'E1 , Provide elevation information forthe following and check the appropriate boxes to-show w hether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAAO) a) Top of bottom floor (including"basement crawtspace; or enclosure) is ❑ feet ❑ meters 0 above or ❑ .below the HAG. b To of bctom`fioor. inciudin' base'ntent, crawts- ace, orenctosure �s ) p ( 9 p )'. .❑ feet'...❑ meters .❑ above. or. [],,below the LAG. E2 For Busiding' Diagrams 6 .9 With' permanent. flood. openings.pro' ided Jn Section A Items 8 andlor19 (seepages 8-9 of Instructions), the next higher floor (elevafton.C2,6jnthediagrams),ofthe building.is ❑feet ❑meters' .❑ above or ❑'betowthe HAG. E3 Attached garage (top ofslab)'is :❑ feet • ❑meters❑ above or ❑ befoW ifhe HAG. .E4 Top'of platform af:machinery and/or eq tapment�:senricing tfie building is meters ❑ above or ❑below the HAG. E5:. Zane AO oaiy.: -If no flood depth number:is available, is the top 4f the: bottom floor elevated; in:accordance with the community's, floodplain management ordinance?'. ❑Yes.;;❑ 'No.'[]"Unknown: The local official must`c•eftify this.infortnation inSectiop G. SECVON;F— PROPI i TY OWNER (+OR OWNER'S;REPRESENTATIVE)'CERTiFiCATION. The property owner or owner s authonaed;representatrve who competes S6cti6ns A B ` and E'for Zone A (without a FEMA issued.or community-issued BFE) orZone AO mus sig here statements in Sections A,•B,'and E:are correct to the best of my°knowledge' 'Property Ownees.or Ow_ner's Authorized Representatives Name Addr'e' s .Cry `< <. State , ZIP Code Signature: 4 r•r r _:.:. !;pate.: �` Telephone y -- , Comments Check here if attachmerr, SECTION. G - COMMUNITY INFOR04TION (OPTIONAL) . The total oifidai who,is authorized by law or.ordinance'to.administer the,co,mmunity's floodplain management ordinance can complete Sectiohs A. B, C (or E), and of this.Etev3tion Certificate..Gomplete tpe applicable item(s);ani sign below. Check the measurement used n'ltems G8-G10. in Puerto Rico only; enter meters. :. .. G1. ❑ , The Enforin.a6on in Section C was taken from. other documentation' that has been signed andi sealed by a licensed surveyor,.engineer,.or architect who is..authorized by law io'certify etevatian information. (indicate the source and';date of the"elevation .data+ in the Comments below.) �•.: . G2; ❑ ,Acommunity. official completed Section E,for,a building.tocated'inZone A'(WitF out a FEN1A.issued.or cammupity-issued BFE) or Zone AO. G3; ❑ . The following information (items G,"10) is ,provided for community floadplain :nianagement'purpeses. G4 Permit Number G5. Date Permit Issued G6. ,Date Certificate Of CompiianceiOccupancy issued G7: This permit has been'issbed for: • ❑ NewConstruction ❑ SubstantiAI.Jrhproyemegf G8. Elevation of as-built lowest floor (including basement) of the building 'Y- ❑ feet , ❑-,r ieters Datum G$. BFE or (in Zone AO) depth of flooding.at the building site:, . ❑:feet'E meters Datum 010. Community's design.flood elevation: ❑ feet 01meters Datum _...__...... _............ Local Ofi=lcial•s Name:. Title • 'Community Name, _ Telephone r . Signature tate, Comments' - __.❑ Check here if attachment Butte County Department of Development Services a BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Permit Center Phone 530.538.6861 Fax 530.538.7785 ♦vNvw.buttecounty.net/dds SPECIAL INSPECTION NOTE For Building Permit # B1 r — 27 �'J Assessor's Parcel # (9.3 ©— I I C)' n7c-/ Structural Tests & Special Inspections- 2013 California Building Code Chapter 17: In addition to the inspections required by Division II, Section 110, the owner or Registered Design Professional acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under section 1704. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. Duties and Responsibilities of the. Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design, drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him or her, so inspections must also be made by the Butte County Building Division. 5. Any change in special inspection firms made after permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. Butte County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special Inspection is required for the following items: ❑ Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). ❑ tructural Masonry High Strength Bolting _ ❑ Welding ❑ Bolts Installed in Concrete ❑ Other: *Name of Special Inspection Company: *PENDING APPROVAL. SPECIAL INSPECTION COMPANY SHALL PROVIDE A STATEMENT OF QUALIFICATIONS AND COPIES OF CURRENT SPECIAL INSPECTOR CERTIFICATIONS FOR APPROVAL BY THE BUILDING DMSION PRIOR TO j1(ttAEN11X 1 IV ( 17cr�T?U N 383 Rio Lindo. Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Stephen Wright Project: Wright 40x60x16 Metal Building Foundation Address: 1495 Grand Ave, Oroville, CA BUTTE COUNTY NOV 0 6 2015 DEVELOPMENT sTgrFOF c `� ��`P SERVICES PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES OSI %3'O REVIEWED FOR CODE COMPLIANCE DATE I] ISI Y Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD `is. not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD, Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest.edition of the.California Building Code, and local building department. standards, i i .. Summit Structural" Design Project: ... Page::. `Engineer:. , Date Design of:. Foundations +u ..., nr.•e�aaXa•;y. u-=rc,.•r-ws �� CBC2013 Section 1605:3.1 -Basic Load Combos Soil Bearing 1.500 psf DL+CL+LL Soil capacity to resist uplift T,, varies ; DL D•, r•uaet e..«x.+ mattf DL+CL+.75(.6Wj+;75LL OL+ Ct+.75(.7E) +.75LL .60L+:6W .6DL+.7E OT Sqr Ftg for Resistive Unity Gravity (kips) Uplift (kips) Soil Bearing Thickness Length Width uplift Factor Grid Line OL CL LL Wind Eq Min Size (ft) (ft) (ft,) (ft) Load (kips) tse> .1) .(must IA & 1C 1.10 0.20 3.80 . -10.30 -0.3 2.23 3 3.50 x 3.50 6.33 1.15 2A & 2C 2.00/0.40 9.00 -22.60 --1.20 3.26 3 5.50 x 5.50 12.900,/1.04 3A & 3C 0.40 0.10 2.20 -S.90 ,0.86 1.64 3 3.00 x 3.00 5.03 1.52 3B 1..00 0.20 6.50 -11.70 0:86 2.34 3 4.00. x 4.00 7.77 1.21 fs= 60 ksi 0.980 kips 2.240 kips 7.420 kips governs 6.440 kips 1.6.40 kips 4.830 kips 1.430 kips Areq'd= 0.159 int As= 0:221. int Hairpin Design (worst case Line 2) Note: All toads are ULT F -Horizontal Force • Vu= 1.4`DL DL= 0.60 kips :1..2*DL + 0.5`LL 1.2 -DL + .1.6"LL + 0,5W. CL= 0.10 kips 1.21,DL + 1.OEQ 0.9DL + 1.0W LL= 2.80 kips 0:9DL + 1OEQ AC131841 Section. 9.2 Load Combinations W= 4.20 kips Areq'd = Vul(U"(fs)'cos(q))_ EQ= 0.80 kips i User 1 # 3 bar :. bo V -f. / Angle q= 30 deg .-/ Steel Grade fs= 60 ksi 0.980 kips 2.240 kips 7.420 kips governs 6.440 kips 1.6.40 kips 4.830 kips 1.430 kips Areq'd= 0.159 int As= 0:221. int Vu= 1.4`DL :1..2*DL + 0.5`LL 1.2 -DL + .1.6"LL + 0,5W. 1.2"DL + 0.5*LL + 1;OW 1.21,DL + 1.OEQ 0.9DL + 1.0W 0:9DL + 1OEQ AC131841 Section. 9.2 Load Combinations Vu=0.9*Area`d"(fs)*cos(q) Check :this equation Areq'd = Vul(U"(fs)'cos(q))_ User 1 # 3 bar :. bo V -f. fs= 60 ksi 0.980 kips 2.240 kips 7.420 kips governs 6.440 kips 1.6.40 kips 4.830 kips 1.430 kips Areq'd= 0.159 int As= 0:221. int ' • Anchor Designer TM Software Version 2.4.5673.30 a� 1.12rolect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data 8 Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Caston -place Material: AB ' Diameter (inch): 0.750 Effective Embedment depth, he (inch): 15.000 Anchor category: - Anchor ductility: Yes h.4, (inch): 17.25 Com} (inch): 1.50 S,d. (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9,2 Load combination: U = 0.913 + 1.OW Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> Company: Summit Structural Design Date! 9/30/2015 Engineer: Andy.Johnson, P.E. Page: 115 Project: Address: 383 Rio Lindo Ave #200, Chico,.CA 95926 Phone: 530.592.4407 E-mail: 1 andy@summitchico.com Project description: Location: Fastening description: Base Material Concrete: Normal-welght Concrete thickness, h (inch): 36.00 State: Untracked Compressive strength, f, (psi): 2500 Ye,v: 1.4 Reinforcement condition: 8 tension. 8 shear Supplemental reinforcement: No Reinforcement provided at comers: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear. No Ignore Edo requirement: Yes Build-up grout pad: No Base Plato Length x Width x Thickness (inch): 9.50 x 6.00 x 0.38 n vo r 44 } j i y XSII11iw FF Y V 4 - r^ 0 .ttllryt.{t , 0 Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibility. Simpson Strang -fie Cmnpripy Ina. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongLie.com Y 11TIM! " O', Anchor Designer"m Software Version 2.4.5673.30 ;Figure 2> Company: Summit Structural Design Dale: 9130/2015 Engineer: Andy Johnson, P.E. Page: 1215 Project: Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: 1 andy@summitchico.com Recommended Anchor Anchor Name: PAS Pre -Assembled Anchor Bolt - PAB6 (314"O) Input data and results must be chocked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong:Tie Company Ina 5956 W. Los Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fait 925.847.3871 vAm.strongtio.com Company:' Summit Structural Design I Date: 9/30/201.5 Engineer., ' And .Johnson; P.E. I Page: 3/5 Project: 1667.5 Address: 383 Rio Lindo Ave 1!200, Chico, CA 95926 Phone: 530.592:4407 E-mail: I andy@summitchico.com 3. Rhe ult(n0 Anchor Forces Anchor Tension load, Shear load x. Shear load y, Shear load combined, Nue (Ib) Vu.. (ib) Vpey (lb) *t(Vaer)'+ (Vosy)2 (ib) T - 4935.0 1667.5 010 1667.5 2 4935.0 1667.5 0.0 1667.5 3 4935.0 1667.5 0.0 1667.5 4 4935.0 1667:5" 0.0 16675 Sum 19740.0 - 6670.0 0.0 6670.0 Maximum concrete compression strain (%.): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0' Resultant tension force (lb): 19740 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'R, (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'uv (Inch): 0.00 Eccentricity of resultant. shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vr (Inch): 0.00 4. Steel Strength of Anchor in Tension(Sec.. D.S.11 M <0b). q ON. (lb) 19370 0.75 14528 S. Concrete Breakout Strength of Anchorin Tension fSec. D.5.2) Ne'=16A,4 oher"I (Eq. D-7) .6 f' (psi) het (in) No (Ib) 1100 .2500 15.000 72986 ^N#=4(AaglAnco)'11ocnV1.,yi11c,rv1lep,nNb(Seo.0.4:1& Eq. ;D-4) Aw (in?) Am. (in') Y, -d, '/'aro 1'caN Ne (lb) 0 ONcoy.(Ib) 2601.00 2025.00 1.000 1.000 125. 1.000 72986 -0,70 82029 6. Pullout Strength of Anchor In Tension (Sec. D.5.3► ON, = 071,,PNo='QP,PMvro (Sec. D.4.1, Eq: D-13 & 0-14) ylar' At,,o (in') ro (psi) d dNre (lb) 1.4. 3.56 2500 0.70 69741 input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S+mpsan Sfrorjg 7iv ComILIny Inc. 5956 W. Las Pnsitas Boulevard Pleasanton, CA 04589. Phone: 925.560,8000 Fax: 925:847.3871. www.strongile.coni Anchor DesignerTm I , Software Version 2.4:5673.30 ti. Steel Strength of Anchor in Shear (Sec. D.6.1) . V,. (lb) 09=1 q ANodOVaa (lb) 11625 1.0 0.65 7556 Company: Summit Structural Design I Date: 9/30/2015 Engineer Andy Johnson, P.E. I Page: 4i5 Project: Design Strength, o% (ib) Address: 383 Rio Undo Ave #200, Chico,:CA 95926 Phone: 530:592.4407 E-mail: 1 aiidy@summitchico.com 9. Concret0 B of Anchor in Shear (Sec. 13.6,2), -Shear Forces (Sec D.71 Shear perpendlcular to edgein.x-direction: Factored Load, N;;. (lb) Design Strength, o% (ib) Ratio Status Vb= mini7(i./,de)°a Jde%e)If'oCnt�: 9.ldl'eCat'si (Eq, D 33,6 Eq. 0-34) 4935 14528 0.34 Pass (Governs) le (in) d. (in). 21 l'0 (Psi) c,,t (in) Vb, (lb) 82029 0.24 Pass 6.00' 0.75 1.00 2500 24.00 52909 69741 0.07 Pass 4V = ¢ (Avg/Avm)'/>oav1[1.*v'1rvYnvVb, (Sec. D.4.1 6 Eq.. D-31) Factored Load. Vu,, (lb) Design Slrength,,oy,. (lb) Ratio Status Ao.:(W) Avco (ilii 'I'MV W d.V Y'a:G Y'n.v V6. (lb) 0 OWb?. (lb) 2376.00 2592.00 1.000 0.958 1.400 1.000 52909 0.70 45549 Shear parallel to edge in x -direction: 3335 95060 0.04 Pass Vey = minl7(1./de)o'74d.A.drecat13; (Eq. D-33 & Eq. D-34) 6670 164057 0.04 Pass 4:(in) da (In) 40 rc (psi) c.t. (in) Ver (lb) Permissible Status Sec. D.7.3' 0.34 6.00 0.75 1.00 2500 24.00, 52909 1.2 Pass OVaqr:=0.(2)(A«/Avm)fezv!I'oavY1c,vY"RvViyjSec. D.4:1 8 Eq D-31) AW(M)") Avco (ino) 'I'M V 'AOd.v Y'c,V Wk Vqr (lb)0 OVcbg, (lb) 2376.00 2592.00 1.000 1.000 1.400 1.000 52909 0.70 95060 -10. Concrete Prvout Strength of Anchor In Shear (Sec. D.6.31 Oy.m,=QkcyNcbq= dkca(A+vc/Aono)Y'ctrY'ed,NY'trtY'ctaroNe(Eq. D-41) kw, :Aft (int) Art.o (in*) 'tjla o Yed,N. 'l'e,r.' Y'rpm Nb (ib) d OVpr (lb) 2.0 2601.00 2025.00 1.000 1.000 1.250 1.000 72986 0.70 164057 11. Results Interaction of Tongile and -Shear Forces (Sec D.71 Tension Factored Load, N;;. (lb) Design Strength, o% (ib) Ratio Status Steel 4935 14528 0.34 Pass (Governs) Concrete breakout 19740 82029 0.24 Pass Pullout 4935 69741 0.07 Pass Shear. Factored Load. Vu,, (lb) Design Slrength,,oy,. (lb) Ratio Status Steel 1668 7556 0.22 Pass (Governs) T.Concrete breakout x+ 6670 45549 0.15 Pass 11'Concfete breakout y- 3335 95060 0.04 Pass Pryout 6670 164057 0.04 Pass Interaction.check Naa/aNa V,,./oV. Combined Ratio Permissible Status Sec. D.7.3' 0.34 0.22 56.0% 1.2 Pass PAB6: (3/4"0) with hof = 15.000 inch meets'the selected design criteria. Input data and.results must be checked for agreement With the existing Circumstances, the standards and guidelines must be checked (or plausibility, S1n?pSan'Slrgt±0 7ie'rurpjuiny it,c, 5956 W. Los Positas Boulevard Pleasanton; CA 94588, Phone: 925.560.9000 Fax: 925.647.3871 www.strohb1ie.com I Ga-rco Building : ® Systems A Division of Robertson-Ceco II Corporation • DESIGN PACKAGE • ACCREDITED AC472 fl/61D F)?AM L l/NE1 PA GLC /D BUTTE COUNTY NOV 0 6 2015 DEVELOPMENT SERVICESL PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES CODE COMMPLIANCE DATE �,k (47/7 VIM d1 cV IG -systems ACCREDITED ' AC472 -' f)rvi5ion of f2obertsorl;rC%co 11 Corpoafiori office: (Soo) 9a1-2291 (509) 244-5611 2714 S. Garfield Road Fax: (509) 244-2850 Airway Heights, WA 99001-9595 http://www.garcobuildings.com August -03, 2015 The Steel Builder •1351 Mangrove Avenue - Suite A, Chico, California 95926 14-B-93537 WRIGHT 1495 Grand Avenue Oroville, California 95965 US 40'-0" x 60'-0" x 16'-0" To Whom It May Concern: this is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet.. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with • the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Garco Building Systems. The attached design criteria information is to remain with and form.part of this • Lett.er of Certification. The calculations and the metal building they represent are the product of Garco Building.Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Garco Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project.- Cordially, roject:Cordially, 0 Garco Building Systems Materials for Metal Buildings An NCI Company Dustin L. Cole, Vice President Standards .08/03/15 14-B-93537 Mailing Address: Garcoo Building Systems '2714 S. Garfield Road Airway Heights, WA 99001 Page l of 2 Office: (800) 941-2291 (509) 244-5611 Fax: (509) 244-2850 0 F. E3uil in.g, . t .. ® �y erns hAamon of Robertson,-Ceco 1.1 Co?porafioti. 2714 S. Garfield Road Airway Heights, WA 99001-9595 Building Code ...... CBC 13 Risk Category ........................ I - Low ACCREDITED AC472` Office: (800) 941-2291 (509) 244-5611 Fax: (509) 244-2850 http://www.garcobuildifigs.com Roof Dead Load Superimposed .................... 2.050 psf Collateral ...................... 0.500 psf • Roof Live Load ....................... 12/20.00 psf Snow Ground Snow Load (Pg)........... 0.'00 psf .Snow Load Importance Factor (Is) 0.80 Flat Roof Snow Load (Pf)...... .. 0.00 psf Snow Exposure Factor (Ce)..:.... 1.00 0 Thermal Factor (Ct)...... 1.00 Wind Ultimate Wind Speed ................ 110 mph Nominal Wind Speed (Vasd).......... 85.21 mph (IBC Section 1609.3.1) Wind Exposure Category .......... C Internal Pressure Coef (GCpi) 0.55/-0.55 Loads for components not provided by building manufacturer Corner Areas 32.833 psf pressure -40.924 psf suction Other Areas 32.833 psf pressure -34.871 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind.loads. • Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category......... D Soil Site Class ................. D Stiff Soil Ss ...:.......................... 0.5950 g Sds ..... 0.5252 g Sl .............................. 0.2614 g Shc ..... 0.3268 g Analysis Procedure. ............. Equivalent Lateral Force Column Line All All(Front) All(Back) Basic Force Resisting System C4 B3 B3 Response Modification Coefficient (R) 3.25 3.25 3.25 System Over -Strength Factor (Omega) 3.0000 2.0000 2.0000 Seismic Response Coefficient (Cs) 0.162 0.162 0.162 • Design Base Shear in kips (V) Transverse 2.57 Longitudinal 2.29 Basic Structural System (from ASCE 7-10 Table 12.2-1) H - Steel System not Specifically Detailed for Seismic Resistance C4 - Steel Ordinary Moment Frames B3 - Steel Ordinary Concentric Braced Frames G2 - Cantilevered Column System 14-13-93537 Page 2 of 2 Mailing Address: Office: (800) 941-2291 Garco® Building Systems (509) 244-5611 2714 S. Garfield Road Fax: (509) 244-2850 Airway Heights, WA 99001 N i DESIGN PACKAGE BUILDER The Steel Builder CUSTOMER: WRIGHT JOB NUMBER: 14-B-93537 Original Design Completed thru Change Order # 00 Revision Mistory Update Date Rev # Reactions Reason for Revision Pages Revised Eng. Revised Project Engineer: Srikanth Sikha (Fairview) Checking Engineer: N S Shanker Sastry Signing Engineer: Dustin Cole, P.E. r 14-B-93537 FRAMING SUMMARY: Roof 8/ 3/15 0:11am --------___ - PURLIN�LAYOUT: N -------------- + w :_Surface Purlin.. Surf Ext Stub Purlin Total Peak-Set_Space- Id. Type. Left Right Left_Right Rows --------------- Space Space Row , ----- ----- ---- ----- ----- 2_ ZB ' "0.00 0.00 N N 4 ----- ----- 1.33 4.68 --- 4 3'• ZB 0.00 0.00 N N 4' - 1.33 4.68 4 PURLIN LOCATION: Surface Purlin Surf Id Id Offset Space ------ ------ ------ ----- 2 1 4.68 4.68 2 9.37 4.68 3 14.05 4.68 4 18.74 4.68;,_.';_ 20.07 1.33 3 1, 1.33 1.33 • 2 6.02 4.68 3 10.70 4:68 4 15.39 4.68 20.07 4.68 PURLIN & EAVE STRUT SIZE: I ------------------------- Surface Bay -Purlin Lap- IS'Flg Eave Id Id Part Left Right Strap Strut 2 1 10X25Z13 3.00 0• 10ES11,14 2 10X25Z13 3.00 0 10ES1L14 • 3 l' 10X25Z13 3.00 0 10ES1L14 2 l0X25Z13 3.00 0 10ES1L14 ROOF BRACING: ------------- Bay Attach_Locate Id Start End Type, Part Dia --- -----= ------ ------------- ----- 0.0.0 20.00 Cable WC4 0.250 _ _- 20.00 40.00 Cable WC4 0.250 BOLT AT EAVE STRUT: ------------------- W"all Frame _ Lin e LapBolt-Size ------ . , • Id Id Type Plate No. Type Dia Washer 2, l RF - 2 A325 0.500 0 2 2 RF N 2 A325 0.500 0 2 3 EW, - 2 A325 0.500 0 4 1 RF - 2 A325 0.500 0 4 2 RF N 2 A325 0.500 0 • 4 3 EW - 2 A325 0.500 0 PURLIN ANTI -ROIL: 'Surf Line Ds_ARoll No. " Id Id AntiRoll Type Id Purlin Purlin_Id . ---- ---- 2 RF ----------- Clipw/g usset -------- ------ -------------------- @005 1 4 2 R_EW Clip w/gusset @002 1 4 3 RF Clip w/gusset @005 1 1 3 R EW Clip w/gusset @002 1 1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 14-B-93537 FRAMING SUMMARY: Left Endwall 8/'3/15 O:llam COLUMN: Column Grid Base _Clip_Bolts ---Top_Bolts--- Id Offset Line Part Length No. Type Dia No. Type Dia 2 20.00 B WlOX17 16.64 0 2 A325 0.500 �. BASE PLATE: Column -------Plate------ -----------Bolt---------- Base Id Type Width Length Thick Type Dia Gage Row Elev 2 EB 6.00 10.50 0.375 GR36 0.625 3.00 2 0.00 OPENING LAYOUT: --------------- Open -----Bay----- ------- Opening_Size------ Id Id Offset Width Height Sill Note 1 1 6.00 12.00 12.00 0.00 . 2 2 2.00 12.00 12..00 0.00 OPENING JAMB/HEADER/SILL: ------------------------- Open Bay Id Id Member Offset Locate Part Length . 1 1 Jamb -L 6.00 0.00 8F25C14 16.50 Jamb -R 18.00 0.00 8F25C14 17.50 Header 12.00 6.00. 8F25C16 12.00 2 2 Jamb -L 2.00 0.00 8F25C14 17.50 Jamb -R 14.00 0.00 8F25C14 16.50 Header 12.00 2.00 8F25C16 12.00 • GIRT LAYOUT: ------------- Bay Bay_Offset --Support- ----Lap---- Fig Id Locate Type Part Start End Left•Right Left Right Rot 1 7.33 ZF 8X25Z16 0.00 6.00 Col Jamb 0.00 0.00 D 7.33 ZF 8X25Z16 18.00 20.00 Jamb Col 0.00 0.00 D . 12.50 ZF 8X25Z16 0.0.0 •6.00 Col Jamb 0.00 0.00 D 12.50 --- ------ IZF 8X25Z16 18.00 20.00 Jamb' Col 0.00 0.00 D 2 7.33 ------------ ZF 8X25Z16 ----- ----- ---- ----- 0.00 2.00 Col Jamb ----- ----- 0.00 0.00 --- D 7.33 ZF 8X25Z16 14.00 20.00 Jamb Col 0.00 0.00 D 12.50 'ZF 8X25Z16 0.00 2.00 -Col Jamb 0.00 0.00 D 12.50 ZF 8X25Z16 14.00 20.00 Jamb Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: No._Brace/Bay + 1 2 0 0 14-B-93537 FRAMING SUMMARY: Right ------------ Endwall 8/ 3/15 0:11am RAFTER: Rafter Surf Id Id Part Length ---- 1 2 12F25C12 20.07 2' 3 12F25C12 20.07 RAFTER SPLICE: • -------------- -Surface- ---Plate--- Bolt Bolt Bolt ..---Top--- --Bottom- Id Locate Type Width Thick Type Dia -- ------ ---- ----- Gage Row Space Row Space ----- ----- ----- 3 0.00 M 6.00 0.375 A325 0.625 ----- --- ----- 3.50 2 4.00 --- 2 ----- 4.00 COLUMN: • Column Grid Base_Clip_Bolts---Top_Bolts--- Id Offset Line Part Length No. Type Dia No. Type Dia 1 0.83 A 8F25C16 14.22 0 4 A325 0.500 2 20.00 B 8F35C12 15.81 0 4 A325 0.500 3 39.17 C 8F25C16 14.22 0 4 A325 0.500 • BASE PLATE: Column-------Plate-----------------Bolt---------- Base Id Type Width Length Thick Type Dia Gage Row Elev 1 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 2' EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 . 3 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 GIRT LAYOUT: ------------ Bay. Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End --- ------ ---- Left Right Left Right Rot • -------- ----- ----- 1 7.33 ZF 8X35Z13 0.00 20.00 ---- ----- ----- ----- Col Col 0.00 0.00 --- D 12.50 ZF 8X35Z14 0.00 20.00 --- ------ ---- Col Col 0.00 0.00 D -------- ----- ----- 2. 7.33 ZF 8X35Z13 0.00 20.00 ---- ----- ----- ----- Col Col 0.00 0.00 --- D 12.50 ZF 8X35Z14 0.00 20.00 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: • -------------------- No._Brace/Bay 1 2 0 0 WALL BRACING: • --Bay Brace_Height Id Bot Top Type Part Dia ----- ------ -------------- -------- ----- 2 0.00 15.81 Cable WC4 0.250 -------------------------------------------------------------------------------- 14-B-93537 FRAMING SUMMARY: Front Sidewall 8/ - 3/15 0:11am GIRT LAYOUT: ------------ Bay Bay_Offset --Support-. ----Lap---- Flg Id --- Locate Type Part Start End Left Right Left Right Rot 1 ------ 7.33 ------------ ZB 10X25Z13 ----- 1.25 ----- 30.00 ---- ----- Col Col ----- 0.00 ----- 2.33 --- D --- 11.33 ------ ZB 10X25Z14 ---- 1.25 30.00 Col Col 0.00 2.33 D 2 7.33 -------- ZB 10X25Z13 ----- 0.00 ----- 30.00 ---- ----- Col Col ----- 2.33 ----- 0.00 --- D 11.33 ZB 10X25Z14 0.00 30.00 Col Col 2.33 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1- 2 0 1 0 WALL BRACING: ' ------------- Bay Brace Height Id ----- Bot ------ Top Type -------------- Part -------- Dia ----- 2 0.00 16.00 Cable WC4 0.250 . 14-B-93537 -- ----FRAMING SUMMARY: ----------------------------------- Back --Sidewall------------8/-3/15 0:11am GIRT LAYOUT: , Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot ------ ------------ ----- ----- ---- ----- ----- ----- --- 1 7.33 ZB 10X25Z13 0.00 30.00 Col Col 0.00 2.33 D 11.33 ZB 10X25Z14 0.00 30.00 Col Col ---- 0.00 2.33 D --- 2 ------ 7.33 ------------ ZB 10X25Z13 ----- 0.00 ----- 28.75 ----- Col Col ----- 2.33 -----• 0.00 --- D 11.33 ZB 1OX25Z14 0.00 28.75 Col Col 2.33 0.00 D • GIRT INSIDE FLANGE BRACE: No. Brace/Bay 1- 2 0 0 • WALL ------------- BRACING: Bay Brace_Height Id Bot Top Type Part Dia 1 0.00 16.00 Cable WC4 0.250 M • ________________________________________________________________________________ 14-B-93537 FRAMING SUMMARY: Rigid Frame 1 8/ 3/15 0:11am 1 LAYOUT: Type RF No. Line 1 Frame Line Id 1 Grid Line Id 1 " MEMBER: Surf Mem Seg Flange Flange -Web_Depth- -Plate_ Thickness - Id Id Id Part Length Width Start End Web O-flg I-flg ---- --- 1 1 ----------- ------ 1 15.21 ------ 5.00 ----- ----- 9.00 13.00 ----- ----- 0.134 0.250 ----- 0.250 2 2 2 17.99 5.00 8.00 8.00 0.134 0.250 0.250 3 3 3 17.99 5.00 8.00 8.00 0.134 0.250 0.250 4 4 4 15.21 5.00 13.00 9.00 0.134 0.250 0.250 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt To BOttOm- Id Locate -- ------ Type. Width Thick Type ---- ----- ----- ----- Dia ----- Gage Row ----- --- Space Row ----- Space ----- 2 0.00 VEE 6.00 0.500 A325 0.750 3.00 2 --- 4.00 _2 4.00 3 0.00 -EE' 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.500 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ---Plate--------------Bolt---------- Base Locate ----------- Type Width Thick Type ---- ----- ------ ----- Dia ----- Gage Row ----- ---- Elev Lt Column P 6.00 0.375 GR36 0.750 4.00 2 ----- 0.00 . Rt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 FLANGE BRACE: ------------- Surf No. Id •Locate Side Part Clip • BEARING STIFFENER: ------------------ Locate Width Thick Lt Column 2.50 0.250 Rt Column 2.50 0.250 14-B-93537 FRAMING SUMMARY: Rigid Frame 2 8/ 3/15 0:11am LAYOUT: . Type RF No. Line 1 , Frame Line Id 2 Grid Line Id• .2 MEMBER: Surf Mem Seg Flange Flange -Web -Depth- -Plate-Thickness- Id Id ---- --- Id Part Length --'-------- ------ Width ------ Start End ----- ----- Web 0-flg ----- ----- I-flg ----- r• 1 1 1 15.21 5.00 9.00 15.00 0.134 0.250 0.250 2 2 2 17.87 5.00' 15.00 15.00 0.134 0.250 0.250 ' 3 3 3 17.87 5.00. 15.00 15.00 0.134 0.250 0.250• 4 4 4 15.21 5.00 15.00 9.00 0.134 0.250 0.250 " SPLICE: k -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ 2 0.00 ---- ----- ----- VEE 6.00 0.500 ---------- A325 0.750 ----- --- 3.00 2 ----- --- 4.00 2 ----- 4.00 3 0.00 -EE 6.00 0.500 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.500 A325 0.750 3.00 2 4.00 2 4.00 a BASE PLATE:. ---Plate--- -----------Bolt---------- Base Locate Type Width Thick Type Dia Gage, Row Elev Lt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 Rt Column P 6.00 0.375 GR36 0.750 .4.00 2 0.00 FLANGE BRACE: f - ------------- Surf No. Id Locate: Side Part Clip ---- ------ ------------ ------ 1 1 1 L2X2X14G 2 1 .. 1 L2X2X14G 2 3 1 L2X2X14G 2 4 1 L2X2X14G 3 1 1. L2X2X14G ' 3 2 1 L2X2X14G 3 4 1_ L2X2X14G 4 1 1 L2X2X14G BEARING STIFFENER: ------------------ Locate Width Thick. Lt Column 2.50 0.250 Rt Column 2:50 0.250 ' r ♦1 .f r ' r ♦1 .f ' r ♦1 I oTj I r . W " I f I I � M i —ds —A 11 oe ' r ♦1 ' r i a -dS I I � 1 ' U r arm 4 i i a -dS I I � 1 ' U r arm 4 14-B-93537 Design Loads For Building Components: 8/ 3/15 0:11am FRONT SIDEWALL: --------------- BASIC LOADS: ----- Edge_Strip_Ratio----- Basic Wind Load Ratio Zone Col/ ' Wind Deflect Factor Width Girt Panel Jamb 22.6 1.00 0.60 4.00 1.05 1.17 1.05 WIND PRESSURE/SUCTION: Wind Wind Wind PressSuct Long 28.1 -30.0 Girt/Header 3,2.8 -34.9 Panel 28.1 -30.0 Jamb 34.0 -22.6 Parapet BACK SIDEWALL: --------------- BASIC LOADS: ----- Edge_Strip_Ratio----- Basic Wind -Load -Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 22.6 0.43 0.60 4.00 1.05 1.17 1.05 • WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 28.1 -30.0 Girt/Header 32.8 -34.9° Panel 28.1,-30.0 Jamb . 34.0 -22.6 Parapet LEFT ENDWALL: BASIC LOADS: ---- Edge_Strip_Ratio---- • Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Zone I Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.1 0.5 18.0 0.0' 0.0 22.6 0.43 0.60 4.00 1.05 1.17 1.05 BASIC LOADS AT.EAVE:' Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic -2.00 0.21 0.00 0.00 0.00 WIND PRESSURE/SUCTION: ' Wind Wind Press Suct 28.1 -30.0" Column 28.1 -30.0 Girt/Header 28.1 -30.0 Jamb 32.8'-34.9 Panel 34.0 -22.6 Parapet • k • G `J 0 U 34.0 -22.6 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind 1 Wind 2 Wind _2 Long Surface Id Left Right Left Right Left Right Wind Friction" 1 -0.05 -0.90 1.05 0.20 -0.05 -0.92 -1.01 0.00 2 -1.42 -0.99 -0.32 0.11 -1.42 -0.99 -1.42 0.00 3 -0.99. -1.42 0.11 -0.32 -0.99 -1.42 -0.99 0.00 4 -0.90 -0.05 0.20 1.05 -0.92 -0.05 -1.01 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add-Snow- Wind 1 Wind 2 Long_Wind Column Wind No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct 29 1 1.00 1.00 1.00 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 2 1.00 1.00 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 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 0.00 0.00.1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 •0.00 0.45 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.000.00 0.00 0.45 9 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 10 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 12 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 13 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.60 0.60 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.60 0.00 0.00 0.00 0.00 0.60 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00' 0.00 0.60 22 1.07 1.07 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 23 1.07 1.07 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 24 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 25 1.05 1.05 0.75 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 26 1.05 1.05 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 27 1.05 1.05 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 28 0.53 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 29 0.53'0.00 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 RAFTER DESIGN LOADS: Load--Add-Snow- Wind 1 Wind 2 Long Aux -Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 18 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.000.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 10 0.60 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 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 .1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.750.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 17 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 • • 0 0 • J-9 18 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 AUXILIARY LOADS: No. Aux Aux No. Add -Load Aux Id Name Load Id Coeff 2 1 ElPAT_LL_1 1 1 1.00 2 E1PAT LL 2 1 2 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co Dll D12 Dist 2 1 2 'U_LIVE D -0.01 -0.01 0.08 0.00 20.07 2 3 U_LIVE D -0.01 -0.01 -0.08 0.00 20.07 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 20.00 1.00 20.07 0.70 WINDRI - 3 2 0.07 0.70 20.07 1.00 WINDL2 R 2 2 20.00 1.00 20.07 -0.34 WINDR2 R 3 2 0.07 -0.34 20.07 1.00 WINDL2 C 2 2 20.00 1.00 20.07 0.70 WINDR2 C 3 2 0.07 0.70 20.07 1.00 RIGHT ENDWALL:- -------------- BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.1 0.5 18.0 0.0 0.0 22.6 0.43 0.•60 4.00 1.05 1.17 1.05 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 2.00 0.21 0.82 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind .Press Suct 28.1 -30.0 Column 28.1 -30.0 Girt/Header 28.1 -30.0 Jamb 32.8 -34.9 Panel 34.0 -22.6 Parapet 434.0 -22.6 Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind -1 Wind 2 Wind -2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 -0.05 -0.90 1.05 0.20 -0.05 -0.92 -1.01 0.00 2 -1.42 .-0.99 -0.32 0.11 -1.42 -0.99 -1.42 0.00 3 -0.99 -1.42 0.11 -0.32 -0.99 -1.42 -0.99 0.00 4 -0.90 -0.05 0.20 1.05 -0.92 -0.05 -1.01 0.00 COLUMN & BRACING DESIGN LOADS: Load --Live-----Add-Snow- Wind -1 Wind -2 Long_Wind Column -Wind Long 'Trar. No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct •Seis Seis 29 1 1.00 1.00 1.00 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 0.0C 2 1.00 1.00 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 6.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0100 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 4 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 • 6 0 C, J 0 0 RAFTER DESIGN LOADS: Load--Add-Snow- Wind -1 Wind -2 Long Aux -Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 18 1 1.00 1.30 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 10 0.60 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 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 17 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 18 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 AUXILIARY LOADS: No. Aux Aux No. Add -Load Aux Id Name Load Id Coeff 2 1 E2PAT_LL_1 1 1 1.00 2 E2PAT LL 2 1 2 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co D11 D12 Dist 2 1 2 U_LIVE D -0.27 -0.27 0.08 0.00 20.07 2 3 U LIVE D -0.27 -0.27 -0.08 0.00 20.07 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 20.00 1.00 20.07 0.70 5 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.0C 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 9 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 10 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 12 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 13 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 O.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 O.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 O.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 O.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 O.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 O.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 O.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 O.00 22 1.07 1.07 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 0.7C 23 1.07 1.07 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 -0.7C 24 '1.05 1.05 0.75 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 0.52 25 1.05 1.05 0.75 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 -0.5- 26 1.05 1.05 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 0.5�- 27 1.05 1.05 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 -0.5- 28 0.53 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 0.7C 29 0.53 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 -0.7C RAFTER DESIGN LOADS: Load--Add-Snow- Wind -1 Wind -2 Long Aux -Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 18 1 1.00 1.30 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 10 0.60 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 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 17 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 18 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 AUXILIARY LOADS: No. Aux Aux No. Add -Load Aux Id Name Load Id Coeff 2 1 E2PAT_LL_1 1 1 1.00 2 E2PAT LL 2 1 2 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co D11 D12 Dist 2 1 2 U_LIVE D -0.27 -0.27 0.08 0.00 20.07 2 3 U LIVE D -0.27 -0.27 -0.08 0.00 20.07 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 20.00 1.00 20.07 0.70 1 • WINDRI - 3 2 0.07 0.70 20.07 1.00 WINDL2 R 2 2 20.00 1.00 20.07 -0.34 WINDR2 R 3 2 0.07 -0.34 20.07 1.00 WINDL2 C 2 2 20.00 1.00 20.07 0.70 ` WINDR2 C 3 2 0.07 0.70 20.07 1.00 ROOFDES: , BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_Load_Ratio Surface Seis % Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 2.1 0.5 20.0 0.0 0.0 22.6 0.43 r 0.60 0.00 1.000 0.00 WIND PRESSURE/SUCTION: • Wind Wind Wind Press Suct Suct-Roof 17.0 -32.8 Purlins 0.0 -37.81 Gable Extensions 19.2 -35.1 Panels 21.5 5.9 -15.6 Long Bracing, Building 26.3 2.7 Long Bracing, Wall Edge Zone 34.0 -22.6 18.1 Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--1- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 4.00 1.00 1.14 1.00 1.52' 4 4.00 0.00 1.00 1.14 1.00 1.52. 5 0.00 4.00 1.00 1.14 1.00 1.52 7 4.00 4.00 1.00 1.14 1.00 2.16 8 4.00 4.00 1.00 1.14 1.00 2.16 . 3 6 1 0.00 0.00 1.00 1.00 1.00 1.00' 3 0.00 4.00 1.00 1.14 1.00 1.52 5 0.00 4.00 1.00 1.14 1.00 1.52 6 4.00 0.00 1.00 1.14 1.00 1.52 9 4.00 4.00 1.00 1.14 1.00 2.16 10 4.00 4.00 1.00 1.14 1.00 2.16 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 3 1 1 0.00 0.00 1.00 1.00 1.00 1.00 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin . Id Id Zone Id Width Length Suct 1 2 1 1. 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 • 2' 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN'DESIGN LOADS: Surf --Load- --Add Snow-, Wind Wind Aux Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 9 1 .1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 e' 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00. 1.00 0.00 1.00. 0.00 1.00 0.00 0.00 0.00 0 0.00 .5 1.00 1.00 0.75 0.00 0.00. 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0" 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 . 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00. 3 9 1 11.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00, 0.00 0 0.00 0 6 0 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 BRACING DESIGN LOADS: --Load---Add-Snow- Wind wind Seis Aux -Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 14 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.60 0.00 0 '0.00 4 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.60 :0.00 0 0.00 6 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 11 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 12 1.05 1:05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 13 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 14 0.5.3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 RIGID FRAME # 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 2.0 0.5 12.0 0.0 0.0 22.6 0.43 0 BASIC LOADS AT EAVE: Seismic Weak_Axis L Weak_Axis R --Torsion----EW-Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --wind 1 --- Id Left Right 1 -0.05 -0.90 2 -1.42 -0.99 3 -0.99 -1.42 4 -0.90 -0.05 --Wind_2--- Long Wind Surface Left Right 1 2 Friction 1.05 0.20 -1.00 -1.00 0.00 -0.32 0.11 -1.24 -0.92 0.00 0.11 -0.32 -0.92 -1.24 0.00 0.20 1.05 -1.00 -1.00 0.00 --Wind - --Wind - Long wind --Seismic- Lt Rt Lt Rt Lt Rt Long Tran 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 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 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 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 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 DESIGN LOADS: • -Load- ---Live--- --Add Snow - No. Id Dead Coll Roof Floor Snow Drift Slide Rain 68 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 7 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 8 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 9 1.00 1.00 0.00 0.00 1.00.0.00 1.00 0.00 10 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 --Wind - --Wind - Long wind --Seismic- Lt Rt Lt Rt Lt Rt Long Tran 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 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 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 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 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 • 6, 0 • 16 1.00 1.00 0.00 0.00 0.75 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 0. 17 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 18 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 19 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 20 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. ,23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0. 25 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0. 26 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0. 27 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0. 28 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0. 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0. 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 34 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 35 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 38 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 40 1.00 1.00 0.00 0.00 0.75 0.15 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 41 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0. 43 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0. 44 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.'00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0. 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0. 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0. 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0. 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0•.00 0.00 0 0. 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0., 53 1.07 1.07 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 0.70 0.00 0 0. 54 1.07 1.07 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 -0.70 0.00 0 0. 55 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0. 56 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0. 57 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0. 58 1.05 1.,05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 0. 59 1.05 1-.05 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 0.53 0.00 0 0. 60 1.05 1.05 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 -0.53 0.00 0 0. 61 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0. 62 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0. 63 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0. 64 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0. 65 0.53 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 0.70 0.00 0 0. 66 0.53 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 -0.70 0.00 0 0. 67 0.53 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 0.70 0.00 0.00 0 0. 68 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.70 0.00 0.00 0 0. STEPPED LOAD COEFFICIENTS: BasicSurf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 20.00 1.00 20.07 0.70 WINDRI 3 2 0.07 0.70 20.07 1.00 WINDL2 2 2 20.00 1.00 20.07 -0.34 WINDR2 3 2 0.07 -0.34 20.07 1.00 RIGID FRAME # 2: --------------- 0 BASIC LOADS: Basic Deft Temperature Dead Coll Live Snow Rain Wind Ratio Change 2.0 0.5 12.0 0.0 0.0 22.6 0.43 0 BASIC LOADS AT EAVE: Seismic weak_Axis L Weak_Axis R --Torsion----EW-Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 0.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf--Wind_1-----Wind-2--- Long_wind Surface Id Left Right Left Right 1. 2 Friction 1 -0.17 -0.95 1.07 0.29 -1.00 -1.00 0.00 2 -1.24 -0.92 -0.14 0.18 -1.24 -0.92 0.00 3 -0.92 -1.24 0.18 -0.14 -0.92 -1.24 0.00 4 -0.95 -0.17 0.29 1.07 -1.00 -1.00 0.00 r DESIGN LOADS: -Load- --- Live---Add_Snow- --Wind - --Wind 2- Long Wind --Seismic- Aux Lc No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Cc 68 1 1.00 1.00 1.00 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 0. 2 1.00 1.00 1.00 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 0. 3 1.00 1.00 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 0. 4 1.00 1.00 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- 0. 5 1.00 1.00 0.00 0.00 1.00 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 0. 6 1.00 1.00 0.00 0.00 1.00 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 0. 7 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 8 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 9 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 A. 10 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 11 1.00 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 0. 12 1.00 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 0. 13 1.00 1.00 0.75 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 0. 14 1.00 1.00 0.75 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 0. 15 1.00 1.00 0.00 0.00 0.75 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 0. 16 1.00 1.00-0.00 0.00 0.75 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 0. 17 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 18 1.00 1.00 0.00 0.00 0.75 0.75. 0.00 0.00 0.00 0.00 0.000.00 0.'00 0.00 0.00 0.00 0.00 0 0. 19 1.00 1.00 0.00 0.00 0.75 0.00 •0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 20 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0,.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0. 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0. 25 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0. 26 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0. 27 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0. 28 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0. 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0•. 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0. 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 34 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 35 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 38 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 40 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0, 0. 41 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0, 0. 42 1'.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0:00 0.00- 0.00 01 0. 43 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0`, 0. 44 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0. 45 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.000.00 0.00 0.00 0.00 0.00 0.00 0 0. 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 .0.00 0.00 0.00 0 0. 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00•,0.00 0 0. 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00'0.00 0.60.0.00 0.00 0.00 0.00 0 0. 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0. 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0, 0. 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00.0.00 0.00 0.60 0.00 0.00 0.00 0 ._0. 53'1.07 1.07 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. 0.70 0.00 0 0. 54 1.07 1.07 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 -0.70 0.00 0 0. 55 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0. 0. r 56 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0. 57 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0. 58 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 0. 59 1.05 1.05 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 0.53 0.00 0 0. 60 1.05 1.05 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 -0.53 0.00 0 0. 61 1.05 1.05 0.75 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0. 62 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0. • 63 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0. 64 1.05.1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00'0.00 0.00 0.53 0.00 0.00 0 0. 650.53 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 0.70 0.00 0 0. 66'0.53 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 -0.70 .0.00 0 0. 67 0.53 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 0.70 0.00 0.0.0 0 0. 68 0.53 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 0.70 0.00 0.00 0 0. STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 20.00 1.00 20.07 0.74 WINDRI 3 2 0.07 0.74 20.07_ 1.00 WINDL2 2 2 20.00 1.00 20.07 -1.29 WINDR2 3 2 0.07 -1.29 20.07 1.00 r U 14.-B-93537 Reactions, Anchor Bolts, & Base Plates: 8/ 3/15 0:11am --------- ----------- ------- ----- ----- ----------Foundation_Loads(k )----- --------- ----------------- Frame Col Max_Pos_Val Max_Neg_Val Anc._Bolt Base Line ----- Line Id Horz Vert Id Horz Vert' ------ -- ----- ----- No. Diam Width _Plate Len Thick 1 -- ----- ----- B 9 3.0 0.2 10 -2.8 0.2 --- 4 ----- 0.625 ----- ----- 6.00 10.50 ----- 0.375 . ----- 11 0.0 0.3 ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 3 A 12 0.0 -2.3 12 0.0 -2.3 2 0.625 7.00 8.00 0.250 1 0.0- 2.6 3 B 12 2.7 -6.3 10 -2.5 -5.4 2 0.625 7.00 8.00 0.250 1 0.0 7.6 12 2.7 -6.3 3 C 9 0.0 -3.4 9 .0.0 -3.4 2 0.625 7.00 8.00 0.250 ----- 1 0.0 2.6 ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 1 C 1 1.7 5.0 2 -2.4 -0.8 4 0.750- 6.00 9.50 0.375 3 -2.2 -5.5 1 A 4 2.4 -0.8 1 -1:7 5.0 4 0.750 6.00 9.50 0.375 1 -1.7 5.0 5 2.2 -5.5 . 2 C 6 4.0 2.5 2 -5.1 -0.7 4 0.750 6.00 9.50 0.375 1 3.4 11.4 3 -4.0 -1i.9 2 A 4 5.1 -0.7 7 -4.0 2.5 4 0.750 6.00' 9.50 0.375 1 -3:4 11.4 5 4.0 -11.9 A LOAD COMBINATIONS: ------------------ Id Combination 1 Dead+Collateral+Live, 2 0.6Dead+0.6Wind Left2 3 0:6Dead+0.6Wind_Leftl 4 0.6Dead+0.6Wind Right2 5 0.6Dead+0.6Wind_Rightl 6 Dead+Collateral+0.75Live+0.45Wind_Rightl 7 Dead+Collateral+0.75Live+0.45Wind_Leftl e 8 0.53Dead+0.7Seismic_Right. 9 0.6Dead+0.6Wind_Right2+0.6Wind_Suction 10 0.6Dea•d+0.6Wind_Pressure+0.6Wind Long2 11 1.07Dead+1.07Collateral+0.7Seismic Right 12 0.6Dead+0.6Wind Left2+0.6Wind Suction 14-B-93537 Bracing Reactions Report: 8/ 3/15 0:11am ` BUILDING --------------------------A BRACING REACTIONS: ------Reactions(k )------- . ---Wall-- Col ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc ---- Line Line Horz Vert Horz Vert ----------- ----- ----- ------ ----- ------- Wind Seismic ------- Notes ----- L_EW 1 (h) . F_SW A 2 3 3.15 1.47 1.15 0.54 " R_EW 3 B C 2.14 1.78 0.63 0.52 B SW C 3 2 3.15 1.47 1.15 0.54 (h)Rigid frame at endwall Reaction values shown are unfactored. Maximum load combination factors are: Wind 0.60 Seismic: 0.70 14-B-93537 Additional Reactions Report: 8/ 3/15 ------------- 0:11am Rigid Frame -------------------------------- Column Reactions(k )" Frame_ Col ----Dead--- Collateral ----Live--- Wind Leftl Wind Rightl Line ----- Line ------ Horz Vert Horz Vert Horz 'Vert Horz Vert Horz Vert •1 C ----- 0.3 ----- 1.1�- ----- ----- 0.1 0.2 ----- ----- 1.3 3.8 ----- -3.9'-10.3 ----- ----- 0.6 ----- -6.8 1 A -0.3 1.1 -0.1. 0.2 -1.3 3.8 -0.6 -6.8 3.9 -10.3 2 C 0.6 2.0 0.1 0.4 2.8 9.0 -7.3 -21.9 2.9 -14.8 2 A -0.6 2.0 -0.1 0.4 -2.8 9.0 -2.9 -14,8 7.3 -21.9 Frame. Col Wind_Left2 Wind_Right2 Wind_Longl' wind_Long2 -Seis_Left- Line ----- Line ------ Horz ----- Vert ----- Horz Vert Horz Vert Horz Vert Horz Vert 1 C -4.2 -2.5, 0_31.0 ----- '0.1 -8.2 -S"'--- 0.0 -7.1 -0.4 -0.3 1 A -0.3 1.0 4. - 2 . 5 0.0 -7.1 -0.1 -8.2 -0.4 0.3 2 C -9.1 -3.2 1.1 3.9 0.7 -21.1 0.2 -18.6 -0.8 -0.7 2 A -l:l 3.9 9.1 -3.2 -0.2 -18.6 -0.7 -21.1 -0.8 0.7 • . Frame Col -Seis_Right -Seis_Long- Line Line Horz Vert Horz Vert. ----- ------ ----- ----- ----- ----- ' 1 C 0.4 0.3 0.0 0.0 1 A 0.4 -0.3 0.0 0.0 2 C 0.8 0.7 0.0 -0.7 2 A 0.8 -0.7 0.0 -0.7 Endwall Column Reactions(k ) ----------------------------- Wind Wind Frame Col Dead Press Suct Line Line Vert Horz Horz ----- ---- -- ----- - ----- B B 0.3 -4.7 5.0 - -------------------------------------------- Frame Col Dead Collat Live Wind_Leftl Wind_Rightl Wind_Left2 r ` Line Line Vert Vert Vert Horz Vert Horz Vert Horz Vert ----- 3 A 0.4 0.1 2.2 0.0 4.2 0.0 2.8 0.0 4.2 3 B 1.0 0.2 6.5 2.1 -11.4 0.0 -7.8 2.1 -11.5 3 C 0.4 0.1 2.2 0.0 -0.9 2.1 -5.9 0.0 -0.8 Wind Wind Frame Col Wind_Right2 Press Suct Wind_Longl Wind_Long2 Line Line Horz Vert Horz Horz Horz Vert Horz Vert 3 A 0.0 -2.8 0.0 0.0 0.0 -4.1 0.0 -2.6 3 B 0.0 -7.7 -4.2 4.5 0.0 --9.5 0.2 -9.9 3 C 2.1 -5.9 0.0 0.0 0.2 -2.8 0.0 -3.9 Frame Col Seismic Left Seismic Right -E2PAT_LL_1--E2PAT_LL_2- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ,.. ----- 3 ---- ----- ----- A 0.0 0.0 ----- ----- ----- ----- ----- 0.0 0.0 0.0 2.5 ----- 0.0 -0.3 3 B 0.8 -0.7 0.0 . 0.7 0.0 3.2 0.0 3.2 3 ------------------------------------------------------------------------------ C 0.0 0.7 0.8 -0.7 0.0 -0.3 0.0 2.5 ' 14-B-93537 Seismic Design Report: 8/ 3/15 0:11am Building Data ------------- Code =IBC 12 Length = 60.00 " Width = 40.00 Left Eave Height = 16.00 Right Eave Height = 16.00 Seismic Formula --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R "• Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R) T(Moment_Frame) = 0.257 T(Braced Frame) = 0.160 Shear Force, E = Rho*V �. (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination • Fa*Ss = 0.788 Zone/Design Category= D Ie = 1.000 ` S1 = 0.261 { Sd1 = 0.327 Sds v = 0.525 • Seismic Dead Load, W -------------------- Roof Dead+Collateral= 2.55 (psf ) Frame Dead = 2.00 (psf ) Roof Total = 4.55 (psf ) weight= 10.92 (k ) L_EW Dead = 2.00 (psf ) Weight= 0.67 (k ) ' F_SW Dead = 2.00 (psf ) Weight= 0.96 (k ) R_EW Dead = 2.00 (psf ) Weight= 0.67 (k ) �. B_SW Dead _. 2.00 (psf ) weight= 0.96 (k ) Total = 14.19 (k ) Seismic Forces -------------- Y Roof Bracing R = 3.25, Rho= 1.30 Cs = 0.1617 W = 12.27 (k ) Force, V = 1.98 (k ) Force, E = 2.58 (k ) Sidewall Bracing Front R = 3.25, Rho= 1.30; Omega= 2.00 Cs = 0.1617 . W = 7.09 (k ) Force, V = - 1.15 (k ) Force, Em = 2.29 (k ) Force, E = 1.49 (k ) Back R = 3.25, Rho= 1:30, Omega= 2.00 Cs = 0.1617 W = 7.09 (k ) Force, V = 1.15 (k ) Force, Em = 2.29 (k ) Force, E = 1.49 (k ) ® Endwall Bracing r Right R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1617 W• = 3.90 (k ) Force, V = 0.63 (k ) Force, Em = 1.26 (k ) • Force, E = 0.82 (k ) Rigid Frames R = 3.25, Rho= 1.30 Cs = 0.1617 Frame 1 W = 4.00 (.k ) Force,.V = 0.65 (k ) • Force, E = 0.84 (k ) Frame 2 w = 7.99 (k ) Force, V = 1.29 (k ) Force, E = 1.68 (k ) End Plates Frame R = 3.25, Omega= 3.00 Total Base Shear , Longitudinal , Force, V = •2.29 (k ) • Transverse Force, V = 2.57 (k ) BUM li+ COUNW NOV 0 6 2015 DEVELOPMENT SERVICES g7s- a7Aft Rev. 8/12/14 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES RF_VIt:VV 1"u CODE COM IAN E DATE l I ZS 15 dY - BUILDING SIZE: 40'-0" x 60'-0" x 16'-0" 1.0:1 DATE DESCRIPTION BY I CK'O DSN 8/ 5/15 FOR ERECTOR INSTALLATIONPNR PNR SSK ����0 Building Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Company Airway Heights, WA 99001 (800) 941-2291 O PROJECT: WRIGHT BUILDER /CONTRACTOR RESPONSIBILITIES DESIGN LOADING DRAWING INDEX DATE 8/ 5/IS Drawing Validity - These drawings, supporting structural calculations and design certification are based on theShop Primed Steel -All structural members of the Metal Building System not fabricated of corrosion resistant THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS order documents as of the date of these drawings. These documents describe the material supplied by the material or protected by a corrosion resistant coating are pointed with one' coat of shop primer meeting the INDICATED AND APPLIED AS REOUIRED BY: ISSUE PAGE DESCRIPTION manufacturer as of the date of these drawings. Any changes to the order documents after the date on these performance requirements ofSSPC Paint Specification No. 15. All surfaces to'"receive shop rimer;-are,cle6ned of. p„p- CBC 13 drawings may void these drawings, supporting structural calculations and design certification. The at r.F ry 4e.! •. loose ;rust,.ioose mill scale 'and other foreign matter by using, as a minimum,, the hand, tool .cleaning `,method '''P•" i°"' 0 Cl COVER SHEET Builder/Contractor is responsible for notifying the building authority of all changes to the order documents which SSPC2SP2! (Steel Structures Painting Council) prior to pointing. The coat of shop is intended to the THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE 0 Fl ANCHOR BOLT PLAN result in changes to the drawings, supporting structural calculations and design certification. primer protect steel framing for only o short period of exposure to ordinary atmospheric conditions. Shop Primed steel stored in LOCAL BUILDING DEPARTMENT. the field pending erection should be kept free of the ground and so "positioned as to minimize water -holding FRAME / ROOF DEAD LOAD 0 F2 ANCHOR BOLT REACTIONS Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the 9 9 pockets, dust, mud and other contamination of the primer film. Repairs of damage to primed surfaces and/or SUPERIMPOSED 2.050 PSF manufacturer hos correctly interpreted and applied the requirements of the order documents and constitutes removal of foreign material due to improper field storage or site conditions are not the responsibility of the COLLATERAL (LIGHTS) 0.5 PSF 0 F3 ANCHOR BOLT DETAILS Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product manufacturer. The Manufacturer is not responsible for deterioration of the shop coat of primer or corrosion that y specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of may result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to any 0 E7 ROOF FRAMING PLAN �. standard practice Sept 86 Section 4.2.1) (Mar OS Section 4.4.1) field applied coating. Minor 'abrasions to the shop coat (including galvanizing) caused by handling, loading, shipping FRAME /ROOF LIVE LOAD 12 /20.00 PSF 0 E2 FRONT SIDEWALL unloading and erection after painting or galvanizing are unavoidable. Touch-up of these minor abrasions is the Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project Ions and P P responsibility ( ) P y of the End Customer MBMA 06 IV 4.2.4 RISK CATEGORY I - Low 0 E3 BACK SIDEWALL specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor is responsible for securing all required approvals and permits from the appropriate agency as required. PROJECT NOTES SNOW LOAD 0 E4 LEFT ENDWALL GROUND SNOW 10A0 (Pg) 0.0000 PSF Builder is resoonsible for State. Federal and OSHA safety compliance - The Builder/Contractor is responsible for Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum of 50 SNOW LOAD IMPORTANCE FACTOR0 (Is) 0.8000 E5 RIGHT ENOWALL applying and observing all pertinent safety rules and regulations and OSHA standards as applicable. yield point ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with FLAT ROOF SNOW LOAD (Pf) 0 PSF 0 E6 -E7 FRAME CROSS SECTION Building Erection - The Builder/Controctor is responsible for all erection of the steel and associated work in a minimum specified yield point of 50 ksi. Hot rolled angles, or other than flange braces, conform to ASTM 36 minimum. Hollow structural shaped conform to ASTM A500 grade b, minimum yield point is 42 ksi.for round SNOW EXPOSURE FACTOR (Ce) 1.0 0 DETt-19 STANDARD DETAILS compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, braces, false work or other elements required for erection will be determined, furnished and installed by the HSS and 46 ksi for rectangular HSS. Material properties of cold form light gage steel members conform to the THERMAL FACTOR (Ct) 1.00 erector. (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mor 05 Section 7.10.3) requirements of ASTM A1011 SS Grade 55 or ASTM A1011 HSLAS Class 1 Grade 55, with a minimum yield point of 55 ksi.' WIND LOAD Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal .All bolt joints with A325 Type 1 bolts are specified as snug -tightened joints, unless noted otherwise, in ULTIMATE WIND SPEED 110 MPH Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mor 05 Section 3.3) accordance with the "Specification for Structural Joints using ASTM A325 or A490 bolts, June 30, 2004". WIND EXPOSURE CATEGORY C Pretensioning methods, including turn -of -nut and calibrated wrench are not required unless noted otherwise. Materials by Others -All interface and compatibility of any materials not furnished by the manufacturer are the TOPOGRAPHICAL FACTOR 1.0 responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria interface The manufacturer does not assume any responsibility for the erection nor field supervision of the structure and INTERNAL PRESSURE COEFFICIENT (GCpi) 0.55/-0.55 DRAWING STATUS concerning any between materials if .furnished as a part of the order documents, the manufacturers or any special inspections (including inspection of the high strength bolts ar field welds) os required during assumptions will govern. erection. The coordination and the costs associated for setting up' and Special Inspections are the responsibility ZONE 4, COMPONENT WIND LOADS lOFt2 Correction of Errors -Normal erection operations include the correction of minor misfits by moderate amounts of the Erector, Owner, Architect, or Engineer of Record. 32.833 PSF PRESSURE -34.871 PSF SUCTION FOR APPROVALTHESE DRAWINGS, BEING FOR APPROVAL, ARE BY of reaming, chipping, welding or cutting and the drawing of elements into line through the use of drift pins. Design is based upon the more severe loading of either the roof snow load or the roof live load. ZONE 5, COMPONENT WIND LOAD < 1OFTz DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL Errors which cannot be corrected by the foregoing means or which require major changes in the member 32.833 PSF PRESSURE -40.924 PSF SUCTION REPRESENTATION ONLY. THEIR PURPOSE IS TO configuration should be reported immediately to the owner and fabricator by the erector, to enable whoever is Loads, as noted, are given within order documents and are applied in general accordance with the applicable CONFIRM PROPER INTERPRETATION OF THE PROJECT. responsible either to correct the error or to. approve the most efficient and economical method of correction to be used by others. (AISC Code Standard Practice provisions of the model code and/or specification indicated. Neither the manufacture nor the certifying engioeer ZONES PER ASCE 7-10; FIG. 30.4-1 DOCUMENTS. ONLY DRAWINGS ISSUED . of Sept 86 Section 7.12)(Mar 05 Section 7.14) declares or attests that the loads .as designated are proper for the local g p p provisions that may apply or for site ZONES PRESSURES SHOWN ARE UN -FACTORED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer hos specific parameters. The manufacturer's Engineer's certification is limited to design loads supplied by an RAIN INTENSITY AS COMPLETE. been designed according to the Building Code and specifications and the loads shown on this drawing. Architect and/or engineer of record for the overall construction project. 5 -MINUTE DURATION, 5 -YEAR Modification of the building configuration, such as removing wall panels or braces, from that shown ns these plans could affect the structural integrity of the building. The Metal Building Manufacturer ora Licensed This project is designed using' manufacture's standard serviceability standards. Generally this means that all RECURRENCE (It) 4.0000 IN/HOUR ❑ 5 -MINUTE DURATION, 25 -YEAR FOR CONSTRUCTION PERMIT Structural Engineer should be consulted prior to making any changes to the building configuration shown on stresses and deflections are within typical performance limits for normal occupancy and standard metol .building 6.0000 IN/HOUR RECURRENCE (12) / OUR THESE DRAWINGS, BEING FOR PERMIT, ARE BY these drawings. The Metal .Building Manufacturer will assume no responsibility for any loads applied to the products. If special requirements for deflections and vibrations must be adhered to, then they must be clearly DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED building not indicated on these drawings. stated in the contract documents. "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED Safety Commitment - The Metal Building Manufacturer has a commitment to manufacture quollty building X -bracing (if applicable) is to be installed to a taut condition with all slack removed. Do not tighten beyond SEISMIC LOAD AS COMPLETE. SEISMIC IMPORTANCE FACTOR (le) 1.00 components that can be safely erected. However, the safety commitment and job site practices of the erector this state. are beyond the control of the building manufacturer. It is strongly recommended that safe working conditions Ss 0.5950 Sp, 0.5252 and accident prevention is the top priority of any job site. Local, State and Federal safety and health The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be ❑X FOR ERECTOR INSTALLATION 57 0.2614 SDI 0.3268 standards, whether standard statutory or customary, should always be followed to help ensure worker safety. attached .to the purlin web. This may not be appropriate for heavily concentrated toads. Any attached load in FINAL DRAWINGS FOR CONSTRUCTION. Make certain all employees know the safest and most. productive way to erecta building. Emergency procedures excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using SITE CLASS D should be known to all employees. Dail meetings highlightingsafet procedures ore also recommended. The use y 9e y p concentrated loads and may require separate support members within the roof system. y SEISMIC DESIGN CATEGORY D of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where applicable, are recommended. For purposes of determining lift requirements, no bundles supplied by the Low hazard occupancy: FOR QUESTIONS OR ASSISTANCE CONCERNING ERECTION CALL: manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual The use of the structure is limited to occupancy category I for structures representing a low hazard to ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE member weights of other structural members. If additional information is required contact the customer service humans; including agricultural facilities, temporary facilities and/or minor storage facilities. The resulting 509-444-7126 department. reduction in applied loods would explicitly exclude most industrial or commercial applications, high human PP P y pP 9 TRANSVERSE LONGITUDINAL occupancy or post disaster uses. future use for any category other than occupancy category I will require FRONT BACK MONDAY - FRIDAY 7:30AM TO 5:60PM Foundation Design - The Metal Building Manufacturer is not responsible for the design, materials and' BASIC investigation of the structure by a qualified design professional in order to determine any reinforcement that FORCE RESISTING SYSTEM- C4 83 83 workmanshipof the foundation. Anchor rod plans p prepared by the manufacturer are intended to show only may be required. RESPONSE MODIFICATION COEFFICIENT(R) 3.25 3.25 3.25 location, diameter and projection of the anchor rods required attach the Metal Building System to the Non expandable Main frames ENGINEERING SEAL foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for s The rigid frame at lines 1 are designed as a non -expandable rigid frame. Corresponding frame reactions are SYSTEM OVER -STRENGTH FACTOR 9 9 P 9 P 9 (Oa) 3.0000 2.0000 2.0000 specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete calculated based upon actual tributary area. foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed SEISMIC RESPONSE COEFFlCIENT(C.) 0.762 0.162 0.162 THIS CERTIFICATION COVERS PARTS MANUFACTURED loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 AND DELIVERED BY THE MANUFACTURER ONLY, BLDG DESIGN BASE SHEAR (V) 2.57 (k) 2.29 (k) AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, and A3) THE TRANSVERSE DIRECTION IS PARALLEL TO THE RIGID FRAMES FOUNDATION DESIGN AND ERECTION OF THE BUILDING. Dissimilar Materials - Never allow your roof to come in contact with, or water runoff from, any dissimilar metol ' THE LONGITUDINAL DIRECTION IS PERPENDICULAR TO THE RIGID FRAMES THESE DRAWINGS AND THE METAL BUILDING SYSTEM but not limited to: Copper and Arsenic Salts used in treated lumber, Calcium used in concrete, mortar BASIC FORCE RESISTING SYSTEM - THEY REPRESENT ARE THE PRODUCT OF AN AFFILIATE OF NCI GROUP, INC. - 10943 N. SAM HOUSTON and and grout. C4. STEEL ORDINARY MOMENT FRAME PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL Debris Removal -Any foreign debris such sawdust, dirt, animal droppings, etc. will cause corrosion the ' B3. STEEL ORDINARY CONCENTRIC BRACED FRAMES H. STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE roof, gutters, trim, etc. i left on building surfaces rfaces for a long enough time. The roof should be periodically ly DETAILED FOR SEISMIC RESISTANCE ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. inspected for such conditions and if found, they should be removed. CANTILEVERED COLUMN SYSTEMS BUM li+ COUNW NOV 0 6 2015 DEVELOPMENT SERVICES g7s- a7Aft Rev. 8/12/14 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES RF_VIt:VV 1"u CODE COM IAN E DATE l I ZS 15 dY - BUILDING SIZE: 40'-0" x 60'-0" x 16'-0" 1.0:1 DATE DESCRIPTION BY I CK'O DSN 8/ 5/15 FOR ERECTOR INSTALLATIONPNR PNR SSK ����0 Building Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Company Airway Heights, WA 99001 (800) 941-2291 O PROJECT: WRIGHT +USTOMER: The Steel Builder LOCATION: Oroville, California 95965, CAD DATE 8/ 5/IS SCALE N.T.S. OWNER: STEVE WRIGHT PHASE BUILDING ID 1 JOB NUMBER SHEET NUMBER I ISSUE 1 A 14-8-93537 C1 0 y - C72875 Exp. 06/30/2016 " 08/07/15 � �,q� cl V 1L tea`' F", I& 6�07 1 1/2" Zi STEEL LINE 1 1 2 FIN. FLOOR LLJ LLJ- Zv CL CONCRETE NOTCH DETAIL 60'-0" OUT - V-3. 28'-9" U ANCHOR BOLT PLAN IISSIUEJ DATE I DESCRIPTION BY 0 1 8/ 5/15 I FOR ERECTOR INSTALLATION PNR O Dia= 5/8" 3 0 Dia= 3/4" 1 1/2 0 Blot U N M Ch X • ` N Cfl p G ®® Broj 0 X -Bracing 1 1/2 BUTTE COUNTY BUILDING DIVISION APPROVED 30'-0" 3 Garc®Building Systems 2714 S. Garrield Road Office: (509) 244 11 \� anMCI Company Airway Heights, WA 99001 (800) 941-2291 t^ PROJECT: WRIGHT C72875 m :USTOMER: The Steel Builder OWNER: STEVE WRIGHT EXP, 2 0816 //07/07/ 5 15 � LOCATION: Oroville, Colifornio 95965, a civ1\� a` , CAD DATE SCALE PHASE BUILDING IU JOB NUMBER SHEET NUMBER ISSUE q OF CAL1F 8/ 5/15 N.T.S. 1 A 14-B-93537 F1 D (h)Rigid frame at endwall rY� NOTES FOR REACTIONS • ' BUILDING BRACING REACTIONS ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES BUILDING ( = 40 f Reactions (k) Panel -Shear Frm Col Anc._Bolt ROOF SLOPE se/12) Base_Plote (in) ' ((r DEAD LOAD sf) COLLATERAL LOAD Grout • ' -Wall - Loc Line Col Line -Wind - -Seismic - (Ib/ttl Harz Vert Harz Vert Wind $eis Note Line Line Oty - Dio Width Length Thick (in) = C LEW 1 = Partial - (h) 1 B 4 0.625 6.000 10.50 0.375 0.0 4 A F -EW 2,3 3.1 1.5 1.1 0.5 3 A 2 0.625 7.000 8.000 0.250 . 0.0 • R_EW 3 B,C 2.1 1.8 0.6 0.5 3 B 2 0.625 7.000 8.000 0.250 0.0 B_SW C 3,2 3.1 1.5 1.1 0.5 3'- ' C 2 0.625 7.000 8.000 0.250 0.0 (h)Rigid frame at endwall rY� NOTES FOR REACTIONS • ' H ~tV BUILDING REACTIONS ARE BASED ON THE FOLLOWING DATA BUILDING ( = 40 LENGTHWIDTH (FT) (in) EAVE HEIGH (Fn = 16 / 16 ROOF SLOPE se/12) = 1.0:12 / 1.0:12 ((r DEAD LOAD sf) COLLATERAL LOAD = 2.050 ROOF LIVE LOAD (psf)))� = 20.00 FRAMROOFFLIVE LOAD SNOW LOAD (Ppsf) = 02 GROUND SNOW LOAD (psf) = 0.0000 WIND SPEED (MPH) = 110 WIND.CODE = CBC 13 EXPOSURE = C CLOSED/OPEN = Partial IMPORTANCE - WIND = 1.00 IMPORTANCE -"SEISMIC. = 1.00 SEISMIC ZONE = D ANCHOR BOLT SUMMARY H ~tV I Dia Proj Qty Locate (in) Type (in) O 8 Jamb 5/8' F1554 2.00 O 10 Endwall 5/8' F1554 2.00 0 16 Frame 3/4° F1554 2.50 ® 8 WindBent 1' F1554 3.00 GENERAL NOTES - 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE'THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAIUNG. 2. REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE FACTORS USED IN THE FOUNDATION DESIGN. 3. THE MANUFACTURER DOES NOT PROVIDE "MAXIMUM" LOAD COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION DESIGN 4. THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT IS NOT RESPONSIBLE FOR THE ANCHOR BOLT EMBEDMENT FOR TRANSFER OF FORCES TO THE FOUNDATION. THE METAL BUILDING MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION EMBEDMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) S. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. (UNLESS NOTED) 6. ANCHOR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS NOTED OTHERWISE 12 COLUMN LINE DATE DESCRIPTION BY CK'O DSN 8/ 5/15 FOR ERECTOR INSTALLATION PNR PNR SSK Building Systems 2711 5. geld Road Otfice: (509) 2<4 1! Gars® an NCI Company Airway Heights, VIA 99001 - (800) 941-2291 7 PROJECT: WRIGHT Q C'72875 m CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT Exp, 06/30/2016 A 08/07/15 LOCATION: Oroville, Colifornio 95965, o,./ CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 8/ 5/15 1 N.T.S. 1 A 14-8-93537 F2 0 H ~tV I �� fv RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Bolt Base-Plate(in) Grout Line Line Qty Dio Width Lenglthh Thick (in) 1 C 4 0.750 6.000 9.500 0.375 0.0 1 A 4 0.750 6.000. 9.500 0.375 0.0 RIGID FRAME: ANCHOR BOLTS '& BASE PLATES Frm' Col Anc.-Balt Base -Plate (in) Grout Une Line Qty Dia Width Lengithh Thick (in) 2 C 4 0.750 6.000 9.500 0.375 0.0 2 A 4 0.750 6.000 9.500 0.375 0.0 RIGID FRAME: BASIC COLUMN REACTIONS (k j Frame Column -----Dead-----Collateral- ----- Live ------ Vind_Leftl--Wind_Righll- --Vind_Left2- Line tine Horiz .Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert I C 0.3 1.1 0.1 0.2 1.3 3.8 -3.9 -10.3 0.6 -6.8 -4.2 -2.5 1 A . -0.3 1.1 -0.1 0.2 -1.3 3.8 -0.6 -6.8 3.9 -10.3 -0.3 1.0 ' 2 C 0.6 2.0 0.1 0.4 2.8 9.0 -7.3 -21.9 2.9 -14.8 -9.1 -3.2 2 A -0.6 2.0 -0.1 0.4 -2.8 9.0 -2.9 -14.8 7.3 -21.9 -1.1 3.9 Frame Column -Wind_Right2- --Wind-Longl- --Wind_Long2--Seismic_Left Seismic -Right -Seismic-Long Line Line Horiz Vert Horiz Vert Horiz, Vert Horiz Vert Horiz Vert Horiz Vert I C 0.3 1.0 0.1 -8.2 0.0 -7.1 -0.4 -0.3 0.4 0.3 0.0 0.0 1 ` A 4.2 -2.5 0.0 -7.1 -0.1 -8.2 -0.4 0.3 0.4 -0.3 0.0 0.0 2 C 1.1 3.9 0.7 -21.1 0.2 -18.6 -0.8 -0.7 0.8 0.7 0.0 -0.7 2 A 9.1 -3.2 -0.2 -18.6 -0.7 -21.1 -0.8 0.7 0.8 -0.7 0.0 -0.7. ENDWALL COLUMN: BASIC COWMN REACTIONS (k ) Wind Wind Frm . Col Dead Press Suct Line Une Vert Harz Hare 1 8 0.3 -4.7 5.0 Frm Col Dead _ Collat Live Vmd_LeftI <Ynd_Rightl Wind_Left2 Wind Wind Wind_Right2 Press Suct Une Line Vert Vert Vert Harz Vert . Horz Vert Harz Vert Harz . Vert Harz Harz 3 A 0.4 OJ 2.2 0.0 -4.2 0.0 -2.8 0.0 -4.2 0.0 -2.8 0.0 0.0 3 8 1.0 0.2 6.5 2.1 -11.4 0.0 -7.8 2.1 -11.5 0.0 -7.7 -4.2 4.5 3 C 0.4 0.1 2.2 0.0 -0.9 2.1 -5.9 0.0 -0.8 2.1 -5.9 0.0 0.0 Frm Col wnd_LongI Vind_Long2 Seis_Left Seis_Right E2PAT_LL1- E2PAT_LL2- Une Line Harz Vert Horz Vert Horz Vert Hoa Vert Horz Vert Horz Vert 3 A 0.0 -4.1 0.0 -2.6 0.0 0.0 0.0 0.0 0.0 2.5 0.0 -0.3 3 B 0.0 -9.5 0.2 -9.9 0.8 -0.7 0.0 0.7 0.0 3.2 0.0 3.2 3 C 0.2 -2.8 0.0 -3.9 0.0 0.7 0.8 4.7 0.0 '-0.3 0.0 2.5 BUTTE COUNTY BUILDING DIVISION ® DATE DESCRIPTION BY CK'O DSN 8/ 5/15 FOR ERECTOR INSTALLATION PNR PNR SSK Building Systems 2711 5. geld Road Otfice: (509) 2<4 1! Gars® an NCI Company Airway Heights, VIA 99001 - (800) 941-2291 7 PROJECT: WRIGHT Q C'72875 m CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT Exp, 06/30/2016 A 08/07/15 LOCATION: Oroville, Colifornio 95965, o,./ CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 8/ 5/15 1 N.T.S. 1 A 14-8-93537 F2 0 ra r Dia= 5/8" Dia= 3/4" torz° -T- 4" V) 2 2" Sw N 1 1/2n at See Plan DETAIL A DETAIL E Dia—, 5/8" Dia= 5/8° SW 8" O 8.,. w �E?LE L° J L° ° DETAIL 8 DETAIL F Dia 5/8°!Dia- 1" BUTTE COUNTY BUILDING DIVISION APPROVED DETAIL D 1 3/4 Framed Opening Width 1 3/4 Door Opening Width - 1 1/4 1 1/4 ISSUE DATE DESCRIPTION BY CK'D DSN EqualtEqual � Equal Equal 0 8/ 5/15 FOR ERECTOR INSTALLATION PNR PNR SSK Building Systems 2714 S. Garfield Road - Q N _ N ��rc® anNgCompany Airway 509 244 1: oy Heights, WA 99001 -(80) 941-2291 yK�N �• e +Steel Line + r7 + Steel Line+ J + + + + PROJECT. WRIGHT � C72875 Romp (If Required: CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT Exp. 08/107/07/215 � � LOCATION: Oroville, California 95965, C'vo. ago ARDiFramed Opening AR Layout AR Dio Walk Door AR Layout CAD I DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 9-- o,CA0�°a s s" 1 2" e/ 5/15 1 N.T.S. 1 a I 14-B-93537 F3 D N e W O UC O U- 1 O a-_ O N =) N N O O K MEMBER TABLE ROOF PLAN MARK PART LENGTH P-1 1OX25Z 33 33'-1, 1/2" P-2 IOX25Zi3 33'-1 1/2" r P-3 10X25Z13 33'-1 1/2 P-4 1OX25Z13 33'-1 1/2- E-1 IOES11-14 29-11 1/2" E-2 IOESIL14 29'-1'1 1/2 � �610'-O�'3E-3 10ES1L14 29'-11 1/2„ OUT-TO-OUT�&FEELE-4-IOEStl14 29'-11 1/2„ - - CB -5 1 1/4- CABLE 34--2- 30'-0" V-3" 3„ F 30'-0" N PURLIN ' LAP GENERAL NOTES: 1. INSTALL ALL PURLIN AND FLANGE BRACES (FB) AS SHOWN. z. 2. ROOF PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. STRUT PURLINS, IF PROVIDED, MUST BE INSTALLED AND FASTENED TO ROOF SHEETING PER "PBR" PANEL ROOF DETAIL. 4. DO NOT ADD ANY ADDITIONAL- ROOF OPENINGS WITHOUT BUILDING MANUFACTURER APPROVAL OR PROFESSIONAL ENGINEER APPROVAL 5. DO NOT STACK SHEET BUNDLES ON ROOF. ONLY RAISE INDIVIDUAL SHEETS AS NEEDED. 6. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. 3'-1 3/4; - 3'-1 3/4' ROOF FRAMING PLAN ISSUE DATE DESCRIPTION 0 8/ 5/15 FOR ERECTOR INSTALLATION r-� I I NOTE: REOT FDHERS&LDU (BY OTHERS) INSTALLATION MUST COMPLY I I WITH OSHA REQUIREMENTS 'I 1 L_J BUTTE COUNTY BUILDING DIVISION ROOF SHEETING PANELS: 26 Go. PR Golvolume BY CK'O DSN - PNR PNR SSK Aomk �0 �� Building Systems 2714 S. Garfield Road Office:.(509) 244 en MCI Company Airway Heights, WA 99001 (800) 941-2291 o � o PROJECT: WRIGHT EXp, 7 �� ��sm [~ CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT LOCATION: Oroville, California 95965, 08/07/15 moo- CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBCIV1 ER ISSUE '97� L a 8/ 5/15 N.T.S. 1 A 14-B-93537 E1 0 �c CA�14 Q2 L T3 Q6 RAI -1 — — — — — — — — — — — — —- ----- I RF1-3 � ---- , RF2-1 EC -2 GIRT 2`-5 3/4'1 LAPS. s 2'-5 3/4' SIDEWALL FRAMING:. FRAME LINE A F2955–B GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (F8) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS -CAUSED BY DRILLING. 0 M a0 BUTTE COUNTY BUILDING DIVISION APPROVED SIDEWALL SHEETING & TRIM: FRAME LINE A MEMBER TABLE • FRAME LINE A 3 _ • MARK PART LENGTH + E-1 10ESIL14 29'-111/2 E-2 10ESI L14 .29'-11 1/2" G-10 1OX25Z13 32'-5 1 2" 30'-0" G-11- 1OX25ZI4 32'-5 1 G-12 1OX25213 32'-5 1/2� BY CK'D DSN G-13 IOX25Z14 32'-5 '1/2 CB -3 1/4"CABLE 33'-8" E-2 16 CB —4 1 4" CABLE 32'-3" G-13 G– L T3 Q6 RAI -1 — — — — — — — — — — — — —- ----- I RF1-3 � ---- , RF2-1 EC -2 GIRT 2`-5 3/4'1 LAPS. s 2'-5 3/4' SIDEWALL FRAMING:. FRAME LINE A F2955–B GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (F8) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS -CAUSED BY DRILLING. 0 M a0 BUTTE COUNTY BUILDING DIVISION APPROVED SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Go. PR – Fern Green ISSUE DATE DESCRIPTION BY CK'D DSN 0 8/ 5/15 FOR ERECTOR INSTALLATION PNR PNR SSK Building stems Gars® 9 an MCI Compa y 2714 S. Garrield Road Airway Heights, WA 99001 Office: (509) 244 ti 11 (800) 941-2291 - � m C72875 PROJECT: WRIGHT Exp, 06/3012016 CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT 08/07/15 • LOCATION: Oroville, California 95965, �a q CIVIC CAD DATE SCALE PHASE BUILDING ID JOD NUMBER SHEET NUMBER ISSUE r a/ 5/15 N.T.S. 1 A 14—B-93537 E2 0pcAL1c� (: EC-4RF2 2-1 I - RF1-1 GIRT. LAPS 2'-5 3/4' I2'-5 3/4° SIDEWALL FRAMING: FRAME LINE C ; F2955 -B SIDEWALL SHEETING & TRIM: FRAME LINE C . PANELS: 26 Go. PR - Fern Green ISSUE DATE DESCRIPTION 0 8/ 5/15 FOR ERECTOR INSTALLATION GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT . APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. BUTTE COUNTY BUILDING DIVISION! APPROVED, MEMBER TABLE FRAME LINE C I =arc®Building Systems 2714 S. Garfield Road Office: (509) 244 - 11 MARK PART LENGTH an NCI Company Airway Heights, WA 99001 - E=3 1DES IL14 29' -ll 1/2" E-4 1OESiL14 29-1,1.1 2° G-14 1OX25Z13 32'-5 1/7' 0-15 1OX25Z14 32'-5 1/2" 072875 + G-16 IOX25Z13 32'-5 1/2 -G-17 IOX25Z14 32'-5 1/2 The Steel Builder OWNER: STEVE WRIGHT CB -3 1/4" CABLE 33'-8" LOCATION: CB -4 1/4" CABLE 32'-3". CAD BUTTE COUNTY BUILDING DIVISION! APPROVED, I =arc®Building Systems 2714 S. Garfield Road Office: (509) 244 - 11 i - - an NCI Company Airway Heights, WA 99001 - {800) -941-22 1 072875 + PROJECT: WRIGHi EXp, 0613012016 CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT 08/07/15 - LOCATION: Oroville, California 95965, CIV�� aQ CAD DASCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER 9 ISSUE %�� 8/5T/El 5 N.T.S. 1 A 14-B-93537 E3 Cia1-1F� 0 BEARING FRAME ONLY! WASHER TO BE USED AT ENDWALL COLUMN TO ENOWALL 40'-0" OUT—TO-OUT OF STEEL RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. C $ � A WASHER NOT NEEDED ON CUP SIDE. ' USE- -'(1) HARDENED 1 �(1 20'-0" 20'-0" WASHER,PER EACH 12 RAI -1 RAI-) 112 5/8 0 BOLTS A325 AND UP. mann rnni Unwin TYP:UNLESS -NOTED__-_--_-_-_-__ W10X17 -4. DJ -1 8F25C14 r 4 - OJ -2 8F25C14 4 M 8F25C14 f— Y I N3 G-3 G-3 15'-6 7/16' z .8F25C16 N 12'-0" 1 � I G-1 8X25216 4'-11" 01 G-2 8X25Z16 ` - I I 5'-9' DH -1 G-3 DH -1 1'-5 1/4" . 1 BX25Z16 i y 4'-11° � G-5 8X25716 5'-9' PROJECT: WRIGHT I 16 - Exp, 06130/2016 FRAME G-1 CUSTOMER: The Steel Builder ❑ ID G-3 1-3 LOCATION: 1 Z1BX G-4 CAD 2 RFGC1 I• I� III BUILDING N a SHEET NUMBER C, N Z1AX I I I T I RA1-1 E4 0 C�,� -- _j C -- - EC -1 _ 6'-0" I 12'-0° 2' -0°I2' -0"I 12'-0" 6'-0- ENDWALL FRAMING: FRAME LINE 1 1" 2 - 12 F916—B F50 C] {50 12 2 F51❑ F51 ENDWALL SHEETING '& TRIM:. FRAME LINE 1 " PANELS: 26 Go. PR — Fern. Green ISSUE DATE DESCRIPTION BY I CK'D DSN 0 8/ 5/15 FOR ERECTOR INSTALLATION PNR PNR SSK GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN.: 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. mann rnni Unwin EC -1 W10X17 16'-8" DJ -1 8F25C14 15-6 7/16- OJ -2 8F25C14 16'-6 7/16' DJ -3 8F25C14 •16'-6 7/16 DJ -4 81`25C 14 15'-6 7/16' DH -1 .8F25C16 12'-0" 1114 S. Garfield Road Airway Heights, WA 99001' G-1 8X25216 4'-11" 01 G-2 8X25Z16 5'-9' G-3 8X25Z16 1'-5 1/4" G-4 BX25Z16 4'-11° � G-5 8X25716 5'-9' PROJECT: WRIGHT CONNECTION PLATES Exp, 06130/2016 FRAME LINE 1 CUSTOMER: The Steel Builder ❑ ID MARK PART 0 8/07/15 . LOCATION: 1 Z1BX " CAD 2 RFGC1 PHASE BUILDING 3 rt SHEET NUMBER 4 Z1AX 8/ 5/15 BUTTE COUNTY BUILDING DIVISION • APPROVE® Gar Building .S/S1temS an an Np Comparry 1114 S. Garfield Road Airway Heights, WA 99001' Office: (509) W „ P. (800) 941-791 \N Cp 01 Jy� C � 72875 0, PROJECT: WRIGHT Exp, 06130/2016 ,0 CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT 0 8/07/15 . LOCATION: Orohlle, California 95965, 6. �q Clul\.-a� CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 8/ 5/15 T N.T.S. T A 14--8-93537 E4 0 C�,� `- GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. G-7 G-9 D4 BEARING FRAME ONLY! BOLT TABLE G-6 USE (1) HARDENED _ - 40'-0" OUT—TO—OUT OF STEEL WASHER TO BE'USED AT ENDWALL COLUMN TO ENDWALL FRAME LINE 3 RA1-1 LOCATION WASH UAN TYPE 'DIA L - — A CABLE t/4; CABLE RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. ER -1 .ER -2 8 8 A325 5/8 2 WASHER PER EACH 9 C WASHER NOT NEEDED ON CUP SIDE. Cor_ olumn/Raf 4 4 A325 1 /2� 1 �1„10„ 19'-2° 19'-2° 10"„ '12 EC-3/ER-2 4 4 A325 5/8' 1 5/, 8"0 BOLTS A325 AND UP. 12 RAT -1 64 Rai -1 . MEMBER TABLE TYP.UNLESS NOTED "� FB31.33 F831 3 E C 1 ~ FB31.3 FB31.3 ER -2 FRAME UNE 3 MARK PART LENGTH FB31.3 FB31.3 C F631.3 — — — _ — — EC EC -2 SF25C16 t4 —1 1 2 — — — — — — EC -3 8F35C1215-6 1/16° +' FIT— — — — — - — — — EC -4 ER—.1 ER -2 8F25C16 12F25C t 2 121`25C12 14 1 1/2" 20'-0 9/ 16' 20 =0„9/16" GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. G-7 G-9 D4 18-6 0 I � G-6 8X35Zt4 1 G-8 1 RA1-1 02 � G-9 C— — — — — — — — — — — — — — —�— - — CB -1 CABLE t/4; CABLE 23'-8° E8 GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. G-7 G-9 D4 18-6 G-6 8X35Zt4 18'-6” G-8 8X35Z13 RA1-1 02 � G-9 C— — — — — — — — — — — — — — —�— - — I I I EC -2 EC -3 EC -4 ENDWALL FRAMING: FRAME LINE 3 F916-8 1 n 12' F50 F50 12. F51O FOt ENDWALL SHEETING & TRIM: FRAME LINE 3 PANELS: 26 Go. PR — Fern Green ISSUE DATE DESCRIPTION 0 8/ 5/15 FOR ERECTOR INSTALLATION BUTTE COUNTY BUILDING DIVISION -APPROVED ����®Building Systems 2714 S. Garfield Road Office: (509) 244 ,, 11 an NCI Company Airway Heights, WA 99001 (800) 941-2291 \14 L' C "1 PROJECT: WRIGHT C72875Exp, 06130/2016 "J CUSTOMER: The Steel •Builder OWNER: STEVE WRIGHT 08I07I15 ^/ LOCATION: Oroville, California 95965, CIV1\a ff CAD DATE _ SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE s/ 5/15 N.T.S. 1 A 14—B-93537 E5 0 ��� C!'11F G-6 8X35Z13 18-6 G-7 8X35Zt4 18'-6” G-8 8X35Z13 18'-9 3/4" G-9 8X35Z14 18-9 3/4" CB -1 CABLE t/4; CABLE 23'-8° BUTTE COUNTY BUILDING DIVISION -APPROVED ����®Building Systems 2714 S. Garfield Road Office: (509) 244 ,, 11 an NCI Company Airway Heights, WA 99001 (800) 941-2291 \14 L' C "1 PROJECT: WRIGHT C72875Exp, 06130/2016 "J CUSTOMER: The Steel •Builder OWNER: STEVE WRIGHT 08I07I15 ^/ LOCATION: Oroville, California 95965, CIV1\a ff CAD DATE _ SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE s/ 5/15 N.T.S. 1 A 14—B-93537 E5 0 ��� C!'11F SPLICE BOLT TABLE Qty Mark Top Bot Int Type Dia. Length WASH SP -1 4 4 0 A325 3/4" 21/4" 8 SP -2 4 4 0 A325 3/4 2" 8 USE (1) HARDENED - r WASHER PER EACH 5/8"0 BOLTS A325 AND UP. TYP.UNLESS NOTED 1 /4„ 19'-6" 26 Go. PBR, Galvalume 4@4'-8316" 12 MEMBER TABLE Mork Web Death Web Plate Outside Flange Start End Thick Length W x Thk.x Length RFI -1 9.0 13.0 0.134 171.3 5 x 1/4- x 181.9 13.0/13.0 0.185 11.8 5 x 1/4� x 23.6 RFI -2 8.0/ 8.0 0.134 216.5 5 x 1/4 x 215.9 RF1-3 13.0/13.0 0.185 11.8 5 x 1/4 x 23.6 13.0 9.0 0.134 171.3 5 x 1 4"x 181.9 F52—B - 71 - —47' .19'-6" 7n 4 -® 4'-8 3/16' 19 aide Flange IxThkxLength 5 x 1 4 x 171.3 ' 5x1/4"x215.9 5x1/4"x171.3 I BUTTE COUNTY 1/2"1, 10 1/4" BUILDING DIVISION A APPROVED Gag� Building Systems 2714 S. Garfield Road Office: (509) 244 ® c® anNCICompany Airway Heights, WA 99001 (800) 941-2291 \0 ® 7 PROJECT: WRIGHT C72875i CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT Exp. 06/3012016 08/07/15 LOCATION: Oroville, California 95965, � 6A�DDA1L CAD DATE SCALE.. PHASE BUILDING ClV ID JOB NUMBER SHEET NUMBER ISSUE '9�pr C j\' 8/ 5/15 N.T.S. 1 A 14--B-93537 ' E6 0 + 'Co + I I I� ;� Z I �U 10 1/4 IV --1 1/2" '36'-0 1/2" CLEARANCE + — C 40'-0" OUT—TO-OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 1 GENERAL NOTES: ISSUE DATE DESCRIPTION " 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE 0 FOR ERECTOR INSTALLATION .8/-5/15 SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN—OF—NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL INSTALLATION INSPECTION REQUIREMENTS FOR PRE—TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2 USING TURN-OF—NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SUP CLIHCAL 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN. aide Flange IxThkxLength 5 x 1 4 x 171.3 ' 5x1/4"x215.9 5x1/4"x171.3 I BUTTE COUNTY 1/2"1, 10 1/4" BUILDING DIVISION A APPROVED Gag� Building Systems 2714 S. Garfield Road Office: (509) 244 ® c® anNCICompany Airway Heights, WA 99001 (800) 941-2291 \0 ® 7 PROJECT: WRIGHT C72875i CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT Exp. 06/3012016 08/07/15 LOCATION: Oroville, California 95965, � 6A�DDA1L CAD DATE SCALE.. PHASE BUILDING ClV ID JOB NUMBER SHEET NUMBER ISSUE '9�pr C j\' 8/ 5/15 N.T.S. 1 A 14--B-93537 ' E6 0 SPLICE BOLT TABLE Qty Mark Top Bot Int Type Dia Length WASH SP -1 4 4 0 A325 3/4- 2 1/4" 8 FLANGE BRACES: BOTH SIDES(UNLESSNOTED) FBxxA(1): xx=length(in) A - L2X2X14G _ USE (1) HARDENED, WASHER PER EACH 5/8"0 BOLTS A325 AND UP. 1/4" TYP.UNLESS NOTED • 26 Ga. PBR, Galvalume A 4®4-8316° Q1" 0 o � < 1 10 1 GENERAL NOTES: I. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE -"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004'. PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN -OF -NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE -TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN -OF -NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SUP CLTTICAL 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN F52 -B _4 !� -4 MEMBER TABLE Mark Web 'e' -" Web Plate Outside Flange, Start End Thick I Length W x Thk x Len th RF2-1 9.0/15.0- 0.134 164.4 5 x. 1 4 x 181.9 15.0/15.0 0.185 ' 18.8 5 x 1/4" x 25.6 RF2-2 15.0/15.0 0.134 215.0 5 x 1 4" x 213.7 4A4' RIGID FRAME ELEVATION: FRAME LINE 2 ISSUE DATE DESCRIPTION 0 8/ 5/15 1 FOR ERECTOR INSTALLATION y • r W�x Thk�xyLen th 5 x 1/4- x164.5 5 x 1/4" x 213.7 BUTTE COUNTY 1/4" BUILDING DIVISIO APPROVEC Ga ��® Building Systems 2714 S. Garfield Road Office: (509) 244, I' K 0,. O an MCI Company Airway Heights, WA 990D1 '(800) 941-2291 Q y(\N L. ` J � PROJECT: WRIGHT 0728751 CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT E. 080613012016 15 � LOCATION: Oroville, California 95965, CAD DATE SCALE I PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE civiv a 8/ 5/15 N.T.S. 1 A 14-B-93537 E7 0 Oc CAS 1F� r Purlin A - (2)1/2"xl 1/4' �FK Steel Line 1 /4'. (1) #1B (2) 1/2" x 1 1/4" Steel tine 1 /4' (1) #1B (2) 1/2" x 1 1/4" A325 M. Bolts - Endwall A325 Bolts A325 Bolts _ Anti Roll Clip 3/16' Plate Rafter — — - Rafter o 0 0 0 • Purlin Clip RAI 0T RAI o o ' 2" 16 ate of Rafter Rake Angle =____ ______________ Rake Angle Purlin Purlin Purlin Clip 3/16" Plate ;O ® Purlin Clip 3/16" Plate EW Rafter Rigid Frame g Rafter Anti—Roll Clip ® 0 3/16' Plate Anti—Roll Clip ® 0 3/16' Plate ` 1 1/2" Washer Column .Side Not Clip Side Flange Brace As Required • - ®_ Flange Drace 3/16" 3 3 16" 3 — - EW: Column As Required 3/16" 3 (4) 1/2" x 1 1/4" 1/2" x 1 1/4" A325 Bolts 1/2° x 1 1/4" A325 Bolts r Cold Formed Rafter Main Frame Rafter A325 Bolts :(Typ. U.N. on (TYP•) (U.N.) (TYP•) (U.N.) r ., Section A Section A Endwall Drawing) A5 SECTION THRU COLD FORMED RAFTER Q ROOF PURLIN TO ENDWALL.RIGID FRAME ANTI PURLIN ANTI—ROLL CLIP B4 ENDWALL COLUMN TO RAFTER EW Girt. EW Girt EW Column Carrier Column ENDWALL COLUMN � e� ' WELDED- ELDED- CLI CLIP b io o� a a RIGID FRAME 1 \ ,W, OR 'R' RAFTER �. I I COLUMN 10 OI a SW Girt' CONNECPLATTION ON I — — — — —'— — - — — — — — — — Welded Plate ` �I SC-5 Welded Plate EW Girt CII p ENDWALL GIRTS ENDWALL BUTTE COUNTY COLUMN .1/2" x 1 1/4" A325 Bolts . 1 /2"0 x 1 1/4" A325 BOLTS 1/2" x 1 1/4" A325 Bolts BUILDING DIVISIO (TYP•) (U.N.) (TYp•) (U.N.) B34 ENDWALL RAFTER TO COLUMN C6 ENDWALL COLUMN TO WALL GIRT DSI CORNER COLUMN TO WALL GIRT + C4 CEE ENDWALL COLUMN TO WALL GIRT ISSUE DATE DESCRIPTION BY CK'D DSN �. 0 8/ 5/15 FOR ERECTOR INSTALLATION PNR PNR SSK Gars® Building Systems 2714 S. Garfield Road Office: (509) 244 .- 11 mNICICompany Aimay Heights, WA 99001(800) 941-2291 C72875 PROJECT: WRIGHT ,0 �• 2 CUSTOMER: The Steel Builder OSTEVE WRIGHT _ 0816 /107/07/WNER: 5 15 LOCATION: Oroville, California 95965, '9 civ. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER -SHEET NUMBER ISSUE 8/ 5/15 N.T.S. 1 A 14-6-93537 DET1 0 r SIDEWALL GIRT T/ RIGID Welded ENDWALL COLUMN Door Jamb' FRAME < Clip Rigid Frame _ COLUMN w Endwall o 0 �_ Column 11 , 1 O --6 -I ® ® ' O O II I I II RCI* I II I I ao� I I Endwall Girt' P O O 11 I10 o ® of � L— J II - CLIP ENDWALL rl ENDWALL GIRT BASE PLATE 1/2" x .1 1/4" A325 Bolts_ (6) 1/2" x 1 1/4" A325 Bolts PLAN ELEVATION (TYP.) (U.N.) (TYP) (U.N.) .. _ . (*) = Refer To Anchor Bolt E3 BASE PLATE FOR ENDWALL COLUMN Plan CORNER COLUMN TO WALL GIRT 4 D27 EW GIRT TO RIGID FRAMEICOLUMN E5 BASE PLATE FOR DOOR JAMB End Plate „C,, Endwall Width h varies Rafter_ —jf ---- ------- Column Roof PurlinEW Flange BraceClip ip o o RF Column Flange Brace (As Required) Q o o 6 o Additional , --------- o 0 ---- Flange Brace (As Required) � o o Additional 0� oFlange Brace—/ 0 0o Ir o I (As Required). FBo race o IL oo 1 RF Rafter k II 1 1 Wall Girt Endwall Column Flange Brace Clip Section "A„ (*) = Refer To Anchor Bolt See Endwall Drawing For Bolt Dia. And Type. 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts BUTTE CO Plan (Typ.) (U.N.) UN' (Typ•) (U-N.) UP RI VISI BUILDING nNAD H2 WALL GIRT TO RIGID FRAME COLUMN PROVE UM E8 BASE PLATE FOR ENDWALL COLUMN _ F23 RAFTER SPLICE AT SURFACE CHANGE G2 ROOF PURLIN. TO INTERIOR FRAME RAFTER ISSUE DATE DESCRIPTION BY CK'D DSN 0 8/ 5/15 FOR ERECTOR INSTALLATION PNR PNR SSK Building Systems 2714 S Garfield ReadOffice: (509) 244 1: Ga rc® an NCI Company Airway Heights, WA 99001 (800) 911-22 1 Q1� - o . C72875 PROJECT: WRIGHT Exp, 06/3012016 + CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT 08/07/15 ^/ LOCATION: Orowlle, California 95965, CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER CIV 11. a 'ISSUE 9�Or 8/ 5/1s N.T.S. 1 A 14-B-93537 nET2 CAL��pa 0 Y DSV v Steel Line _ Eave Strut Eave Strut' - -. Door Jamb 1 /4 Strut r` Eave Strut Eave Strut Eave Strut tEave I EW Rafter Rigid Frame 9 Rigid Frame Wall Girt Column Rigid frame Column Rigid Frame Welded Clip p , Column Column Endwri Rafter _ 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts •_ 1/2" x 1 1/4" A325 Bolts • 1/2" x 1 1/4" A325 Bolts (Typ.) (U.N-)( (Typ.) (U.N.) .._ r�. (Typ.)—(U.N.) (Typ.) (U.N.) I6 LOW SIDE EAVE STRUT TO COLD FORMED RAFTER J2 EAVE STRUT TO RIGID FRAME J24 EAVE STRUT TO RIGID FRAME K3 WALL GIRT TO DOOR JAMB. *PART APPLICATION Door Header SC544 1/4" Cable or 1/2" Rod , Coble Rigid Frame Column Door Jamb SC545 5/16" Cable or 5/8" Rod n SC546 3/8" Cable - Steel Line SC547 1/21' Cable Base Cable Anchor*' SC548 3/4" Rod — — #12 S.D. Screw Q= •c � SC549 1Rod SC550 1 1/4" Rod (See Fastener Detail) - � � Wall Panel Anchors By Others*' N Base Angle (RA1) Welded Clip EyeBolt \ a ® �✓ Finished floor Base Cable Anchor 41" Diameter • 'k 3"— (S C551 or SC552) Bolt 'kF M1n:: :. Minimum 1/4" Diameter Anchor Equivalent Power—Driven Fastener � or 1/2" x 1 1/4" A325 Bolts -. (*) = Refer To Anchor Bolt At 24" On Center Maximum. (Typ.) (U.N.) Anchor Bolt's Plan _ - M3 DOOR HEADER TO DOOR JAMB Q6 DIAGONAL BRACE CLIP TO FLOOR DETAIL R2 ANCHOR BOLTS -BUTTE AT SIDEWALL COLUMNS COUN T3 SECTION THRU WALL PANEL AND BUILDING DIVI CONCRETE FOUNDATION APPRnVE ISSUE DATE DESCRIPTION BY CK'O DSN • - 0 8/ 5/15 FOR ERECTOR INSTALLATION PNR PNR ssK Building Systems 2714 S. Garfield Road Gare® anNClCompany Almay Heights, WA 99001(800) t{ Q• Office: (509) ssd , is 941-22 1 �N CC...CO ' C72875 PROJECT: WRIGHT Exp.,06,/3012016 CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT 15 LOCATION: rOroville, California 95965, a cIVtL a\ q�0� DATE SCALE CAD PHASE BUILDING 10 . JOB NUMBER SHEET NUMBER ISSUE CA11F� 8/ 5/15 N.T.S. 1 A 14-8-93537 DET3 D nr• ION D (6) Stitch Screws ISSUE DATE DESCRIPTION BY CK 0 DSN 1/2' 1' Stitch Screw 1/4-14 7/8" SO 0 8/ 5/15 FOR ERECTOR INSTALLATION PNR PNR SSKBuilding Systems Garc 1 0 . NCI Company 1/4"-14 x 7/8"--\ (509) 244 - V (800) 941-2291 x 72875 ICUSTOMER: The Steel Builder I OWNER STEVE WRIGHT at 12" O.C. LOCATION: Oromlle, California 95965, Lop Tek Die Formed (2) Runs 1/4" Bead Rake Angle Tape Seal HW506 - PHASEBUILDING ID Fastener #3 SHEET NUMBER Ridge Cop RA1 81511 N.T.S. 12-14 x 1-1/4" LL SO W/Washer A ;I Tube Sealant Rake Trim Roof Panel 0 Member Screws Rake Trim Rake F50 See Sheeting Layout Inside Panel -Closure HW455 with continuous Tape Sealer '12 -14 x 1 1/4" (3) �titch Screws ' 1-3/4' HW506 top and bottom at 5"-7"-5" O.C. 4" 1/4-14 7/8' (Typ.) yp Member Screw 12-14 x 1 1/4" SO Purlin • PPaQ B?X Rake Trim Rake Trim CL -4 pli. 0 0 0 0 Fastener 184A 1/8,0 x 3 1 Min V 5'-0" D.C. Eave Trim F2955 Fastener #17A Peak Purlins _7 Stitch Screw 1/4"-14 � 7/8" Rake Trim-,_ /—Outside Foam F50 Closure 12-14 x 1-1/4" SD W/Wa&r at V _O O.C. upto Without Closure Roof Panel HW506 Too Mastii: 06 Tape Mastic 4:12 roof slope Fastener #14 Stitch Screw —A 1/8"4 x 3/16" 1 Tape Sealant Peak Box—, n POR Roof 1/4"-14 x 7/8' at 12" 'O.C.. 36 O.C. With Closure "Optional'- Outside Closure HW456 PBR HW -506 R AngleRAI Standard (Fixed) Fastener #14A - HW429 - PBR (see PWO5022) wan a Fastener For roof runs 124'-11" or less I /O x 3/8�"' L12 O.C. I HW460 - PBU HW465 - AVP/PBA/ - Stitch screw ---Outside Panel Closure Vistashadow "PBR ROOF FIXED RIDGE DETAIL I/t�-14 x 7/8" at each high rib. Standard Rake Section Trim -80 Standard Peak Box Detail (Metallic) PBR Roof - Sheeted Wall Low Eave Detail PBR Roof PBR Roof TRIM -106 TRIM -108 Flat Eave Trim - Sheeted Wall TRIM -120 Panel Stitch Screw- -AT 20". O.C. Member Screw - 1' -13" O.C. Remove Bearing Leg Corner Trim— (F830) .L. Major Rib Top Flange Top Flange OO Top Bolts See Rigid Frame Top Bolts See Rigid Frame Drawings For. Size Drawings For Size Web Web Intermediate Bolts --- Intermediate Bolts .0 07— (As Requ'ired) 0 0— (As Required) See . Rigid, Frame Drawings,For Size See Rigid Frame Drawings For Size 0 0 Bottom Bolts See Rigid Frame —See Rigid Frame /Z Bottom Bolts Bo Drawings For Size Bottom Flange Drawings For. Size MLSteel 0 Line ttom Flange _f _0_61 Panel ExtensionBeyond Flange Is -Optional, At Top & Bottom. BOLTS FOR RIGID FRAME RAFTER BOLTS FOR RIGID FRAME RAFTER TRIM -186 AT BUILDING PEAK TO COLUMN CONNECTION BUTTE. COUNTY BUILDING DIVISION APPROVED ISSUE DATE DESCRIPTION BY CK 0 DSN 0 8/ 5/15 FOR ERECTOR INSTALLATION PNR PNR SSKBuilding Systems Garc 1 0 . NCI Company 2714 S. Garfield Road Office: Airway Heights, VIA 99001 (509) 244 - V (800) 941-2291 PROJECT: WRIGHT 72875 ICUSTOMER: The Steel Builder I OWNER STEVE WRIGHT Exp. 0613012016 LOCATION: Oromlle, California 95965, 08/07/15 CAD DATE SCALE PHASEBUILDING ID JOB NUMBER SHEET NUMBER civlado L ISSUE - %Oc 81511 N.T.S. A ;I 4-:.B-93537 DEN 0 Field locate and provide _ *Column - WF or ax Maximum a slot for the "X° bracing. Cable Cee. i, 1/8" Larger than "X" bracing _ 2' 1 2" - FFIon Diameter. ' Flo -Loc Grip `o o Insideg Up " Bracing Pad o E" — — — — — Eyebolt (If Req'd) Hillside 0 o_ _ • Washer X N M Zee Web ® Nut -------- * Similar connection Outside Flange Down _ for Rafter. Flat Insert' EyeBolt Through Slot in Web. Washer *For Cable, Unravel Flo -Lock Grip and Remove Eye Bolt, Slip Through Then Assemble Hillside Washer, Flat Washer, and Nut. Slotted Girts, then Reassemble Cable. _ Q2 DIAGONAL CABLE, EYEBOLT END CABLE AT FLUSH WALL GIRT BUTTE COUNTY BUILDING. DIVISION APPROVED " ISSUE DATE DESCRIPTION BY CK'D DSN 0 8/ 5/15 FOR ERECTOR INSTALLATION PNR PNR SSK ���® Building Systems 2714 S. Garfield Road en NCI Company Airway Heights, WA 99001 Li Office: .(509) 214 Q 0 -(800) 941-2291- 072875 - PROJECT: WRIGHT Exp. 06/3012016 CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT 08I07115 LOCATION: Oroville, California 95965, �9 cf�%l�- aP CAD DATE SCALE PHASE BUILDING. ID JOB NUMBER SHEEP NUMBER ISSUE OF CAS �F 8/ 5/15: N.T.S. 1 A14—.B-93537 DET5 0 12" 12" 12" Stitch Screw Tape Seal V-0 O.C. (3) Required Standard F50 Standard Larae r F3850 Standard Lara. F3852L (Shown) See. Contruction Details tar required ottochment 17B (Extend past Comer Trion 1}•) F3852R (Opposite) Field Cut side and bottom to conform to Wall.Panel Tube Sealant at tabs. 9 l' 2" Member 'Screw 9 1 2" 9 1 2" 1/4-14 x 7/8" At 20" O.C. .. 2 1 2" 2 1 2" 2 1 2' 7" 5„ 7„ 5„ 7" A 12 12„ 12" A B 45' �a'S„7„ A 2 1 2" 12" 12"2 1' 2" e "PBA"/"AVP" Panel r. 12" e — Detail "A" - - - "PBR" Panel - Member » PBIJ" Panel Sheeting Direction „ „ Screw 12-14 x 1 1/4 -SD o Detail' A - 'PBR" Panel 4 12" O.C. at Each Member "PBu" Panel Bearing Leg . All Roof Members Except As Noted Below Member Screws 4"+ Bearing Lee 12-14 x .1 1/4" Roof Panel Extended Leg 12" 12" 12" at 5", 7", 5" PR4" Panel Stitch Screw Stitch Screw 1/4-14 x 7/8" Two Continuous Layers 1/4-14 x 7/8" " Sheeting 'Direction SD, at 20" O.C. 2 1/2- 7" 5" 7" 5" 7" 2 1/2'1 HW507 Tape Seal .. Sheeting Direction SO, at 20" O.C. Sheeting Direction s RoofAQ Purlin = At Base, Rake, Eave, and a Panel Mid Span End Laps 6" 6" 6" 6" 6" 6" Sheeting Direction Detail "A" 12 12" 12 A ©= At Intermediate Member, 12" 12 12 B At Eave Strut. Panel End Lop.,and Peak Purlin Section Thru Panel. End Laps _ "RVPBR" Panel and at Optional Liner Panel "RVPBU" Panel Fastener Location for "PBR" Roof Panel Fastener Location for Panel At Wall TRIM -175 TRIM -174 PBR Roof Panel - Standard and Standard Large. Low Eave Rake Corner with Flat Eave Trim -1 Ix Wall Panel Fastener /4 Fastener #4 J -14x r LL 1-14x�•LL ' SD W/Washer SD W/Washer Rake Trim' V-0 O.C. (3) Required Standard F50 Standard Larae (Trim Color) (Trim Color) F3850 Sidewall Panel - (Varies. PBR sh Flat Eave Trim: F2955 ' -Endwall Panel (Varies. PBR shown) / 1i Rake Trim' Comer Be' End Cap— Field Cut legs flush - Standard with Comer Trim F51 and Roof Panel Standard F50 Standard Larae 12-14 x 1 1/4" F3850 Standard Lara. F3852L (Shown) See. Contruction Details tar required ottochment 17B (Extend past Comer Trion 1}•) F3852R (Opposite) Field Cut side and bottom to conform to Wall.Panel Tube Sealant at tabs. LEove Trim and Rake to Wall. Closures not n for darilX Member 'Screw Fastener gi4 �'o zflange 2' o.c.Apply (8) Required A Member Screws "R1' Panel Skylight Member Screws At 6" On Center Member Screws 2n 4n' At 12" On Center At 6" On Center 11 SECTION THRU STANDARD SKYLIGHT- ROOF PANEL- Tape Sealant Tape Sealant Skylight Pond Stitch SlCenter. Stitch Screws At 12" OTape Sealant At 12" On Center + Roof Panel Member Screws At 6" On Center Insulation Trim SECTION. 1fA11 Insulation Trim Insulation F-75 F-75 Insulation STANDARD SKYLIGHT PANEL, IN STALLATI ON ISSUE DATE DESCRIPTION BY CK'O DSN 0 8/ 5/15 FOR ERECTOR INSTALLATION PNRPNR SSK ����® Building Systems an NCI Comparry d9 PROJECT: WRIGHT Standard Grade Description Fastener Number Number pP lication 1/4"-14 x 7/8" 4A Stitch & Trim Screw 12-14 x 1 1/4" 17A Member Screw 12-14 x 1 1/2" 17B Member Screw 12-14 x 2" 28 Member 'Screw Long Life Description Fastener Number Application PP 1/4"-14 x 7/8" 4 Stitch & Trim Screw 12-14 x 1 1/4" '3 Member Screw - 12-14 x .1 1/2" 3A Member Screw 12-14'x 2" 58 Member Screw Note:- Standard details call for 1 1/4." fasteners as member screws by default. 1 1 /4". 1 1 /2". or 2" I depending on insulation, application, or customer request. BUTTE COUNTY BUILDING DIVISION Self—Drilling Screw A RT OVE® SCRW1 2714 S. Garfield Road Office: (509) 24 Airway Heights, WA 99001 (800) 94 CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT LOCATION: Orovifle, California 95965, CAD DATE SCALE PHASE I BUILDING ID JOB NUMBER SHEET NUh BER ISSUE f 5/15 N.T.S. 1 A 14-8-93537 1 DET6 1 0 J� SP1, f.. C72875 Exp. 06/30/2016 " 08/07/15 Civil- Note: Bend end skirl gutter assembly to follow exact roof slope. ealant This detail is for your convenience only. Ridge vents are not covered under weather tightness warranties. The building manufacturer does not recommend the use of a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ridge Vent Installation DRAWING NO. PBR Panel GPR12012 Die Formed Ridge Cap F52 (5:12 Max) Z—* End Skirt Gutter * Not by Bldg. Mfr. Endcap n co 5:12 (6)Fostener #14 4:12 jj 8 x 316 3:12 Pop Rive 2: End Ca Modification Detail Ventilator End Skirt Gutter (2) are included w/ each Lnd cap is factory cut for roof slope. vent, by vent manufacturer Feld cut end cap for slopes greater than 1:12. 4' Gap End Cap Skirt Detail 'H- am er Position Pull Bar Link Ro pull Bar 14' Cop Pull Bar Connection Detail Install the first vent in a continuous run and attach in place with closer, sealer and end cap skirts installed. (note direction of pull). Position the second vent in line with the first and leave a gap between the two opproximately 4'. Reach under the, second vent and grasp the pull bar link rod. Pull the link rod toward the pull bar, of the first vent and insert the rod into the end of the Pull bar. Secure with washer and hairpin clip su plied. Push the second vent toward the first'untill the endcops butt together. As the second vent moves toward the first, the damper will rise to assume the same position as the first vent. Install closures under the second vent and position third vent in' line and repeat the above process untill all vents in the continuous run are installed. The number of vents that can be linked together is controlled by the type of opening operator. This detail is forour convenience y only. Ridge vents ore:nol covered under weather' tightness warranties. The building manufacturer does not recommend the use of , aridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ridge Vent to Ridge Vent Installation DRAWING NO. PBR Panel GPR12015 Die Formed Ridge Cap Roof Stitch Screw - F52 (5:12 Max) 1/4"-14 x 7/8" * alt 12" O.C. Roof Member Screw. 12-14x_ (See NS2) PBR Roof Panel ` 9" or 12" Outside Closure HW456VENT with Tape Sealant 7" FOR 9 VENT top and bottom 4" FOR 12 1'-4" Outside Closure HW456 with Tape Sealant top and bottom 9"' OR 12" X 10'-0" RIDGE VENTILATOR FOR "PBR" ROOF SYSTEM ISSUE I DATE • DESCRIPTION 0 8/ 5/15 FOR ERECTOR INSTALLATION Preformed for a 1:12 roof slope ec 2:12 e 3:12 4:12 5:12 6:12 Scribe Line End Cop Vent Operator Attachment with Sidewall Cable Assembly Turn ventilator over and place genii y on its top. Note that the end cap is pre -formed far a 1:12 roof pitch. The five bench mark dots represent 2:12, 3:12, table aomp 4:12, 5:12 and 6:12 roof pitches. Draw a line between indicated corners and the Pulley with Eyebdt Attached appropriate dot for the roof pitch. Cut and remove that portion of the end cop. On 5:12 and 6:12 roof pitches see vent manufacturer's special instructions for the installation the The of vent skirt. end cap is now ready to recieve the end skirt. . Not By Metal Bldg End Skirl Gutter Manufacturer Up l0 2 Vents (6 Fastener #14 may be linked 1)8 x 3/16' Pop Rivet (6 Fastener #14 I 1)8 x 3/16' Using Vent Pop Rivet Operator HW722 End Cap End Can Position end skirt onto end cap. Be sure the down -turned 'angle of the end skirt is inside of and up against the end cap. Attach end skirt to ventilator end cap — with Fastener #14 in six places. f / table am, This detail is forour convenienceI y only. Ridge vents are not covered under weather lightness warranties. The building manufacturer does not recommend the use of o ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ridge Vent Installation Pulley wlh ti� - DRAWING NO. Eyebon Atto hed PBR Panel GPR12016 • Support Angle Pulley with Eyeball Altoched .. • Support Angle table Pulley with EyeWt Allodied cable amnp— S Hoak — Eyebatl . GPR12100 Dec'12 00 , Eave Strut BUTTE COUNTY BUILDING DIVISf01\I APPPOVi-. � BuildinlgSystems 2714 S. Garfield Road Office: (509) 244 , �/ arca ay NCI Comparry Airway Heights, WA 9900L (800) 941-2291 •(�N L. ,c ` PROJECT: WRIGHT C72875' CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT Exp' 0613012016 08/07/15 LOCATION: oroville, California 95965, CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE �9 �pP 1� � CALtfO s/ s/1s N.T.S. 1 A 14–B-93537 DE17 0 Knock Down Walk Door Sections °—AC05131 PBR Wall Panel - Walk Door & Glass -Front Walk Door ° PWO9022 PBR Wall Panel - Walk Door & Glass- Front Walk Door PW09023 PBR Wall Panel - Walk Door & Glass -Front Walk Door °PoPWO9027. 8°,10°,12° Girts - Trim Installation with Field Notch Panel at Head Trim Field Notch Panel at Head Trim Jamb Trim Field Cut Details Dec'110.00 Dec'11 R00 Dec'11 00 Dec'11 00. e ° Door Header Angle 9 Trim InstallationFi Nott can be Note.NsL: 4B with Feld Notch and Bend done by at ad Tr Panel as shown on 9024 &2 Tabs of Head Trim as shown on PW09024 & & PW09023 PW09025. 415- 4!)- , Triminstallotion can be done by Field Notch Panel as shown on PW09022 & PW09023 • S Door Header Angle ee Chart 0 with Field Notch and Bend Tabs at Head Trim as shown on PW09024 & PW09025. Ij---TI Ij"jl Girt See Chart w/(one) Wall Member Screw 12-14 x ' Each End Al 12" O.C. Gut ,_ o o Door Width + 61". (+ V–.6 *for each SideLite) Door. Width + 31" (+ V-6 .for each SideLite) o OOf Frame c 3 11" `o 14" 1 u f�" i Walk Door Clip (WDC) a Girl ngle (WDA) r `v ci N o o LL See PWO9023 & PWO9027 Panel Rib Ontlonal Jamb Trim F484 View Jamb Trim F482 tail °B", Used QL s u, - a o • Door Width + 3)° Top„ Too View ocin Only And -a rn,9 Y - 3 s . (+ V-6 for each SideLite 1�. ) `o 0 a `0 41- O c c s " ° g . If Optional Girt . Door Header WAttachment Door Width _ o o Used.. Thru Header (+6 + 3 )" far eachSldelile) 1) (+ V-6 for each SideLite) 1j" c ` ° c A"DoorWidth �3Section oHegd�Trim To Framing Elevation Concrete, B Others Y F481 PW09030 or I a I Door WidthSee (+ 1'-6 for each SideLite) 11' Field notch Panel - at Heod Tri.hment o —` ; z. :� y j k` %a �(-"' a mo° Y 3 ` h N yField Cut and -Remove s 3 I 3" Walk Door h N o A�� 2"-mass—Front Door Girt (Field Wall Member Screw • Door Header Angle Cul At Jamb) 12-14 x _ Piece Mark For Door (T R•) OHA3 3070 c a ° a � ° Fastener #14A �" x Po Rivet at 20" O.C. p I a 4d_� N� +`` a `�'` o3 fi 3 6 �i ,� r�s'f x, Cut and remove remainder of front fold DHA4 4070. I 1` Y = #" Bead of HW540 Tube Caulking 9 - Head Trim F481 0 or Jamb DHA6 6070 3 c from Heoder to Floor see section ) I - 0 ;Caulk these edges I ' Section At 3'-6 Girt N �j a •^ c.a o - Jamb Trim F482 Jamb Trim F482 OP lional F484 See PWO9027 I for Jamb Trim - after installation o s I '� P yy n ; Ii II l Side View at Head Trim - - a ' p I ^ or or, Optional F484 – P I. Field cul detail I 0 „ s c Ill f; � '/ n I o Y 3 Walk Door i o 3 h x I v I r� :^ y ^ 0 Cli WDC Clip (WDC) ^ Q _ Jamb Trim F482 I I o b I "%"fi,Y 3 ..^F Y P 3 Feld Weld or use Door Jamb W2-14 l Member Screw Wall Member Screw I PSee W09029 or PWO9031 or Optional F484 I ^ I II I III. �� s 1)• N 12-14 x _ Aluminum I n I I ^ Threshold Door Jamb Field Bend I I Fastener #14A 17 x �" Field cut Panel Field Anchors Finish Floor Line Pop Rivet at 20' O:C. ^ By Erector Tape, Sealant alk Door Angle (WDA) Finish floor dine p Detail "A" Detail "B" 1� Door Width (+.1'-6 for each SideLite) 1}" At Bose w/ Swing -Out Door At Brace (Typ. Both Jambs) ' Door Width + 31" (+ 1'-6 for each 5deLite) Side Yiew of Sll Trim • - - •-- -. Note: Panel position is shown with Jamb Trim F482 and - Note: All trim Is to - - be Note, Field measure Door Width and Note, All trim is.to be Ponel Rb and Door an l'-0 module. Location of Rib may vary depending .on Note: Fleld measure Door Height before Optional Jamb Trim F484 - making field cuts and adjust cut dimensions Front View ,. installed BEFORE blanket insulallon is opplied Height before making field cuts and to walls. adjust cut dimensions accordingly. installed BEFORE blanket insulation is opplied to walls. the Door Width and location. Field measure before cutting Panel and Trim. accordingly so that Jamb Trim fits to Head Right Jamb Trim as shown - Trim & at 1 below Finish Floor Line. Left Jamb Trim opposite hand BUTTE COUNTY BUILDING DIVISION APPROVE® STANDARD WALKDOOR DETAILS (PBR WALL PANEL) • ISSUE DATE DESCRIPTION 0 8 5 15 FOR ERECTOR INSTALLATION / / - BY CK'O DSN PNR PNR SSK � �if�� �uileling S'I�teFYts 2714.5. Garfield Road �'Ol a co an MCI Company Airway Heights, WA 99001 Office: (509) 244 �� 1: :(800) 941-2291 �\14 C72875i PROJECT: WRIGHT Exp. 2015 . CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT 08//07/07/15 LOCATION: '.Oroville, California 95965, 6 C I V tL a� CAD DATESCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 9 or 8/ 5/15 N.T.S. I A 14-8-93537 DET8 OCAt�F� PBR Wall Panel- Walk Door & Glass -Front Walk Door Po PW09027 PBR Wall Panel - Knock Down Walk Door FWO9031 PBR Wall Panel - Knock Down Walk Door PW09032Jamb Trim Field Cut Details -. Dec'11 00 ' Jamb Trim Installation " c'11 x00 Head Trim Installation • Dec'l l 00 =� 7}• �� 1}` - • ,PBR Wall Pone] - Oolional Jo Trim F484 Jamb Trim F482 . Wall Member Screw .., .. - Too View Toa Yew _ 12-14 x _ at 5`-7`-5` O.C. " ' °o a o o° 4� - ;' Bead of HW540 Tube Coulkin (Header to Floor Fastener §14A }` x jr , "}` 3j` }` a Pop Rivet al 20` O.C.- • c't c o I o I Field Out and Remove Fastener @74A A• x it Walk Door Jamb Pop Rivet at 20' O.C. (Profile may wry). 3 t3 3 3 �3` Walk Door Double Sided Tape (Not by Bldg Mfg) .. - n 1° " `•' 2` Gloss—Front Door A. Blanket Insulation Cut and remove remainder of frontfold�� i i •. i Head Trim F481 Walk Door Header " (Profile may wry) \ Field Cut Wall Panel `o - p PBR Wall Panel , Side Yew at Head Trim Y I c 3 Note:Terminate Blanket Insulation 3 3 o n "o . o at capillary lip of Jamb Trim - 1 Door Width O S Field flatten Trim leg when required - - w IIHI� $ a -I Door Width + 3}- Jamb Trim F482 (shown) 1 I _ or Optional Jamb Trim F484 1 Finish Floor line Finish Flow Line I Trrt Side View at SIM View a;�v •I Trim 9olional Jamb Trim F484 Profle - Nnle: Field measure Door Height before Jamb Trim F482 and Optional Jamb Trim Trim F484 - Note: Panel position Is shown with Panel Rb and Door on 1'-0 module. - Note" All trim is to be making field cuts and adjust cut dimensions accwdNgly 50 that Jamb Trim fits to Head Front Yew Right Jamb Trim as shown - Note: All trim is to be 'Location of Rib may wry depending an installed BEFORE blanket the Dow Width end loco_ tion. Field, - _ _ - Installed BEFORE blanket. Insulation is applied to wolfs. Trim & at 1 `below Finish Floor Line. Left Jamb Trim opposite hand insulation is applied to walls. .measure before catling Panel and Trim. - - - STANDARD WALKDOOR DETAILS (PBR WALL PANEL) - CONT. BUTTE COUNT) `BUI IG DIVISION " - APPROVED ISSUE DATE DESCRIPTION BY CK'O DSN ` 0 8 5 15 FOR ERECTOR INSTALLATION / / - PNR PNR SSK Building Systems 2714 S. Garfield Road Gare® anNCIICompany Airway. Heights, WA 99001 Office: (509). 244 11 (800) 941-2291 Q m 072875 PROJECT: WRIGHT ;� Exp. 06/3012 016 CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT 08/07/155 • � LOCATION: Ormille, California 95965, C1utL CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 8/ 5/15 N.T.S. 1 A 14-8=93537 DET9 a CA1��� PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel Three Sided Framed Opening PBR Wall Panel t- Three Sided Framed Opening ' Trim Installation with Field Notch Panel at Head Trim WWO7022 Field Notch Panel at Head Trim PW07023 Trim Installation with Field Notch and Bend Tabs at Head Trim PWO7024 a Field Notch and Bend Tabs at Head Trim PWO7025 Note: Trim IFi loll Nott ' Q$ with Field Notch can be done by Field Notch as as shown on and Bend Tabs of Head Trim as shown on PW07024 7024 &2 & 7025..3 & PW07025.• . ' Note: Trim Installation can be done b Field Notch Panel as shown on PWO7022 & PW67023 e Nnt Trim Installation con be done by Field Notch Panel as shown on PW07022 & PW07023 Trim Installation con be done b Field Notch Panel as shown on PW07022 &•PW07023 Y Qg with Field Notch and Bend Tabs of Head Trim as shown on PW07024 & PW07025; ,QR with Field Notch and. Bend Tabs at Head. Trim as shown on PWO7024 & PW07025. QB. with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Opening Width + 6' (+1' Lop when req d) - - - Opening Width + 6' (+I' Lap when. req'd) . ' ><. Opening Width + 6' (+1' Lap when req d) r - - • - Opening Width + 6' + .• OP 9 ( I" Lop when req'd) A Opening Width - .3" 3" - - �• - - Field Cut and Remove • ." - 'Field measure •Opening Width + 3' ate,' Opening Width + 3" • ' " See PW67023 Z, ` Head Trim F481 • - I} -,. 1}" - iO Width and - I}� • •Opening Width 1}' cut Head .lo Opening Width - • _ • & PW07027 - • . - - - "' • + . .. See PW07025 027 •Field Cut _ - equ ed length. Remain r it `- - T •• _ i F _ +, _ . Remove Head Trim F481 - Y Front View .. aEnd V - Head Trim F481 ' - - ----}{•-1''Lop with (2) fasteners Vie. l ' - - See PW07030 a ' N #14 J' x &' Pop Rivet - and HW540 Caulking 9 Field Notch and Bend ` ' Fran' View ••r Head Trim F481 -See c _ - r. ' + r PW07030 a 1}' Tab behind Jamb 1' Lap with (2) Fasteners End View See End Cut Detail ' 3 o' - - Fastener 14A d' x j' Pop Rivet a at 20'�D.C. at Cold Form Fastener X207 12-24 x 11" - Nate, For Optional' Channel Closure Trim see PW07028 ^x Opening Width 3' F P 9 Opening Width 3' _ Field notch Panel + at Head Trim - - -. _ } �` �'p �` i - 'o a + Fastener'�14A �" x �' Pap Rivet at 20' D.C. Cold Form Trim. Attach with, fastener Q14 �" x t�' Pop Rivet. See PW07025 for details. - - g14 �' x {�' Pop Rivet - and HW540 Caulking � 9 ' I}� Opening Width _• - - remove b ck leg Note, 7`il 'trim is to be installed BEFORE blanket insulation is applied to walls ` _ t - Pancake DP5 at 20' O.C. at Hot Rolled - .. • ;:! a ,'" s „c y ! r: z. +- ,.,�' -a. �' i� •+' '` s- �S' % Fastener 207 12-24 x 1 Pancake DP5 at 20. O.C. at Hot Rolled r' I Bend 1}• Tab 1} -down 90 degrees -Note, Panel position is shown with . _ rry s % %- J c • ,Y _ Panel Rib and Opening on 1'-0 module. + _ t v rn ` ' }' Bead of HW540 Tube Caulking from Header to Floor (see section)_ 1' Lap with (2) Fasteners g € S �, y ,�. g : f s �, -- x - e "` i :r /� -. ,n ` ,� ' § `^+, _ 7n (' Bead of HW540 Tube •Coulkin from Header to Floor (see section) Location of Rib may vary depending on Field Cut the Opening Width and location. Field and Remove measure before catling Panel and Trim. _ #14 x ' Pop Rivet Typ at - ® ; r a Head Trim F481 s +' `" >,: '! § ` _ m ^ - - . End Cut Detail Jamb Trim F482 Jamb Trim F482 Head & Jamb Trim c' r - - Caulk with HW540 b v--. , + ^0' r •• Jamb Trim F482 Jamb Trim F482 1" Lap with (2) - (Viewed from lop Head Trim) - c - or Alternate F484 or Alternate F484 when required. Field _ .. ' .. at these edges See PW07027 - _ r or Alternate F484 , or Alternate F484 Fasteners y14 J" x of notch as required. o, after installation for Jamb Trim c .✓ sf'` - = - �" po p Rivet Typ of _ g See - field cut detail n !gam k x oa ..I .II: II: -I I a ?'I ��� Z. 4 Jamb Trim F482 - r v,' c ' p - Head &Jamb Trim when required. Field notch os required. - Opening Width I} Opening Width Feld Notch and Bend 1}" Tab - ✓. a See behind Jamb Trim. Attach with - i'` •n ---- or Alternate F484 y,'�- s , 1,? �' I.. I I III PW07029 Fastener 14 x P Rivet ® #14.j* t�" oP Finish Floor line ' Note- a car y ..r - - For4OPlionol' Channel • Fastener 14A �' x a' Pop Field cut Panel - Closure Trim see PW07028 - -r. a y ,I r _ Rivet at 20' D.C.Oof Cold Form - Finish Floor Line Head Trim F481 yd ® I I I I I ?- .. .. . Opening Width ^ Fastener #207 12-24 x 11" �T • - :.,� . h- • , - 1 - - ' - _ - r. See PW07027 for Jamb = xT`'• •.I •„ _ Pancake DP5 at 20" O.C. at _ 4 .. • - Trim field cut detoll -.. `• ..- - _ - Hot Rolled - - • •. Opening Width I _ ! Jamb Trim F482 or Alternate F484 ' - p„ n I I -II IX:� _ .. E - , - Note, Panel position is shown with r ` ^.� •+ .. Fastener P4A j" x J" Pop 0 trim is to be eNote: Field measure Opening Note: All Width - Panel Rib and Opening on 1'-0 module.: ` Rivet at 20 O.C. at Cold Form installed 'BEFORE • .Insulation blanket - is applied to walls. and Hei ht before makin 9 and adjust cut dimensions 9 Field cuts accordingly.. Note: All trim Is to be• Location of Rib may wry depending an installed BEFORE blanket y P 9 the Opening. Width and location. Feld _ Note, All Width OR • - OR @207 12-24'x 1}' 'y l trim Is to be rygfC1 Field measure Opening insulation is applied to wills measure before cutting Panel' and Trim. • installed BEFORE blanket and Height before making field cuts Pancake DPS at 20' O.C. at + - - - insulation is applied to walls. and adjust cut dimensions accordingly. .. Hot •Rolled Feld cut Panel 'Ar - " BUTTE cOUN > - 8-011-DING DIVISIC • . ISSUE DATE _ DESCRIPTION BY 'CK'D DSN j 0 B/ 5/15 'FOR ERECTOR INSTALLATION PNR PNR SSK Buildingstems` S. eights; Road y Office: (509) 244 alt Garc® ny Airway I _ an NCI Company Aireay Heights; WA 99001 (800) 941-2291 o STANDARD FRAMED OPENING DETAILS(PBR_ WALL PANEL) s y PROJECT: WRIGHT O c725' Exp. 06/30/2016 ' CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT 08/07115 • LOCATION: Oroville,•California 95965, f * r , — C)Vl`t- CAD DATE SCALE PHASE BUILDING ID. JOB NUMBER SHEET NUMBER ISSUE OF • ' _' 8/ 5/15 N.T.S. T . CALSFO A I 14-B-93537 Q910 0 PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel- Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening Jamb Trim. Field Cut Details PW07027 'Optional" Channel Closure Trim PW07028 Jamb Trim Installation FPW07029 Head Trim Installation PW07030 4d" �__, f---{ I � Opening Width + T (+1' Lap when req 'd) - 3�' Opening Width 31- . ^�Il�1��• I ^� 1�• - }b _ PBR Wall Panelo - - a Allernate"Jamb Trim F484' Ja Too View TTa[6 F482 Fastener #14A �' x �' Pop Rivet .Jamb ' (Cold Form shown Wall Member Screw 12-14 x at 5"-7"-S I Fastener �• �' Pop Channel Closure Trim v - See of 20" O.C. of Cold Form Hot Rolled similar) - O.C. at Cold Form #14A x Ri vet at 20" O.C. at Cold Form �• 3tf• �� or P PW07030 a OR Fastener #207 12-24 x 14", • OR 12-24 x at 5"-7"-5'- OR v Pancake OP5 at 20" O.C. at •Optional" _ O.C. at Hot Rolled Fastener #207 12-24 Field' Cut and Remove s Fastener 14A A' x Pop Rivet. - Hot Rolled Channel Closure Trim See PW07028 for details. Pancake DPS at 20- O.C. at - n at 20�D.C. at Cold Form - Hot Rolled 7.. - - • m - � • < = _ OR Fastener #207 12=24 x 1j" Pancake OPS at 20" O.C. at_ Hot Rolled Double Sided Tape (Not by Bldg Mfg) Blanket Insulation - _ .3" Bead of HW540 Floor) Tube Caulking (Header to oor) . "Optional" Header 1' Lap typ at Head / i i Head Trim F481 Channel Closure Trim (Cold Form shown + u Channel Closure Trim &Jamb when r� i See PW0728 for details Hol Rolled similar) • _ ' Cut and remove remainder of front fold m Channel gTrim e . rwiredField cut qosure to length If req'd -� _� — — —� _ ^� + o, -' w 's (2) Fasteners #147 e- = c 0 and notch. PBR Well Panel - _ - o+ = n Side View at Head Trim �• x PPo�, Rivet o See PW07029 Field Cut Well Panel 5 n t . .�. :h`= - ;date: Terminate Blanket Insulation - ' a, - _ - "' "'-- at capillary lip of Jamb Trim n O in ,Finish = Floor Line w Opening Width 1" Lap when required.- - + c Field cut and notch � Field flatten. Trim le q g when required , t� _ as required. p 1' Field bend tab down 90 degrees 21" Field cut and remove Chor Closure F981 Trim Piece Mark - 8" member _ Jamb Trim F482 (shown) or Alternate Jamb Trim F484 Finish Floor Line • c o Channel Closure Trim F2994 F2991 - 8r member - 8j" member ' 33" F2992. r 83" -member V F982 - 10" member. Finish Floor Line _ tI F2993 1 3j" Field cut and remove F169 - 10(:" member - 12" member x _ F2995 - 123" member Side View at Sill Trim r Channel Closure Trim at Jambs dote, All trim is to beAlternate Jomb Trim F484 Profile _ installed BEFORE blanket Jamb Trim F482 and insulation is applied ;to walla.Note: panel position Is shown with Note, Field measure Opening Height Alternate Jomb Trim F484 Panel Rb and Opening on 1'-0 module. Note: All trim Is to be before making Field cuts and odjust Front View Note; Field measure Opening Width Note: All trim is to be Location of Rib may wry depending on installed BEFORE blanket cut dimensions accordingly. Right Jamb Trim as shown , and Height before making field aids - Installed BEFORE blanket the Opening Width' and location. Field - insulation is -applied to walls Left Jamb Trim opposite hand End Cut Detail and 'adjust cut dimensions accordingly. insulation is applied to we measure before cutting Panel and Trim. - BUTTE COUNT . BUILDING DIVISI APPROVE - ISSUE DATE DESCRIPTION BY CK'O OSN 0 8/ 5/15 FOR ERECTOR INSTALLATION - PNR PNR SSK � building Systems 2714 S. Garfield Road Gar�c® .HCl Company.. Airway Heights,. WA 99001 Q� Office: (509) 244 .v 11 �( ' (800) 941-2291 o STANDARD-FRAMED OPENING DETAILS (PBR WALL PANEL) 072875 CONT- PROJECT: WRIGHT .� Exp, 06/30/2016 CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT 08/07/15 LOCATION: Oroviile, California 95965, a civil. • CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE ' 9 �F 8/ 5/15 N.T.S. 1 A 1.4-8-93537 CAS DET11 0OF s !N DAMAGE DURING CONSTRUCTION ,THE QUALITY OF WORKMANSHIP IN STEEL ERECTION, CONSTRUCTION PRACTICES, AND HANDLING FIELD SERVICE PROCEDURES ', AUTHORIZATION FOR CORRECTIVE WORK UNLOADING, HANDLING, AND STORING MATERIALS. ROOF AND WALL PANELS. METHODS USED DURING THE CONSTRUCTION OF THE METAL BUILDING CAN SIGNIFICANTLY AFFECT THE APPEARANCE AND PERFORMANCE OF THE BUILDING PANELS. PANEL DAMAGE DURING W ORDER TO GIVE YOU PROMPT SERVICES AND KEEP PROBLEMS TO A MINIMUM, PLEASE NORMAL ERECTION OPERATIONS INCLUDE THE CORRECTION OF MINOR MISFITS BY MODERATE STRUCTURAL - A GREAT AMOUNT OF TIME AND TROUBLE CAN BE SAVED ff THE BUILDING•.CONSTRUCTION CAN BE THE RESULT OF FAULTY INSTALLATION METHODS AND/OR CARELESSNESS. HANDLE ANY SHORTAGES OR BACK CHARGES IN THE FOLLOWING MANNER AMOUNTS OF REAMING, CHIPPING, WELDING OR CUTTING AND THE DRAWING OF ELEMENTS INTO CAREFULLY CHECK YOUR PACKING UST WHILE UNLOADING. MARK ANY ITEMS, WHICH APPEAR PARTS ARE UNLOADED AT THE BUILDING SITE ACCORDING TO APRE-ARRANGED PLAN. PROPIAANUFACTURER'S WALL AND ROOF PANELS INCLUDING COLOR COATED, GAVALUNE & LINE THROUGH THE USE OF DRIFT PINSOVERDRIVEN FASTENERS CAUSE INDENTATIONS OR ERRORS WHICH CANNOT BE CORRECTED BY THE GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING SHALLOW RICKETS IN THE PANEL AROUND . - ER LOCATION AND HANDUNG OF COMPONENTS WILL EULONATE. UNNECESSARY HANDLING. & ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY TO BE MISSING AND NOTIFY THE FIELD SERVICE DEPARTMENT AT THE NUMBER SHOWN IN THE .FOREGOING MEANS OR WHICH REQUIRE MAJOR CHANGES IN THE MEMBER CONFIGURATION NOTE PIECE MARKS ARE STENCILED ON PRIMARY. STRUCTURAL MEMBERS AT LOWER END, MERCHANDISE, WHICH MERITS CAUTIOUS CARE IN HANDLING. THE FASTENER HEAD. RAIN WATER OR ATIONSCONDENSED MOISTURE COMBINED WITH ATMOSPHERIC POLLUTANTS _ ITILEBLOCK AS SOON AS POSSIBLE. CALLING SOMEONE ELSE COULD DELAY THE PROPER SHOULD BE REPORTED IMMEDIATELY TO THE OWNER AND FABRICATOR BY THE ERECTOR, TO 1'-0• FROM END. (PRINCIPALLY SULFUR DIOXIDES) AND DIRT PARTICLES COLLECT W THESE POCKETS.RESPONSE ENABLE WHOEVER IS RESPONSIBLE EITHER TO CORRECT THE ERROR OR TO APPROVE THE ' ' UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS THE COMBINATION OF POLLUTANTS AND WATER CREATES ACID SOLUTIONS THAT VALL-CAUSE SHORT MATERIALS -IMMEDIATELY UPON DELIVERY OF MATERLLL, QUANTITIES ARE TO BE - MOST EFFICIENT AND ECONOMICAL METHOD OF CORRECTION TO BE USED BY OTHERS. (A!SC .INSPECT ALL SHIPMENTS PRIOR TO RELEASING THE TIE -DONS FOR LOAD THAT MAY HAVE SHOULD 13E UFTED 0 R I INSURE THAT NO DAMAGE s CORROSION DAMAGE TO THE PANEL AND FASTENER. RAIN MAY WASH SOME POLLUTANTS AWAY,' VERIFIED BY THE CUSTOMER AGAINST QUANTITIES THAT ARE BILLED ON THE SHIPPING 303-10, SECTION 7.14) (MAR 05 SECTION 7.14) IF THE ERROR IS THE FAULT OF THE SHIFTED DURING TRANSIT. OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED BUT MOISTURE IN THE FORM Of HIGH HUMIDITY CAN KEEP THESE AREAS WET AND CONTINUE DOCUMENT. NEITHER THE MANUFACTURER NOR THE CARRIER IS RESPONSIBLE FOR THE MANUFACTURER, AN 'AUTHOPoLITION FOR CORRECTIVE WORK* MUST BE ISSUED IN WRITING BY ` OFF THE GROUND SUFFICIENTLY RICH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. 'THE PROBLEM. OVERDRMNG THE FASTENER ALSO FORCES THE SEALING WASHER FROM UNDER MATERIAL SHORTAGES AGAINST THE OUANG DO BILLED ON SHIPPING DOCUMENT 0 SUCH THE MANUFACTURER TO AUTHORIZE THE CORRECTIVE WORK AT A COST NOT TO EXCEED THE REMEMBER, SAFEIYTIRST! ' _ THIS AVOIDS GROUND MOISTURE & DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE - THE FASTENER HEAD CREATING A LEAK AT THIS POINT. PROPER TORQUE ADJUSTMENT OF THE SHORTAGES ARE NOT NOTED ON SHIPPING DOCUMENTS WHEN THE MATERIAL 5 DEIJVERED, MAXIMUM TOTAL COST SET FORTH. _ �' - END OF THE PACKAGE SHOULD ALWAYS BE EIEVATED,TO ENCOURAGE DRAINAGE IN CASE OF SCREW GUN OR PREFERABLY THE USE OF A DEPTH GAUGE WILL-EUMINATE THE PROBLEM OF AND THEN ACKNOWLEDGED BY THE CARRIER'S AGENT. IF THE CARRIER IS THE MANUFACTURER, ALTERNATIVE CORRECTIVE WORK OTHER THAN THAT PROPOSED IN THE 'INITIAL CLAIM' MAY BE - BLOCKING UNDER THE COLUMNS AND RAFTERS PROTECTS THE SPLICE PLATES AND THE SLAB RAN. - OVERDRIVEN FASTENERS. ' CAMS FOR SHORTAGES ARE TO BE MADE BY THE CUSTOMER TO THE COMMON CARRIER. IF DIRECTED BY ME MANUFACTURER IN THE 'AUTHORIZATION OF CORRECTIVE WORK.' ONLY THE FROM DAMAGE DURING THE UNLOADING PROCESS. R ALSO FACILITATES THE PLACING OF THE MFGR EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO ' THE MATERIAL QUANTITIES RECEIVED ARE CORRECT ACCORDING E TIE QUANTITIES THAT ARE FIELD SERVICE DEPARTMENT MAY AUTHORIZE CORRECTIVE WORK. - SLINGS OR CABLES AROUND THE MEMBERS FOR LATER LIFTING AND ALLOWS MEMBERS TO BE INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER R IS EXTREMELY IMPORTANT THAT ALL DRILL SHAVINGS FROM THE INSTALLATION OF PANEL BILLED ES THE SHIPPING DOCUMENTS, BUT ARE LESS METAL BUIL QUANTITIES ORDERED OR THE BOLTED TOGETHER INTO. SUB—ASSEMBUES WHILE ON THE GROUND. EXTRA CANE SHOULD FORMED BY CONDENSATION OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. FASTENERS AND FILLINGS FROM THE SAVU CUTTING OF PANELS BE REMOVED FROM THE PANEL ORDER DS THAT ARE NECESSARY TO COMPLETE THE METAL BUILDING ACCORDING TO THE FIR& CLAIM - THE •FINAL CLAIM• IN WRITING MUST BE FORWARDED BY THE CUSTOMER TO ALWAYS BE EXERCISED IN THE UNLOADING OPERATION TO PREVENT INJURIES FROM HANDLING WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAN. SURFACE CORROSION CAN OCCUR IN A MATTER OF HOURS WHEN THESE SHAVINGS OR FILLINGS ORDER DOCUMENTS, CLAM IS T00 BE MADE OF THE MANUFACTURER. THE,STEEL AND TO PREVENT DAMAGE TO MATERIALS AND THE CONCRETE SLAB. THIS MAY CAUSE DISCOLORATION CAUSED BY TRAPPED MOISTURE ARE NOT REMOVED AND ARE ALLOWED TO COME W CONTACT WITH WATER OR CONDENSED DAMAGED OR DEFECTIVE MATERIAL - DAMAGED OR DEFECTIVE MATERIAL. REGARDLESS OF THE THE MANUFACTURER WITHIN TEN (10) DAYS OF COMPLETION OF THE CORRECTIVE WORK THE SEAN IS USUALLY SUPERFICIAL &FUS LITTLE EFFECT ON THE APPEARANCE OR SERVICE . .MOISTURE WHEN PANELS ARE PRE -GRILLED OR CUT IN THE STACK PRIOR TO ERECTION ALL DEGREE 6 NOTED ON THE SHIPPING DOCUMENTS THE CUSTOMER AND_ AUTHORIZED BY THEIMANUFACNRER. IF WATER IS ALLOWED TO REMAIN FOR EXTENDED PERIODS IN BUNDLES OF PRIMED PARTS , LIFE OF THE PANELS AS LONG AS R IS NOT PERMITTED TO REMAIN ON THE PANELS. SHAVINGS OR FILLINGS MUST BE CLEANED FROM BOTH SIDES OF THE PANEL TO PREVENT ACKNOWLEDGED WRITING BY THE CARRIERAGENT. THE MANUFACTURER IS NOT - SUCH AS CIRTS, PURLINS, ETC., THE PIGMENT WILL FADE AND THE PAINT WILL GRADUALLY•HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF.TIE PANELS OVER AN EXTENDED CORROSION OF THE PANEL BY THESE PARTICLES IT IS IMPERATIVE THAT THE ROOF BE SWEPT RESPONSIBLE FORR MATERIAL DAMAGED IN UNLOADING OF PACKAGED OR NESTED MATERIALS, THE •FINAL CLAIM' MUST INCLUDE - SOFTEN REDUCING ITS BOND TO THE STEEL THEREFORE, UPON RECEIPT OF A JOB, ALL PERIOD CAN SEVERELY -ATTACK THE FINISH & REDUCE THE EFFECTIVE SERVICE LIFE SEE CLEAN AT LEAST DAILY AND CERTAINLY AT JOB COMPLETION. THE FINAL CLEANING OF THE ROOF INCLUDING, BUT NOT LIMITED TO: FASTENERS, SHEET METAL, 'C' & 7' SECTIONS & COVERING 1. ACTUAL NUMBER OF MAN-HOURS BY DATE OF DIRECT LABOR USE ON CORRECTIVE - BUNDLES OF PRIMED PARTS SHOULD BE STORED AT AN ANGLE TO ALLOW ANY TRAPPED R1-07 'DAMAGE FROM CONDENSATION OR TRAPPED WATER.' SHOULD BE DONE PRIOR TO INSTALLING THE GUTTER SO THAT THE SHAVINGS ARE NOT PANELS THAT BECOME WET AND/OR DAMAGED BY WATER WHILE IN THE POSSESSION OF WORK AND ACTUAL HOURLY RATES OF PAY. - - WATER TO DRAIN AWAY AND PERMIT AIR CIRCULATION FOR DRYING. PUDDLES OF WATER DEPOSITED INTO THE GUTTER AND LEFT TO CORRODE. ANY OTHER FOREIGN OBJECTS OR DEBRIS OTHERS. PACKAGED OR NESTED MATERIAL THAT BECOMES WET IN TRANSIT MUST BE UNPACKED, 2. TAXES AND INSURANCE ON TOTAL ACTUAL DIRECT. LABOR. _ SHOULD NOT BE ALLOWED TO COLLECT AND REMAIN ON COLUMNS OR RAFTERS FOR THE CAUTION: CARE SHOULD ALWAYS BE TAKEN WHEN WAKING ON PANELS. USE SAFETY LINES LEFT BY CONSTRUCTION PERSONNEL SHOULD ALSO BE REMOVED FROM THE ROOF. WRING THE UNSTACKED AND DRIED' BY THE CUSTOMER. IF THE CARRIER IS THE MANUFACTURER, THE 3. OTHER DIRECT COSTS ON ACTUAL DIRECT LABOR • SAME REASON. - _ AND NETS WHEN NECESSARY! PANELS ARE SLIPPERY.' WIPE DRY ANY MOISTURE OR SUINES ACTION OF THE ROOF AND THE INSTALLATION OF EQUIPMENT SUCH AS AIR CONDITIONING CUSTOMER MUST MAKE CLAIM FOR DAMAGE DIRECTLY TO THE MANUFACTURER. IF THE - 4• COST OF MATERIA (NOT MINOR SUPPLIES) AUTHORIZED BY THE MANUFACTURER TO DE' - - MATERIAL THAT N PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW, FROST, OR OTHER UNITS, ETC... CARRIER IS A COMMON CARRIER, THE CUSTOMER MUST MAKE THE CLAIM FOR DAMAGE TO THE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING COPIES OF PAID THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEM FRAMING FOR ONLY A FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. ALWAYS ASSUME COMMON CARRIER. THE MANUFACTURER IS NOT LIABLE FOR ANY CWM WHATSOEVER INVOICES. - t SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. THE COAT OF SHOP PANEL SURFACE IS SLIPPERY & ACT ACCORDINGLY. NEVER WALK OR STEP ON SKYLJGHTS OR PERSONNEL WALKING ON THE PANELS CAN CAUSE DAMAGE. WORKMEN SHOULD STEP OR WALK INCLUDING, BUT NOT LIMITED TO LABOR CHARGES OF CONSEQUENTIAL DAMAGES RESULTING 5. TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK (SUM OF 1, 2, 3 & 4). THE PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND TRANSLUCENT PANELS! IN THE BROAD FLAT MEAS OF THE PANEL AND AVOID STEPPING ON THE PANEL ENDS AND FROM THE CUSTOMER'S USE OF DAMAGED OF DEFECTIVE MATERIALS THAT CAN BE DETECTED 'FINAL CLAIM" MUST.BE SIGNED AND CERTFlED TRUE AND CORRECT BY THE _ CORROSION RESISTANCE OF -A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. EDGES WHICH CAN BE BENT BY CARELESS HANDLING. IF THIS DAMAGE IS SEVERE, THE EDGES BY VISUAL INSPECTION. _ CUSTOMER. "FINAL CAMS' ME CREDITED TO THE CUSTOMER BY THE MANUFACTURER ': _� �'- '-Y' -""""•"' ' USE WOOD BLOCKING TO ELEVATE & SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MUST BE STRAIGHTENED PRIOR TO ERECTION SINCE THE APPEARANCE ANO/OR WEATHER OIL CANNING IS NOT CAUSE FOR TOUCH-UP OF THESE MINOR ABRASIONS IS THE RESPONSIBILITY OF THE END CUSTOMER. MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN BUNDLES WILL PROVIDE ADDITIONAL - TIGHTNESS OF THE PANEL COULD BE AFFECTED. DRAGGING ONE PANEL ACROSS ANOTHER CAN EXCESSIVE MATERIAL -THE MANUFACTURER IN WR AMOUNT NOT TO EXCEED THE LESSER OF THE MAXIMUM IOTA COSI SET FORTHRER RESERVES THE RIGHT TO RECOVER ANY MATERIAL IN WRITING W THE 'AUTHORIZATION FOR CORRECTIVE WORK' OR IOTA ACR1AI. DIRECT ALL PRIMER SHOULD BE TOUCHED UP AS REWIRED BEFORE ERECTION! - SEE RI -06 TITLED AIR CIRCULATION. WHEN HANDLING OR UNCRAfING THE PANELS, LIFT RATHER THAN SLIDE CUT OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL SURFACE. DELIVERED IN EXCESS OR THOSE REQUIRED BY THE ORDER DOCUMENTS. COST OF CORRECTIVE WORK. .. ' ' 'SHOP PRIMED STEEL•_ THETA APART. BURRED EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ME SUB COITAL CLAIM - IN THE EVENT.OF ERROR, THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN OVER ONE ANOTHER. NEVER ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. ATTEMPTS TO ERECT PANELS DURING WINDY CONDITIONS SHOULD RE AVOIDED TO PREVENT OR VERBAL'INTIIAL CWM' TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, •• IMPORTANT NOTE '• - COST OF EQUIPMENT (RENTAL OR DEPRECIATION), SMALL TOOLS, - • TEMPORARY SUPPORTS - - - DAMAGE AND FOR SAFETY coNSIDERAnoNs. DRAFTING. BILL OF MATERIALS OF FABRICATION ERROR. SUPERVISION, OVERHEAD AND PROFIT ME NOT SUBJECTED TO CAMS. _TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR LEAVING DIRT PILED AGAINST THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE THE *INITIAL CLAIM' INCLUDES: SHIPMENT IRNA TIME - EVERY EFFORT WILL CE MADE TO SEE THAT THE CARRIER ARRIVES OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND DRAINAGE PANEL DAMAGE. THIS DIRT MAY BE WET OR AT LEAST WILL CONTAIN SOME MOISTURE. MUD MAY 1. DESCRIPTION OF THE NATURE AND EXTENT OF THE ERRORS, INCLUDING QUANTITIES. AT THE JOEL9TE ON THE REQUESTED DAY AND AT THE REQUESTED HOUR. MANUFACTURER FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE HAVE BEEN SPLASHED ONTO THE WALL WRING CONSTRUCTION. CORROSION DAMAGE MAY 2- DESCRIPTION OF THE NATURE AND EXTENT OF PROPOSED CORRECTIVE WORK INCLUDINGMAKES NO WARRANTY AND ACCEPTS NO RESPONSIBILITY FOR COSTS ASSOCIATED WITH A THE TEEL E STEEL FRAMING. OR ANY PARTLY ASSEMBLED SFRAMING, AGAINST LOADS OCCUR WHERE THIS DIRT OR MUD CONTACTS THE PANELS. IN MEAS WHERE UME STABILIZATION ESTIMATED MAN-HOURS. SHIPMENT NOT ARRIVING AT A REQUESTED TIME UNLESS A SEPARATE AGREEMENT HAS BEEN COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING OF THE SOIL IS REQUIRED, CORROSION DAMAGE FROM THE SOIL'S CONTENT WILL BE 3. MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING ESTIMATED MADE IN WRITING FOR A GUARANTEED ARRIVAL TIME. FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS. RESULTING ACCELERATED AND MOST LIKELY BE SEVERE. ALL DIRT MUST BE REMOVED FROM THE PANEL QUANTITIES AND COST. FROM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE _ ELEVATE WALLS AT THE COMPLETION OF THE WORK. PRE -PAINTED PANELS MAY REWIRE TOUCH-UP IF 4. MAXIMUM TOTAL COST OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION. (SECT. 7.9.1 ASC CODE OF THE COATING HAS BEEN DAMAGED DURING HANDLING OR ERECTION. FROM OTHER THAN THE MANUFACTURER.STANDARD PRACTICE, 9TH ED.).-- - - - •' � - - + • • - - .f _ • THE APPEARANCE OF THE BLDG. MAY BE AFFECTED IF DAMAGED SPOTS OR SCRATCHES ME LOCATED IN HIGHLY VISIBLE PLACES SUCH AS AROUND DOORS, WINDOWS, ETC... IF THE DAMAGE R 1-01 R1 —02 • IS EXTENSIVE THEN REPLACEMENT OF THE ENTIRE PANEL SHOULD BE CONSIDERED. R1-04 R1-05 Erection Guide R1 , . , ' - • ;: ,� Jul '131021 r i - • ° -w BUTTE COUNTY .. - 3- « • . � _ - = BUILDING DIVISIO I 'PROVED, , ISSUE DATE DESCRIPTION BY CK'O DSIV O M 0 8/ 5/15 FOR ERECTOR INSTALLATION , PNR PNR SSK����® Building Systems 2714 S. Garfield Road ' Office: (509) 244. 3-11 an NCI Company Almay Heights, WA 99001 • (800) 941-2291 J�•C Cp • .. - - 1 - O - - - ` G7 �Tt PROJECT: WRIGHTExp. 06/3012016 ' CUSTOMER: The Steel Builder _ OWNER: STEVE WRIGHT 08/07/15 LOCATION: Oroville, California 95965,' o - � L SCALE PHASE BUILDING ID . JOB NUMBER SHEET NUMBER ISSUE CIVI � C CAD AS., �• B/DATE 5/15 N.rs. 1 A 14-B-93537 DET12 D pc SIDEWALL 1 1 ' 500 r 5130 z W ' 500 5001 500 1 1 I SID EWALL PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICE Down Curb Bose Length U Hill,12" Min. p Hill 3 z y Panel profile varies - ** Stainless Steel Clamp (PURLI ANGLE (W/ 2 - SELF–DRILLERS•• , rRod le„ HANGER ROD- Sprinkle Pier Step 1 / p r a , SUGGESTED METHODS **(Not try Metal Bldg Manufacturer) An angle is self -tapped to the web of the purlin to catch hanger rod. This method does not preclude other forms of attachment to the purlin web. The total hanger load shall not exceed the design collateral load for the building. A sample calculation is shown below: 5' (purlin spacing) x 5' (hanger spacing) x 6 psf (colloteral load) = 150 lbs. **Stainless Steel See cover sheet for design collateral load for this building. Note: If this building is designed for 0 psf collateral load, then adding any suspended system (ie. duct work, piping, lights, ceilings, etc.) will correspondingly reduce ,the design live load. ' Step 3 Roof Jack Installation Aprofile Tri -Bead Top HW504 " Incorrec, . e 1 Roof Jack Installation **(Not by Metal Bldg Manufacturer) —Roof Jack ** - - Roll Top Dawn 1/4-14 x 7/8" Lap Tek S.D. w/Washer at 1" O.C. + k�Tri -Bead Tape Sealant _HW504 —Apply Tri -Bead Tape Sealant Continuously around Pipe Roof Jack** 1/4-14 x 7/8" Lap Tek S.D. u\\/Washer at 1" O.C. Tri -Bead Tape Sealant ��\��`QQQ��\ KW504 **Stainless Steel Clamp Step 2 6. -/ Min. - = Endlo Install Pipe in center to allow base of rubber roof jack to .lay flat on panel. - - Endlo a Cannot encompass more than 75% of panel. U 4" o ❑ Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These roof' Mo Roof Pan 1 jacks do not have 20 -year service life and, in the case of lead hats,' will cause galvanic corrosion of the roof panels. Roof Panel _ ❑ Use EPDM rubber roof jacks with an integral aluminum band bonded' into the perimeter of the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone rubber roof jacks. Retrofit rubber roof jacks are available for applications in which the top ®Pullin Line of the pipe is inaccessible, eliminating the possibility of sliding the roof jack over the top of Indicates Roof Panel Support location the pipe. Ponel Rib Floating Panel Support 11 Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only tape sealant ® Indicates Curb Base Support location o as supplied by Metol Bldg Manufacturer. Fasten the roof jack to the roof panels with 01/4"-14 x 7/8" lap Tek Stitch Screws of 1" on _center around base of roof jack. _ a v ❑ Roll down the top of the roof jack and apply tape sealant continuously around the exposed , -- portion of the pipe. Roll the top of the roof jack back over the tape .sealant. Apply the Up Uft Plate Curb Base stainless steel clamp over, top of roof jack and firmly, tighten to form a secure compression v 3 (If Required) seal. - o8 ❑Do not install a pipe through the standing seam of'the roof panel. Keep pipe penetration in center of panel to allow the base of the rubber roof jack to seal to the pan of the panel a Section : "A" If a pipe must be installed through a panel seam, or if the pipe diameter is so large to (Insulation when specified) block the flow of water down the roof panel, you must'instoll a "pipe curb" into the roof and then seal the pipe curb with rubber roof jack. For pipes in which top cannot be The curb details shown illustrate the building manufacturers recommended curb style accessed, a two-piece pipe curb is available. and installation method. It is the erector / installer's responsibility to provide the In Northern climates, protect all pipe penetrations .from •moving.ice or snow with a snow proper curb style and install them in accordance with the procedures established by retention system immediately up slope from the pipe. these details. Failure by the erector / installer to follow these recommendations may result in the curbs damaging the roof system or excluded from warranties. All roof curbs to be: f 1. .080 Aluminum or 18go. Stainless (No GaWfume/No Galvanized) 2. Panel rib to rib installation (No flat skirt or lay -over Curbs) i 3. Installed over low end / under high end application for water flow at panel splice r 4. Up lift prevention for clip applied roof systems are required if: ' a. Vhnd load exceeds 110 mph or. b. Curb base crosses a purlin - - •" - 5. Supported on (4) four side by primary or secondary framing 6. Max Single Curb weight Recommend = 1500# Roof Curbs (When not Supplied by Building Manufacturer) _ SUGGESTED METHOD OF PURLIN ATTACHMENT ISSUE DATE DESCRIPTION BY CK (FOR BLDG ACCESSORIES) - 0 8/ 5/15 FOR ERECTOR INSTALLATION PNR PNI PURUN PURUN HANGER ROD. ANGLE 'z' PURUN ROD OR CHAIN CUP .> DO NOT INSTALL HANGER DO NOT INSTALL PURUN CLIPS OF ANY R2 ROD IN FLANGE OF PURUN KIND ON .FLANGE OF PURUN AS SHOWN Erection Guide THE INCORRECT WAY e•_1 Tri -Bead Tape Sealant HW504 Dot Jack** -14 x 7/8" Lap Tek S.D. 'osher at 1" O.C. NOTE: Roll roof jack up over Tri -Bead Tape Sealant and secure the clamp. BUTTE COUNTY BUILDING DIVISIO APPROVE[ ����®Building Systems 2714 S. Garfield Road Office: (509) 244 en NCI Campsrri Airway Heights, WA 99001 (800) 941-2291 PROJECT.- WRIGHT ;USTOMER: The Steel Builder OWNER: STEVE WRIGHT LOCATION: Oroville, California 95965, CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER. ISSUE .11 8/ 5/15 N.T.S. 1 A -14-B-93537 DET13 0 c � C72875'1 Exp. 06/30/2016 08/07/15 ClV14 �7>l BUILDING ANCHORAGE 1. To determine that the foundation is square, measure diagonal dimensions to be sure they are of equal length. 2. To determine that the foundation is level, set up a transit or level S and use a level rod to obtain the elevation at all columns. 3. Carefully check the location of all anchor bolts against the Anchor Bolt Setting Plan furnished by the Manufacturer. All dimensions must be identical to assure a proper start-up. AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS 7.5.1. Anchor rods, foundation bolts and other embedded items sholl be set by the owner's designated representative for construction in. accordance with embedment drawings that have been approved by the owner's designated representatives for design and construction. The variation in location of these items from the dimensions shown in the embedment drawings sholl be as follows: (a) The variation in dimension between the centers of any two anchor rods within an anchor -rod group shall be equal to or less than 1/8 in. [3 mm]. (b) The variation in dimension between the centers of adjacent anchor-rodTEM. groups shall be equal to or less than 1/4 in. [6 mm]. FORM BOARD (c) The variation in elevation of the tops of anchor rods shall be equal to or less than plus or minus 1/2 in. [13 mm]. (d) The accumulated variation in dimension between centers of the anchor -rod groups along the column line through multiple anchor -rod groups shall be equal to or less than 1/4 in. per 100 ft (2 mm per 10000 mm], but not to exceed a total of 1 in. [25 mm] (e) The variation in dimension from center of any anchor -rod group to the - column line through that group shall be equal to or :less thon.1/4 in. [6 mm]. The tolerances that ore specified in (b), (c) and (d) shall apply to offset a ' dimensions shown in the structural design drawings, measured parallel and perpendicular to the nearest.column line„ for individual columns that are shown in the structural design drawings. as offset from column lines. 7.5.2. Unless otherwise specified in the contract documents, anchor rods shall, be. -set with their longitudinal axis perpendicular to the theoretical- bearing surface. - 7.5.3. Embedded items and connection materials that ore part of the work of other trades, but that will receive structural steel, shall be located and set by the owner's designated representative for construction in accordance with an approved embedment drawing. The variation in location of these items shall be limited to a magnitude that is consistent with the tolerances that are specified in Section 7.13 for the erection of the structural steel. 7.5.4. All work performed by the owner's designated representative for construction shall be completed so as not to delay or interfere with the work of the fabricator and the erector. The owners designated representative for construction shall conduct a survey of the as -built locations of anchor rods, foundation bolts and other embedded items, and shall verify that oil items covered in Section 7.5 meet the corresponding tolerances. When corrective action is necessary, the owner's designated representative for construction shall obtain the guidance and approval of the owner's designated, representative for design. It is extremely important that anchor bolts be placed accurately in accordance with the Anchor Bolt Setting Plan. All anchor bolts should be field in place with a template or similar means, so that they will remain plumb and in correct location during placing of the concrete. A final check should be made after the completion of the concrete work and prior to the steel installation. This will allow any necessary corrections to be made before the costly installation labor and equipment arrives. Erection Guide M R2 Feb'12 01 PLATE ' •/-SPECIFIED COLUMN + - - FIELD TOLERANCES CENTERLINE . Ii// • STEEL LINE H/500 Height (t) TOLERANCE STEEL LINE 1 10' 1/4' t _ 12' 5/16" 500 15, 3/8" 500 4 f1/4" FOAM .BOARD - 20' 1/2" TEMPLATE 25 5/8" . • 30' 3/4" • - 45' 1 1/16" C _ 60' 1 7/16' f 1/8"' G -4-4- A B E ' COLUMN ALIGNMENT TOLERANCES - DIMENSIONS A, B. AND C AS. GIVEN t1/8" ON ANCHOR BOLT PIAN ANCHOR ROD ETTIN . TOLERANCES ,MEZZANINE BEAM . t1/2" tt/a' FINISH .FLOOR MEZZANIN BEAM HEIGHT TOLERANCE BASE PLATE AND ' ANCHOR ROD TOLERANCES STAKE SHEETING 'STEEL UNE NOTCH - - 9 E • ... 0 �'iT• ••,_ 7.7 ANCHOR BOLTS -- f �' •' . PROJECTION OF. ANCHOR BOLTS "0" - - GIVEN ON ANCHOR BOLT PLAN. v i - SHEETING NOTCH SHOWN ' - - BUT NOT REQUIRED •_ - _ . i - .. r 4 ���®-�® Building .Systems. 2714 S. Garfield Road Office: _(509) 244 '1t atn NCI Company Airway Heights, WA 99801 .(800) 941-2291 0 PROJECT: WRIGHT ;USTOMER: The Steel Builder OWNER: STEVE WRIGHT LOCATION: Oroville, Colifomia 95965, CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE B/ V15 N.T.S. 1 A 14—B-93537 DET15 o BUTTE COUNT BUILDING DIVISI1 APPROVE 7 C72875`a'1 F�cp. 06/30/2016 08/07/15 Civil a STEP 1: ERECT FIRST BAY WALL FRAMING AC UTION Until rafters are bolted in place with purlins and flange braces installed, they are NOS easily damaged by incorrect or careless handling procedures. Use extreme coution It is the responsibility of the when lifting rafters. Two booms should be used to lift any pinched rafter section erector to provide temporary PRIMARY FRAM - P P rY 80 feet or more in length. BRACING .erection -bracing until the structure is completed. 2A: Bolt primary frame rafter together at peak connection (unless rafter length EAVE STRUT requires lifting in sections). Attach the required clips and flange. braces to the GIRT rafter before lifting since these items ore more easily installed on the ground. Lift rafter into place between sidewoll columns and installbolts* in .rafter to column knee connections. 28: 2B end bo_ rafter. The end boy purlins will overlap the tinteriorhboyrpurlinnsrat the frame END FRAME as described in step 1C. Complete flange brace connection to purlins. RAFTER � END POST ORPC�O . 2C. of bracing systems but do not tighten completely until the bay is CORNER COLUMN pInstall lumbed. _ 2D: Plumb and square the first bay. After alignment, tighten wall bracing first and the roof bracing working from eave to peak. Tighten any remaining bolts. 1A: Determine Plumbing and aligning a total structural. system begins with the first braced bay and continues through completion. Accurate alignment of the first bay is from erection drawings furnished with the building the location of the first braced bay. Framing for this bay will be erected first. essential for correct alignment of succeeding bays. The instoller is responsible for 'suited choosing the best method for plumbing and aligning the structural system. 18: Stand adjacent primary frame column and corner column over the anchor rods. Shim or chip out under the base plate if required to ensure that the base is -level, at the correct elevation, and is in full the contact with foundation. Plumb and align the columns and install washers and nuts onto STEP 3: ERECT ENDWALL GIRTS AND FIRST INTERIOR BAY' the Anchor Rods. NOTE: The end frame may be a bearing frame with the rafter supported by end It is the responsibility of the Fosis, or a rigid frame with the rafter self—supporting, and not attached o the end posts. The procedure shown is for a bearing frame. If the END BAY erector to provide temporary PURUN erection bracing until the building has a rigid end frame, it is erected the some as interior. frames structure is completed. as described in steps 1 and 2. IC: Attach wall girts to the primary frame column and comer column. Bolt girts to the corner column with two bolts. Bolt girt to primary frame column with one bolt through the column flange and secure bolt with sub—nut (see detail on erection' drawings). 1D: Install the eave strut by bolting to the top of the columns. Refer to the END FRAME TEMPORARY ERECTION BRACING erection drawings and attach column flange brace where shown. Flange RAFTER END BAY GIRT ' braces may be required on one or both sides of the columns. If a flange brace connects to a girt in the adjacent bay, that brace will be bolted to the girt after the adjacent bay installed. END POST CORNER girts are 1VOTE: As wall girts are installed around the building, framingfor factory located framed openings and framing to the ENDWALL' GIRT COLUMN ' 3A: After end frame is install accessory which girts attach should. be installed. Field located accessory framing may be installed at the some plumb and square, endwall girts and flange -braces for end post if required. time as girts or at a later time.. 38: Attach wall girts to the primary frame columns (see step 1C). IE: Install wall bracing systems (rods, cables, knee bracing, portal bracing) at this time but do not tighten. completely until the bay is plumbed. 3C: Install eave struts (see step 1D). , 1F: Repeat steps IS thru 1E for wall framing on the opposite side of the 30: Attach roof purlins for this bay to the.two rafters. Purlins will bolt to the building. rafter flange.in the some manner as girts .to column flanges (see step 1C). connect flange braces to purlins. 1G: Attoch clips to the end posts and stand these posts over the Anchor Rods. follow the procedure as described for comer columns in step 18. 3E:'Check alignment, plumb and square the two bays just erected. Tighten 'oil •bolts and bracing. - 1H: Bolt required clips and flange braces to the end frame rafter sections and lift into place atop the end posts. Bolt rafter sections to corner column and -end post cap plates. Bolt rafter sections together at peak. STEP 2: ERECT FIRST BAY ROOF FRAMING ' PURUNS - It is the responsibility of the erector to provide temporary, erection bracing until the PRIMARY FRAME structure is completed. �. •• RAFTER END / TEN FRAME END POST BRACING Erection Guide [___R3 Ma '1; ERECTIONBRACING DATE DESCRIPTION 8/ 5/15 FOR ERECTOR INSTALLATION STEP 4: ERECT REMAINING STRUCTURAL FRAMING NOTE ' It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. ' PURLINS EAVE STRUT-\ PRIMARY FRAME TEMPORARY ERECTION BRACING :ENFME PEN OST BRACING Starting at the opposite end of the first bay erected, install the remaining interior frames, girts, purlins, eave struts, bracing, end- frames and end posts using the procedures described in the preceding steps. Be sure all wall girts, 'roof purlins and flange braces as shown on the erection drawings are installed. Constant checks should be made to ensure the building is square, plumb and aligned. All X—Bracing should be checked that it is installed to a taut condition with all slack removed. Do not tighten beyond this state. t ja Building Systems 2714 S. Garfield Road Office: ��® en 14(A Compnrgr A rvay He ghts, WA 99001 (g00) PROJECT: WRIGHT CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT LOCATION: Orowlle, Califomia 95965, CAD DATE . SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 8/ 5/15. N.T.S. 1 A . 14—B-93537 DET'16 I -0 BUTTE COLIN BUILDING DME APPROVE C72875i Exp. 06/3012016 08/07/15 CfVLL 'oltz CAI SFS PRE -ERECTION NOTES: GENERAL ERECTION NOTES MASTIC SEALANT The following notes, procedures and suggested recommendations are important parts of the pre -erection process. 1.) All clips, flange braces, bolts, bracing systems, ETC. must be installed as Proper mastic application is critical to the weather tightness of a building. Mastic shown on erection drawings. should not be stretched when installed. Apply only to clean, dry surfaces. Keep 1.) Prior to the time the erection crew arrives, a responsible person should check the job site for foundation readiness, square, and accuracy 2•) It is extremely important, especially during construction, that panels at the only enough mastic on the roof that can be installed in a day. During warm weather, store mastic in a cool dry place. During cold weather (below 60') and Anchor Rod size and location. eaves, rakes and ridges be kept secure. mastic must be kept warm (60'-90') until application. After mastic has been .The drawing shown below indicates a method which may be used to check the foundation and bolts for square. 3.) Column bases must not be lag • concrete unless or "RED HEADED" to applied, keep protective paper in place until panel is ready to be installed. specified on erection drawings fscrewed or the building. IMPORTANT NOTE: ''•� 24 �r 12' �. ANCHOR 4.) Tighten column wind brace .rods/cables (exterior and interior) before All details, recommendations and suggestions contained in the ERECTION GUIDE RODS tightening roof rods/cables. Roof rods/cables are tightened from eove to peak. portion of this drawings set ore for general guidelines only, and not meant to be 6 5:) High strength bolts (A325) must be used where specified. all-inclusive. Industry accepted installation practices with regard to all areas not specifically discussed in this section should be followed. Only experienced, knowledgeable installers familiar with accepted practices should be used to assure TEMPORARY CONSTRUCTION BRACING a quality project. 1.) It is the responsibility of the erector to maintain stability of the structure It is emphasized that the Manufacturer is only a manufacturer of metal building -DIAGONALS during all stage's of erection, particularly when left overnight. components and is not engaged in the installation of its products. Opinions OULD BEUAL X 2.) Temporary supports, such as temporary guys, braces or otherelements shall be the totaland expressed by the Manufacturer about installation practices noted in the ERECTION GUIDE are intended to represent only a guide as to the sequencing and how the complete responsibility of theerector. The temporary supports required shall be determined and furnished by the erector. components could be assembled to create o building. Both the quality and safety of installation and the ultimate customer satisfaction with the completed building 3.) Temporary construction supports shall be provided wherever necessary to are determined by the experience, expertise, and skills of the installation crews, accommodote all construction loads to which the structure may be subjected, as well as the equipment available for handling. the materials. Actual installation left in place as long as may be required for safety. operations, techniques and site conditions are beyond the Manufacturers control. Measure along adjacent sides of foundation using a pair of dimensions shown. If the diagonal distance between these points is as noted, the corner PANEL CAUTIONS AND NOTES is square. Diagonal measurements between opposite Anchor Rods will indicate if these bolts ore set square. To minimize potential of corrosive action at the bottom. edge. of. wall.'ponels,•'_ y the contractor must assure that the following procedures are followed: 2.) When unloading the building, carefully check off each item from the packing list. Bundles and boxes will have a list attached indicating the contents. 1.) The concrete foundation should be cured fora minimum of seven (7) Boys } 3.) Unload and layout the building columns on the foundation. before wall panels are installed. (un -cured concrete is highly alkaline and metal panels can undergo varying degrees of corrosive attack when in direct tt contact with the concrete.) After the first week of the curing cycle, the f 4.) Unload the rafters onto the foundation so that they can be erected from reaction between metallic coatings on "steel and the concrete is essentially whichever end of the building you wish to start. Your crane will move halted.. from one end of the building to the other while standing columns and CLEAN DIRT FRON watt PANEL hanging rafters. AROUND PANEL BASE - 5.) Layout the girls and purlins on dunnage or wood blocking around the ' - PANEL NOT (SHOWN 1TROIM� FOUNDATION foundation as near as possible to where they will be installed. 6.) Unload and place trim .crates out of the way, since these will be the lost 4" I <zg i required. SLOPE nNIS4I GRADE . _ -AWAY FROM BUILDING 7.) Unload and place ponels and insulation out of the way. 2.) Top of finish -grade at building to be a minimum of four (4) inches below i NOTE: In extremely cold conditions, the vinyl facing on insulation will become brittle, bottom of panel. i requiring very careful handling. 8.) Avoid lifting panel stocks with cables, chains or other devices which could 3.) Finish grade is to slope away from building to insure proper drainage. damage the panel. Upon unloading, and every morning thereafter, inspect he panel bundles for moisture between the panels. This is especially important 4.) Upon completion of finish grading, all dirt is to be cleaned from around base of wall panel where it may have collected in panel notch or on base -trim. i with galvolume or galvanized panels. The panel finish must be protected at. - all times before and during erection to preserve the appearance and function FASTENER INSTALLATION of the panels. Correct fastener installation is one .of. the most critical steps when installing 9.) All hardware boxes should be protected from theft and moisture, especially items such as tube caulking and locksets. Store from heat.- roof/wall panels. Drive the fastener in until it is tight•ond the washer is firmly seated. Do fasteners.- neoprene mastic away LAYOUT OF BUILDING COMPONENT not overdrive A slight extrusion of around the washer is a good visual tightness check. Always use the proper tool to install fasteners. A fastener driver (screw gun with RPM a RPM of 1700-2000 should be used for self -drilling screws: A 500-600 fastener driver 0 o should be used for self -tapping screws. Discard worn sockets, these can cause the fastener to wobble during installation. RAYP '7f(��7' • 2 Jt.1 CORRECT DEGREE OF TOO TIGHT TOO LOOSE TIGHTNESS SEALANT SQUEEZED TOO THIN SEALANT IS NOT t ' "•� Q (� - NOTE SLIGHT rCIRCLE OF EXTRUDES FAR BEYOND COMPRESSED TO FASTENER HEAD, FORM SEAL .. NOTE: Always remove metal filings from surface of panels at the end of each Owork 5 � � period. Rusting filings con destroy the paint finish and void any warranty. ' _ O 1. Girts, Eove Struts and Purlins 2. End Frames and Endpost 3. Main Frames 4. •-Clips, Bolts Screws, ETC. 5. Endwall Girls 1.) Layout primary and secondory framing around the slab as shown. 2.) Place components and crates on the slab or on wood blocking to prevent contact with the ground. 3.) Block one end of components higher than other end to allow drainage of rain water. 4.) Leave one end of the building open for erection equipment access. 5.) Construct temporary ramp of timbers from grade to slab to prevent damage to concrete edge from equipment traffic. 6.) Install clips and flange braces onto columns and rafters before these members are in the air. Clip and flange brace locations are shown on erection drawings. Erection Guide RI Ma '1. ISSUE DATE I DESCRIPTION .0 8/ 5/15 FOR ERECTOR INSTALLATION BY I CK -0 I DSN L PNRPNR SSK ����® Building Systems Bn Nci company 0 PROJECT:WRIGHT CUSTOMER: The Steel Builder LOCATION: Orowlle, California 95965, 2714 S. Garfield Road office: .(509) Airway Heights, WA 99001 (800) OWNER: STEVE WRIGHT BUTTE COUNTY B�y�$U�ILLODING DIVIISIO A A6 PRO ` Y E® CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 8/ 5/15 N.T.S. 1 A 14-B-93537 DEP 7 0 �tl L. 072875 Exp: 06130/2016 08/07/15 CfV1'- a OF r-&xf 10 STEP 5: INSTALL SIDEWALL PANELS SC: Sidewall ponels.should be installed so that the panel sidelop is'in o direction NOTE away from the prevailing wind. (refer to appropriate lap detail included with It is the responsibility of the erection drawings.) ' 0 8/ 5/15. FOR ERECTOR INSTALLATION PNR PNR SSK Building Systems 2714 S. Garfield Rood Office: (509) 244 I a rc® an NCI Company ., Airway Heights, WA 99001. (800) 941-2291 = & erector to provide temporary • erection bracing until the structure is completed. 5D: Install remaining Sidewall insulation and panels, being careful to maintain PROJECT: WRIGHT This bracing is to remain in correct panel coverage. It is suggested that the foundation be marked in place until all roof and wall increments of panel width to allow visual checking of panel coverage as installation LOCATION: OrowTle, .California 95965, panels are installed. progresses. SSIDEWALL ' N�IE: Check periodically to ensure that all panels are aligned and plumb. WOOD BLOCKING FOR GIRT ALIGNMENT DATE INSULATION 5E: At the finishing corner of a sidewgll; the lost panel may required additional lap PHASE PANELS or trimming for installation of corner trim refer to the details in the erection' JOB NUMBER drawings. ISSUE 5A: Before installing wall panels, the girts must be aligned to a level position Screw Alignment Panel . so that there is no visible sag. This should be done directly ahead of panel (Through Fastened Pard ady) installation 8/'5/15 STEP 6: INSTALL ENDWALL PANED ' PRE -DRILLED 6A: Install gable angles/supports onto the ends of purlins and eave struts. This Girt leveling may be accomplished by standing a section of gable angle TEMPLATE SHEET angle is to butt -up to each other or is spliced as required except at expansion vertically against the outside girt flanges at approximate mid -bay location, joints where a one inch gap is maintained between ends of adjacent sections to When girls are level, attach the girt flanges to the angle with vise grip allow for expansion. pliers or temporary screws. Wood blocking cut to fit the spaces may also Gable angle splices may occur on or between purlins and the angle must be be used for alignment. attached le each pu a and the eave strut. r NOTE: Temporary re girt blocking is nal recommended of concealed fastener NOTE: "Wall panel type and installation details will vary. Refer to the erection panels: The removal of the blocks after panel installation can cause ail drawings and details for the specific panel used for your building. canning. .00KING NOTE: Wall panel type and installation details will vary. Refer to the erection drawings and detail's for the specific panel used for your building. CONTACT TAPE '. SIDEWALL INSULATIONINSULATION - MUST MEET ENDWALL BASE ANGLE/TRIM - INSULATION TO SEAL THE CORNER* TAPE - 5B: If walls are to be insulated, place a continuous run of contact tape along the eave strut and base member. NOTE: At the base, cut off the insulation a minimum of 1/2" above the bottom of the wall panel. This will prevent the insulation .from hanging below the wall panel and wicking moisture. Roof Pane Insulation Double Faced Tape (Not by manufacturer) (Not by manufacturer) to be used to secur Note insulation. I Trim insulation and turn vinyl back Insulation must not be exposed to weather. Wall Panel Insulation (Not by manufacturer) Fberglass Insulation Vapor Barrier to to.OUTSIDE of INSIDE of Building Building Fpve Detail (See Erection Drawings) Insulation (Not by manufacturer) Wall Panel Note: Finished;Floor Trim insulation and turn vinyl back Insulation must not be exposed to G weather. Base Detail ' (See Erection Drawings) Starting at a building corner, attach the first. piece of blanket insulation to the contact tape on the eave strut. Pull tight and adhere to tape at the base. It is recommended that insulation not be installed more than 6 feet ahead of panels. Erection Guide R4 , 1n '12 00 NOTE END FRA PURLINDetail shown for ribbed roof panel i RAFTER GABLE only. For standing seam rake and STACKED SHE ( ANGLE gable angle installation, see TO BE DRILLED /', erection details. . ? AT r EXPANSION JOINT TYPICAL EAVE •STRUT BUTT LAP CONOMON KEEP END OF , PANELS ALIGNED 6B: See erection drawings sheeting layouts for panel starting dimensions, } panel trim locations, and lap locations. NOTE: After drilling panels, it is important to clean metal filings off all panel surfaces, TRIM DIMENSION IS including between pMEASURED FROM CENTER nnels that are not installed that day, to avoid ru3l sluinss JRIM4-� OF FIRST MAJOR RIB. T . t i 1 . • 1 GABLE ANGLE PURLIN CONTACT TAPE SAVE STRUT ENDWALL GIRT WOOD BLOCKIN BASE ANGLE/TRI CONTACT TAPE INSULATION F1 phq \oEt1P�� 6C: Align and level girls on endwoll. 6D: If the walls are to be insulated, place a continuous run of contact tape along the gable angle and base member. Starting at thecornerof the endwall, attach the first piece of insulation to the contact tape on the gable angle, Pull tight and adhere to tape at the base. Cut off excess insulation. It is recommended that insulation not be installed more than 6 feet ahead of panels. NOTE, At the base cut off the insulation a minimum of 1/2 inch above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. 6E: Start' at the corner, trim panel (if required) and set in place. Refer .to corner details in the erection drowings for the panel starting distance from the corner, When the panel is located and plumb, install fasteners. 6F: Install remaining endwall insulation and panels, being careful to maintain the correct panel coverage as suggested in step 50. 6G: Install corner trim. BUTTE COUNTY BUILDING DIVISION 'PROVE® C72875 Exp. 06/30/2016 " 08/07/15 CI)V1L i�CA1-1c� ISSUE DATE DESCRIPTION + BY CK'O DSN - •. .. - 0 8/ 5/15. FOR ERECTOR INSTALLATION PNR PNR SSK Building Systems 2714 S. Garfield Rood Office: (509) 244 I a rc® an NCI Company ., Airway Heights, WA 99001. (800) 941-2291 = & PROJECT: WRIGHT CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT LOCATION: OrowTle, .California 95965, CAD DATE SCALE PHASE BUILDING ID : JOB NUMBER SHEET NUMBER ISSUE - 8/'5/15 N.T.S. 1 a 14-8-93537 DET18 0 C72875 Exp. 06/30/2016 " 08/07/15 CI)V1L i�CA1-1c� T S ISSUE DATE DESCRIPTION BY CK'D DSN I 0 8 5/15 FOR ERECTOR INSTALLATION PNR PNR SSK / / building Systems 2714 S. Garfield Road O(fice::(509) 244 ., 1! Garam an NCI Company Airway Heights, WA 99001 .,(800) 941-2291 r6` STEP 7: INSTALL ROOF PANELS 4 CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT - STEP 8: INSTALL TRIM AND ACCESSORIES 7A: Install eave trim over top of sidewall panels and eave struts with fasteners CAD DATE SCALE per erection drawings eave detail. BUILDING ID JOB NUMBER SHEET NUMBER �IV1L ISSUE 9��C SF 78: If the roof is insulated, place a continuous run of contact tape along tap of t 8/ 5/15 N.T.S. eave struts at both sidewolls. Lay a starter roll of blanket insulation from eave to eave across roof and secure to contact tape: (refer to packing list for NEVER STEP ON LIGHT TRANSMITTING PANELS, TRANSLUCENT PANELS, OR `14=B-93537 DET19 _ 0 width of insulation starter roll). It is recommended that insulation be installed UNATTENDED ROOF PANELS. RAKE TRIM r no more than 6 feet ahead of panels. NOTE: For PBR roofs with a ridge panel, it is recommended that both sides of the = ridge of a building be sheeted simultaneously. This will keep the insulation covered for the maximum amount of time and the panel ribs can be kept in _ - 9 proper alignment for the ridge panel. This is critical on the "PBR" panels so _ that the ridge caps can be properly installed. Check for proper coverage as the sheeting progresses. Note panel -sheeting sequence below! - r = _ Panels May Collapse If Not Pro Y P Properly Secured. - O4PENING PERSONNEL DOOR EAVE GUTTER INSULATION Roof panels must be completely attached to the P p y purlins and to panels 8A: Install rake trim and gable closure. on either side before they can be a safe walking surface. Light 88: If included with the building, install the eave gutter, corner closures and transmitting panels or translucent panels con never be considered as a downspouts. walking surface. I NOTE:Remove all loose fasteners, blind rivets, drill shavings, etc... from gutter � 3 6 Partial) attached or unattached y panels should never be walked on. to guard against corrosion. 8C: 'Install accessories (doors; windows, louvers, etc...) not previously installed. 2 1 + Do Not: Refer to the appropriate details for installation instructions. a A 1. Step on rib at edge of panel. IMPORTANT: 2. Step near crease in rib at edge of panel.: -- -- = Remove debris from roof and wall surfaces during installation and after. INSULATION Clean surface of sheeting as required to remove smudges and touch-up 3. Step within 5 feet•of,edge on unsecured'ponel. any minor/mild scratches with color match touch-up point. ti ENDWALt PANELS SIDEWALL PANELS A single roof panel must never be used as a •work platform.*An OSHA ' approved runway should be used for work platforms! (Consult OSHA 7C: Install the first run of roof panelsacross the building from eave to eave, Safety and Health Regulations for' the Construction Industry). -Safety First! or eave to ridge. To allow proper installation of rake trim the starting location for the first panel must be as shown in rake details included with the y i erection drawings. When the first run is properly located and aligned with the . correct endlops and eave overhang, fasten o purlins. Roof panels should be installed 4 _ so that the sidelop is in a direction away from the prevailing wind. . Refer to appropriate lop detail. 7D: Install remaining roof insulation and panels. To avoid accumulative error due to - panel coverage gain or loss, properly align each panel before it is fastened. ccasionol checks should be made o ensure that correct is panel coverage maintained. Special attention should be given to fastener, mastic and closure requirements. Refer to details with erection drawings. 4 7E: At finishing end of roof, the last panels may re Quire field modification for installation of rake trim. Refer to rake details. DO NOT BACK LAP THROUGH - FASTENED ROOF SHEETS. NOTE: Roof panel types. and installation requirements will vary. Refer to the 1 ' appropriate details . for the specific panel used. IMPORTANT: Loose fasteners, blind rivets, drill shaving. ETC.. must be removed from 9 ' roof to guard against corrosion. NOTE ) . It is the responsibility of the erector to provide temporary erection bracing until the s - structure is completed. This bracing is to remain in place until all toand wall 1� panels are installed. ' ' WOOD BLOCKING FOR GIRT ALIGNMENT INSUlAT10N y. , ENDWALL SIDEWALL PANELS PANELS , •'- r • - . A - y T BUTTE COUNTY BUILDING DIVISION APPROVED r� S ISSUE DATE DESCRIPTION BY CK'D DSN I 0 8 5/15 FOR ERECTOR INSTALLATION PNR PNR SSK / / building Systems 2714 S. Garfield Road O(fice::(509) 244 ., 1! Garam an NCI Company Airway Heights, WA 99001 .,(800) 941-2291 r6` t 4 CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT - J° BUTTE COUNTY BUILDING DIVISION APPROVED r� ' _ _ ISSUE DATE DESCRIPTION BY CK'D DSN I 0 8 5/15 FOR ERECTOR INSTALLATION PNR PNR SSK / / building Systems 2714 S. Garfield Road O(fice::(509) 244 ., 1! Garam an NCI Company Airway Heights, WA 99001 .,(800) 941-2291 PROJECT: WRIGHT 072875 n Exp. -06/3012016 CUSTOMER: The Steel Builder OWNER: STEVE WRIGHT - LOCATION: Oroville, California8/07/15 io 95965, a CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER �IV1L ISSUE 9��C SF 8/ 5/15 N.T.S. 1 A `14=B-93537 DET19 _ 0 I I i