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B15-2699 047-200-083
BUTTE COUNTY OCT 2 r ' DEVELOPMENT.4T ���TRUCTUR�A4 QESttiN SERVICES« 1 PERMIT # UJ, DE'101�:E&:IIAEI�IT SERVICES . • Lindo Ave, Chico, 1►=i P. 1 592-4407 • • Structural Calculations For: - Client: Adam Henderson - HPC Construction �Project: 35x60 Metal Building Foundation Address: 4488 Munjar Road, Chico, CA QROFESS/pN C. Jph, 4lF�c w 188 �2 M d'TQT CIVt1. ���P FOF CALF to/Z-7 (1S Note: These calcuiationsand details are based on permit drawings by.Nucor Building Company. These calculations appy only to the structure as defined In the reviewed set of drawings. Any changes to either this set of calculations or the reviewed set of drawings provided by Nucor Building Company without the written consent of this Engineer is strictly prohibited and shall render these calculations end specifications void. Note:.: Summit Structural Design (SSD) is not responsible for on-site. inspection to assure :compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible :for any structural element or system not specifica.ly 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. Summit. Structural'Qesign _.. Project.: - Engineer. _ Design of: Foundations . .. ir�av�f,.'wK:!4•kIA.LYa•U..,yo..ilt:+l-1-e*rw. Soil Bearing 1500 psf Soil capacity to resist uplift T. varies . .. :'taMiu . 6.mrtrm+t r.eme'N beaiRt Page: Date !I3. Section 3605.3.1- Sask load Combos OL+CL46 I Uplift (kips) Wind I Eq Sqr Ftg for Soil Bearing Min Size (ft) OL + CL+.7S(:6W) +.7511f -- OL< CL +.75(.7E) 4, ; 7511 Unity Factor (must be>1) .60L4 -.6W .601 +.7E OT Grid line Gravity (kips) DL CL LL I Uplift (kips) Wind I Eq Sqr Ftg for Soil Bearing Min Size (ft) Thickness (ft) Length Width (ft) (ft) Resistive. Uplift Load (kips) Unity Factor (must be>1) IA 1.00 1.00 3.00 -5.00 -1 1.83 2 3.00 x 3.00 2.79 1.16 18 1,00 1.00 4.00 -7.00 ,1.00 2.03 2.5 3.00 x 3.00 3.87 1.08 1C 3.00 2.00 6.00 -13.00 -1 2.92 3 4.00 x 4.00 7;77 1.30 2.3A 2.00 .3.00 7.00 -1.3.00 -2.00 2.92 .3 4.00 x 4.00 7.77 1.18 3B 0.00 0.00 0.00 -1.00 0.00 0.63 2 2.00 x 2.00 1.:50 > 2. 4.00 3.00 1.0.00 -21.00 .2 3.61 3 5.00 x 5.00 1.0 1.0 4A 1.00 1.00 2.00 -4.00 -1.001.71 2 3.00 x 3.00 Z:79 1-55 4B 1.00 1.00 3.00 -5.00 -2 1.8.3 2 3.00 x 3.00 2..79 1.16 4C 3.00 2.00 5.00 -17.00 -7.00 3.18 3 5.00 x 5.00 11.051.32 X -BRACE 0.00 0.00 0.00 -5.00 -5.00 - 1.41 3 3.00 x 3.00 5.03 1.44 C l �� pi- or- =X74=�30� Hairpin Design (worst case Line 2-3) Note: All. Loads are ULT ' F-NorizontA Force .. 0L= 1.00 kips CL= 1.�O kips LL= 2. DO kips r 1 W= 4.DO kips V a EQ= 2.J0 kips. Angle q= 30 deg Steel Grasse fs= 60 ksi Vu= 1.4"0L - 2.800 kips j1.2*11DL + 0.5'LL = 3.400 kips 1:2TL + 1;6*LL + 0:5W 11000 = 7.600 kips terns 1.2`bL + 0.5*LL +. 1.OW = 7.400 kips// 1.2`.DL + 1.0EQ. = 4.400 kipsV� 0:9DL + 1.PW = 5.800 kips ✓✓/' 0.90L + 1:OEQ '9:2 = 3.800 kips ACI 318-1.1 Section Load Combinations Vu`O.9'Area'd'(fs)'cos(q) Check this equation Areq'd='Vu/(0.9'(fs)'cos(q)) Areq'd= 0;163 in2 User 1 # 3 bar As= 0.221 in2 Anchor DesignerTm Software Version 2,4;5673.30 �a 1.Projoct information Customer company: Customer contact name, Customer e-mail Comment: 2. Inout Oata & Anchor P: General Design method:ACi 318-11 Units: Imperial units Anchorinforrnation:. Anchor type; Cast -in-place Material: A8 Diameter (inch) 0.750 Effective Embedment depth., her (inch): 15.000 Anchor category: Anchor ductility: Yes hem (inch): 17.25 Cmb, (inch): 1.50 Sr o, (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: U _ O.OD+ 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 �Figurn 1� .a Company: Summit Structural Design Dale: 10/1312015 Engineer Andy Johnson, RE. Page: 1115 Project: Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail andy@summitchico.com Project description: Location: Fastening description: Base Matoriai Concrete: Normal-welghi Concrete thickness, h (inch); 36.00 State: Uncracked Compressive strength, f� (psl)' 2500 Wey: 1.4 Reinforcement condition: B 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 6do requirement: Yes Build-up grout pad: No Baso Plato Length x Width x'Thicknoss (inch) -,13.00 x 8.00 x 0.38 V,,cl(O f-- C �- 40 Vel -70 .+ r r , + 4, y t i 1�"t tx b 4 f j�'pF i4 t4 P errs input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility, �z ssinloson Strong -Ti? Coniluany Ittc. 5966 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 825.560.8000 Fax: 923,847,1871 wvnv.strongtie.com • Anchor Designer",' r , Software Version 2.A.5673.30 an <Figure 2> Company: Summit Structural Design Date: 10/23/2015 Engineer: Andy Johnson, P.E. Page: 215 Project: Address: 383 Rio Undo Ave 01200, Chico, CA S-5926 Phone: 530.592,4407 E-mail; andy@summitchico.com Rocommendod Anchor . Anchor Name: PAB Pre -Assembled Anchor Boli - PABS,(3/4"0) Input data andresults must bo checked rot agreement with the existing circumstances, the standards and guideline' muni be cheo ted for plausibility. Sirrlm.ml Strong•lie Company Inc:. 5956 W. las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wvvw.stiongtio.com Company: _ Summit Structural Design Dale 10l23f2015 Engineer. And Johnson, P.E. a: Pa . 3f5 Project: 5. Concrete Breakout Strength Address: 383 Rio LlndoAve #200, Chico, CA 95926 Phone: 530.592.4407 E-mail• andy@summitchiao.com Maximum concrete compression straln.(%.)t.0.00 <Figure 3> Maximum, concrete compression stress.(pai); 0. ' Resultant tension force (lb) 14700 Resultant compression force, (lb): Eccentrldty of resultant; tension forces in x-axis, e'n. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'ter (inch): 0.00 Eccentricity of resultant shear forces in x-axis: e'v. (inch): 0.00 Etxentricity;ofresultant shear forces In y-axis, e'vy"(inch): 0.00 �Steci Strength>of Anchor In Tension(, ec. D,5.11 N.. (lb). 0 ON., (lb.) . .3; Resulting Anchor Forces 14528 5. Concrete Breakout Strength Anchor Tension load, Shear load x, Shear load y, Shear load combined, �. f" (PSI). Nu. Ob) Vu.. (lb) VV.V (lb) -1(V-'Y+(Vu.y)'-(ib) 1 3675.0 800.0 0.0 800.4 .2 3675.0 800.0 0.0 80D.0 3 3675.0 800.0 0.0 800.0 4 3675.0 - 800.0 0.0 80010 Sum 14700.0 3200.0- 0.0, 3200.0; Maximum concrete compression straln.(%.)t.0.00 <Figure 3> Maximum, concrete compression stress.(pai); 0. ' Resultant tension force (lb) 14700 Resultant compression force, (lb): Eccentrldty of resultant; tension forces in x-axis, e'n. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'ter (inch): 0.00 Eccentricity of resultant shear forces in x-axis: e'v. (inch): 0.00 Etxentricity;ofresultant shear forces In y-axis, e'vy"(inch): 0.00 �Steci Strength>of Anchor In Tension(, ec. D,5.11 N.. (lb). 0 ON., (lb.) . 19370 .0.75 14528 5. Concrete Breakout Strength of -Anchor I0 Tension (Sec. D:5.21 Ne ? 161. �rlahar� {Eq 0-7) �. f" (PSI). ha..(in)... Ne (lb) 100. 2500 15.000 72986 dN�t, =4:(Art/Anw)Y'.gr�'l �raY'c uH'� kNa:(Sec. 0.4.18 Eq. D-4) Apwo (In) 11 'KI, Y:d,a !/w V'�,.y Ne (lb) d AN�o (ib) 2601.00' - 2025.00 1:000, 1;000 1.25 1.000. 72986 0:70- 82029 inpulda4a and resuhs must be checked'ror s,greement with the existing circumstances, the standards and guidelines must be chocked for plaus b-ty, 6irnpsmr sirOn0-71e Cbtmrnny.lnc' 595E W, Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fox: 925.847:3871 www:strongtla,com . Anchor Design erTM . h , , Software Version 2.4.5673.30 Company: Summit Structural Design Date. 10!2312015 Engineer: Andy Johnson, P.E. Page= 4/5 Project; Address; 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@summitchico.com Strength of Anchor In Shear (Sec, 0:6.11 V -(lb) ¢;o„r d . Oi.wOV.(lb) 116215 .1.0 0,65 7556 Vey= min)7(l(Eq. D•33 9. Concrete Breakout length of Anchor in Stlear (Sec. 0.6.21 Shear perpendicular to edge in x -direction: Vac = mini7(I./dsj0.x`Yds7a\IPcC.rr's;`9A.JPcc.0•6I (Eq: D-33 & Eq. 0-34) c., (in) Vzy Ob) 1. (in) d, (in) J.. 1 (psi) cit (in) Vn. (ib.) 6:00 0.75 1.00- 2500 24.00 52909 pV", = fi (Avc/Av o)..Y!a;v.Y'.,,tvV'r,vnyVb. (Sec;. D.4,1 & Eq: 0-31) Av. (W) App Onx) `/r, -v V"nav '/lcy Y'n.v Vb. (ib) 2160.00 .2592.00 1.000 0.933 1.400 1.000 52909 0.70 40328 Shear parallel. to edge /n x direction: Vey= min)7(l(Eq. D•33 & Eq. 0-34) 4.(1n) d, (in) i„ t'. (psi). c., (in) Vzy Ob) 6.00 0.75 1.00 2500 24.00 52909 pVcs¢r = 0'(2)(Ava/Avco) �NegvV�atty'N�v.Y."r vV,, (Sec. D,4.1 8 Eq. D-31) A%% (W). Avco On?) Y'ec.v 'N.av Ycy vl, v Wv (ib) d 01/6,, (lb) • 2160.00 2592.00 1.000 1.000 1.400 11.000 52909 0:70 86418 10, Concrete Prvout %renoth ofAnchorin $hear (Sac, D.6.3) ' OVipv = akcrN;bp 041) kev Aeu (In') Ark. lin'-) Y'.,,, Yadli Y'cn. Y'cn;ti Ne (lb) 3 OWj (ib) 2.0 2601.00: 2025.00 1.000 1.000. 1.250 1.000 72986 0.70 164057 I 1 Results Interaction of Tensile and Sheer Forces (Sec. 0.7) Tension FactoredLoad, N.. (lb) Dosign Strength, oN„ (ib) Ratio Status Steel 3675 14528 0.25 Pass (Governs) Concrete breakout 14700 82029 0.18 Pass Pullout 3675 69741 0.05 Pass Shear Factored Load, V�. (Ib) Design Strength, oVr (lb) Ratio Status Steel. 800 7556 0.11 Pass (Govems) T.Concrete breakout x+ 3200 40328 0.08 Pass 11 Concrete breakout,y-. 1600 86418 0.02 Pass Pryout 3200 164057 0.02 Pass - Interaction check . Al_/^ Vnr✓pVn Combined Ratio Permissible Status Sec. D.7.1 :. 0.25 0.00 25.3% 1.0 Pass PAB6 (3l4"0) with hef = 15.000 inch meets the selected design criteria Inputdoln and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausiU lity. Sirnpsort'Sirorg Tie Co!iip ny inc. 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone: 925,560.9000 Fax:. 025.347.3071 vavw,strongdo.com SUMMIt St�ucturalDes"'n -(g Project Engineer:, N- A Dale 11/1201;5,. Notiff., All Loadsare Utt F -Horizontal Force L :SELL :DL= 00 skips :CL= 1.00 kips LL= 2,00 kips ,.W,= SM kips EQ= ZOO kips. Angle 0.180 inZ .3kiarl A*=: q=, -30 deg :Steel P--tcle: fs -.60' ksll 2- 8,00 kips L :SELL �34007 :kios 21?44-,�O-: ,-ML I.VL-SW , R 09. 1,2,70t. 4- 015tt i- I.M 8.4'00 kips j6vem$ DL + LOEQ: 4�, 4,400 kips. ips. 6.'80(0:kips. 'OgbL,t I''Or=O 3-810ORIps ACt `at 8-11 Si--cfl6mbon,9;2 Loadt 'inions qua ion. v . p;9*Area'd`(fs)*casCgj: Cheek ec V. 0 0.180 inZ .3kiarl A*=: 0,221 Jn— Anchor 0esignerTm Software Version 2.4,5V3.30 tiPft?lg>t int'a atfan Custam' er,company: Customer contact name: Cu.storrier e-i�ia'st: . Conii►leit: 2': ihpgt-Qaja AnchorParameters. General pesignrnethod:ACt 31 k! i Units. Imperial units Anchor Information: Anchor type: Cast=in-place Wtedal: AB Diameter (inch}: 0:750 15,000 ry /� Effective Ei# bedmenat depth, he (Inch),., i 5,000 Anchor category:, - Anchor ductility; Yes h„ur troch): 17:25 Ciii�h (inch) -.I M Ste, (inch): 106 Load and Goometry: . Load factor source: ACI '3.18 Section 9i.2, Load. combination: U. -,1,2D y i.OW + i.&L + Seismic deslaw No: Anchors subjected to sustained tension: No t'appticab(e. Apply entire sl'ear load at front row: No Anchors only resisting wind and/or seismic loads:. No; <FigurL:T?/ Company: Summit. Structural Design t7ete, _ 10l23i2015 E# gineer, Andy Johnson, P.E,Page: 1!5 Project; - Address; 383 Rio Undo Ave #2.00, Chico, CA 95926 Phone: 530.592,44.07 E-mail: andumtnitchica:com Project description: Location. Fastening description: Baso Material Concrete; Normal -weight. Concrete thickness; h:(inch)-, 30.00 St8te::Uncra6k6d Compressive s length, r� (psi):2500 W.'V:1.4 _ . . Reinforcement condition: B: tension, B shear Supplemental reinforcet`ltent: Into t Reinforcemenprdvide t at corners; No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6dotequirement: Yes, Build-up grout pad': No, Base Plate Length xWidth X Thickness -(inch): 13,00 x-8.00 x 0.38: DID .'y ..,.....r - .r ......,......�. �....,...,ea......w.,..r,.a.T>«.:...a.:,sw..b.:awwuir ..R. .. Input data and re5u#!z iT!US# b0 r )estied far,a$reamErlt, h the exiviny Gi=mStance6: the Skindards and.guiddlines.must,be checked Tor pi usiia.lity, Ski�PSd i1.Sttono =� n�n#},3rty t#ac., .5558 W. Lati Pdp)tas eduteverd Piee+saMon, CA 94588 Phone!,! 25,560,900.0 Fix: 925:$47;3871-www,Vtrongtie com ` ° Anchor �esigner'M• ,� �' software s���at � � � Verstan 2 a 5573 30 Gomp2ny S,ymmitStructura� Qesigr� `. - a�7ate 10i23r2015 Engineer. `tnd Johnson P JP 2!5 �Proiect ' '' Y. `Address:: MOO 'Phone<; 530 592:4407 : ' ` . E-mail;- andy@sun mitchied.—'; - Ps 4 —," llj , _Z6 :XO_q 0006'09(,' Z kJOLId 9991,6'V3 OluescOld PATAPMOO SCIISOd Sal IM qs65 'ZIq Aulxiwo"t Qi A `. Alip"nutd jo pa*ama eq,Wow aau!jjpjfIs pua Spj*e J11169. 'Off 009t.- . ..... . 0 (Isd) ?j(,Uj) . IIIV8OI-jjv4� 1514413V OL!,Q -19621. 006.'i- Sz*l, 000' dbc)f: Ows-t6z, tolobt. (p-ci b3 T VY(Y36S) 99621 000 (q 1) Iv 1UPY Or 'TTa' NO ri'vo P. (CIO 6W. 00*0:(Lpu!)"4,gisrxe-Aoi.tzb qfaeaytiuel(nsei.)oAI plu" QO'O '.A th spoiqj jeaq4.jU8jj WSJXO nSaJ.JO )tO(4u*-10a 00'0 *put) 40 S!mA ul,spbjo, d 1. otsual luelinsai 'jo.Altoislu=3 On sImx ui 0092°(41) 03joi u6isuial luolpsau: (Isd)s sails ums§bjdvuaa ajarjb.Oa,-4.rn*WlXOA, 00*0 -(P tij e l� uojssw�w b163 0:�* �, nw* ;. X) j R� - u IxeiN 0'0.019 0 0*00ve 0`0094 0,00a wo O'OOLZ , 0,0061, iv Woatz 0 O"GOLZ 0,0061. 0:0. cl-odlz 0,0061. 01OWZ PLI01:4HONS OIJ '"A pool Jeaus F.S. .0*0.06L =Pecl U-61suat IDLPUV ;SaWOJ -IQ4*UV OURIO OU T ",Jau6isaa JO..q3uv r,, ' Anchor Desigh. effm Version 2.4:5673;30 Company. 'Summit Structural Desi n Late: 10123fZ015 Engineer; Andy Johnson, P..E. Pa e: .4r5 Pro ecv ... 14526: Address: 383.R.io Lindo. Ave #200, Chico, GA 45928 Phone:. 530592:4407 E-mail: andyjsummitchlco:com 8, Steet.StrengfFtot'Anchor.(n SOg(Sec..CS B:11 116251 1.0 0:65; 7556 Des p Strangth. ow (0) Cancr croak u Sttenath of`Anc'llorih'Stfear j8er D 6 2j. Sta,lus . Shear perpendlcular to edge fn-94irectlon 14526: Ve, = triiri)7(1e/t! }a'ic9� sntiPcta+:ts; 94E`Pedrr'-5l (t=.4;'q-'33 & Eq. D-34) Rasys,(Gbverns} 1 ,(In) de (in) 82,029 6100 0.75 1;00; 2500 24:00 52909 GVow ` 4 69741 Asx{in2} As+co (in=) 'N;z;.w.. _ . Y'u(tcY. Y�b.y Va. ((b) b dV. (ib) 2160.00 2592.00; 1,000 0 9.33 1.400 1:000 52909 0:7U x032$ Shear parallel 'to edge. in xrdiwiion Vtrr,ormini7(!4/dA)a:zida iakfPoS,r`;'9>�v�P�Ce(9 si (Eq D 33:tC•Eq: 044) 1. cm): d,.(in}. � ��.tP !1< cer (in}. Ybr:(lb)' _... .. 6.00 '0.75 1,00' 2500" 24.00 52909 (2)(At./;AvMi}Yl- kv.!P.iu&€� V4.:Sac D:41 'E=Q;;D31:). Ate Abp {le);y`kv _ Hre v Y ."v Vq-(1b) d ¢V ,z (1111). 11tomrete Pryout Steength of.'Anchor:latS ear (Sbc. mis.'V. '0V =Oktp-Mb'=. Oki,{ArvelA-)V,--. fdN�lre�e'���uNo{Et� D41}. �`P .. kk (tn? A� {ir?) .. '1%r -- ��`art. Y'cdt ti' .r -M-(lb 2.0 2601.,01) 2025 00 11:000 1;000 1:250 1.:000, 72986 0:70. -154057 11. Resc�its .Interaction of Teas_tleand Shear Forces tSec,0.7t: Tension i"actored Load M1f (Ib).. Des p Strangth. ow (0) Ratio Sta,lus . Stool 1900 14526: 0,13 Rasys,(Gbverns} -Concrete breakout 7f00 82,029 Q:09 F?ss Pullout 1900 69741 0;03 PFiSS Shear Faatoreii Load, :V (ItS) t Des lg Slreni2ih., oVI.(Ib) Ratio Status Steel 2100 _. 7666 0.28 Pass .(Goyerrs) -r C.66 rete beeakout'Xx+ 8400 46328 0.2') mass :i( Concrete breakmut y= '4200 66418 0.05 Piss ryout 8480 1134057 0.05 Pass Interaction check k4,1;Nt V 4tVn CaniOned Ratio Permissible Stains Sec. 0.7:2.. 0.00 _ _. 626... - 27.8 % 10 Rc55 PAB&:(314 rr7)_wlth hef>=°15 000 hdh, mezbts thass410cted.desigr! criteria. input dstwnnd resuits'rAutt:ba'tritceaiid toY ApieemeYtt Mlilll tF e'ez sting crcumsf rates :lhe;standr3rrd' and.guidellnes rhU t kit ckcc;Ki ci for old wilbihly. S'�=y3tti5.`a'tn5ra�-'t'i��t5r�dras>� ttt� S55d W l.hs Rasite`s.Sirute+/azts Pleasanton, Grw 9458. .Phone» -925.684.9000 Fait_ 975,847;387:t .t�rirtv."sirvngtte:carrt � r 1 j^ Butte County Department of Development Services BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Permit Center Phone 530.538.6861 Fax 530.538.7785 %v%vw. buttecountv.neVdds SPECIAL INSPECTION NOTE For Building Permit # B l �- L41 I , Assessor's Parcel # AO lj� _ 200 "�� 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 i6pection 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). ❑ Structural Masonry C�High Strength Bolting „ ❑ Welding ❑ Bolts Iristalled 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 DIVISION PRIOR TO . v x Version 20/5.05.05 (5/5/!5) byN'BG-GS- �'�� � �' 14111#LC37Nts SY5'7'-EMS' GROVE ` 1050 North Watery Lane Ph: (435) 91.9-3100 Brigham City, UT 84302. Fax: (43 5) 919-3101 r , STRUCTURAL DESIGN CALCULATIONS V FOR BUTTE �.. HIPC CONSTRUCTION COUNTY GAJ 1 1916 CAMERON, LANE CHICO, CA 95926 OCT •2 9 2015 DEVELOPMENT a PROJECT SERVICES ADAM HENDERSON 4488 MUNJAR ROAD -PERMIT # CHICO, CA 95973 BUTTE COUNTY DEVELOPMENT SERVICES - REVIEWED FOR NBSProjectNo. UI5E0707A C DE COMPLIANCE n , i Design Engineer = Kevin Miketta DATE �, i BY f Stamping Engineer = Grant Roth, PE,, PROJECT DATA Structural Design Calculations - Pages 1 to 60'• -+ f. ��raQ�p`FES�aO�� ' J R l 1 C. 7706 EXP 6 EC; 3 201 Name: Grant Roth, PE Title: ' Professional Engineer —1v v Affiliation: - Nucor Building Systems Date: October 14, 2015 ' Professional Seal +' The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Building Systems, a Member ofMBMA, and does"not serve as or represent the • Engineer of Record 'for this project and shall not be construed as such- • M B M A ` Excellence from the ground up .ACCREDITED AC472 Building Openings: Total 'Openings:Osq. ft Height 'Width Quantity"_ Area. 0 0 M 0 'rss•t`s{' a t — 0 FSW r: 0 $'2,lft fieri r. 0. Total Area: 840 sq. ft 0 0 NUCCFq Project No.: U15E0707A BUILDINGS GROUP Description: Adam Henderson ( . A D-SION OF NUCOR CORPORATION• Engineer: KLM i Enclosure(ASCE 7-05) version: 2014.09.02 Date : 10/14/2015 ti, } ' Per ASCE_ 7-05 Enclosure ffcclion-2) Building Dimensions: Eave Ht. L 14.00 ft Enclosure Type:.. n. C,•`' Gable Cs Single -Slope Eave Ht. R 14.00 ft a l Slope L 2:00.12. SlopeR 2.00:12 PARTIALLY ENCLOSED { 'Ridge Dist. 17.50 ft Ridge HL 16.92 ft ; .Bldg Width 35.00 ft' Bldg. Length 60.00 ft . _ I Building Openings: Total 'Openings:Osq. ft Height 'Width Quantity"_ Area. 0 0 M 0 'rss•t`s{' a t — 0 FSW r: 0 $'2,lft fieri r. 0. Total Area: 840 sq. ft 0 - Building'Openings: " Height Width Quantity "Area 14.00 ft ". 15.00 ft. _1 . 210 0 0 BSW 0 0 s o 0 ks•I S :7l•L�"Fd?IiVID�ellfe on- Total 'Openings:Osq. ft Height ' ` Width` Quantity., Area � Total :' Openings:230 sq. k 8:00 ft 17.50 ft. '1 140 M 0 .,, o ' Roof Total Area: 840 sq. ft Total Area: 840 sq. ft 0 "Building Openings. - b HeightWidth Quantity Area -- 0 0 LEWx 0 e140 0 0 0 . Building Openings: Height ' ` Width` Quantity., Area REW 8:00 ft 17.50 ft. '1 140 M 0 .,, o _ 0 Roof 0 0 -w i Total Total n 0 sq. ft�' 140 sq. ft FUllDeletl q Openings: Fwll Dele_t(on;; a Openings: ' Total Area: 541 sq. ft a y. Total Area: 541 sq. ft t l%\ Building Openings: Length Width Quantity Area 0 0 _ 0 Roof 0 0 0 0 .i Total 0 sq. ft � y.�. 0 — Openings: ` / a Total Area: 2129 sq. ft B t k ,y 1 U15EO707A ,� 1 KLM A2 of 60 h: 14.0000' .'' Kd: 0.8� 'KZ, -. f,00 R;:'-1.00 9h:,22.3` psf .. ,, ,... K, o� Kh: 0' 85 . , . . ; C:• 0.85 ., GCP;: 16.55 Catnpotents nd Cladding, a-= 3.50 ft. Tributary Prc —ure Suction Suction t " Area Zones 4,5 Zone 4 Zone 5 • ` Item (ft')(P:.f) (Psf) (Psf) p IQ I. h -Sidetiall Wind Column ..... ... 261 27 -7 ................. -29.39 r 30.39 a ' L . 4-29.49 EndwA Wind Column ........ 245 27_4T -30.59 /-� f s Oj ' �� s " Sidewall Girt ......................... 89 29'4 -31.05 -33'71* I� Y " Endwall Girt 102 2832 -30:84 - . -33.29 ',G • a ` Wall Panel ....... ,...4....... .................................... ...........32..41 -34.42 40.45..... k;_ 1 �, ....... Note. Value of.GCp ..: ...... .... in results above rTduced by 10% per Notes of Figure• 30.4-1. since slope angle is ,< le •e U15E0707A r;_ a� KLM A3 of 60 . f Nall .,. a pet Str�uctur,q) Case 1: Windward Total Load Maximum :Windward: Leeward, c Case 2: Leeward. Total Load Projection Kh_pr qp ETotal:Load Total Load. Item (ft) (psi) (Psf) (psf) 1 BSW Parapet - , .......... ........ ... FS Parapet -- --........ { .,... ........................ ......... ....... .....,......... EW Parapet - - - -- --- I- , ....................... ,t ' Components and Cladding, ' hoofs - ' ` '��k' �' f �' --I a r --1 2a I- --I-a I-� Applicable Roof Slope Angle 9.46 deg.. f , 3 2 3 3 2 3 a a= 3.50 ft. 7 TributaryPressure Suction in Zones ................,.......................................... ......:. ... Area All 1 2 2' 3 3' Item (ftZ) (psf) ' (psf) "(psi (Psf1 (psf) € (psf), Purlin/Joist 89 1 I I ( 19.22 -30.28 -39.66 :"" -57.65 ......................................................................................................................... ....... ....................... ...Panel, 5 23.47 € 32.41 -50.29 - 70 40 5 23.4Fastener 32.41 -50.29 -70.40 -- ' 3 1 • , -I s 3.1- , 13 - Values Below are for Overhang Portion of Roof ( , e Purlin/Joist 89 -- -49.17 ` 57 19 -- y..... ........ ...................... ......... ... Panel 5 -- € -49:17 --- -82.70 - - .............................................. ..................... .................................................................................................................... ...............,...... .... ;.. 1: h Fastener.........� - :49.17...... ----..... -82.70..: ... ...... t Mam W nd Force a s[in s ems aTrat se W1i d Direction, Applicable'Roof Slope Angle = 9.46 deg `y a = 3.50 ft. Transverse Wind Direction .......................................... ......... ...... .... Item WI12 WIL W2R W2L W311 W3L W411 W4L " Cl: 0.99 0.22 -0.11 -0.88 Internal ,Load (psf) .....22.10 4.88 -2.49 -19.71 a....... ............................................. .. SUCt1Qri C2: -0.14 0.15 -1.24 -0.95 Load, (psf) -3.13 3.29' 27.71 -21.29 WindDirection ..................................................................................... ........ ........ ,....................... ,......................,... .......:. i C3: 0.15 i 0.1.4 -0.95 -1.24 - - - t 1 WIND W 1 R W 1 L Load, (psf) 3.29 -3.13 € -21.29 -27.71 --- ---- ---- --- p . ................................................................ a.....................<.......................>......................Y........: .....i.............. W3R W3L : C4: 0.22; 0.99 -0.88 -0.11 -- Load (psf) 4.88 22.10 -19.71-2.49 .... .......................:...................................... ....... ............. .. .. -1.00 - ..:........ . ' C5: 0.10 0.10 -1.00 Load (psf) 2.24 2.24 > -22.35 :22.35. ` ..... ......................................... ....... Internal' C6: 0.10 010 -1.00 -1.00 _-- i Load, (psf) 2.24 2 24 22.35 22.35 .. ` 'Pressure = ---- -`- � -- Net* (psf) 1.75 1 75 1.75 1.75 ! c Wind Direction - - - - - _ Edge Zone Pressure Coefficients ...................................................................... ........... .'WIND W2R W2L W1R & = W1L & W2R & '. W2L & W4R W4L Item W3R WK W4R . W4L; 2 6 CIE: 122 0.06 0:12 -1.04 1' Load, (psf) 27 19 1 29 2.60 -23.30 2E3 .......................... .......,.................. , ..... s...... ...... l C2E: -0.52 =0.03 1.62 1.13 ,.. 3E , > 1 Load, (psf) -11.62 -0.62 -36.21 -25.20 t............................................Y......................I..........:. ... i................. ).�., C3E: -0.03 -0.52 -1.1'3 - €'- -L62-- , h Load (psf) -0 62 1 1.62 25.20-36.21..... ..................: .. ....... ..... .....: t 4 C4E: .....0 06 1.22 -1.04 0.12 5 / Load, ! ..(uso ......:!.:29 :....:.:.....27:.1.9.. 23 30 2.60 4E `Net Lat < 16 psf. Add additional pressure to windward wall. } 2°ks 2'`� - U15E0707A KLM A4 of 60 r' it•� a ,. Y r Wind Loading Continued... Item CI: 1hterpal Load, (pso Suction - - ------ Load, (pso ...........C3: .....I..... C3: WIND W5B W5F Load, (psf) ...................... W7B W7F C4: W8B W8F ..Load,. ( Applicable Roof Slope Angle = Load, (psf) ...................... W5F & W6B & CIE: 3.50 ft. W7F Load, (psf) Longitudinal Wind Direction Internal ............. C . 2** 'E W6B . Pr�essure Load, (psf) 0.10 -1.00 ................ C3E: 2.24 .............................................................................................. 2.24 -22.35 -22.35 Load, (psf) ...................... WIND W6B W6F C4E: W8B W8F ..Load,. ( Applicable Roof Slope Angle = 9.46 deg W5F & W6B & a= 3.50 ft. W7F W8B Longitudinal Wind Direction W5B W5F W6B W6F W7B W717 W8B W8F 0.10 0.10 -1.00 -1.00 2.24 .............................................................................................. 2.24 -22.35 -22.35 ...................... -0.14 0.18 -1.24 ...................... ...................... ....................... i -0.92 -3.13 .............. ** ...... 4.02 .................. -27.71 ...................... .-20.56 .................................... 0.18 -0.14 -0.92 I ........... .......... ...................... ....................... -1.24 4.02 ...................... ...................... -3.13 -20.56 ...................... -27.71 .............. ........ ................................... 0.10 0.10 -1.00 . ......... -1.00 2.24 ...................... ...................... 2.24 -22.35 ...................... -22.35 ...................... ...................... ...................... 0.07 0.07 -1.03 ...................... ....................... -1.03 1.56 ...................... ...................... 1.56 -23.02 ........................................................................... -23.02 -0.52 0.02 -1.62 ........ ......... ...................... ....................... -1.08 -11.62 s ...................... ..................................................................................................................... 0.45 -36.21 -24.14 ; -0.02 -0.52 -1.08 ....................... ....................... -1.62 0.45 ...................... ...................... -11.62 -24.14 -36.21 0.07 0.07 ...................... -1.03 ...................... ...................... ............ ......... ...................... ....................... -1.03 1._56 ...................... 1.56-23.02 ...................... -23.02 ....................... ...................... ............ . ........ ...................... ....................... 2 6 C5 Load, (psf 2E 3 C6 3E Load, (psf I E b .............CSE ............ C . 5 . E Load, (psf 5E 4 C 6E 5 Load, (psf 4E 2. End -Wall pressure Coefficients ............ . ....................................................... W5B & W5F & W6B & WO & W7B W7F W8B W8F 0.95 0.25 -0.15 -0.84 21.23 .................................... 5.81 ........ .............................................. -3.35 -18.77 0.26 0.9.5 -0.84 -0.15 5.81 21.23 -18.77 -3..35 .............................................................. 1.16 0.1! 0.06 ............... -0.98 25.93 ...................... 2.6: ............. . ....... ...................... 1.34 ....................... -21.90 0.12 I.Ii -0.98 0.06 2.68 25.93 -21.90 1.34 Wind Uplift for Bracing Input: 0.00 psf Longitudinal Force Resisted by Brac ng: 4.57 kip Total Longitudinal Net Pressure Applied to Build ng: 16.90 psf Total Longitudinal Force Applied to Build -ng: 9.14 kip U15EO707A KLM A5 of 60 ' Project No.: U 15E0707A € ' _ S U I L O I N G S G 1RO U P Description :. Adam Henderson =I; A DIVISION OF NUCOR CORPORATION Engineer: KLM t .z Wind Loading per ASCE 7-10Date : 10/14/2015 PAN v;1 -(with -(with AISI 2007 Specification and 2010 Supplement to the 2006 MBMA Manual.) Version: 2015.1.26 (Date: 01/36/15) By NBG-GS Building Name: Building A t ' Wall Panel Selection:.. Classic "CW" Wall.Panel 26 Gage A653 Grade 80 with Fy = 80 ksi, Fu = 82 ksi . Y Deflection Limit: L/60 a = 3.50 ft. 4 Tributar Pressure: Suction :Suction +_ Min. Girt Thickness for Fastener Checks: 0.060 Area Zones 4,5; Zone 4 Zone 5 z Item W) (psf) (psi- (psf) Wall Panel 4 19.45 '-20.65 -24.27 Simple Span (ft) - 7.50 7.50. 7.50 ° is �� ID h 2 E_ ual S ans "(ftp _ 7.50 7.50 _7.50 ry_ 3 E ual S ans ;(ft 7.50 7.50 _7.50 Fasteners ---_..• 7:50 7.50_ _(ft) I' I Note: These Panel Spans are Based on Values Found 16 the EDM. Section 6.9 I. R ° • .Roof Shue mg S:pans ��<; , Dead Load (psf): _ 0 'Collateral Load (psf): 0 Max Live/Snow Load (psf): 20.00 Roof Panel Selection: Classic "RPB" Roof Panel 26 Gage A653 Grade 80 with Fy ='80 ksi, Fu ' 82 ksi 'Deflection Limit: ., L/60 ¢ Minimum Purlin Thickness for Fastener: '0.060 Seaming Option for Interior Zone, (Zone 1): N/A Seaming Option for Edge Zone, (Zone 2): N/A Option for Corner Zone, (Zone 3): N/A -Seamin-g ,la� 1 Za� �a�� - "a = 3.50 ft. rs 3 z s z z, a a Pressure ? Suction in Zones T_ , -I 1- T __---- -- _. _-_ ... - 7. „ All 1 2 2' 3 3' j f Item (ft.) (ft-) (ft.) (ft.) (ft.) (ft:) t• Roof Panel, (psf) -> 25.56 -19.45 -30.17 ---- -42.24 - z I zSimple Span 5.50 5.50 5.50 5.50 'I ' I 1 I 1 2 Equal Spans 5.50 5.50 5'.50 5.50 x t 3 Equal Spans 5.50 5.50. 5.50 _ 5.50 `1 2 '2 - 3 a Seaming / Fasteners --- X5.50 5.50 5.34 � - Note: These Panel Spans are Based on Values Found In the EDlvl: Section 6.10 { U15E0707A ? KLM of 60 ' ' CBC 2013 Seismic Considerations:• Input Data 4 • . y ', ' "Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) + * ' , •- Spreadsheet Revision Number: 2015.9.1, • Maximum Ss'value in determination of Cs calculated per CBC 2013 Latest Revision Date : 9/1/2015'. T Building Data Input: + } +p , Building A : Project No -,,-,015670'V - •� Description „Adan Henderson' 1 Nature of Occupan Standard.Buildings * Engineer. '`.LLM'•_x ,+ _ Gable/Single Slope „_t _ Gable:` Date : 10/14/2015 , • Building Width ` Building Length ' x t Distance to Ridge (from, BSW) - 17'50 (fee[ n° ,-.+ ' A* Roof Slope, s:12 (slope to BSW) •. -.2.00„`'a3 :'” • M. • •• + c - • Low Eave Height (Front SW) ,' :14.00 feet _ -- „ R High Eave Height (Back S W) tis,`I4.00�feet %�`:'>: ° s , Mean Roof Height 15.46 feet -T Roof Level Diaphragm t -- RigidJ y ': • • *Note: ASCE 7 states "Where diaphragms are not flexible, eae design shall include the torsion moment Mezzanine Level Diaphragm - .. hlewble,-" * plus the accidental torsional moments caused by an �sumed 5% displacement in either +r. _., • t ' ' + '. _ - - �, direction of the building masses. Due to the configu®tion of rigid frame metal buildings, '• •- - , accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion - " _ a due to diaphragm rigidity shall only be applied to the longitudinal seismic talcs. • ' ' 'Seistnic Data7nout: r t ; e a ' • Short period response acceleration, Ss • •' Ss 0 617__x._ i°Note: ASCE 7 Section 11.4.2, states °Where the soil proper ies are not known in sufficient detail to ' - I -_second period response acceleration, Sr_ 4 ' , • r^ t Sl 0 27fi` '„ • determine the site class, Site Class D shall be used unless the authority having jurisdiction or t ° ' Z - geotechnical data determines Site Class E or F sods a.e piesent at the site.' As a result, Site ' , • ' ` Site Classification ,-T • :,; •• 0 + Class D will be used ori nearly all buildings.' r " , N .. Roof Loading: •' i /`: .. r r ff ***Note: 20% of flat roof snow load used inscismic dead load calculations per NBS standards when Flat - • roof snow load is greater than 30 psf. DO NOT inclu..e snow drift loads in seismic dead Toad. { 'Lateral Frame Self weight (SW) • a: 2.50'; p st � _ ' Roof Dead Load (RDL) •' , 3 W.p'sf - -. Roof Collateral Load (CDL)5.00, psf, - ****Note: Full Height Hardwall is applied at mean roof height (n.rh) at End«alls. Enter the height q' Roof Self Weight (Bracing, Beams etc.) ..:. 14:0. 50, sf . ..: required to account for the full dead load of the wall.- , Roof Snow (PI) 0.00' `'sf s ess 4 Exterior -Wall #1 (Left EW) Loads: Exterior Wall #3 (Right EW) Loads: • '" O. Full Height Wall r - - O Full Height Wall w/ Parapet O. Full Height Wall O Fall Height Wall w/ Parapet a y • O Partial Height Hardwall ,' • O Partial Height Hardwall w/ Parapet _ .O Partial Height Hardwall - O P:nial Height Hardwall w/ Parapet' • •' ❑ Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) ❑ Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight); ' J Wall Length S 4 35.00 feet r Wall Length 35.00 feet - - • Top Elevation ` , . �� r " 15.46 feet ••'• • Top Elevation 15.46 feet 4°*• • - . Wall Weight' �. -_ " '': 3'00'psf''.:.de Wall Weight _ .-:.x;3.00 psf..::..'',: y Exterior Wall #2 (Front SW) Loads: `. Exterior Wall 44 (Back SW) Loads: _ yr" r •O. • Full Hei • t Wall r' O .Stn � • , O'Full Height Wall w/ Parapet + Full Height Wall O FWI Height Wall w/ Parapet • ; • - O Partial Height Hardwall'r� O Partial Height Hardwall w/ Parapet O Partial Height Hardwall - O Paatial Height Hardwall w/ Parapet', _ ' r . ❑ Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) ❑ Exclude Wall in Longitudinal Seismic Calculations (Shear Wall Supports Self Weight) - , Top Elevation ', r; , , . 14.00 feet Top Elevation 14.00 feet ' _ .. Wall Weight - r 1 r. ; �, '4 - " - • - "'�!i 3,00:: psf - , t _ - 00 _..-.. ., Wall Weigh `:3 .. sG�*�° -�1' , !• + .,tom .'F. ` !Interior Wall #5 (Partition) Loads: - = • � Note: The weight of a concrete ur masonry wall may be excluc:d from the seimic load calculations • �- r _ for lateral ! longitudinal seismic force resisting systems, nrovided that details permit ' • O Full Height Wall �: -' ' �` O Full Height Niall w/Parapet r unrestrained movement of the seismic force. resistin sys-em relative to the wall.(I'llis , S ' + O Partial Height Hardwall �� . ' O Partial Height Hardwall w/ Parapet exclusion does not apply to metal panel walls, wood, EIFS, of other flexible wall systems that ` r'} arc attached to die building framing at several points.) 11er MBiMA "Seismic Design Guide for ❑Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Metal Building Systems. i 3 . , T, ` +` Top Elevation �� �� - 15.46 feet R4iy • I . •. Wall Weight ' . JA Pagc I of!,. Y r ' . li ,•} 7 S -, % - , 111/I4/2111i ° t a t l.A7 N U15E0707A' r` '!,�'t ,'frfy`' t KLM , of 60 +� .. .. ..N'r •�' _ , ' ' t r ..• Sir ° �! .! , CBC 2013 Seismic Considerations: (Continued) ' Input Data Equivalent Lateral Force Procedure (per ASCE 7 Section 12.8) + e Spreadsheet Revision Number 2015.9.1 Maximum Ss value in determination of Cs calculated per CBC 2013 Latest Revision Date : 9/1/2015 Project No.: 615EO707A Description: _ Adam Henderson - +t' Engineer. - KLM `',r' h Date: 10/14/2015 e.. Mezzanine 41 Loads: Mezzanine #2 Loads: Floor Dead t 4.00 sf FloorDead Floor Collateral 5.00 sf Floor Collateral t t Estimated Joist weigh Estimated Joist weight f. Floor Live ' ;•'• Floor Live ❑sw a Partition loading i.!, ❑ smage ❑Partion olrg ' r Partition load' Partition load +. T Elevation ! > 14.00 feet,. f ' Elevation • _ - .—Note: 1) 25% percent of Floor Live Load used when mezzanine is designed for Storage. (Typical storage loads are 125 psf or greater.) 4, ' Put in full live load! r Crane Loads : Aisle #1 Crane Loads : Aisle #2 Number of Aisles with this crane info. Number of Aisles with this crane info. ? �. Crane Type: (TR / UH / Mono) Crane Type: (TR / UH / Mono) _ + ' Crane Beam+Channel _ - - Crane Beam+Channel Independent Crane Column + Independent Crane Column t r Rail WtRail Wt ' 0.00 p If - 000 plf Bridge Wt. t Bridge Wt. ' Hoist Trolley _ _ Hoist & Trolley e x• Elevation Elevation Crane Loads : Aisle 93 . Number of Aisles with this crane info. t Crane Type: (TR / UH / Mono) Crane Beam+Channel Independent Crane Column + Rail Wt 0.00 plf . *? Bridge Wt. + • • ,{ Hoist &Trolley ,! " Elevation It Pagc2of( - + I0/1412015 k U15E0707A KLM A8 of 60 " ' t CBC 2013 Lateral Seismic Calculations: ' . LctcralCM (1) • Equivalent Lateral Force Procedure (per ASCE 7; Section 12.8)• Spreadshee Revision Number : ° 2015.9.1 L.ete_st Revision Date: 9/1/2015 Frame Description / Location: FL I? �';ir- - Project No.: U15E0707A , Building Data Input Echo t 1,Building A f Description: 'Adam Henderson' Engineer: KLM v Occupancy Category II - ' Date :. 10/14/2015 • Seismic Force Resisting System Gable/Single Slope Gable ~35.00 Alt. Panel Load: ., 0.027aips4ft t Width ` -`r feet EffSeism icWeight ,..W,'a', Eleration.,&,YerhealDist. , h; .. Factor, C,a Length 60.00 feet _ - - Distance to Ridge ' -. 17.50 feet • - - , ' Roof Slope, s:12 2.00: 12 1.?.20Psf -. Low Eave Height 14.00 feet . -' 1623 lbs _ • , r ' High Eave Height 14.00 feet . 2.08 ft -kips Mean Roof Height 1 15.46 feet ' Exterior Wall 92 (Front SW) Loads • r •r „ • Bay Width ;1,'•,r r '1133 tcelL`"' , 0.08 kis p0.043 Frame Located at Bay: kips 12.67 jeer • a Oj Left Endwall 0 Interior Frame c .0 Right Endwall .' - 0 Int. Frame w/ Partition ,• Hardwall (SW) Information: '0.55 ft -kips /1. r14.?kips 11.67 feet Roof Concentrated Load Information: " t Wall Length Exterior Wall 42 (Front SW): ` 11.33 feei r Wall Length Exterior Wall 94 (Back SW): ; „I 1.33 feet"-" : O lbs Roof concentrated loads: -, "Crane Aisle 93" - Mezzanine Information: Crane Information: ' M -4, Is Mez #I or #2 Considered a Story? NO . ! 510lbs • 14.00 feet . Loading Area -Mezzanine # l: X6.67 s ft' ' ., Quantity of Cranes / Bay - Aisle # 1: • /4.00 feet r " Concentrated Loads - Mezzanine 91: V -- Length of Runway - Aisle #1: a _ . Totals ,. 750916s - 7509 1.24 kips ` Loading Area - Mezzanine 92 , ^5 / 03 k' ps Quantity of Cranes / Bay - Aisle 42: '� + Concentrated Loads - Mezzanine #2:, Length of Runway -Aisle #2: • a Seismic Data Input Echo Quantity of Cranes / Bay - Aisle #3: • s " Length of Runway - Aisle #3: ,; +• r '} 1 Short period response acceleration, Ss .� �, + Ss= 0.617 ^ • 1 -second period response acceleration, SI - ' ' SI = 0.276 "Note: Enter quantity of cranes for one aisle only, DO NOT inc case the „ .. t crane quantities when crane information is used for more than one aisle. Seismic Data Output: , **vote: Enter runway length, DO NOT double runway length as xher seismic Occupancy Importance Factor, Ie of 1.00 sheets have asked you to do previously. ' Site Coefficient Fa: ` + Fa = 1.31 - Site Coefficient Fv: e Fv = 1.85 •t*Note: ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force -resisting • Max spectral response for short periods (Eq 11.4-1):. Sms = 0.806 ., systems are used in combination to resist seismic forces at the same direction of structural response, Max spectral response for I -second period (Eq 11.4-2): •Snnl =0.510. other than those combinations considered as dual systenz, the more stringent system limitation _ Design spectral response for short periods (Eq 11.4-3): Sds = 0.537 contained in Table 122-1 shall apply.'.' The value of the response modification coefficient. R, used - Design spectral response for I -second periods (Eq 11.4-4): Shc = 0.340 for design in the direction under consideration shall not Ie greater than the least value of R for any Seismic Design Category: - . D of the systems utilized in that direction.. The deflection amplification factor, Cd, and the over- " _Response Modification Coefficient, R:' ` ' + ' ' 3._5 ••• strength Factor, l2", shall be consistent with R required it that direction; excluding buildm with a' S 4 b gs a • + System Overs[rength Factor, L-10: e' 2 ••• `risk category of[ or II, and Flexible diaphragms. In whie.n ruse, resisting elements are permitted to -' Deflection Modification Factor, Cd: .,t, 3.25 „• be designed for the least value of R for each inepen e lif reference. ddenne o Building Period Coefficient, Cc '� ' '� _ � • 0.028 ' Approximate Fundamental Period, Ta (Eq 12.8-7): i• - 0.250 Seismic Load Output: - Seismic Base Shear, V (Eq 12.l3- 1) ,t_ 1.04 kips •• _ Seismic Response Coefficient, Cs (Eq 12.8,1 to 12.8-6) ,• `0.1 GS ` Distribution Exponent, k ' 0.00 • '� J - - - - - ' e It. Roof Weight. 14.29prf Alt. Panel Load: ., 0.027aips4ft 1\7,ullistti .'-Distribution' ft'-;'`, 'Seismic Conanderatnons " + '.•. .a a. Y" EffSeism icWeight ,..W,'a', Eleration.,&,YerhealDist. , h; .. Factor, C,a Seismic Force -"^ Setsmic,BascMoment,-,�.:.r,,eAFrame _Uniform-. oads. ;Z,c.;�' ,n 3't • .,' y, y4 r..: " F, hJ r .Panel Load: qy;'., p. Roof Weighe71 Roof Loads 4424 lbs - 15.46 feet 4424 0.73 kips 1131 ft -kips 1.?.20Psf _ a025 kips/ft ' t• ' Exterior Wall 91 (Left EW) Loads - -' 1623 lbs _ • .7.75 feet 1623 0.27 kips 2.08 ft -kips ,-A .-�FrameConeentroa - atMlLds r`'ae Load Elevation - ' Exterior Wall 92 (Front SW) Loads • 476 lbs i - - 7.00 feet 476 0.08 kis p0.043 '0.55 ft -kips kips 12.67 jeer • Exterior Wall #4S ack BLoads ( � f 476 lbs - - 7.00 feet 476 0.08 kips '0.55 ft -kips /1. r14.?kips 11.67 feet Crane Aisle 91 s 0 lbs Crane Aisle 92 - �' : O lbs "Crane Aisle 93" • " O lbs Mezzanine 91 C' . ! 510lbs • 14.00 feet 510 0.08 kips 1.18 ft -kips 0.08 kips • /4.00 feet • Mezzanine #2 0 lbs - _ - -- __ _ . Totals ,. 750916s - 7509 1.24 kips 15.67 ft -kips 1% ante /lase Shcnr. / 03 k' ps ' Page 3 of 6 r:. T - +) U15EO707A KLM tat r t n r CBC 2013 Lateral Seismic Calculations: Lateral c,les.(2) Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) Frame Description /Location: FL = 2 &'3 s Spreadsheet Revision Number: 2015.9.1 c. - Latest Revision Date : 9/1/2015 . Roof Concentrated Load Information: Roof concentrated loads: 0 y 1 Me72anine Information: Is Mez #1 or 92 Considered a Story? NO Loading Area - Mezzanine # 1: 109.17sR. Concentrated Loads - Mezzanine #I: Loading Area -Mezzanin112- e Concentrated Loads Mezzanine- #2: Seismic Data Input Echo: ' Short period response acceleration, Ss I -second period response acceleration, SI Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fv: Max spectral response for short periods (Eq 11.4-1): Max spectral response for I -second period (Eq 11.4-2): Design spectral response for short periods (Eq 11.4-3): ' Design spectral response for 1 -second periods (Eq 11.4-4): Seismic Design Category: Response Modification Coefficient, R: System Overstrength Factor, fle: Deflection Modification Factor, Cd: Building Period Coefficient, Cr. Approximate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient- Cs (Eo 12.8-1 to 12.8-6) r Ss = 0.617 S1 = 0.276 1.00 Fa = 1.31 Fv= 1.85 Sms = 0.806 •Sml =0.510 Sds = 0.537 Shc =0.340 D 3.25 , 2 3.25 0.028 0.250 1.87 kips 0.165 w ' Wall Length Exterior Wall 92 (Front SW): 21 83 feet Wall Length Exterior Wall 94 (Back SW): 21 83 feet' j Wall Length Interior Wall 95 (Partition):' 35.00 feet 1 • t+ Crane Information: e r ! Quantity of Cranes/ Bay - Aisle 01: " •r t � Length of Runway-.Aisle#I: + "" r , Quantity of Cranes /Bay -Aisle 42: Length of Runway -.Aisle 92: t ' Quantity of Cranes / Bay - Aisle 43: l Length of Runway - Aisle #3: *" "Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. ! **Note: Enter run.vay length, DO NOT double runway length as other seismic ' sheets have asked you to do previously. t """Note: ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force -resisting , systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used ` for design in the direction under consideration shall not be greater than the least value of R_ for any , of the systems utilized in that direction. The deflection amplification factor, Cd, and the oer- """ t strength factor, 61,,, shall be consistent with R required in that direction; excluding buildings with a *." risk category of I or 11, and flexible diaphragms. In which ease, resisting elements are permitted to 'f be designed for the least value of R for each independent line of reference.'.. ,f t Distribution Exponent. k - 0.00 Project No.: U15E0707A ('+ Building Data Input Echo: Alt. Panel Load: Building Description: Adam Henderson • Engineer: - KLM eSensmrc'Considemtions `: � Occupancy Category - II Date: 10/14/2015 - Seismic Force Resisting System ' Ri id Frame'. .. :Factor,.C,., -+ � a . , F t �. $ '� '� M, Roof Weight: Gable/Single Slope Gable 8522 lbs 15.46 feet 8522 Width 35.00 feet 12.12 psf 0.044 kips/ft i + Length 60.00 feet 1623 0.27 kips t a Distance to Ridge ' 17.50 feet Roof Slope, s:12 2.00 : 12 ' Low Eave Height 14.00 feet ` High Eave Height 14.00 feet Exterior Wall #2 (Front SW) Loads' 917 lbs %y Mean Roof Height 15.46 feet 1.06 ft -kips 0 084 kips 0 Bay Width r • �`21,33,1eet:.;:.'<` � � 917 t - , Frame Located at Bay: ,. 0.084 kips 11.67 Jeer Crane Aisle 91 O lbs ' 0 Left Endwall 0 Interior Frame- -- ' 0 Right Endwall 0. Int. Frame w/ Partition Ilardwall (SW) Information: -- 1 " Roof Concentrated Load Information: Roof concentrated loads: 0 y 1 Me72anine Information: Is Mez #1 or 92 Considered a Story? NO Loading Area - Mezzanine # 1: 109.17sR. Concentrated Loads - Mezzanine #I: Loading Area -Mezzanin112- e Concentrated Loads Mezzanine- #2: Seismic Data Input Echo: ' Short period response acceleration, Ss I -second period response acceleration, SI Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fv: Max spectral response for short periods (Eq 11.4-1): Max spectral response for I -second period (Eq 11.4-2): Design spectral response for short periods (Eq 11.4-3): ' Design spectral response for 1 -second periods (Eq 11.4-4): Seismic Design Category: Response Modification Coefficient, R: System Overstrength Factor, fle: Deflection Modification Factor, Cd: Building Period Coefficient, Cr. Approximate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient- Cs (Eo 12.8-1 to 12.8-6) r Ss = 0.617 S1 = 0.276 1.00 Fa = 1.31 Fv= 1.85 Sms = 0.806 •Sml =0.510 Sds = 0.537 Shc =0.340 D 3.25 , 2 3.25 0.028 0.250 1.87 kips 0.165 w ' Wall Length Exterior Wall 92 (Front SW): 21 83 feet Wall Length Exterior Wall 94 (Back SW): 21 83 feet' j Wall Length Interior Wall 95 (Partition):' 35.00 feet 1 • t+ Crane Information: e r ! Quantity of Cranes/ Bay - Aisle 01: " •r t � Length of Runway-.Aisle#I: + "" r , Quantity of Cranes /Bay -Aisle 42: Length of Runway -.Aisle 92: t ' Quantity of Cranes / Bay - Aisle 43: l Length of Runway - Aisle #3: *" "Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. ! **Note: Enter run.vay length, DO NOT double runway length as other seismic ' sheets have asked you to do previously. t """Note: ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force -resisting , systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used ` for design in the direction under consideration shall not be greater than the least value of R_ for any , of the systems utilized in that direction. The deflection amplification factor, Cd, and the oer- """ t strength factor, 61,,, shall be consistent with R required in that direction; excluding buildings with a *." risk category of I or 11, and flexible diaphragms. In which ease, resisting elements are permitted to 'f be designed for the least value of R for each independent line of reference.'.. ,f t Distribution Exponent. k - 0.00 1 r U15EO707A t KLM 2 A10 of 60 p t All. Roof Weight: Alt. Panel Load: D7ulpstoiyDistrihutior "` '. L4.30psf 0.048kips/fr eSensmrc'Considemtions `: � Eff.SeismieRergb Flecation Vertical Dist. •SeismicForce.a`.�' Sersmie$ase,minrient ". =Frame .Uniflrm,Loads ',. " . " ¢ ro . a ,_ . 'c . ._•s.` _, W: ll � ° .. :Factor,.C,., -+ � a . , F t �. $ '� '� M, Roof Weight: - Panel Load:.:.. Roof Loads 8522 lbs 15.46 feet 8522 1.41 kips 21.78 ft -kips 12.12 psf 0.044 kips/ft 1623 lbs 7.75 feet 1623 0.27 kips 2.08 ft -kips - 'a Frame Concentrated Loadsm '. Interior Wall 95 (Partition) Loads Load 1, Elevation Exterior Wall #2 (Front SW) Loads' 917 lbs 7.00 feet 917 0.15 kips 1.06 ft -kips 0 084 kips 11.67 feet Exterior Wall 94 (Back SW) Loads 917 lbs ' 7.00 feet 917 0.15 kips 1.06 ft -kips 0.084 kips 11.67 Jeer Crane Aisle 91 O lbs -- Crane Aisle 92 - Olbs -- -- Crane Aisle 93 O lbs -- -- -- ' Mezzanine 91 982 lbs 14.00 feet 982' 0.16 kips 2.27 ft -kips 0.16 kips 14.00 Jeer , -' - Mezzanine 92 - O lbs Totals '- 12961 lbs 12961 2.14 kips 28.26 ft -kips - Frunte Base.Shcar: 1.874 kips 1 r U15EO707A t KLM 2 A10 of 60 p t Mulhstocv;Uistnbufioil °`' T .Alt. RoofWeight: 14.91 psf • Alt. Panel Load: 0.011 kips/fr ` t• SetsmicrGonstJer`anunsLffSesmtaWetgfitF Eleianon p ta.y; .. r s s', Y. 3 ..W O „mss•,h„smh'' z�....,x � 4VertrcJ Grst:, rFnctnr C::.s r r' Sers"tnu Force ;'` SetsmfcBaseblument$„`:r +` pr`ns a.F,ram:e �l,;,oad •. " Uniform,", s z Et ,, ' -: -�. , ..a � � .� F,�t , i „A1 . �.�.',�,.�;. RoofWeight: Panel Load: i 3383 lbs _ 15.46 feet 3383 CBC 2013 Lateral Seismic Calculations:' 8.65 ft -kips Liu -1 Colcs:(3) f :A • ' Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) Exterior Wall #3 (Right EW) Loads - ` Spreadsheet. Revision Number : 2015.9.1 - i 16231 Lest Revision Date : 9/1/2015 Frame Description /Location: r FL `41.v ' Exterior Wall #2 (Front SW) Loads ; 364 lbs • ` - t 7.00 feet a t. 0.42 ft -kips kips Project No.: U15EO707A i' Building Data Input Echo: -Building A- s .7.00 feet d Description: Adam Henderson 0.06 kips .0.42 ft -kips Engineer : KLM Occupancy Category 11 - , - Date: 10/14/2015 - Seismic Force Resisting System -- :. =- Gable/Single Slope , Gable - Width r 35.00 feet -- • Length} ' 60.00 feet - Distance to Ridge 17.50 feet • - , • Roof Slope, s:12 2.00: 12 .. ` ' Low Eave Height 14.00 feet High Eave Height . y 14.00 feet 390lbs ,'_ 14.00 feet Mean Roof Height • 15.46 feet '• 4 - Bay Width feel Mezzanine 92 - _ V Frame Located at Bay:' • 0 Left Endwall - ' 0 Interior Frame ` - * 0. Right Endwall 0 Int. Frame w/ Partition Hardwall (SW) information: - .6124 1.01 kips. Roof Concentrated Load Information: / Franre Bace.5'hear: Wall Length Exterior Wall 92 (Front SW): oAt ;i, 8sG7 feet `v ' Wall Length Exterior Wall #4 (Back SW): :,.8 67 feet •". ' • • Roof concentrated loads: r • t .:�` �', •• _ ' Mezzanine Information: Crane information: • Is Mez # 1 or 92 Considered a Story? r Loading Area- Mezzanine. 41: ., 43.33 s (t '` � Quantity of Cranes / Bay - Aisle 91: x Concentrated Loads - Mezzanine #I: 4,,, . ,� vc ":.. Length of Runway - Aisle 91: ,,,-, ,, ,_f •* • 'Loading Area -Mezzanine #2: Y :;! '• Quantity of Cranes / Bay - Aisle 42: Concentrated Loads - Mezzanine 42: r "'.+'` +" Length of Runwav - Aisle #2: s ;" ' . Seismic Data Input Echo ".r • , �_ Quantity of Cranes / Bay - Aisle #3: • q d • ' • ! 4 ; _ - Length of Runway - Aisle 93: ••s " Short period response acceleration, Ss ., Ss = 0.617 • ' ' „ ]-second period response acceleration, S) * St = 0.276 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the - - • 4# < crane quantities when crane information is used for moec than one aisle. Seismic Data Output: i *"Note: Enter runway length, DO NOT double runway length aE other seismic • Occupancy Importance Factor, le- • ' 1.00 sheets have asked you to do previously. " Site Coefficient Fa: Fa = 1.31 • Site Coefficient Fv: , Fv = 1.85 -Note: ASCE 7- Sections 12.2.3, 12.2.3.1 through 12.2.3.3 stains, "Where different seismic force -resisting • Max spectral response for short periods (Eq 1 1.4-1): . Sms = 0.806 systems arc used in combination to resist seismic force! in the same direction of structural response, Max spectral response for I -second period (Eq 11:4-2): Sm 1 = 0.510 other than those combinations considered as dual syste•is, the more stringent system limitation ` Design spectral response for short periods (Eq 11.4-3): ' Sds = 0.537 contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used Design spectral response for 1 -second periods (Eq 11.4-4):' ,� SdI = 0.340 for design in the direction under consideration shall not be greater than the least value of It for any . - Seismic Design Category: D of the systems utilized in that direction. The deflection amplification factor, Ca, and the over - Response Modification Coefficient, R:, 3.25. ' •"" strength factor, D.. shall be consistent with R required it that direction; excluding buildings with a ' - System Overstrength Factor, 0,: 2 ••• risk category of 1 or 11, and flexible diaphragms. In wluh case, resisting elements are permitted to t Deflection Modification Factor, Cd:' - -- • 3.25 ++• be designed for the least value of R for each independe,at line of reference., ' Building Period Coefficient, Ct - 0.02 ' r Approximate Fundamental Period, Ta (Eq 12.8-7): 0.156 Seismic Load Output: c k Seismic Base Shear, V (Eq 12.8-1) t 0.82 kips _ -• w ^. • Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 4, 0.165 .. Distribution Exoonent. k 0.00 - • �• Mulhstocv;Uistnbufioil °`' T .Alt. RoofWeight: 14.91 psf • Alt. Panel Load: 0.011 kips/fr ` t• SetsmicrGonstJer`anunsLffSesmtaWetgfitF Eleianon p ta.y; .. r s s', Y. 3 ..W O „mss•,h„smh'' z�....,x � 4VertrcJ Grst:, rFnctnr C::.s r r' Sers"tnu Force ;'` SetsmfcBaseblument$„`:r +` pr`ns a.F,ram:e �l,;,oad •. " Uniform,", s z Et ,, ' -: -�. , ..a � � .� F,�t , i „A1 . �.�.',�,.�;. RoofWeight: Panel Load: Roof Loads 3383 lbs _ 15.46 feet 3383 0.56 kips 8.65 ft -kips 13.84 psf 0.010 kip.✓fi Exterior Wall #3 (Right EW) Loads 1623 lbs 7.75 feet 16231 0.27 kips 2.08 ft -kips Load - Elevation ' Exterior Wall #2 (Front SW) Loads ; 364 lbs • ` - t 7.00 feet 364 } _ 0.06 kis P0.033 0.42 ft -kips kips 12.67 feel Exterior Wall #4 Back SW Loads ( _) 364 lbs .7.00 feet d 364 0.06 kips .0.42 ft -kips 0.033 kips '__ 12.67 jeer ' Crane Aisle 91 .... O lbs •. -- -- :. =- __ - Crane Aisle 92 O lbs -- - _ Crane Aisle #3 i"+. O lbs -- Mezzanine 91 - _ 390lbs ,'_ 14.00 feet .390 0.06 kips 0.90 ft -kips 0.06 kips14.00 feel Mezzanine 92 - _ V O lbs - Totals • _ - a ,6124 lbs . - - .6124 1.01 kips. - 12.47 ft -kips Franre Bace.5'hear: 0.825 kips Page 5 of 6 U15E0707A KLM 10/14/2015 , A11 of 60 Roof Concentrated Load Information: Roof concentrated loads:t , Mezzanine Information: t Is Mez 41 or 42 Considered a Story? NO C Loading Area -Mezzanine 41. ft Concentrated Loads - Mezzanine 91: Loading Area - Mezzanine 92: Concentrated Loads - Mezzanine 42: ( Seismic Data Input Echo: ' i Short period response acceleration, Ss I -second period response acceleration, SI - ! + Seismic Data Output: r. Occupancy Importance Factor, le. Site Coefficient Fa: , n Site Coefficient Fv: t Max spectral response for shoe periods (Eq 11.4-1): Max spectral response for 1 -second period (Eq 11.4-2): . Design spectral response for short periods (Eq 11.4-3): ?- Design spectral response for I -second periods (Eq 11.44): Seismic Design Category: Response Modification Coefficient, R: System Overstrength Facto', 52o: • Deflection Modification Factor, Ca: Building Period Coefficient, Cc Approximate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output' (. Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) i' s Longitudinal CnIcs. ` Spreadsheet Revision Number: 2015.9.1 # ;• Latest Revision Date : 9/1/2015 • Project No.: " U15EO707A Description: Adam Henderson Engineer: KLM S Date: 10/14/2015 r Ix Ha rdwall Information: Wall Length Exterior Wall 92 (Front SW): 60 00 fcctri }• Wall Length Exterior Wall 94 (Back S)Ao: 60.00 feet ; O/y. = Wall Length hilerior Wall #S (Partition): 35.00 feet Crane Information: Quantity of Cranes - Aisle #1: r -> Length of Runway - Aisle 91: Quantity of Ind. Crane Columns -Aisle #I: ' 1 Quantity of Cranes - Aisle 92: 4 Length of Runway - Aisle lu ` - 1 Quantity of Ind. Crane Columns -Aisle 92: t , Ss = 0.617 Quantity of Cranes - Aisle 93' • yA SI = 0.276 Length of Runwayfind. C - Aisle lu y Quantity of Ind. Crane Columns -Aisle #3: *Note: Enter quantity of cranes for one aisle only, DO NOT increase the 1.00 cane quantities when crane information is used for more than one aisle. Fa= 1.31 Fv= 1.85 Snis = 0.806 -Note: ASCE 7 - Sections 12.2.3, 12.2.3.1 through.] 2.2.3.3 states, "Where different seismic force -resisting Sin =0.510 t systems are used in combination to resist seismic forces in the same direction of structural response,, Sds = 0.537 other than those combinations considered as dual systems, the more stringent system limitation SdI = 0.340 contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used {, D for design in the direction under consideration shall not be greater than the least value of R for any 3.25 ** of the systems utilized in that direction. The deflection amplification factor, C,1, and the over- t .* strength factor, D", shall be consistent with R required in that direction; excluding buildings with a 3.25 risk category of 1 or 11, and flexible diaphragms. In which cast, resisting elements are permitted to 0.02 be designed for the least value of R for each independent line of reference. r i 0.156 1 Y " 5.42 kips ' 0.165 Distribution Exponent, k 0.00 ,' Z i Mulhctor Distnbutiun �� CBC 2013 Longitudinal Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) Building Data Input Echo: Building A Occupancy Category 11 • Low SW Force Resisting System s: # � �'i�,a;*z,„, � aW: �? X -Bracing High SW Force Resisting System X-Bracutg ' Gable/Single Slope Gable Width 35.00 feet Length 60.00 feet + ' Distance to Ridge 17.50 feet Roof Slope, s:12 + 2.00: 12 Low Eave Height 14.00 feet c High Eave Height 14.00 feet Mean Roof Height 15.46 feet Roof Concentrated Load Information: Roof concentrated loads:t , Mezzanine Information: t Is Mez 41 or 42 Considered a Story? NO C Loading Area -Mezzanine 41. ft Concentrated Loads - Mezzanine 91: Loading Area - Mezzanine 92: Concentrated Loads - Mezzanine 42: ( Seismic Data Input Echo: ' i Short period response acceleration, Ss I -second period response acceleration, SI - ! + Seismic Data Output: r. Occupancy Importance Factor, le. Site Coefficient Fa: , n Site Coefficient Fv: t Max spectral response for shoe periods (Eq 11.4-1): Max spectral response for 1 -second period (Eq 11.4-2): . Design spectral response for short periods (Eq 11.4-3): ?- Design spectral response for I -second periods (Eq 11.44): Seismic Design Category: Response Modification Coefficient, R: System Overstrength Facto', 52o: • Deflection Modification Factor, Ca: Building Period Coefficient, Cc Approximate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output' (. Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) i' s Longitudinal CnIcs. ` Spreadsheet Revision Number: 2015.9.1 # ;• Latest Revision Date : 9/1/2015 • Project No.: " U15EO707A Description: Adam Henderson Engineer: KLM S Date: 10/14/2015 r Ix Ha rdwall Information: Wall Length Exterior Wall 92 (Front SW): 60 00 fcctri }• Wall Length Exterior Wall 94 (Back S)Ao: 60.00 feet ; O/y. = Wall Length hilerior Wall #S (Partition): 35.00 feet Crane Information: Quantity of Cranes - Aisle #1: r -> Length of Runway - Aisle 91: Quantity of Ind. Crane Columns -Aisle #I: ' 1 Quantity of Cranes - Aisle 92: 4 Length of Runway - Aisle lu ` - 1 Quantity of Ind. Crane Columns -Aisle 92: t , Ss = 0.617 Quantity of Cranes - Aisle 93' • yA SI = 0.276 Length of Runwayfind. C - Aisle lu y Quantity of Ind. Crane Columns -Aisle #3: *Note: Enter quantity of cranes for one aisle only, DO NOT increase the 1.00 cane quantities when crane information is used for more than one aisle. Fa= 1.31 Fv= 1.85 Snis = 0.806 -Note: ASCE 7 - Sections 12.2.3, 12.2.3.1 through.] 2.2.3.3 states, "Where different seismic force -resisting Sin =0.510 t systems are used in combination to resist seismic forces in the same direction of structural response,, Sds = 0.537 other than those combinations considered as dual systems, the more stringent system limitation SdI = 0.340 contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used {, D for design in the direction under consideration shall not be greater than the least value of R for any 3.25 ** of the systems utilized in that direction. The deflection amplification factor, C,1, and the over- t .* strength factor, D", shall be consistent with R required in that direction; excluding buildings with a 3.25 risk category of 1 or 11, and flexible diaphragms. In which cast, resisting elements are permitted to 0.02 be designed for the least value of R for each independent line of reference. r i 0.156 1 Y " 5.42 kips ' 0.165 Distribution Exponent, k 0.00 ,' Z i Mulhctor Distnbutiun �� 1 ' Seismic Considerations Eft Stleismiseight 1fElev4ltion VerticalDist Seismic F�aorce �:+ Seismic Basebtomenttg' .� s: # � �'i�,a;*z,„, � aW: �? .•�.', �� . Fes: * ». ca.h�.� .Faetor C,t'''. �t � �•�'lF:af s.�9��* a � :,` .7.�:R1 , _ „�,�r Roof Loads 2341916s 15.46 feet 23419 3.87 kis p 59.86 ft-ki s p Exterior Wall #1 (Left EW) Loads 1623 Ills 7.75 feet 1623 0.27 kips 2.08 ft -kips Roof Snow: r '� Seismic Dead W: 11.93 psf Exterior Wall 93 (Right EW) Loads, 1623 Ills 7.75 feet 1623 - 0.27 kips 2.08 ft -kips Total Seismic W: 11.9-iPsf - Seism is Factor: 0.182 - 1n/erior Wall =5 (Pan fl.n) Loads 0lhs 775 feet • --- -- -- a soot Brac ii"�oncehh al'ed tioads 9a:�.',�« - Load Elevation Exterior Wall 92 (Fran SW) Loads ' 2520 Ills 7.00 feet 2520 -0.42 kips 2.92 ft -kips 0.208 kips 14.00 jeer - Exterior Wall #4 (Back SW) Loads 252016s 7.00 feet 2520 0.42 kips 2.92 ft -kips 0.208 kips 14.00 fee! ' Crane Aisle 91 0lbs' -- - -- -- i -- ' Crane Aisle 92 0lbs - ,Crane Aisle 93 0lbs -- -- -- -- _ Mezzanine # 1 2700 lbs 14,00 feet 2700 0.45 kips 6.25 ft -kips 1).45 kips _.' 14.00 feet Mezzanine 42 0lbs I -- _ -- -- -- -- -_ - Totals - 34405lbs 34405 5.69 kips' 76.10 ft -kips Bracing Buse Spear: "5.419 Lips Page G of 6 t y U15E0707A KLM i 10/14/21115 Al2 of 60 F: • .-.. - N ticor Roll Force ".. Design 200T• -, �g"rrs nn'xUln n2 a71U�ta:07l0i/141 Av4m5rv'+i -. - - - •9% - ' �_ _ - + •- , ,.. _ r ' - r .. - bta4lin"G`mdUnit"`3Ohe�r cs n A lob No.I "]ob U15E0707A. "' . Engineer: '- KLM Glip Strength: " 0.23. OK ° Name: Adam Henderson - Description: ` Cliprt , ."ness: .0.89 OK . . �, •. _ ` ,. DlaPhragm Stiffness: 0.01- OK _ _ - M Typic allSeirolce"Coadin ` ` - - P,urlfn.anil#Ba Data', ,�, Mffl, Panel Data�'S "y 'Dead (p5f):"Eave to Ridge Distance (ft.): 17.5 +, Roof Panel Type " " Y. ' zey,: n,e>,ctcnv Gol (P5f): 5.0 { Roof Slope (L/X): 2.0• ) .' Live/Snow sf 20.0 .Y No. of Bays: 3 Max Number of Purlins: 5 ��• _ I� - - - �,- _ - c_' UUL 4naEa RWn Braces re lacE _ ,. . aamxasdav,arrawx CD . r e m v }. c o f m d U00000 00000000000000 Y "•�. � } - . Nil C F Y Z ,4d gg Eppel n m 7 TT $ EF -E a _C 00000000 000 o8a + t o o o o o o ]]]o ]TRTIT TITRTF -r r� W a „ FboQL�qll ° C i E� F ° 'i r , F NUCOR ; BUILDINGS GROUP A DIVISION OF NUCOR CORPORATION " Project No.: U 15EO707A Description : Adam Henderson Engineer: KLM • Date : 10/16/2015 TORSIONAL IRREGULARITY CHECK FOR TORSIONAL BRACED STRUCTURE DEFLECTION AT THE UNBRACED WALL (y) = 0 279 in DEFLECTION AT BRACED WALL (b)= 0.239 in NBCC Job (Canadian Code) YM 4 NBCC - IeFaSa(0.2) 0 13.5 . avg(y+b)* 1.2= 0.3108 NO TORSIONAL IRREGULARITY avg(y+b)* 1.4= 0.3626, GOOD* B= max(y,b)/avg (y+b) ' 1.0772201 * Torsional irregularity 1a from table 12.3-1 in the ASCE-7 does not exist. Don't forget to check torsional forces on frames using rigidity spreadsheet ** See table 12.3-1 torsional irregularity 1a exists design with additional stipulations referenced *** extreme torsion 1b exists, equivalent lateral force analysis is not permitted therefore can not be designed by Nucor software. **** If a dynamic analyst's is required, the Nucor bracing program can not be used. TIPS: Beef up roof x bracing/add more roof x bracing bays to reduce the deflection at the unbraced wall. Try to achieve "no torsional irregularity." Do not beef up wall x bracing, the more deflection in the braced wall the better consider a portal frame on the unbraced wall, all the additional roof x bracing may make a portal frame more economical U15EO707A KLM A15 of 60 I Version 2014.06.17 (06/14/14) B Job Number: U15E0707A Engineer: KLM Description: lAdam Henderson Date: 10/14/2015 A: 0.0000 ft E: 8.00 in B: 0.0000 ft F: 0.00 in C: 12.3333 ft G: 10.00 in D: 5.0000 ft Trib.: 21.3333 ft F S !% C' F D: 5.0000' I � I I I I I �E E: I I I I I T I r uuaii r Fuui ucvauun 0 t U15EO707A KLM A16 of 60 0 • v 14 1.. a f 7 =Fascial&Ca'nopy Loads, Contlnued��x - �-,, Version 2014.06.17 06/14/14) By t Job No.•U15E0707A, AdamHenderson r ------ — --- — - — - ----------- Loads --------1 , _®_® -- ------ — — —_®—_—_—_—_— ----. .,Roof Dead: 4.00 psf ' ' , ; , , ' Building Code: IBC 2012 Roof Collateral: 5.00 psf Fascia Vert. Wt.: 0 plf ` Roof Live: 20.00 psf ' Horz. Beam- Wt.: 22plf Roof Snow: 0.00 psf Face Panel Weight: -. 0.00 psf ` Drift Max.: 0.00 psf s Horz. Wind Pressure: 0.00, psf Drift Width (Wd): 0.0000 ft " , a Wind* Uplift: 57..13`psf. „. Line Load: 35.00 plf _ _Gutter/Aux. .— —.----Load Combinations. i-�- -i-i---i-s-i-i- Deo ,0--i-i-_ -i-ii f r - �`� Goinbination q US I 1CQL Axial (P, kips) Shea�'(Ukips .. 1 3 _. 0 5 2 1 6'1 61 �3 9 1 ,8 a 2g 9 2:9 0.9 �9' 07 Moment (M;<ft kip)' ; . 5 1 1 3 ;; 5.3 , ., . ,. 1:5 2 15,2-11,1 :7 ,. .6:4 6:1 6;'1 .. , , 0,4 0 4 Axial (P, kips) She,'art(U gkips) 6 1 3n9 I.1 8 2 9 2 909 3 14.4 76I Axial (P, kips) Shear (FV 1 3 05 21 61 61 X39)! 1 8 29� 9 09`09 07; Moment (M,:;:ft ki 5 1 1 3.., 5 3 1'5 2 . 1,5:2 _ 11:7 6.4 , 6;1 ,.. 64 3.6 3 6.: Axial (P kips) - Moment (M,^'ft ki 5 9 ': 1 7 , ;6 8 .. "::,. 1:9 3, 1;9::3 .14:4 76 . -8b , . 8`0 , ,. ,1 1, 1:1 ,_.....4 U15EO707A ' { y ri moi" KLM ' 1 . A19 Of 60 iry ' M:.I:.: C 1= R+ Project No. U I5E0707A SUIi0/NGS 'aROUP1 +•` Description : Adam He nderson` .I A DIVISION OF NUCOR CORPORATION r t - t Al` Engineer : KLM End -Plate Moms, nt Connections (AI,SC 14th Edition) `. ' ' `'' Date,:, � 10/14/2015 ' ' per RISC Moment Earl -Plate Couriectious (Design Guirle:96) & AISC Steel Construction Manual: (14th Edition) r ' ."' Version: 2015:08.26 (Date: 08/26/15) By NBG; GS GENERAL,INFORMATION: " Design Method, (ASD / LRFD): '' .4SD ' Allowable Stress Ratio ASR ut - D QTM Eave.Ext. Dead Load Chedc APPLIED LOADS:,, A . t 'Required AxiahStren th ,Pr, 0000kips Required Shear. Strength V 3900 kips.O r Required Moment Strength M, . j1LTX,,4rQA ft -kips Required Column' Axial Strength ,P,� 14.100' kips. my BOLT INFORMATION` " i V Bolt Material: BoltDiameter, do " 5/ate Pretensioned?+ I' ~ Bolt Dim"ensions i -+ Check Box if Yes .. ' W o Bolt Gage, g.: .: �, % �r ',....�14in. r F »ra EI 6. t �BoILDimension,PTsal 125 yin - t ,J't':Bolt.Dimension,,a'h `: � . in ° Bolt Spacing . S : L 8.75 , in. ,. - �.. i , fcur--B It.:Ur i+ffered Flusri .r . SECTION GEOMETRY:./ LEFT $.Beam Slope:O, OQbl2 RIGHT t Section Designation'.. B Scctron F BU3cco� Web Depth d;,,': (WF Total Depth,;d) ° 18T0 in. 12.0 m _Web Thickness, t,r t' 0 125 in. 0.2a in.-,' Flange Wldth'b,f:,wr �' S.0 in. a "tl (i.25 in t ,Outside Flange Thick ness16J 0�2 in.-� a + fflMj in. 7..Inside'Flange Thickness; t f: 0.375 in. r 0.25 n: ,C Column Stiffener Information: - a tStiffener Designation F3° 5 Beam -To -Col. } Q Beam -To -Beim Stiffener to Web Weld :: ��WS , END PLATE INFORMATION: •' + s > _ .Plate Width b�,: na' -5.0• in. Plate'Width,bt,.: 5.75 m' ..* i, Plate Thickness, t/, 0.375, in. :. ' . , Plate Thickness, li,: 0.3 ,In Plate Yield Strength Fin,:. 55,:0 ksi. Plate Yield Strength: Fiy j50�,Q ksi.' tP required for 'Thick Plate" Behavior. ; :. 0.3186.. in.., tP required for "Thick Plate" Behavior: 0.3222- in. ' Weld Information: Weld.Information:' t ^ Plate Flange Weld ' FWD3' Plate Flange Weld: FWD3 , Plate Web Weld: » FWS3 Plate Web Weld:-, WP14 1 + Ind I1.Iafe Stiffeder In. ot•mation:. End -Plate Stiffener Tnlorination- 1 77 ' ' . `it ttG tct''.T)G11t!..+It'.tlil •* ..:. ... ,..,' �tiltl . - �al;�It.tic,.r l.)e� k?Il,l,..iC3r3 :�E)lit, ,".,. i 7. �' _. -.St II "1'.Weld: p. in. 4i;iu1'r U15EO707A ' { y ri moi" KLM ' 1 . A19 Of 60 N Li =I= R 8 5 in Bolt Diameter, db: Project No.: U 15EO707A B U I L D I N O S O n O U P Description : Adam Henderson A DIVISION OF NUCOR CORPORATION Engineer : KLM End -Plate Moment Connections (AISC 14th Edition) Date : 10/14/2015 per AISC Moment End -Plate Connections (Design Guide 16) & AISC Steel Construction Manual (14th Edition) Version: 2015.08.26 (Date: 08/26/15) By NBG-GS X in. C', Minimum Edge Distance, d , : DETAILING INFORMATION in. x x GENERAL DIMENSIONS: by E Standard Bolt Dimensions: Number of Bolts, n: 8 5 in Bolt Diameter, db: %"D, A325 Column Stiffener to Flange Weld: Bolt Gage, g: 3• in. Bolt Dimension, Pf :, 1.125 in. Bolt Dimension, P p : -- in. Bolt Dimension, S: 1.875 X in. C', Minimum Edge Distance, d , : -- in. x Maximum Flange Thickness, t f: 0.25 in. WEB Distance from n'h bolt row to center of end-plate, x,, WELD Distance from outside row, x 0: in. t p— Distance from Is` interior row, x 4.875 in. Distance from 2nd interior row, x 3.0 in. Distance from 3rd interior row, x 3: in. Left and Right Connection Plate Dimensions: Left Inside Flange Width: 5 in Left Inside Flange Thickness: 0.375 in Column Stiffener to Flange Weld: FWD3 Column Web to Flange Weld: FWS3 End -Plate Length, 1p: 12.5 in Column Stiffener Designation: F3.25 Column Stiffener to Web Weld: FWS3 End -Plate Stiffener Information: Additional Column Stiffener: None Additional Column Stiffener Weld: None Additional Column Stiffener Length: in. —CL FLANGE WELD FOUR—BOLT FLUSH UNSTIFFENED Right End -Plate Width, bp: Right End -Plate Thickness, tp: Right End -Plate Flange Weld: Right End -Plate Web Weld: End -Plate Length, 1p: Right End -Plate Stiffener: Right End -Plate Stiffener Weld: Right End -Plate Stiffener Length: 5.75 in. 0.36 in. FWD3 WP13 12.5 in. None - in. U15EO707A KLM A20 of 60 • —CL FLANGE WELD FOUR—BOLT FLUSH UNSTIFFENED Right End -Plate Width, bp: Right End -Plate Thickness, tp: Right End -Plate Flange Weld: Right End -Plate Web Weld: End -Plate Length, 1p: Right End -Plate Stiffener: Right End -Plate Stiffener Weld: Right End -Plate Stiffener Length: 5.75 in. 0.36 in. FWD3 WP13 12.5 in. None - in. U15EO707A KLM A20 of 60 !DESIGNF2ESULTS O' --- Plate l Icl� Rano butt Fntl-PIAS) 0 482 a�^�d:Flate 1'IcldwRatto�(ttfght Fnd=Plaaj �0 525 „,:, - —_ "Bolt I enston. &Shear Ratto 0_344 Beam ��Jeld Ratto =(Lett Eng Phte) 0 192=y= r� 21. Beim Wt Id Ratto (light End'=Prete) = 0 108 FStiffenir R - (Left 1 nilPlea.) n.'•_ �� $hffener Raho�(Rlglit Fnd=Plate). � -�••"''-?:.. Column- Sttflr:nerwRaho � 0 313„A,� 'Cilumn �Ycb l ani[ /one-Sht ar 11 244 = f U15E0707A F � �, r ' Please Note: Gage, Pf, and/or F'b have. been over-ridden. AISC Requirement: Wider end-plate is required. •r KLM • 1 �A21 of 60'� f r s k 0.4 � ti�•, f � � �r Via. s - ., �,� �•.�.. - ;� •. Project No:::. U 15r -0707A : r B U I L b I N G S' G ROUP ;: t,' Description : Adam Henderson . ', ., •. , A DIVISION OF NUCOR CORPORATION 1 .,, `; ,r tti.. Engineer:.- KLM . End -Plate Moanent'Connections (AISCb4th Edition) Date, •IO/1'6/2015 perAISG.Hotnent Ent[-Plnie.Connections•(Desigfl Guide 16) & AISC Steel Cbnslructiou Manual (14th Edition) r Version: 2015.08.26 (Date: 08/26/15) By NBG-GS •' GENERAL INFORMATION t 'Design IVlethod, {•ASD 7 LRFD): .45D s. - ' • Y �� Allowable StresS`Ratio, ASR . NMFIKA,3 Eave Ext. Wind'Load Chedlc . • APPLIED LOADS +(t Required Axial Strength; t4 " - { P, : ,t#Or0,00 kips. �x _ Required. Shear, Strength,+V,: 3 660 kips: - .. Required Moment, Strength M,:.` 1180ft-kips �'. - (+n Required Column Axial Strength; P n 1f4Q0 kips. ;BOLTINFORMATION:* -Bolt Material 4 �5 Bolt Diameter, d e 5/a oma, Pretensioned . , Bolt Dimensions Check Box if_Yes Ibmunt Bolt Gage, g. , c :[ f� a. t� S x� in. x (IPA tiOJtp4C Fl NC nrCcmprnnnrnl -. �, - Bolt Dimension; P , 1125 r m. i. i BoltDimension;'Ph �;,.k jin: „ r t Bolt Spacing, Spacing, S:: ' :. _;din., ,` Two. -Bolt lunsi,ffe_ , SECTION GEOMETRY., _ LEFT Beam Slope: 00.0,12;, ? RIGHT Section Designation ` BLScct�iomn' x BUSceuon Web Depth',d,,, (Vl� TOtal Depr11, lt') I:S U Irl. 12'(1 In. • - Web Thickness, t, U 25 in. STIFFENER 0,�. in: Flange Width, b f- r S 0 In;.. r 1 e br in Outside Flange Thickness; t �f 0 2 8 m. a U 2� m. , Inside Flange _ThicknesS �;'. 0 37 in. ,. • 0-�5 in.' Columri Stiffener Information. ,. ' Stiffener Designation :% :` Y F� 2- QQ Beam -To -Col. O Beam -To -Beam [ . Stiffener'to Web Weld - eld:END-PLATEINFORMA , END -PLATE INFORMATION. . Plate Width; b�,,:- j 5.0 in. Plate Width, bv: 5:7� i . - Plate Thickness; tf, 0.375 im. Plate Thickness, tf,: 0 36 . m.' Plate Yield Strength�•F�;y: �`� 0 ksi, Plate Yield Strength, Fury: v 4 50 0. ksi. t,, required for "Thick-Plate'!behavior : , 0.2745' in. : tP required for "Thick Plate" behavaor: a 0.275 , .In Weld Information: w' Weld Information:. 'Plate Flange Weld * '; ' '.FWD3 Plate Flange Weld; FWD3, Plate Web Weld: -F.WS3 Plate Web Weld: WP14 i:,nd-['tate Stiffeisei Infr t`matton;: a?;ntl-Plate Stiffener Tulin matron: # -, stiffener•))C1Ir ...at t�l:1: %te q. .;�, .,,: �f?lie , .. SrE:c�t�[i(:Y 1)eS1gE]1�.E 011: - - .. NOTte . ` Sl,il,., lc'r [Veld: :4.,•t t _ Nt'lte`t1 a ttCfls'.r 1'e;cl: _ -.tiiiilc .'•= ' z nth' in. Stifteti.t 1. r:tYc -- in. !DESIGNF2ESULTS O' --- Plate l Icl� Rano butt Fntl-PIAS) 0 482 a�^�d:Flate 1'IcldwRatto�(ttfght Fnd=Plaaj �0 525 „,:, - —_ "Bolt I enston. &Shear Ratto 0_344 Beam ��Jeld Ratto =(Lett Eng Phte) 0 192=y= r� 21. Beim Wt Id Ratto (light End'=Prete) = 0 108 FStiffenir R - (Left 1 nilPlea.) n.'•_ �� $hffener Raho�(Rlglit Fnd=Plate). � -�••"''-?:.. Column- Sttflr:nerwRaho � 0 313„A,� 'Cilumn �Ycb l ani[ /one-Sht ar 11 244 = f U15E0707A F � �, r ' Please Note: Gage, Pf, and/or F'b have. been over-ridden. AISC Requirement: Wider end-plate is required. •r KLM • 1 �A21 of 60'� N Li C Q R 4 5 in Bolt Diameter, db: Project No.: U 15E0707A B U I L D I N G S GROUP Description : Adam Henderson A DIVISION OF NUCOR CORPORATION Engineer : KLM , End -Plate Moment Connections (AISC 14th Edition) Date : 10/14/2015 per AISC Moment Enol -Plate Connections (Design Guide 16) & AISC Steel Construction Manual (14tH Edition) ' Version: 2015.08.26 (Dale: 08/26/15) By NBG-GS in. Minimum Edge Distance, d,: DETAILING INFORMATION in. Maximum Flange Thickness, if "lax: GENERAL DIMENSIONS: by x Standard Bolt Dimensions: Distance from outside row, x 0: in. Number of Bolts, n: 4 5 in Bolt Diameter, db: %"D, A325 Column Stiffener to Flange Weld: Bolt Gage, g: 3.5 in. Bolt Dimension, P/; : 1.125 in. Bolt Dimension, Pp: Column Stiffener to Web Weld: in. Bolt Dimension, S: in. Minimum Edge Distance, d,: -- in. Maximum Flange Thickness, if "lax: 0.25 in. Distance from nth bolt row to center of end-plate, x„ Distance from outside row, x 0: in. Distance from 15` interior row, x i : 4.875 in. Distance from 2"d interior row, x , : in. Distance from 3rd interior row, x.3 : in. Left and Right Connection Plate Dimensions: Left Inside Flange Width: 5 in Left Inside Flange Thickness: 0.375 in Column Stiffener to Flange Weld: FWD3 Column Web to Flange Weld: FWS3 End -Plate Length, 1l,: 12.5 in Column Stiffener Designation: F3.25 Column Stiffener to Web Weld: FWS3 End -Plate Stiffener Information: Additional Column Stiffener: None Additional Column Stiffener Weld: None Additional Column Stiffener Length: in FLANGE WELD TWO—BOLT FLUSH UNSTIFFENED Right End -Plate Width, bp: 5.75 in. Right End -Plate Thickness, tp: 0.36 in. Right End -Plate Flange Weld: FWD3 Right End -Plate Web Weld: WP13 End -Plate Length, 1l,: 12.5 in. Right End -Plate Stiffener: None Right End -Plate Stiffener Weld: None Right End -Plate Stiffener Length: -- in. U15EO707A KLM A22 of 60 v - _ J.OB NUMBER: U15E0707A, .' JOB NAME. Adam Heriderson ENGINEER:' _ .EAVE HEIGHT= 14.00 FTx:y FACTORED WIND LOAD 18:23 PSFOTTOM OF COLUMN = 0.00 FT PURLIN'LJOIST DEPTH JI (0:00'IN. "" ~ • " -' DISTANCE.TO RIDGE= 17,50 FT. RIDGE HEIGHT= 46:92,FT.: ROOFSLOPE = 2n0:12 y + + UNFACTORED '• ' ` � COLUMN # COLUMN SPACING. `• DISTANCE FROM LEFT: ' COLUMN. HEIGHT:.COLUMN LENGTH: TRIB. AREA: 'UNIFORM LOAD: f ' -. MOMENT.' END REACTION: ,`" - • 1 0.00 FT. 0.00 FT: - 12:67 FT:; ; , 12.67 FT. "8.75 FT..:, 0.1fi KLF` . 3.20 K=FT "1:68 K; 2 17 50 FT. - Vic-» 17.50 FT.- 15.58 FT: 15.58 FT, 17.50 FT," ` `'0.32 KLF. • X9.69 K -FT- :4.14 . .14.K • 3 x1r7:50 FT. 35:00 FT.12.67 FT: '12.6TFT. ' • 8:75 FT.. KLF 3.20 K -FT' 1.68 K " , ' • .4, 4' - - 10/16/2015 U15E0707A y - KLM A23 of 60 r. t a j Job #1 U15E0707A Description: Adam Henderson Engineer: KLM• 1 r 1 4 t , i c } r 1) Calculations are per AISI 2007. 2) Box -Sections are welded toe -to -toe, I -Sections are welded web -to -web. , 3) Box -Sections and I -Sections are usually welded with 1.5 times the web depth at each end at each seam. Intermittent welds are usually 1"-24" o/c at each seam., - • U15E0707A KLM A24 of 60 Jamb Partition WC Span and Loading Information~: Case 1 Case 2 Case 3 Case 4 Member Length Unbraced Length - Major Unbraced Length - Minor ft. in. in. 12 144186.96 54 15.58 0 0 0 0 54 0 Cbx Cby Cmx Cmy �., 1` 1 1 1 1 �. 1.+• Kx Factor Ky Factor 1 1 T 1 Weld Spc. for Box/ I -Sections in. 24 24 24 24 Panel Settings Top Flange Panel - dasstc 26 gage IF, j dasvc 26 gage None ........ ...... . _. _ .... None ..... Bottom Flange Panel 'None None Mone .. _..............._...__......_..__.....__....-.....L No ne ._....._............_.................._........... Distortional Bucklin Settings r f Blanket Insulation is Used? Top Bot 10 Top ❑ Bot 10 Top ❑ Bot I ❑� Top ❑ Bot Member S acing in. 60 . 60 .. 60 _ '60 Applied Loads X-axis Uniform Load (+Dn) Y-axis Uniform Load +Dn kip/ft kip/ft 0 0 0.318. 0 0 0 , . "0 0 Axial Load kip 1.44 0 0 0" Mx Interior (+=Ten on Bot.) ft -kip 3.26,'-, " 0 0 0 My Interior (+=Ten on Bot. ft -kip 0 0 .0 0 Vx Shear Vy Shear kip kip 1.07 0 0 0 0 0 a. _ 0 0 Stress Factor 1 1 1 1 Result OK OK #DIV/0! #DIV/0! Max CSR 0.83 0.51 #DIV/0! #DIV/0! Section Information .. Inventory ❑ use Old Inventory Section 80060 80105 8C060 8CO60 Configuration Single I -Section Single Single Design Loads Max Mx Max My ft -kip ft -kip 3.26 0 9.6487719 0 0 0 0 0 Axial kip 1.44 0 0 0 VX__ Vy= kip kip 1.07 0 2.47722 0 0 0 0 0 Stress Ratios Mx My Mx+My 0.70 0.00 0.70 0.50 0.00 0.50 #VALUE! 0.00 #VALUE! #VALUE! 0.00 " #VALUE! P 0.13 0.00 #VALUE! #VALUE! M / P 0.83 0.50 #DIV/0! #DIV/0! VX VY M / V 0.42 0.00 0.82 0.10 0.00 0.51 0.00 0.00 0.00 0.00 0.00 0.00 Deflection Results X -Axis Deflection L / X in. 0.34 429 0.48 390 0.00 #DIV/0! 0.00 #DIV/01 0 Y -Axis Deflection L / Y in. 0.00 #DIV/01 0.00 #DIV/01 0.00 #DIV/01 0.00 #DIV/01 r 1) Calculations are per AISI 2007. 2) Box -Sections are welded toe -to -toe, I -Sections are welded web -to -web. , 3) Box -Sections and I -Sections are usually welded with 1.5 times the web depth at each end at each seam. Intermittent welds are usually 1"-24" o/c at each seam., - • U15E0707A KLM A24 of 60 f3UIL0IIV4GS GROUP., A DIVISION OF MUCOR CORPORATION - BEAM -COLUMN S:S. (AISC 14th Edition) Version: 201 04.22 (Date. 04/22/15) By NBG Project No.: U I5E0707A Description : Adam Henderson ' Engineer : KLM Date': 10/16/2015 •- S'a >'»3= San and Loadin Conditions 0, 01 Rigid' d 'Frame Eave,Eat :« - ��' '• . ,..:'�:: Remarks Member LengthLb, ft. X5.00�� `' , & • °:':T Assumes Lbx = L " Unbraced Length - Minor Lb,. ft. 12 00500, Consideration of Tension Field Action for Shear– V k SE FALSE : RALSE` !,:FALSE';;, See cell comment & Chapter G. _ Clear Distance between Transverse Stiffeners a _ in. See cell comment & Section G2. Lateral -torsional buckling factor ,` Cb " 1 000, ]:,000sl 000 000#,< <= See cell comment Kx Factor Ky Factor . t Kz Factor K, K, K, O T`000 1 000 10(10` 1:000 bbl 000 -4 1 rf,1.06W' ' 1.000 ':1 000.=' 1.000;x`:` ]':000 1 i : 1 OOO,g ;; :",1.00Q`,; E: " <= See cell comment SECT/0/V4;EOMETRY r " ?; , ; xar R r :, beide flanga(O1) Yee bof —IL r tof 6 x-ans d tw t if ineid a flange (IP) b if Select Wide -flange or Built-upSection: BU ' WF None, None Section Description: ' BLI12x20 W10x22 Enter WF -Section: 4WI0x22:•' Total Depth' d in. = li,6 '` 10.200 Web Thickness.• t,. in. 0125 "` 0.240 -- ! Outside Flange Width bor in. X6'000: `:: • 5.750 Outside Flange Thicknessfor in. 0 3S0 0:360 Inside Flange Width b;rin. '6`;000 5.750 f i Inside Flange Thickness tif in.0 360 %NATER/ 4L /NFOR%NATION • - • : T. Material Strength F, ksi 55 50 55 55 Elastic Modulus E ksi 29100 X29;000 "� X29,000 �' ? �, 29;00W'"r' Standard for steel shown Shear Modulus G ksi 31 J200 112UU > '''11,2UU: " r '. 11,200 ;-;: Standard for steel shown Flange Yield Strength F,.r ksi 55 50 55 55 ' Web Yield Strength Fy,,. ksi 55 " 50 • 55 55 Ultimate Strength F„ ksi 70 65 70 70 t APPLIED LOADS.;"=, , a:• ,> r. . >' _ "ApPhed loading Indude5;seconti order,effects,,• x ,_.. Factor of Safety -(Allowable Stress Factor) - Sr 1 000 s 1:000 „ xe i'1 UOU .., c +- 1.000<', Axial (compression => + pos., tension => - neg.) Pa kips Shear (absolute value) Moment outside flange in compression =>+ os. V, M. kips ft-kip44 3.740 * 6.100 t ' 1;'00 1 '300 i ' _ Major Axis (x-axis) Shear (absolute value) • Moment (absolute value) V, My kips ft -kip 101.0 a r3.200 •'., k IU t„'� �('l Minor Axis (y-axis) Design Results: ASD OK OK Remarks ASD Combined Strength Ratio CSR 1.007 0.317. Eq. HI -la or Hl -Ib ASD Shear Strength Ratio (x-axis) V^, 0.274 0.143 Major Axis (x-axis) ASD Shear Strength Ratio (y-axis) V,Nc,. 0.011 0.000 Minor Axis (y-axis) ” Deflection Results (Major -axis) OK OK Remarks Deflection Limits (about x-axis) L /980 t `.L /„180 L,/ 180 • : > L / 180,- ; Limits as numerals (i.e. 360 = U360) Maximum Deflection (about x-axis) ; A,,,,, in. 0.800 in. 0.333"in. 0.000 in. 0.000 in. Member Deflection (about x-axis) A, -,,s in. 0.234 in. 0.025 in. A,_ _ 5 A._ Deflection Results (Minor -axis) OK OIC , Remarks Deflection Limits (about y-axis) ,/_IsC ° 'L:/,1180 :1,1,186, L1/ 180:1. Limits as numerals (i.e. 360 = U360) Maximum Deflection (about ; A. in. 0.800 in. 0.333 in. 0.000 in. 0.000 in. Member Deflection (about y-axis) In 0.209 in. 0.000 in. U15EO707A• M1 KLM A25 of 60 r: Load Case Horiz: (+.= Righi) Vert. �• . (+ = Up) WL -3.700 `€ EQ .. Project No. - U15EO707A + B U / L O 1 N G S GROUP Description : Adam Henderson . ' A DIVISION OF NUCOR CORPORATION Engineer : KLM y,a. Bracing Components (AISC 14th Edition) Date. 10/14/2015 s >. per MBMA Research Project 506 (© 79.92);& AISC Steel Construction Manual (141h Edition) µ Version: 2015.04.09 (Date: 04/09/15) By_NBG-GS GENERAL INFORMATION: ` Select Brace Type: Design Method, (ASD/LRFD/LSD): -' 450 • - ' `' APPLIE6 LOADS: Height Load Magnitude (kip) by Load Caset Load Location:: (ft.) WL. EQ I CR_ I CS Tier Height, h:1 10.666637„.00I&960IBM, MMUMPEN11, ,";. lmnkm +'�• LOAD COMBINATIONS: Load Case �a Combination Name:' _ ° Comb. # Active ASR. WL EQ CR ,CS q .' 0.6 WL 1 100 6 0.7 p EQ (ABC; p: 1.0)1 t' 2 0.7 p EQ (DEF, p=1.3) 3' Y 1 00 % W11170 �<; nj � IK a _ 0.7 52 EQ (CDEF Special) , 4 :. 120 :. ; : R,. a.. NOW V:> '� . { J t: 0:5 (0.6 W L) + CR 5 . ` O ,N 1ffi o efflf?, .:0.._, , 1.0003 ». z CS 7 N IOQ { ' y 8 . , MEN=, 01X00 , sum .Case Reactions: Load Case Horiz: (+.= Righi) Vert. �• . (+ = Up) WL -3.700 -2.819 EQ -9.360 -7.131 CR r j CS f, a.4 N U =I= R Gp Single Q Double n Select Brace Size: Project No.: U15EO707A B U/ L O 8 N G S GROUP Description :' Adam Henderson A DPOSION OF NUCOR CORPORATION Engineer : KLM Bracing Components (RISC 14th Edition) Date : 10/16/2015 per MBMA Research Project 506 (0 1992) & AISC Steel Construction Manual (14th Edition) Version: 2015.04.09 (Date: 04/09/15) By NBG-GS GENERAL INFORMATION: B1 / Tier a R138 Select Brace Type:Long. Bracc,(SW,) 7.89 In. Design Method; (ASD/LRFD/LSD): WWWgDjo 0.17 in. Flange Width, br: 'Note: 'rhe "Applied Horizontal I.,oad" shall be the resultant from the Brace Critical Load. (a) ❑ Manual Load Input! controlling load combination includ;ng combinations with over - Allowable Stress Ratio, ASR: 1.20 strength factors for connection analzis. Applied Load: (0.7 0 EQ (CDEF Special) 13.104 kips.* 00 804 = _ BRACE GEOMETRY: Q Gp Single Q Double n Select Brace Size: Des771IRdd71 No. of Braces, n: 1. Module Width, b: 14!O00 - ft. Tier Height, h: 009333-AWft. COLUMN PROPERTIES: Brace Elono Section Designation:WFSYI,[2 B1 / Tier a R138 Web Depth, d,,,:(WF =To(a)Depth, d) 7.89 In. Web Thickness, t,,,: 0.17 in. Flange Width, br: 3.94 in. Flange Thickness, tr: • 0.205 in. ❑✓ Rotate Column 90° 15.749 Brace w/ Hillside Washer Results:Tot=Lateral P_yO:K==I DnftIr0 770 Memb. Mat. ID Orient. Elev. Code Member Description Axial (k) Axial Allowed Stress Ratio Min. t,,, (in.) Brace Elono Lateral Drift (in.) B1 / Tier a R138 1" Rod 15.749 19.600 _JW_ Clevis 0.142 0.170 132 \ Tier a R138 1" Rod 15.749 19.600 00 804 = Clevi> 0.142 0.170. 3/16 1''A"e 132 0 486 -- NOW RB8 1 " Rod 8.000 7.000 0.625 3/16 1''A"0 Gusset Plate Connection Results: P_yO:K==I Gusset Plate Information Memb. ID Weld Ratio Gusset Ratio Mat. Code Member Description Min. tH, (in.) Height (A) Width (B) Thick. (t6) Weld (in.) Bolt Dia. (db) Bl 0486 0:116,- R138 1"Rod 8.000 7.000 0.62° 3/16 1''A"e 132 0 486 0:416 =_; RB8 1 " Rod 8.000 7.000 0.625 3/16 1''A"0 U15EO707A KLM A27 of 60 Gusset Plate Results: t OK Remarks'= ' ASD Allowable Strength Ratio 0.416 See AISC Section A ASD Allowable Strength0.486 R = 0.6 F r (Sin 0) (S„ id) ' Nominal Weld Str6igth t(Gusset) R„/S2 k / in. t r -i V C 0 R Nominal Flexural Strength '(Gusset) ; Project No.: U 1 SE0707A j y M� Per AISCSectionF11 B U / L /NGS GROUP 'Description : Adam Henderson 81.107 R„=FyAs A DNISION OF WCOR CORPORATION - . ' -- Engineer : 'KLM R„/S2 Bracing Components (RISC 14th Edition) Date: 10/16/2015 t ' ^ kips ' per MBMA Research Project 506 (©1992) & AISC Steel Construction Manual (loth Edition) - R„/S2 Versinn: 2015.04.09 (Date: 04/09/1.5) By NBG-GS R = min(2 t b,j F,,; 0 6 F ASt) G - R„/S2 GENERAL INFORMATION: Q Non -Standard Gusset Plate! R„ = 1.2 L, t F;, _< 1.8 A;;h F, - -” Nominal Bolt Shear Strength (Gusset) R„/S2 kips Gusset Plate Height, A: 100 E in. R �� yz`., x k� -, , t, = 0.75 (LRFD), S2 = 2.00 (ASD) Gusset Plate Width, B: 7:0.0 (in: �R Gusset Plate Thickness, ts: ( 0/8 in, B / Gusset Plate Material: n572,G1, �0' R, i Gusset Plate Weld, W: x 3/<I6 ,inf w i' Bolt Diameter, de: Bolt Material:e�, Frame Geometry: } , Base Plate Thickness, tease: r.�,11 in. �� e A Cap Plate Thickness, trap: 318 in Column Depth; dC: 7.89 in. _''..... _: ` . ........,..-.......... t r + Required Tens iIc,Strength, R: 15.697 kips Vert. Component. Strength, R,,: 8.642 kips Horiz. Component Strength, Rl,-- 13.104 kips, '= Vertical Eccentricity, e„: 2.625 in. Horizontal Eccentricity, eh: 5.375 in.:; i Gusset Placement'Dimension, C: 6.750 in. WELD INFORMATION:. Moment, M = R (e h) - R /, (e) =, 12.05 in. -k ` Vertical Force, f„ — R° = �Lweld 0:58 k / in. r t 3 Moment of Inertia, Ip=,Lweld 12 _ 35.16 in Horizontal Horizontal Force, fh = Rh 2LWetd 0.87 k / in. i " Section Modulus;SX = Lwe'ld i 6 9.38 in.2 i Flexure Force, fb — Ml- 0.64 k / in. a t Resultant Force, f, _ (fh + fh)2 +)-,2 = 1.62 k / in: y t Gusset Plate Results: t OK Remarks'= ' ASD Allowable Strength Ratio 0.416 See AISC Section A ASD Allowable Strength0.486 R = 0.6 F r (Sin 0) (S„ id) ' Nominal Weld Str6igth t(Gusset) R„/S2 k / in. 3.341' Nominal Flexural Strength '(Gusset) ; M„/Q ' in -kips 347.850 M� Per AISCSectionF11 Nominal Tensile Yielding Strength (Gusset) R„/S2, kips 81.107 R„=FyAs . .x .r..',{ ' .. - = 0.90 (LRFD), 4 = 1.67 (ASD) Nominal Shear Yie`ldingStrength (Gusset) R„/S2 kips 217.968 R�=0.6FyAs; Where =:1.00, f2=1.50 Nominal Shear Rupture Strength (Gusset) R„/S2 kips 175.992' - R„= 0.6 F„ A,,,. Nominal Rupture Strength at Bolt (Gusset) R„/S2 kips 56.937, R = min(2 t b,j F,,; 0 6 F ASt) Nominal Bearing Strength (Gusset) R„/S2 kips 37.741 R„ = 1.2 L, t F;, _< 1.8 A;;h F, - -” Nominal Bolt Shear Strength (Gusset) R„/S2 kips 39.761 R„=F,,,.Ab R �� yz`., x k� t = 0.75 (LRFD), S2 = 2.00 (ASD) 3xRG 'J> zz V �553, A a e trengt alio. x R� /� s k 9 :, h I' ke U15E0707A KLM A28 of 60 r s NUCOR BUILDINGS GROUP Job 0 UlSE0707A Job Name Adam Henderson Frame FL - 2 S 3� Date 10/14/2015 Designer :,BG\kevin.Miketta File FOl.nfr App Version 2015.7.2.3 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type RCG Frame width 35.00 Ft. Bay width, 21.83 Ft. LEFT RIGHT Dim to ridge 17.50 Ft. 17.50 Ft Roof slope 2.00/12 -2.00/12 Eave height 14.00 Ft. 14.00 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 4.50 Ft Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 5.47 Ft Col. spacing 35.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H t Column Bracing: WPI Girt Brace Y Y Y Flange Brace 0 0 s 0 Location (ft): 3.2 7.5 12.0 WP2 Girt Brace" Y Y Y - Flange Brace 0 0 2 Location (ft): 3.2 7.5 12.0 Other Braces Column Left Brace Right Brace Location (ft): --------------------------- ------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code S Year IBC 2012 Occupancy Classification II -Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.00 Roof Coll load 5.00 Roof Live load 16.36 - Roof Snow load 0.00 i Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 0.00 Ce 1.00 Ss = 0.617 S1 = 0.276 Seismic Design Category = D Site Class = D R = 3.25 Cd - 3.25 Sds = 0.537 Shc = 0:340 rho 1.30 omega = 2.000 Wind speed 110.00 Mph Exp. : C Wind pressure 22.35 Psf Building is Partially Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.989 0.000 -0.140 0.147 0.000 . 0.218 W1L 0.218 0.000 0.147 -0.140 0.000 0.989 - W2R -0.111 0.000 -1.240 0.953 0.000 -0.882 W21, -0.882 0.000 -0.953 -1.240 0.000 -0.111 W5B 0.100 0.000 -0.140 0.180 0.000 0.100 W5F, 0.100 0.000 0.180 -0.140 0.000 0.100 W6B -1.000 0.000 -1.240 -0.920 0.000 -1.000 W6F -1.000 0.000 -0.920 -1.240 .0.000 -1.000 a Tributary Widths , Panel Trib. Width (ft) WPI" 21.B3 r WP2 21.83 RP1 21.83 _ RP2 21.83 ' ----------------------------------------- P R OA M•- A P PE D L O A D --- --- S Load On Start End Start End Case Panel Load Load Loc Loc , Klf -Klf Ft. Ft. RDL RPI -0.065 -0.065 0.000 17.500 RDL RP2 -0.065 -0.065 17.500 35.000 a COL RPI -0.109 -0.109 0.000 17.500 ` COL RP2 -0.109 -0.109 17.500 35.000 RLL RP1 -0.357 -0.357 0.000 17.500 RLR RP2 -0.357 -0.357 17.500 35.000 W1R WP1 0.482. .0.482 0.000 14.000 U15E0707A KLM A29 of 60 W1R WP2 -0.107 -0.107 0.000 14.000 W1R RP1 -0.068 -0.068 0.000 17.500 W1R RP2 0.072 0.072 17.500 35.000 W1L WPI 0.107 0.107 0.000 14.000 W1L WP2 -0.482 -0.482 0.000 14.000 W1L RP1 0.072 0.072 0.000 17.500 W1L RP2 -0.068 -0.068 17.500 35.000 W2R WP1 -0.054 -0.054 0.000 14.000 W2R WP2 0.430 0.430 0.000 14.000 W2R RPI -0.605 -0.605 0.000 17.500 W2R RP2 -0.465 -0.465 17.500 35.000 W2L WPI -0.430 -0.430 0.000 14.000 W21, WP2 0.054 0.054 0.000 14.000 W2L RPI -0.465 -0.465 0.000 17.500 W2L RP2 -0.605 -0.605 17.500 35.000 W5B WPI 0.049 0.049 0.000 14.000 W5B WP2 -0.049 -0.049 0.000 14.000 W5B RPI -0.068 -0.068 0.000 17.500 W5B RP2 0.088 0.088 17.500 35.000 W5F WPI 0.049 0.049 0.000 14.000 W5F WP2 -0.049 -0.049 0.000 14.000 W5F RP1 0.088 0.088 0.000 17.500 W5F RP2 -0.068 -0.068 17.500 35.000 W6B WP1 -0.488 -0.488 0.000 14.000 W6B WP2 0.488 0.488 0.000 14.000 W6B RP1 -0.605 -0.605 0.000 17.500 W6B RP2 -0.449 -0.449 17.500 35.000 W6F WP1 -0.488 -0.488 0.000 14.000 W6F WP2 0.488 0.488 0.000 14.000 W6F RP1 -0.449 -0.449 0.000 17.500 W6F RP2 -0.605 -0.605 17.500 35.000 EQR RP1 0.048 0.048 0.000 17.500 EQR RP2 0..048 0.048 17.500 35.000 EQL RPI -0.048 -0.048 0.000 17.500 SOL RP2 -0.048 -0.048 17.500 35.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K -Ft. Ft. W1R COL01 0.273 0.000 0.000 14.000 W1R COL02 0.273 0.000 0.000 14.000 WIL COL01 -0.273 0.000 0.000 14.000 W1L COL02 -0.273 0.000 0.000 14.000 W2R COL01 0.273 0.000 0.000 14.000 W2R COL02 0.273 0.000 0.000 14.000 W2L COLO1 -0.273 0.000 0.000 14.000 W2L COL02 -0.273 0.000 0.000 14.000 U S E R- A P P L I E D L O A D S Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K -Ft. Ft. Load k Description RDL COL02 0.000 -1.300 -6.875 13.000 C-1 Save Ext. COL COL02 0.000 -0.500 -2.075 13.000 C-2 Save Ext. RLR COL02 0.000 -2.100 -8.375 13.000 C-3 Save Ext. W1R COL02 0.000 6.100 23.875 13.000 C-4 Save Ext. W1R SPAN1 1.920 0.000 -1.240 16.000 C-18 Tie Back W1R SPAN1 0.460 0.000 -0.297 17.450 C-16 Torsion Bracing W1L COL02 0.000 6.100 23.875 13.000 C-5 Save Ext. W1L SPAN1 -1.920 0.000 1.240 16.000 C-19 Tie Back W1L SPAN1 -0.460 0.000 0.297 17.450 C-17 Torsion Bracing W2R COL02 0.000 6.100 23.875 13.000 C-6 Save Ext. W2R SPAN1 1.920 0.000 -1.240 16.000 C-20 Tie Back W21, COL02 0.000 6.100 23.875 13.000 C-7 Save Ext. W21, SPANI -1.920 0.000 1.240 16.000 C-21 Tie Back W5B COL02 0.000 6.100 23.875 13.000 C-8 Save Ext. W5B SPAN1 0.000 -0.115 0.000 17.450 C-14 Torsion Bracing W5F COL02 0.000 6.100 23.875 13.000 C-9 Save Ext. W5F SPAN1 0.000 -0.115 0.000 17.450 C-15 Torsion Bracing W6B COL02 0.000 6.100 23.875 13.000 C-10 Save Ext. W6F COL02 0.000 6.100 23.875 13.000 C-11 Save Ext. EQR COL02 0.450 0.000 0.000 13.000 C-12 Save Ext. EQR SPAN1 1.040 0.000 -0.672 16.000 C-22 Tie Back EOL COL02 -0.450 0.000 0.000 13.000 C-13 Save Ext. EOL SPAN1 -1.040 0.000 0.672 16.000 C-23 Tie Back L O A D C O M B I N A T I O N S -------------------------------- U15EO707A KLM A30 of 60 ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3).1.00 SW+RDL+COL+RLL+RLR+NLL 4) 1.00 SW+RDL+COL+RLL+RLR+NLR 5) 1.00 SW+RDL+0.60W1L 6) 1.00 SW+RDL+0.6OW2L 7) 1.00 SW+RDL+0.6OW1R 8) 1.00 SW+RDL+0.60W2R 9) 1.00 0.60SW+0.60RDL+0.60WlL 10) 1.00 0.60SW+0.60RDL+0.6OW2L 11) 1.00 0.60SW+0.60RDL+0.6OW1R 12) 1.00 0.605W+0.60RDL+0.6OW2R 13) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 14) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 15) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 16) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 17) 1.00 SW+RDL+0.6OW5B 18) 1.00 SW+RDL+0.6OW6B 19) 1.00 SW+RDL+0.60WSF 20) 1.00 SW+RDL+0.6OW6F 21) 1.00 0.60SW+0.60RDL+0.6OW5B 22).1.00 0.605W+0.60RDL+0.6OW6B 23) 1.00 0.60SW+0.60RDL+0.6OW5F 24) 1.00 0.60SW+0.60RDL+0.6OW6F 25) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 26) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6B 27)' 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F U15EO707A KLM A30 of 60 28) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.95W6F. •29) 1.00 1.085W+1.08RDL+I.OBCOL+0.91EQL 30) 1.00 1.08SW+1.08RDL+I.OBCOL+0.91EQR 31) 1.00 1.06SW+1.06RDL+1.06COL+0.68EQL 32) 1.00 1.06SW+1.06RDL+1.06COL+0.68EQR 33) 1.00 0.52SW+0.52RDL+0.91EQL 39) 1.00 0.52SW+0.52RDL+0.91EQR d� KLM A31 of 60 y Job : U15EO707A Adam Henderson NUCOR BUILDINGS GROUP Date: 10-16-15 Page: 1 Frame: FL - 2 a 3 By : BG\kevin.Miketta File: F01 ` DESIGN SUMMARY REPORT "' ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter RAF01 ' T/L B/R T/L B/R Max ------------- SHEAR -------------- J1 Flange Flange Web Load Axial Axial Moment BendBend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W125 13 1 -5.2 0.06 -40.5 0.60 0.63 0.67 13 1 7.24 0.71 0.37 0.37 Chkpt 1 7 , Depth 16.00 16.00 Section I 1 I I width thick Fy I , ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 1 5.0 0.2500 55.00 1 , Web I+ 0.1250 55.00 1 B/R Flg 1 5.0 0.2500 55.00 1 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF02 ' T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l .Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ---------------------------------------------------------------------------------------------------------------------------'-------- 1 F5.25 F5.25 W125 15 12 -5.1 0.06 -43.7 0.65 0.69 0.72 4 12 -8.15 0.80 0.41 0.41 Chkpt 8 _ 12 Depth 16.00 16.00 _ Section I 1 I ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 1 5.0 0.2500 55.00 1 - Web 1 0.1250 55.00 1 B/R Flg 1 5.0 0.2500 55.00 1 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F6.38 F6.38 W125 13 19 -9.4 0.10 -44.1 0.34 0.38 0.43 13 19 -3.74 0.43 0.25 0.25 Chkpt 13 19 Depth 12.12 19.05 Section 1 1 1 I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Fig 1 6.0 0.3750 55.00 1 Web 1 0.1250 55.00 1 B/R Flg 1 6.0 0.3750 55.00 1 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Farce Shear Flow, Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W125 15 25 -10.3 0.24 40.5 0.83 0.52 0.98 15 26 3.63 0.42 0.22 0.22 Chkpt 20 26 Depth 11.88 18.80' Section I 1 I ---------------------- ------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 1 5.0 0.2500 55.00 1 Web I 0.1250 55.00 1 B/R Flg 1 5.0 0.2500 55.00 1 ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 931 Deflections (in): 10 yr Wind dx = -0.61 H/ 248 WIND CASE 2 TO LEFT Seismic dx = 0.66 H/ 232 SEISMIC TO RIGHT Story Drift = 2.14 = 0.014H SEISMIC TO RIGHT Drift Index = 0.01 1.08SW+1.OBRDL+1.08COL+0.91EQL Maximum dx = -0.76 = H/ 200 0.60SW+0.60RDL+0.6OW2L Maximum dy = -0.63 = L/ 606 @ MOD 1, SW+RDL+COL+RLL+RLR Max. Live dy = -0.41 = L/ 930 @ MOD 1, SW+RDL+COL+RLL+RLR i U15EO707A KLM A32 of 60 NUCOR BUILDINGS GROUP Job 0 U15EO707A Job Name Adam Henderson " Frame FL - 2 d 3 Date 10/14/2015 Designer BG\kevin.Miketta File F01.nfr App Version 2015.7.2.3 ------------------------------------ C O N N E C T I O N S U M M A R ------------------------------------ Y Knee Connection - COLO1 - Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 _____________________________________________________________________________________________________________________________________ W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio 2.00:12 W150 0.84 FWS3 _____________________________________________________________________________________________________________________________________ FWS3 0.56 0.00 0.57 FWS3 0.53 0.55 0 I width 'thick Fy I _____________________________________________________________________________________________________________________________________ height depth length I I width thick length Fy I Top Plate 1 6.0 0.3750 55.0 1 18.25 1 Stiffener I I Web 1 0.1500 55.0 1 12.71 18.00 1 Bot Plate 1 3.0 0.2500 50.0 1 ______________________________________________________________________________________________________________________.____________-- 18.00 1 I I Knee Connection - COL02 Web ----------------? Top Plate ---------- -------- ? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Marl Ratio W1. W2 ______________________________________________________________________________________________________________________.________---____ W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio -2.00:12 W150 0.90 FWS3 ____________________________________________________________________________________________________________________________________ FWS3 0.67 0.00 0.62 FWS3 0.65 0.59 ' 0 I width thick Fy I ____________________________________________________________________________________________________________________________________ height depth length I I width thick length Fy 1 Top Plate 1 5.0 0.3750 ' 55.0 1 18.25 1 Stiffener I I Web 1 0.1500 .55.0 1 12.71 18.00 I I I Bot Plate 1 3.0 0.2500 50.0 1 ----------------------------- ------------------------------------------------------------------------------- 18.00 I I I -_________-____ Splice Connection - Moment Connection from COLO1 To RAF01 i Left Right Left Right ----------------- BOLT -------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Mment Bolt Type Matl Matl Qty/Size _____________________________________________________________________________________________________________________________________ Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4BE F6.50 F6.50 8-0.625-S _____________________________________________________________________________________________________________________________________ 11 -3.89 7.99 -40.5 0.69 0.71 11 -3.89 7.99 -40.5 0.53 I I I left right I I width thick length _____________________________________________________________________________________________________________________________________ Fy I I size size I Left Plate 1 6.0 0.500 21.38 55.0 1 Top Weld I FWD3 FWD3 I Right Plate 1 6.0 0.500 21.38 55.0 1 Web Weld I WP13 WP13 I Stiffener 1 0.0 0.000 - 0.00 _____________________________________________________________________________________________________________________________________ 0.0 1 Bottom Weld I FWD3 FWD3 I Splice Connection - Moment Connection from RAF01 To RAF02 Left Right Left Right ----------------- BOLT --------------------- " Connx Plate. Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear M-ent Bolt Type Marl Matl Qty/Size _____________________________________________________________________________________________________________________________________ Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips F' -kip Ratio 4BE F6.38 F6.38 B -0.625-S _____________________________________________________________________________________________________________________.______-_________ 2 -2.55 -0.54 25.1 0.72 0.72 "2 -2.55 -0.54 25.1 0.34 I I I left right I I width thick length ____________________________________________________________________________________________________________________-___---_________ Fy I I size size I Left Plate 1 6.0 0.375 20.75 55.0 1 Top Weld I FWD3 FWD3 I Right Plate 1 6.0 0.375 20.75 55.0 1 Web Weld I WP13 WP13 I Stiffener 1 0.0 0.000 0.00 ____________________________________________________________________________________________________________________-_______________ 0.0 1 Bottom Weld I FWD3 FWD3 I Splice Connection - Moment Connection from RAF02 To COL02 Left Right Left Right ----------------- BOLT -------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Mment Bolt Type Marl Matl Qty/Size _____________________________________________________________________________________________________________________.________________ Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Et -kip Ratio 4BE F6.38 F6.38 8-0.625-S _____________________________________________________________________________________________________________________________________ 13 -3.80 -8.27 -43.7 0.99 0.98 13 -3.80 -8.27 -43.7 0.58 I I I left right I I width thick length _____________________________________________________________________________________________________________________________________ Fy I I size size I Left Plate 1 6.0 0.375 21.38 55.0 1 Top Weld I FWD3 FWD3 I Right Plate 1 6.0 0.375 21.38 55.0 1 Web Weld I WP13 WP13 I tiffenez I 0.0 0.000 - 0.00 Stiffener--- _____________________________________________________________________________________________________________________ 0.0 I Bottom Weld I FWD3 FWD3 1 Base Plate - COL01 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shea. ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld _____________________________________________________________________________________________________________________________________ Weld Ratio Check a Uplift a Uplift Ratio Ratio Design F8.38 4-0.750 FWS3 FWS3 ____________________________________________________________________________________________________________________._____-________-__ FWS3 0.56 0.05 0.07 0.14 0.19 0.17 F1554 G_.36 I width thick length Fy ___________________________________________________________________________________________________________________-______-___-_____ 1 Base Plate 1 8.00 '0.375 12.13 ___________________________________________________________________________________________________________________--__________-____ 55.0 1 Base Plate - COL02 r Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Marl Qty/Size Weld Weld ___________________________________________________________________________________________________________________-_______--__-_-__ Weld Ratio Check d Uplift a Uplift Ratio Ratio Design U15EO707A KLM A33 of 60 F8.36 4-0.750 FWS3 FWS3 FWS3 0.77 0.09 0.10 -------------------------------------------------------------------------- I width thick length Fy I -------------------------------------------------------------------------- Base Plate 1 8.00 0.375 11.88 55.0 1 Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL 2 1.00 SW + RDL + COL + RLL + RLR 3 1.00 SW + RDL + 0.60W1L 4 1.00 SW + RDL + 0.60W2L 5 1.00 SW +.RDL + 0.60WlR 6 1.00 SW + RDL + 0.60W2R 7 1.00 0.60SW + 0.60RDL + 0.60W1L 8 1.00 0.60SW + 0.60RDL + 0.60W21, 9 1.00 0.60SW + 0.60RDL + 0.60W1R 10 1..00 0.60SW + 0.60RDL + 0.60W2R 11 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1L 12 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2L 13 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45WlR .14 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2R 15 1.00 SW + RDL + 0.60W5B 16 1.00 SW + RDL + 0.60W6B 17 1.00 SW + RDL + 0.60W5F 18 1.00 SW + RDL + 0.60W6F 19 1.00 0.60SW + 0.60RDL + 0.6OW5B 20 1.00 0.60SW + 0.60RDL + 0.6OW6B 21 1.00 0.60SW + 0.60RDL + 0.6OW5F 22 1.00 0.60SW + 0.60RDL + 0.6OW6F 23 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5B 24 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6B 25 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5F 26 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6F - 27 1.00 1.08SW + 1.08RDL + 1.OBCOL-+ 0.91EQL 28 1.00 1.08SW + 1.08RDL + 1.08COL + 0.91EQR 29 1.00 1.06SW + 1.06RDL + 1.06COL + 0.68EQL 30 1.00 1.06SW + 1.06RDL + 1.06COL + 0.68EQR 31 1.00 0.52SW + 0.52RDL + 0.91EQL 32 1.00 0.52SW + 0.52RDL + 0.91EQR e 0.22 0.30 0.16 F1554 Gt.36 ------------------------------------------ ------------------------------------------ ------------------------------------------ U15EO707A KLM A34 of 60 NUCOR BUILDINGS GROUP Job 0 U15EO707A ` Job Name Adam Henderson Frame FL - 1 Date 10/14/2015 Designer BG\kevin.Miketta File EOl.nfr App Version 2015.7.2.3 _________________________________ 'F R A M E D E S C R I P T I O N ----------------------------------------- Frame type EMG Frame width 35.00 -Ft. Bay width 11.33 Ft. LEFT RIGHT _ Dim to ridge 17.50 Ft. 17.50 Ft. Roof slope 2.00/12 -2.00/12 Eave height 14.00 Ft. 14.00 Ft.• Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 4.50 Ft. ` Purlin offset 10.00 In.. 10.00 In. Typ. Purlin spacing: 5.47 Ft. Col. .spacing 2@17.5000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H - COL03 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Y N Flange Brace : 0 1 0 0 Location (ft): '3.2 7.5 12.0 13.5 - WP2 Girt Brace Y Y Y N Flange Brace : 0 - 1 0 0 ' Location (ft): 3.2 7.5 12.0 16.2 WP3 Girt Brace Y Y Y N _ Flange Brace 0 1 0 0 - Location (ft): 3.2 7.5 12.0 13.5 Other Braces: - Column - - - Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code a Year IBC 2012 ' Occupancy Classification II -Standard Buildings AISC Specification 2010 ASD L 0 A D S (Psf) 'Roof Dead load 3.00 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 0.100 ' Floor dead load 0.00 _ Floor live load 0.00 Ground Snow load: 0.00 Ce =1.00 Ss = 0.617 S1 = 0.276.. Seismic Design Category = D Site Class = D R = 3.25 Cd = 3.25 Sds = 0.537 Sd1.= 0.340 rho = 1.30 omega = 2.000 Wind speed 110.00 Mph Exp. : C Wind pressure 22.35 Psf Building is Partially Enclosed t Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 1.217 0.000 -0.520 -0.028 0.000 0.058 W1L - 0.058 0.000 -0.028 -0.520 0.000 1.217 W2R 0.117 0.000 -1.620 -1.128 0.000 -1.042 W2L -1.042 0.000 -1.128 -1.620 0.000 0.117 W5B 0.070 0.000 -0.520 0.020 0.000 0.070 W5F 0.070 0'.000 0.020 -0.520 0.000 0.070 W6B -1.030 0.000 -1.620 -1.080 0.000 -1.030 W6F -1.030 0.000 -1.080 -1.620 0.000 -1.030 wind Loads for Endwall Column l s- Pressure Suction Column Id (PSF) (PSF) COLO1 28.41 -32.45 COL02 27.30 -29.32 ` COL03 28.41 -32.45 Wind Loads for Endwall Rafter , Interior Zone Pressure 10.00 1 23.47 Suction 10.00 -32.41 Pressure - 100.00 ` _ 19.00 Suction 100.00 -30.17 Edge Zone U15E0707A KLM 7 4 Pressure 10.00 23.47 Suction 10.00 -50.29 Pressure 100.00 19.00 Suction 100.00 -39.11 Tributary Widths Panel Trib. Width (ft) WP1 9.42 WP2 16.17 WP3 9.42 .RP1 11.33 RP2 11.33 P-R-O---R-A-M-_-A-P-P-L-I-E-D---L-O-A-D-S Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RPI -0.034 -0.034 0.000 17.500 RDL RP2 -0.034 -0.034 17.500 35.000 COL RP1 -0.057 -0.057 0.000 17.500 COL RP2 -0.057 -0.057 17.500 35.000 RLL RP1 -0.227 -0.227 0.000 17.500 RLR RP2 -0.227 -0.227 17.500 35.000 W1R RP1 -0.132 -0.132 0.000 17.500 W1R RP2 -0.007 -0.007 17.500 35.000 W1L RPI -0.007 -0.007 0.000 17.500 W1L RP2 -0.132 -0.132 17.500 35.000 W2R RP1 -0.410 -0.410 0.000 17.500 W2R RP2 -0.286 -0.286 17.500 35.000 W21, RP1 -0.286 -0.286 0.000 17.500 W2L RP2 -0.410 -0.410 17.500 35.000 W5B WPI 0.267 0.267 0.000 14.222 W58 WP2 0.441 0.441 0.000 16.917 1 W5B WP3 0.267 0.267 0.000 14.222 W5B RP1 -0.443 -0.443 0.000 17.500 W5B RP2 -0.443 -0.443 17.500 35.000 W5F WP1 -0.306 -0.306 0.000 14.222 W5F WP2 -0.474 -0.474 0.000 16.917 W5F WP3. -0.306 -0.306 0.000 14.222 W5F RP1 -0.443 -0.443 0.000 17.500 ' W5F RP2 -0.443 -0.443 17.500 35.000 EOR RPI 0.027 0.027 0.000 17.500 EOR RP2 0.027 0.027 17.500 35.000 EOL RP1 -0.027 -0.027 0.000 17.500 ' EQL RP2 -0.027 -0.027 17.500 35.000 Load On Hot. Vert. Moment Loc ' Case Mem Kips Kips K -Ft. Ft. WIR SPANI 2.399 0.000 0.000 1.333 W1R SPAN2 -0.113 0.000 0.000 33.667 W1L SPAN1 0.113 0.000 0.000 1.333 W1L SPAN2 -2.399 0.000 0.000 33.667 W2R SPAN1 0.230 0.000 0.000 1.333 W2R SPAN2 2.055 0.000 . 0.000 33.667 W2L SPAN1 -2.055 0.000 0.000 1.333 W2L SPAN2 -0.230 0.000 0.000 33.667 ----------------------------------------- U S E R- A P P L I E D L O A D S , ----------------------------------------- Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K -Ft. Ft. Load H Description RDL SPAN2 0.000 -1.300 -5.900 33.500 C-1 Eave Ext. COL SPAN2 0.000 -0.500 -1.700 33.500 C-2 Eave Ext. RLR SPAN2 0.000 -2.100 -6.800 33.500 C-3 Eave Ext. W1R SPAN2 0.000 6.100 19.300 33.500 C-4 Eave Ext. W1L SPAN2 0.000 6.100 19.300 33.500 C-5 Eave Ext. W2R SPAN2 0.000 6.100 19.300 33.500 C-6 Eave Ext. W2L SPAN2 0.000 6.100 19.300 33.500 C-7 Eave Ext. W5B SPAN2 0.000 6.100 19.300 33.500 C-8 Eave Ext. W5F SPAN2 0.000 6.100 19.300 33.500 C-9 Eave Ext. EQR SPAN2 0.450 0.000 -0.150 33.500 C-10 Eave Ext. EQL SPAN2 -0.450 0.000 0.150 33.500 C-11 Eave Ext. ----------------------------------------- L O A D C O M B I N A T I O N 5 ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL .2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+RLL+RLR+NLL 4) 1.00 SW+RDL+COL+RLL+RLR+NLR 5) 1.00 SW+RDL+0.60W1L 6) 1.00 SW+RDL+0.6OW2L .7) 1.00 SW+RDL+0.60W1R 81 1.00 SW+RDL+0.6OW2R 9) 1.00 0.60SW+0.60RDL+0.60WIL 10) 1.00 0.60SW+0.60RDL+0.6OW2L 11) 1.00 0.60SW+0.60RDL+0.60W1R 12) 1.00 0.60SW+0.60RDL+0.6OW2R 13) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 14) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 15) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 16) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 17) 1.00 SW+RDL+0.60W5B 18) 1.00 SW+RDL+0.60W5F 19) 1.00 0.60SW+0.60RDL+0.60W5B 20.) 1.00 0.60SW+0.60RDL+0.6OW5F 21) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 22) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 23) 1.00 1.OBSW+I.OBRDL+1.08COL+0.91EQL 24) 1.00 1.08SW+1.OBRDL+1.08COL+0.91EQR U15EO707A KLM A36 of 60 y 25) 1.00 1.06SW+1.06RDL+1.06COL+0.68EQL 26) 1.00 1.06SW+1.06RDL+1.06COL+0.68EQR 27) 1.00 0.52SW+0.52RDL+0.91EQL 28) 1.00 0.52SW+0.52RDL+0.91EQR F t r r U15E0707A KLM A37 of 60 Job : U15EO707A Adam Henderson NUCOR BUILDINGS GROUP Date: 10-14-15 Page: 1 Frame: FL - 1 By : BG\kevin.Miketta File: E01 "' DESIGN SUMMARY REPORT ------------------------------------------------------------------------------------------------------------------------------------ ----------------------------------------------------------------------------------------------------"'----------------------------- Wide Flange Members Shipping Mat'l Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Kips Ratio Ft -kip Ratio Ratio Comb Loc Kips Ratio ------------------------------------------------------------------------------------------------------------------------------------ RAF01 WF818 W Bx 18 50.0 4 3a -0.1 0.00 10.9 0.26 0.26 4 5 -2.67 0.12 RAF02 WF818 W 8x 18 50.0 3 l0a -0.5 0.00 -11.8 0.34 0.33 4 12 -6.70 0.30 COL01 WF810 W 8x 10 50.0 19 18a 2.3 0.03 3.3 0.16 0.24 18 19b 1.14 0.07 COL02 WF810 W 8x 10 50.0 19 23a 3.1 0.04 7.8 0.39 0.55 18 27b 1.79 0.11 COL03 WF810 W 8x 10 50.0 19 34a 5.6 0.06 3.3 0.16 0.25 18 35b 1.14 0.07 Frame Weight (lbs) = 1004 Deflections (in): 10 yr Wind dx = -0.00 = H/ 374 WIND CASE 2 TO LEFT Maximum dy = -0.28 = L/ 704 @ MOD 1, SW+RDL+COL+RLL+RLR Max. Live dy = -0.19 = L/ 1045 @ MOD 1, SW+RDL+COL+RLL+RLR E/W col dx = 0.38 = L/ 485 @ COL02, 0.60SW+0.60RDL+0.60W5F 0 U15EO707A KLM A38 of 60 NUCOR BUILDINGS GROUP r _ Job H U15E0707A . Job Name Adam Henderson, 2- , Frame FL - 1 Date 10/14/2015 Designer BG\kevin.Miketta - - File EOI.nfr - App Version 2015.7.2.3' ------------------------------------ C O N N E C T I O N SU M M A R Y --------------------------------------- _____________________________________________________________________________-____---________ Pinned Column Cap from COLO1 to RAF01 Cap Bottom 4 Cap B/R -------------- BOLT --------------- Connx Plate Rft Fig' Bolt Load Axial Shear Moment Plate Rft Fig Load Axial Shear Fitment Bolt Type Matl Marl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Bt -kip Ratio ____________________________________________________________________________________________________________________-__----_________ 4-0.500-5 ____________________________________________________________________________________________________________________-__________----- Pinned Column Cap from COL02 to RAFO1 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Fig Bolt Load Axial Shear Moment Plate Rft Fig Load Axial Shear Doment Bolt Type Marl Marl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Et -kip Ratio ____________________________________________________________________________________________________________________-_____________-- 4-0.500-5 ____________________________________________________________________________________________________________________-__________----- Pinned Column Cap from COL03 to RAF02 ' Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Fig Bolt Load Axial Shear .Moment Plate Rft Fig Load Axial Shear foment Bolt Type Matl Marl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips et -kip Ratio _____________________________________-_----_______________-----___________________---_________________---_____________.___--___________ 4-0.500-5 _____________________________________________________________________________________________________________________________________ Base Plate - COLO1 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Matl Qty/Size weld Weld Weld Ratio Check 6 Uplift S Uplift Ratio Ratio Design _____________________________________________________________________________________________________________________________________ ' F8.38 4-0.750 FWS3 FWS3 FWS3 0.42 0.03 0.04 0.06 0.07 0.04 F1554 G-36 _____________________________________________________________________________________________________________________________________ I width thick length Fy I _____________________________________________________________________________________________________________________________________ ' Base Plate 1 8.00 0.375 7.89 55.0 1 _____________________________________________________________________________________________________________________________________ Base Plate - COL02 • Base T/L B/R __________ WELD _________ ______ BOLT ______- Plate Bolt Flange .Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Marl Qty/Size Weld 'weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design _____________________________________________________________________________________________________________________________________ F8.38 9-0.750 FWS3 ,FWS3 FWS3 0.99 0.04 0.07 0.08 0.10 0.09 F1559 G..36 _____________________________________________________________________________________________________________________________________ I width thick length Fy .I. _________________________________________________________________________________________________________________________-_-:________ Base Plate I 8.00 0.375 7.89 55.0 1 _____________________________________________________________________________________________________________________________________ Base Plate -COL03 Base T/L B/R __________ WELD _________ ______ BOLT __----- . Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Marl Qty/Size. Weld Weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design _____________________________________________________________________________________________________________________.______________-- F8.38 4-0.750 FWS3 FWS3 FWS3 0.66 0.07 0.08 0.14 0.18 0.04 F1554 G_.36 _____________________________________________________________________________________________________________________.____----________ I width thick length Fy I _____________________________________________________________________________________________________________________________________ Base Plate 1 8.00 0.375 7.89 55.0 1 - _____________________________________________________________________________________________________________________________________ Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL 2 1.00 SW + RDL + COL + RLL + RLR - 3 1.00 SW + RDL + 0.60W1L 4 1.00 SW + RDL + 0.60W2L 5 1.00 SW + RDL + 0.60WlR 6 1.00 SW + RDL + 0.60W2R , 7 1.00 0.60SW + 0.60RDL + 0.60WlL ' 8 1.00 0.60SW + 0.60RDL + 0.6OW2L 9 1.00 0.60SW + 0.60RDL + 0.60WlR 10 1.00 0.60SW + O.60RDL + 0.60W2R _ 11 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1L 12 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2L 13 1.00 SW + RDL + COL + 0.75RLL++ 0.75RLR + 0.45W1R 14. 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2R ' 15 1.00 SW + RDL + 0.60W5B 16 1.00 SW + RDL + 0.60W5F 17 1.00 0.60SW + 0.60RDL +-0.60w5B 18 1.00 0.60SW + 0.60RDL + 0.60W5F 19 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5B 20 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45WSF 21 1.00 1.08SW + 1.08RDL + 1.08C0L + 0.91EQL 22 1.00 1.08SW + 1.08RDL + 1.08COL + 0.91EQR 23 1.00 1.06SW + 1.06RDL + 1.06COL + 0.68EQL 24 1.00 1.06SW + 1.06RDL + 1.06COL + 0.68EQR_ 25 1.00 0.52SW + 0.52RDL + 0.91EQL .26 1.00 0.52SW + 0.52RDL + 0.91EQR U15EO7O7A KLM A39 of 6O NUCOR BUILDINGS GROUP - Job 0 U15E07O7A Job Name Adam Henderson Frame FL - 4 Date 10/14/2015 Designer BG\kevin.Miketta File EO2.nfr App Version 2015.7.2.3 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type EMG ' Frame width 35.00 Ft: - Bay width 8.67 Ft. LEFT RIGHT Dim to ridge 17.50 Ft.' 17.50 Ft. Roof slope 2.00/12 2.00/12 Eave height 14.00 Ft. 14.00 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 4.50 Ft. Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 5.47 Ft. ) Col. spacing 2@17.5000 Supports / Spring Constants COL01 - Bottom V COLO2 - Bottom V H COLO3 - Top H Bottom V H Column Bracing:, WPI Girt Brace Y Y Y, N Flange Brace : 0 2 0 0 Location (ft): 3.2 7.5 12.0 13.5 WP2 Girt Brace Y Y Y N ' Flange Brace 0 2 0 0 Location (ft): 3.2 7.5 12.0 16.2 WP3 Girt Brace Y Y Y N Flange Brace 0 2 0 0' Location (ft): 3.2 7.5 12.0 13.5 ` Other Braces: Column Left Brace - - Right Brace Location (ft): , ----------------------------------------- . L O A D I N G C O N D I T I O N S ' ----------------------------------------- Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.00 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 0.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 0.00 Ce = 1.00 $s 0.617 S1 = 0.276 Seismic Design Category D Site Class = D R = 3.25 Cd = 3.25 Sds - 0.537 Shc = 0.340 rho 1.30 omega = 2.000 Wind speed 110.00 Mph Exp. : C Wind pressure 22.35 Psf Building is Partially Enclosed Wind pressure coefficients. Cl C2E C2 C3 C3E C4 W1R 1.217 0.000 -0.520 -0.028 0.000 0.058 .W1L 0.058 0.000 -0.028 -0.520 0.000 1.217 W2R 0.117 0.000 -1.620 -1.128 0.000 -1.042 t W2L -1.042 0.000 -1.128 -1.620 0.000 0.117 W5B 0.070 0.000 -0.520 0.020 0.000 0.070 W5F 0.070 0.000 0.020 -0.520 0.000 0.070 W6B -1.030 0.000 -1.620 -1.080 0.000 -1.030 W6F -1.030 0.000 -1.080 -1.620 0.000 -1.030 t Wind Loads for Endwall Column Pressure Suction - - Column Id (PSF) (PSF) , COLO1 28.41 -32.45 COLO2 27.30 -29.32 ' COLO3 28.41 -32.45 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 23.47 Suction 10.00 -32.41 ' Pressure 100.00 19.00 Suction 100.00 -30.17 Edge Zone U15E0707A KLM A40 of 60 Pressure 10.00 23..47 Suction 10.00- -50.29 + Pressure 100.00 19.00 - Suction 100.00 -39.11 - Tributary Widths - Panel Trib. Width (ft( - WP1 9.42 WP2 16.17 WP3 9.42 RP1 8.67 RP2 8.'67 ----------------------------------------- P R O G R A M- A P P L I E D L O A D S ----------------------------------------- Load On Start End Start .End Case Panel Load Load - Loc Loc Klf Klf Ft. Ft. RDL RPI -0.026 - -0.026 0.000 17.500 RDL RP2 -0.026 -0.026 17.500 35.000 ' COL RPI -0.043 -0.043 0.000 17.500 COL RP2 -0.043 -0.043 17.500 35.000 RLL RPI -0.173 -0.173 0.000 17.500 RLR' RP2 -0.173 -0.173 17,.500 35.000 W1R RPI -0.101 -0.101 0.000 17.500 - W1R RP2 -0.005 -0.005 17.500 35.000 W1L RPI --0.005 -0.005 0.000 17.500 _ W1L RP2 -0.101 -0.101 17.500 35.000 W2R RPI -0.314 -0.314 -0.000 17.500 W2R RP2 -0:218 -0.218 17.500 35.000 ., W2L RPI -6:219 -0.219 0.000 17.500 W2L RP2 -0.314 -0.314 17.500 .35.000 W5B WPI 0.268 0.268 0.000 14.222 y W5B WP2 0.441 0.441 0.000 16.917 W5B WP3 - 0.267 0.267 0.000 14.222 W5B RPI -0.339 -0.339 '0.000 17.500 W5B RP2 -0.339 -0.339 17.500 35.000 W5F WP1 -0.306 -0.306 0.000 14.222 W5F WP2 -0.474 -0.474 0.000 16.917 W5F WP3 -0.306 -0.306 0.000 14.222 W5F RP1 -0.339 -0.339 0.000 17.500 W5F RP2 -0.339 -0.339 17.500 - 35.000 EOR RPI 0.021 0.021 0.000 17..500 EQR RP2 0.021 0.021 17.500 35.000 EQL RPI -0.021 -0.021 0.000 17.500 EQL RP2 -0.021 -0.021 - 17.500 35.000 Load On Hot. Vert. Moment Loc Case Mem Kips Kips K -Ft. Ft. W1R COL02 1.469 1.144 0.000 0.000 W1R COL03 0.000 -1.144 0.000 12.590 W1R SPANI 1.819 0.000 0.000 1.333 ' W1R SPAN2 -1.469 0.000 0.000 33.667 W1R SPAN2 -0.087 0.000 0.000 33.667 W1L COLO2 0.000 -1.400 0.000, 15.405 _ W1L COLO3 -1.469 1.400 0.000 0.000 W1L SPAM .0.086 0.000 0.000' 1.333 W1L SPAM 1.469 0.000 0.000 17.500 W1L SPAN2 -1.835 0.000 0.000 33.667 W2R COLO2 1.469 1.144 0.000 0.000 W2R COL03 0.000 -1.144 0.000 12.590 W2R SPAM 0.174 0.000 0.000 1.333 W2R SPAN2 -1.469 0.000 0.000 33.667 W2R SPAN2 1.572 0.000 0.000 33.667 W2L COLO2 0.000 -1.400 0.000 15.405 W2L COLO3 -1.469 1.400 0.000 0.000 :W2L SPAN1 -1.559 0.000 0.000. 1.333 W2L SPAM 1.469 1.46 0.000 0.000 17.500 W21, SPAN2 -0.176 0.000 0.000. 33.667 EQR COLO2 1.209 0.941 0.000 0.000 EQR COLO3 0.000 -0.941 0:000. 12.590 EQR SPAN2 -1.209 0.000 0.000 _ 33.667 '.EQL COLO2 0.000 -1.152 0.000 15.405 EQL COLO3 -1.209 1.152 0.000 0.000 EQL SPAM 1.209 0.000 0.000 17.500 ----------------------------------------- U S E R- A P.P L I E D L 0 A D S - ----------------------------------------- Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K -Ft. Ft. Load k Description RDL SPAN2 0.000 -1.300 -5.900 33.500 C-1 Eave Ext. COL SPAN2. 0.000 -0.500 -1.700 33.500 C-2 Eave Ext. RLR SPAN2 0.006 -2.100 -6.800 _33.500 C-3 Eave Ext. W1R SPAN1 0.460 0.000 -0.153 17.300 C-14 Torsion Bracing W1R SPAN2 0.000 6.100 19.300 33.500 C-4 Eave Ext. W1L SPAM -0.460 0.000 0.153 17.300 C-15 Torsion Bracing W1L SPAN2 0.000 6.100 19.300 33.500 C-5 Eave Ext. W2R SPAN2 0.000 6.100 19.300 33.500 C-6 Eave Ext. W2L SPAN2 0.000 6.100 19.300 33.500 C-7 Eave Ext. W5B SPAN1 0.000 -0.155 0.000 17.300 C-12 Torsion Bracing W58 SPAN2 0.000 6.100 19.300 33.500 C-8 Eave Ext. W5F SPAM .0.000 -0.155 0.000.17.300 C-13 Torsion Bracing W5F SPAN2 0.000 6.100 19.300 •33.500 C-9 Eave Ext. EQR SPAM 1.040 0.000 -0.347 17.300 C-16 Tie Back EQR SPAN2 0.450 0.000 -0.150 33.500 C-10 - Eave Ext. EQL SPAM -1.040 0.000 0.347 17.300 C-17 Tie Back EQL SPAN2 '-0.450 0-.000 0.150 33.500 C-11 Eave Ext. LOAD C.O M B I NATIONS ----------------------------------------- ASR Cases s U15E0707A KLM A41 of 60 ' 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+RLL+RLR+NLL 4) 1.00 SW+RDL+COL+RLL+RLR+NLR 5)1.00 SW+RDL+0.60WlL 6) 1.00 SW+RDL+0.60W2L 7) 1.00 SW+RDL+0.60W1R 8) 1.00 SW+RDL+0. 6OW2R 9) 1.00 0.60SW+0.60RDL+0.60W1L 10) 1.00 0.60SW+0.60RDL+0.6OW2L 11) 1.00 0.60SW+0.60RDL+0.60W1R 12) 1.00 0. 6OSW+0.60RDL+0.6OW2R 13) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 14) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.95W2L 151 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.95W1R 16) 1.00SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 17) 1.00 SW+RDL+0.6OW5B 18)1.00 SW+RDL+0.60W5F 19) 1.00 0. 60SW+0.60RDL+0.6OW5B 20) 1.00 0.60SW+0.60RDL+0.6OW5F 21) 1.00SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 22) 1.00SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 23) 1.00 1.08SW+1.08RDL+1 OBCOL+0.91EQL 24) 1.00 1.08SW+1.08RDL+1.08COL+0.91EQR 25) 1.00 1.06SW+1.06RDL+1.06COL+0.68EQL 26) 1.00 1.06SW+1.06RDL+1.06COL+0.68EQR 27) 1.00 0.52SW+0.52RDL+0.91EQL 28) 1.00 0.52SW+0.52RDL+0.91EQR U15EO707A KLM A42 of 60 NUCOR BUILDINGS GROUP Job 0 U15EO7O7A - Job Name Adam Henderson •Frame FL - 4 Date i 10/14/2015 Designer BG\kevin.Miketta File EO2.nfr App Version 2015.7.2.3 _________________________________________ E N D W A L L B R A C I N G ----------------------------------------- Max Allow tWeb Controlling Force Force min Load Combination Module Material (kips) '(kips) (in) H Name 2 5/8 ROD 1.52 5.83 0.031 21 1.O8SW+1.08RDL+1.O8COL+O.9IEQL 6 KLM A43 of 60 0 Y Job : U15EO707A Adam Henderson NUCOR BUILDINGS GROUP Date: 10-16-15 Page: 1 Frame: FL - 4 By : BG\kevin.Miketta File: E02 "' DESIGN SUMMARY REPORT_ ------------------------------------------------------------------------------------------------------------------------------------ F ------------------------------------------------------------------------------------------------------------------------------------ Wide Flange Members Shipping Mat'1 Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Kips Ratio Ft -kip Ratio Ratio Comb Loc Kips Ratio ------------------------------------------------------------------------------------------------------------------------------------ RAFO1 WF818 W Bx 18 50.0 3 3b 0.2 0.00 8.4 0.20 0.20 4 7 -2.07 0.09 RAFO2 WF818 W Bx 18 50.0 3 12a -0.4 0.00 -12.0 0.34 0.34 4 14 -6.25 0.28 COLO1 WF810 W 8x 10 50.0 19 2Oa 1.7 0.02 3.3 0.17 0.24 18 21b 1.14 0.07 COLO2 WF81O W 8x 10 50.0 19 25a 2.2 0.02 7.9 0.39 0.55 18 29b 1.79 0.11 COLO3 WF81O W Bx 10 50.0 19 36a 5.0 0.06 3.3 0.16 0.25 18 37b 1.14 0.07 Frame Weight (lbs) = 1004 Deflections (in): - Maximum dy - -0.21 = L/ 907 @ MOD 1, SW+RDL+COL+RLL+RLR Max. Live dy = -0.14 = L/ 1367 @ MOD 1, SW+RDL+COL+RLL+RLR ' E/W col dx = 0.38 = L/ 483 @ COL02, 0.6OSW+0.60RDL+0.60W5F U15E0707A KLM A44 of 60 S t NUCOR BUILDINGS GROUP Job H U15E0707A Job Name Adam Henderson Frame FL - 4 - Date 10/14/2015 _ Designer BG\kevin.Miketta - File` E02.nfr App Version 2015.7.2.3 ---------------------------- ________ C O N N E C_T I 0 N S U M M A R Y ------------------------------------ _______________________________________________________________________________________________________________________-._____________ Pinned Column Cap from COLO1 to•RAF01 Cap Bottom Cap B/R -------------- BOLT--------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Marl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft-=ip Ratio _____________________________________________________________________________________________________________________________________ 4-0.500-S _____________________________________________________________________________________________________________________________________ Pinned Column Cap from COL02 to RAF01 Cap Bottom Cap B/R -------------- BOLT -------------- , Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Mont Bolt Type Marl Matl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft --kip Ratio ------------------------------- _-------------------------------------------------------------------------------------- -____________- 4-0.500-S ______________________________________________________________________________________________________________________-____________- Pinned Column Cap from COL03 to RAF02 Cap Bottom Cap B/R -------------- BOLT-------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Marl Matl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio ____________________________________________________._________________________-___________________________________________-___________ 4-0.500-5 ---------------------- _______________________________________________________________________________________________________________ . Base Plate - C61,01 - Base T/L' B/R '---------- WELD --------- ------ BOLT ------- Plate ----- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Marl .Qty/Size Weld Weld ,Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ______________________________________________________________________________________________________________________-___-_-________ F8.38 4-0.750 FWS3 FWS3 FWS3 1 0.36 0.02 0.04 0.04 0.05 0.04 F1554 Gr.:6 _____________________________________________________________________________________________________________________________________ - I width thick length Fy I _____________________________________________________________________________________________________________________________________ Base Plate 1 8.00 0.375 7.89 55.0 1 _____________________________________________________________________________________________________________________________________ Base Plate - COL02 - Base. , T/L _�s"B/R __________ WELD _________ ______ BOLT _______ ' + Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear F1g Shear ft/Ft fv/Fv ASTM Matl Oty/Size Weld Weld ,Weld_ Ratio Check & Uplift & Uplift Ratio Ratio Design _____________________________________________________________________________________________________________________-______________ F8.38 4-0.750 FWS3 FWS3 FWS3 0.41 0.03 0.06 0.06 0.07 0.09 F1554 G-36 _____________________________________________________________________________________________________________________-______________ I width thick -length Fy I ---------------------------------- ------------------------------------------------------------------------------ -______________ - Base Plate 1 8.00 0.375 7.89 55.0 1 _____________________________________________________________________________________________________________________-_____-________ Base Plate - COL03 •^. Base T/L B/R ----------- WELD --------- ------ BOLT ------- Plate -Bolt Flange Flange Web tp(req)/tp Axial Web Shear F1g.Shear ft/Ft fv/Fv ASTM Marl Qty/Size Weld Weld WeldRatio Check & Uplift & Uplift Ratio Ratio Design - - _____________________________________________________________________________________________________________________________________ F8.38 4-0.750 FWS3 FWS3 FWS3 0.63 0.06 0.07 0.13 0.16 0.04 F1554 Gr 36 ______________________________________________________________________________________________________________________._____________-_ I width thick length Fy �1 -------------------------------------------------------------------------------------------------------------------------------------7 Base Plate 1 8.00 0.375 � 7.89 55.0 1 ----------- _------------------ _------------------------------------------------------------------------------------------------------ l F Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL 72 1.00 SW + RDL + COL + RLL + RLR 3 1.00 SW + RDL + 0.60W1L 4 1.00 SW + RDL + 0.60W2L 5 1.00 SW + RDL + 0.60W1R 6 1.00 SW + RDL + 0.60W2R 7 1.00 0.60SW + 0.60RDL + 0.60W1L 8 1.00 0.60SW + 0.60RDt + 0.60W21, 9 1.00 0.60547 + 0.60RDL + 0.60W1R 10 1.00 0.60SW + 0.60RDL + 0.6OW2R 11 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1L 12 1.00 SW +RDL + COL + 0.75RLL + 0.75RLR + 0.45W2L 13 1.00 SW + RDL + COL + 0.75RLL+ 0.75RLR+ 0.45W1R _ 14 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2R 15 1.00 SW + RDL + 0.60475B 16 1.00 SW + RDL + 0.60WSF 17 1.00 0.60SW+ 0.60RDL + 0.60W5B 18 1.00 0.60SW + 0.60RDL + 0.60W5F 19 1.00 SW + RDL +.COL + 0.75RLL + 0.75RLR + 0.45W5B 20 1.00 SW + RDL'+ COL + 0.75RLL + 0.75RLR + 0.45W5F 21 1.00 1.08SW + 1.08RDL + 1.08COL + 0-.91EQL 22 1.00 1.08SW + 1.08RDL + 1.08COL +-0.91EQR 23 1.00 1.06SW + 1.06RDL. + 1.06COL + 0.68EQL 24 1.00 1.06SW + 1.06PM + 1.06COL + 0.68EQR 25 1.00 0.52SW + 0.52RDL + 0.91EQL 26 1.00 0.52SW + 0.52RDL-+ 0.91EQR - U15EO707A KLM A45 of 60 r-yucor-Z BUILD/NGS GROUP A DIVISION OF NUCOR CORPORATION Project No. Description Engineer U15E0707A Adam Henderson KLM Anchor Bolt Checks (AISC 14th Edition) Date : 10/16/2015 perAISCSteel Construction Manual (14th Edition) Version: 2015.01.26 (Date: 01/26/15) By NBG-GS GENERAL INFORMATION: Design Method, (ASD / LRFD): AISC (ASD) 'a?i Allowable Stress Ratio, ASR: 1.0v`I Frame Reactions: (Longitudinal Combinations) Tensile Reaction, (y-axis): 4.9707 kips. Shear Reaction, (x-axis): I;,1`760 Ikips. Bracing Reactions: (Longitudinal Combinations) Tensile Reaction, (y-axis): r,,.,.(,.048.kkips. Shear Reaction, (z-axis): � &344 ,,,]kips. ANCHOR BOLT INFORMATION: Anchor Bolt Material: %F 5554 Gr33�6 Anchor Bolt Size, do :1"0�J No. of Anchor Bolts, n: 4 APPLIED LOADS: Required Tensile Strength, f,: 11.018 kips. Required Shear Strength, t,: 8.528 kips. DESIGN RESULTS: FRAME REACTIONS Y Axial (Y -Axis) x c-,rea.j-�sl BRACE REACTIONS Y Axial (Y -Axis) S 2,yX0, z s� Tension Only Results: OK Remarks Tensile Strength Ratio (y-axis) ft / Ft 0.195 R,,, = F,,, Ab ASD Allowable Tensile Strength, R,,,/S2 F, kips 56.584 D=2.00(ASD) �=0.75(LRFD) Shear Only Results: OK I Remarks Shear Strength Ratio (xz-axis) f„ / F„ 0.251F -R,,,. = Fm. Ab ASD Allowable Shear Strength, Rn,,/S) F, I kips 33.950 1 n = 2.00 (ASD) � = 0.75 (LRFD) Combined Tension & Shear Results: OK Remarks Combined Tensile Strength Ratio f, / F', 0.201 R„=F'„Ab Combined Shear Strength Ratio f„ / F',, 0.256 §2=2.00(ASD) � = 0.75 (LRFD) ASD Available Tensile Strength, R,,,/S) F', kips 54.770 F',,,=F[1-(Qf,./F,,,.) l"':5 F,,, (ASD)' ASD Available Sheat -Strength, R,,,,/f) F',, kips 33.300 1 F',,,.=F,,,.[1-(DI'l/F,,,)Z1":<F,,,. (ASD)' . User Note: I he elliptical relationship for combined strength has been adopted per the AISC commentary. (Eq. C -13-8a & C -J3 -8b) U15EO707A KLM A46 of 60 DesCalc Nucor Building Systems P.O. Box 907 1050 North Watery Brigham City, UT 84302 STRUCTURAL DESIGN CALCULATIONS FOR • HPC CONSTRUCTION 1916 CAMERON LANE CHICO, CA 95926 ADAM HENDERSON 4488 MUNIAR ROAD CHICO, CA 95973 U15EO7O7A ` BUILDING LAYOUT Width (ft)= 35.0 �. Length (ft)= 60.0 Eave Height (ft)= 14.0/ 14.0 Roof Slope (rise/12 )= 2.00/ 2.00 BUILDING LOADS Roof Dead Load (psf )= 3.0 Wall Dead Load a Left Endwall (psf )= 3.0 Right Endwall (psf )_ 3.0 Front Sidewall(psf )= 3.0 Back Sidewall(psf )= 3.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collateral Load (psf )= 5.0 Wind Speed (mph )= 110.0 Wind Code = CBC 13 (IBC 12) Closed/Open P Exposure = C Internal Wind Coeff = -0.55, +0.55 Importance - Wind = 1.00 / Importance - Seismic = 1.00 _ Seismic Design Category= D Seismic Coeff (Fa*Ss) = 0.81 Page 1 U15E0707A ` KLM A47 of 60 bd DesCalc ------------------------------- Designer KLM Detailer 10/16/15 U15EO707A Design Loads For Building Components: 10/16/15 2:04pm FRONT SIDEWALL: --------------- BASIC LOADS: Basic Wind—Load—Ratio Wind Deflect Factor 22.4 0.43 0.60 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 27.8 -29.6 32.5 -34.5 27.8 -29.6 33.6 -22.4 BACK SIDEWALL: --------------- BASIC LOADS: Basic Wind_ Load_ Ratio Wind Deflect Factor 22.4 0.43 0.60 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 27.8 -29.6 32.5 -34.5 27.8 -29.6 - 33.6 -22.4 LEFT ENDWALL: -------------- ----- Edge_Strip_Ratio----- Zone Col/ Width Girt Panel Jamb 3.50 1.08 1.17 1.08 Girt/Header Panel Jamb Parapet ----- Edge_Strip_Ratio----- Zone Col/ Width Girt Panel Jamb 3.50 1.08 1.17 1.08 Girt/Header Panel Jamb Parapet Page 2 U15EO707A KLM A48 of 60 DesCalc BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain 'Basic Wind Load Ratio Zone :01/ Load Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 3.0 5.0 20.0 0.0 0.0 22.4 0.43 0.60 3.50 1.08 1.17 1.08 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead: Girt Load Wind Seismic 3.00 0.00 1.35 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 27.8 -29.6 ..'Column 27.8 -29.6 Girt/Header 27.8 -29.6 Jamb 32.5 -34.5 Panel 33.6 -22.4 Parapet 33.6 -22.4 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 0.01 -0.97 1.11 0.13 0.01 -1.02 -1.02 0.00 2 -1.45 -1.05 -0.35 0.05 -1.45 -1.05 -1.45 0.00 3 -1.05 -1.45 0.05 -0:35 -1.05 -1.45 -1.01 0.00 4 -0.97 0.01 0.13 1.11 -1.02 0.01 -1.02 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add-Snow- Wind -1 Wind -2 Long_Wind Column_Wind Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 59 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.00 0.00 0.00 0.00 0.00 0.00 0 0.00 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 0.00 0 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 3.00 0.00 0.00 0.00 0.00 0.00- 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0•.00 0.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0400 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 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 0.60 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 "0.000.00 0.00 0.00 0.60 0.00 0.00 0 0.00 8 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 0.60 0.00 0.00 0.00 0 0.00 9 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 Page 3 U15EO707A KLM A49 of 60 DesCalc 0.60 0.00 0.00 0 0.00 10 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 0.60 0.00 0.00 0.00 0 0.00 11 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 0.60 0.00 0.00 0 0.00 12 1.000.00 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 0.00 0.00 0 0.00 13 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 0.60 0.00 0.00 0 0.00 14 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 0.60 0.00 0.00 0.00 0 0.00 15 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 0.60 0.00 0.00 0.00 0 0.00 16 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 0.60 0.00 0.00 0 0.00 17 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 0.60 0.00 0.00 0 0.00 18 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 0.45 0.00 0.00 0.00 0 0.00 19 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 0.45 0.00 0.00 0 0.00 20 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 0.45 0.00 0.00 0.00 0 0.00 21 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 0.45 0.00 0.00 0 0.00 22 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 0.45 0.00 0.00 0.00 0 0.00 23 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 0.00 0 0.00 24 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 0.45 0.00 0.00 0.00 0 0.00 25 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..00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 27 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 0.45 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 29 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 0.45 0.00 0.45 0.00 0.00 0 0.00 30 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 0.45 0.00 0.00 0.00 0 0.00 31 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 0.45 0.00 0.00 0 ,0.00 32 1.00 1.00 0.00 0.000.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 33 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 0.45 0.00 0.00 0 0.00 34 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 0.45 0.00 0.00 0.00 0 0.00 35 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 0.00 0 0.00 Page 4 U15EO707A KLM A50 of 60 DesCalc 36 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 0.45 0.00 0.00 0.00 0 0.00 37 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 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 E.00 0.45 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E.45 0.00 0.00 0.45 0.00 0.00 0 .0.00 41 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.00 0.45 0.00 0,45 0.00 0.00 0 0.00 42 0.60 0.00 0.00 0.00 0.00. 0.00 0.000.00 0.60 0.00 0.00 0.00 9.00 0.00 0.60 0.00 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 6.00 0.00 0.00 0.60 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 3.00 0.00 0.60 0.00 0.00 0.00 0 0.00 45 0.600.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 3.00 0.00 0.00 0.60 0.00 0.00 0 0.00 . 46 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 0.60 0.00 0.00 0.00 0 0.00 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 6.00 0.00 0.00 0.60 0.00 0.00 0 0.00 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 0.60 0.00 0.00 0.00 0 0.00 49 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 0.00 0 0.00 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 0.60 0.00 0.00 0.00 0 0.00 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 0.60 0.00 0.00 0.00 0 0.00 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 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 53 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 0.00 0 0.00 54 1.08 1.08 0.00 0.00 0.00 0.00 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 0.00 55 1.08 1.08 0.00 0.00 0.00 0.00 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 0.00 56 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0E 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 57 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OE, 0.00 0.00 0.00. 0.00 0.00 -0.52 0 0.00' 58 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 59 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 RAFTER DESIGN LOADS: .Load --Add - Snow- Wind 1 Wind 2 Lo-ig Aux _Load No Id Dead Coll Live Snow DriftSlide Rain Left Right Left Right Wi.nd Seis Id Coef 26 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 Page 5 U15E0707A KLM A51 of 60 DesCalc 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 0.75 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 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 9 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 10 1.00 1.00 0.00 0.75 0.00 0.00 0.00 •0.00 11 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 12 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 13 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 14 1.001.00 0.00 0.75 0.00 0.00 0.00 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 22 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 23 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 24 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 25 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 26 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- 0.00 No. Load Use Id Step Locate Coef WINDLI - 2 2 17.50 1.00 WINDRI - 3 2 0.24 0.72 WINDL2 R 2 2 17.50 1.00 WINDR2 R 3 2 0.24 -0.16 WINDL2 C 2 2 17.50 1.00 WINDR2 C 3 2 0.24 0.72 RIGHT ENDWALL: BASIC LOADS: 0.00 0.00 0.00 0.00 0.00 0 0.04 0.00 0.00 0.00 0.00 cc 0 0.00 0.45 ., 0.00 0.00 0.00 0 0.00 0.00 0.00 0.45 0.00 0.00 c 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.45 ., 0.00 0.00 0.00 0 0.00 0.00 0.00 c .0 0.00 0 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 c 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.60 0.00 0.00 0 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 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 0.00 0.00 0.00 0.00 .. 0.00 0.00 0.00 0.00 0.52 0 0.00 0.00 0.00 0.00 0.00 .. 0.00 0.00 0.00 0.00 0.70 c 0.00 0.00 0.00 0.00 0.00 c 0.00 ------------- Locate ------------- Coef Locate Coef 17.74 0.72 17.74 1.00 17.74 -0.16 17.74 1.00 17.74 0.72 17.74 1.00 Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Load Load Load Load Load Wind Deflect Factor 3.0 5.0 20.0 0.0 0.0 22.4 0.43 0.60 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 3.00 0.00 1.07 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct U15E0707A Page 6 KLM ----Edge_Strip_Ratio---- Zone Col/ Width Girt Panel Jamb 3.50 1.08 1.17 1.08 A52 of 60 COLUMN & BRACING DESIGN LOADS: Load .---Live-----Add-Snow- Wind -1 Wind -2 ILong_Wind Column_Wind' Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 59 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.00 0.00 0.00 0.00 0.00 0.00 0 0.00 -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 3.00 0.00 0.00 0.00 0.00 0.00 0 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 0.003.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 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 0.00 0 0.00 5 1.00 1.00 0.00 0.00 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 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.800.00 0.00 0.60 0.00 0.00 0.00 0 0.00 7 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• 0.60 0.00 0.00 0 0.00 8 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 0.60 0.00 0.00. 0.00 0 0.00 9 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 0.60 0.00 0.00 0 0.00 10 1.000.00 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 0.00 0.00 0 0.00 11 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 0.60 0.00 0.00 0 0.00 12 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 0.60 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.000.00 0.00 0.60 .0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.0@ 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0E 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0E 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 Page 7 U15E0707A, KLM A53 of 60 DesCalc 27.8 -29.6 Column 27.8 -29.6 Girt/Header 27.8 -29.6, Jamb 32.5 -34.5 Panel 33.6 -22.4 Parapet 33.6 -22.4 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 0.04 -0.99 1.14 0.11 0.04 -1.00 -1.02 0.00 2 -1.50 -1.07 -0.40 0.03 -1.50 -1.07 -1.50 0.00 3 -1.07 -1.50 - 0.03 -0.40 -1.07 -1.50 -1.03 0.00 4 -0.99 0.04 0.11 1.14 -1.00 0.04 -1.02 0.00 COLUMN & BRACING DESIGN LOADS: Load .---Live-----Add-Snow- Wind -1 Wind -2 ILong_Wind Column_Wind' Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 59 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.00 0.00 0.00 0.00 0.00 0.00 0 0.00 -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 3.00 0.00 0.00 0.00 0.00 0.00 0 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 0.003.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 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 0.00 0 0.00 5 1.00 1.00 0.00 0.00 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 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.800.00 0.00 0.60 0.00 0.00 0.00 0 0.00 7 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• 0.60 0.00 0.00 0 0.00 8 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 0.60 0.00 0.00. 0.00 0 0.00 9 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 0.60 0.00 0.00 0 0.00 10 1.000.00 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 0.00 0.00 0 0.00 11 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 0.60 0.00 0.00 0 0.00 12 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 0.60 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.000.00 0.00 0.60 .0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.0@ 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0E 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0E 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 Page 7 U15E0707A, KLM A53 of 60 DesCalc 17 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 0.60 0.00 0.00 0 0.00 18 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 0.45 0.00 0.00 0.00 0 0.00 19 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 0.45 0.00 0.00 0 0.00 20 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 0.45 0.00 0.00 0.00 0 0.00 21 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 0.45 0.00 0.00 0 0.00 22 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 0.45 0.00 0.00 0.00 0 0.00 23 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 0.00 0 0.00 24 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 0.45 0.00 0.00 0•.00 0 0.00 25 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 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 27 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 0.45 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 29 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 0.45 0.00 0.45 0.00 0.00 0 0.00 30 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 0.45 0.00 0.00 0.00 0 0.00 31 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 0.45 0.00 0.00 0 0.00 32 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 0.45 0.00 0.00 0.00 0 0.00 33 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 0.45 0.00 0.00 0 0.00 34 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 0.45 0.00 0.00 0.00 0 0.00 35 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 0.00 0 0.00 36 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 0.45 0.00 0.00 0.00 0 0.00 37 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 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 39 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 0.45 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 41 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 0.45 0.00 0.45 0.00 0.00 0 0.00 42 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 0.60 0.00 0.00 0.00 0 0.00 43 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 Page 8 U15EO707A KLM A54 of 60 DesCalc 0.60 0.00 0.00 -0 .0.00 44 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 0.60 0.00 0.00 0.00 0 0.00 4S 0.60 0.000.00 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 0.00 0 0.00 46 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 0.60 0.00 0.00 0.00 0 0.00 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 E.00 0.00 0.00 0.60 0.00 0.00 0 0.00 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 6.00 0.00 0.60 0.00 0.00 0.00 0' 0.00 49 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 0.00 0 0.00 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 0.60 0.00 0.00 0.00 0 0.00 51 0.600.00 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 0.00 0 0.00 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 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.60 0.00 0.60 0.00 0.00- 0 0.00 54 1.08 1.08 0.00 0.00 0.00 0.00 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 0.00 55 1.08 1.08 0.00 0.00 0.00 0.00 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 0.00 S6 1.06 1.06.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 57 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00;0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 58 0.52 0.00 0.00 0.00. 0.00 0.00 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 0.00 59 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0E 0.00 0.00 0.00 0.00 0.00 -0.70 0 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 Wied Seis Id Coef 26 1 1.00 1.00.1.00 0.00 0.00 0.00 0.00 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 0.00 0.►30 0.00 0 0.00 3 1.00.1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.30 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.30 0.00 0 0.00- 5 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 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 0.00 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 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.90 0.00 0 0.00 9 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0:00 0.00 0 0.00 10 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0..00 0.00 0 0.00 13 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0 45 0.00 0 0.00 14 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0, 0.00 15 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 16 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 Page 9 U15EO707A KLM A55 of 60 17 lc 4 •L L ii i iL 0.00 0.00 0.00 0.00D iG L. LL 0.611 18 0.60 0.00 i ii 0.00 0.00 G GL 0.00 i LL 0.04i • 0.60 i GL 0.00 i ii 0.00 i ii 0.00 i 4L 0.00 20 0.60 0.00 0.00 0.00 i GL 0.00 i iG 0.00 0.00 21 L: 1.08 0.00 i LG 0.00 i L7 0.00 i L4 0.00 22 is 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23 i• 1.06 0.00 iii 0.00 LL7 0.00 i 7i 0.00 24 L• 1.06 0.00 i GL 0.00 i GL 0.00 i 4L 0.00 25 i 0.00 Lii 0.00 i LG 0.00 i LL L 0.00 • 0.52 0.00 i ii 0.00 iii 0.00 Lii 0.00 L ii STEPPED LOAD COEFFICIENTS: 0.00 0.00 0.00 0.00 L 0.00 0.00 L•i 0.00 i ii i 0.00 0.00 0.00 0.60 0.00 i 0.00 0.00 L ii 0.00 0.00 i 0.00 0.00 0.00 0.00 0.70 L 0.00 0.00 4 ii 0.00 i i L 0.00 0.00 0.00 0.00 i G 0.00 0.00 0.00 0.00 G i 0.00 0.00 Lii 0.00 i i i 0.00 0.00 0.00 0.00 -0.70 i 0.00 Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 17.50 1.00 17.74 0.71 WINDRI - 3 2 0.24 0:71 17.74 1.00 WINDL2 R 2 2 17.50 1.00 17.74 -0.08 WINDR2 R 3 2 0.24 -0.08 17.74 1.00 WINDL2 C 2 2 . 17.50 1.00 17.74 0.71 WINDR2 C 3 2 0.24 0.71 17.74 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 3.0 5.0 20.0 0.0 0.0 22.4 0.43 0.60 0.00 1.163 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct-Roof 19.0 -30.2 Purlins 0.0 -49.2 Gable Extensions 23.5 -32.5 Panels 21.3 5.8 -30.2 Long Bracing, Building 26.0 2.7 Long Bracing, Wall Edge Zone 33.6 -22.4 17.9 Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 9 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 3.50 1.00 1.30 1.00 1.55 4 3.50 0.00 1.00 1.30 1.00 1.55 5 0.00 3.50 1.00 1.30 1.00 1.55 6 3.50 0.00 1.00 1.30 1.00 1.55 7 3.50 3.50 1.00 1.89 1.00 2.17 8 3.50 3.50 1.00 1.89 1.00 2.17 9 3.50 3.50 1.00 1.89 1.00 2.17 10 3.50 3.50 1.00 1.89 1.00 2.17 3 9 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 3.50 1.00 1.30 1.00 1.55 Page 10 U15E0707A KLM A56 of 60 DesCalc 4 3.50 0.00 1.00 1.30 1.00 1.55 5 0.00 3.50 1.00 1.30 1.00 1.55 6 3.50 0.00 1.00 1.30 1.00' 1.55 7 3:50 3.50 1.00 1.89 1.00 2.17 8 3.50 3.50 1.00 1.89 1.00 2.17 9 3.50 -3.50 1.00 1.89 1.00 2.17 10 3.50 3.50 1.00 1.89 1.00 2.17 2 2 1 1 .0.00 0.00 1.00 1.00 1.00 1.00 3 1 1 0.00 0.001.00 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 12 1 1.00 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 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00.0.00 0.60 0.00 a 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 E 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 E 0.00 8 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 E 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 F 0.00 10 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 9 0.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 3 12 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 d 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 3 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00' 0.00 0.00 3 0.00 4 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 a 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 9 '1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 10 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 8.45 0 0.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 12 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 15 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 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 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 4 1.00 1.00 .0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 11 U15EO707A KLM A57 of 60 DesCalc 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 8 0.60 0.00 0.000.00 0.00 0.00 0.00 9 1.08 0.00 0.00 0.00 0.00 0.00 0.00 10 1.08 0.00 0.00 0.00 0.00 0.00 0.00 11 1.06 1.06 0.00.0.00 0.00 0.00 0.00 12 1.06 1.06 0.00 0.00 0.00 0.00 0.00 13 1.06 1.06 0.00 0.75 0.00 0.00 0.00 14 0.52 0.00 0.00 0.00 0.00 0.00 0.00 15 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.60 0.00 0 0.00 . .. 0.00 0.00 . 0.00 . .. 0.00 0.70 , 0.00 1.00 0.00 c 0.00 .0 0.00 0.52 c 0.00 . .c 0.00 . . 0.00 ., 0.00 .. 7A).00 ., c .. cc 0.00 .c RIGID FRAME # 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.0 5.0 12.0 0.0 0.0 22.4 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 1.21 0.00 0.00 0.00 0.00 0.46 0.63 1.81 0.70 WIND COEFFICIENTS: Surf--Wind-1--- --Wind-2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 -0.12 -0.97 1.09 0.24 -1.00 -1.00 0.00 2 -1.24 -0.95 -0.14 0.15 -1.24 -0.92 0.00 3 -0.95 -1.24 0.15 -0.14 -0.92 -1.24 0.00 4 -0.97 -0.12 0.24 1.09 -1.00 -1.00 0.00 DESIGN LOADS: -Load- ---Live-----Add-Snow- --Wind-1- --Wind-2- Long_Wind --Seismic- Aux -Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 54 1 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 0.00 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 0.00 0 0.00 3 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 0.00 4 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 0.00 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 0.00 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 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 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 0.00 Page 12 U15E0707A KLM A58 of 60 DesCalc 9 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 0.00 10 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 0.00 11 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 0.00 12 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 0.00 1 13 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 0.00 14 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 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 01.60 0.00 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 e.60 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E.00 0.60 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.00 0.60 0.00 0.00 0.00 0 0.00 19 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 0.00 20 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 0.00 - 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0,00 d.00 0.00 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 3.00 0.00 0.00 0.00 0.00' 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:45 0.00 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 25 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 0.45 0.00 0.00 0.00 0 0.00 26 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 0.45 0.00 0.00 0.00 0 0.00 27 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 0.00 28 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 0.00 29 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 0.00 30 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 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00'0.45 0.00 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75. 0.00 0.00 0.00 0.00 0.00 0.00 0.0e 0.00 0.45 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.0E 0.00 0.45 0.00 0.00 0.00 0 0.00 35 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.0E 0.00 0.00 0.00 Page 13 U15EO707A KLM A59 of 60 DesCalc 0.00 0.00 0 0.00 36 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 0.00 37 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 0.00 38 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 0.00 39 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 0.00 40 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 0.00 41 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 0.00 42 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 0.00 43 1.08 1.08 0.00 0.00 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 0.00 44 1.08 1.08 0.00 0.00 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 0.00 45 1.08 1.08 0.00 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 0.00 46 1.08 1.08 0.00 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 0.00 47 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 48 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 - 49 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 50 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 51 0.52 0.00 0.00 0.00 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 0.00 52 0.52 0.00 0.00 0.00 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 0.00 53 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0.00 0.00 0 0.00 54 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0.00 0.00 0 0.00 STEPPED LOAD COEFFICIENTS: BasicSurf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 17.50 1.00 17.74 0.77 WINDRI" 3 2 0.24 0.77 17.74 1.00 WINDL2 2 2 17.50 1.00 17.74 -1.06 WINDR2 3 2 0.24 -1.06 .17.74 1.00 Page 14 U15E0707A KLM A60 of 60 .l1 r4 U=C3101 BUILD/NG SYSTEMS A DIVISION OF NUCOR CORPORATION Notes and Specifications Building Erection Noteri 1) The general contractor and/or erector is responsible to safely end properly erect the metal building system In conformance with these drawings, OSHA requirements and metal building system in conformance with these drawings, OSHA requirements and either MBMA or CSA SIS standards pertaining to proper erection. This Includes, but is not limited to, the correct use of temporary guys and bracing where needed for squaring, plumbing, and securing the structural and secondary framing. Secondary wall framing members (gids or bar joists) are not designed to function as a work platform or provide safety tie -off attachment in accordance with OSTIA irementa. Secondary roof framing members (purfIns or bar joi�am not designed to provide safety tie -off attachment in accordance with OSHA requirements. 2) A325 R MOD Batt tigMmdng requkementic R is the responsibility of the erector to ensure proper butt tightness in attordonce with applicable reguiol'an.. See the RCSC coerifieatian for S .,.c�umlt�_yeints =able or A490 Bogs or CAN/CSA S16 'limit States Design of Steel Structures for mora information. The following criteria may be used to determness ine the bolt tight (i.e., "snug -tight" or 'fully -pretensioned'), unless required otherwim by local jwisdlctlon of contract requirements - B) AD A325 bolt in primary framing (rigid frames and bracing) may Oe 'mug-tnpht except as follows: 'Folio-emten.ien A325 baits it: a) Building supports a crone system With a capacity greater than 5 tons. b) Building supports machinery that creates vibration, Impact or .tree=mverwt on the connections. The Engineer -of - Record for the project should be consulted to evaluate fa this condition. c) The project site is located In a high seismlc area. For IBC -bored codes. -High " gh Seisms: Aris defined as ^Seismic Design Category of 'D', 'E", or "T . See the 'Builifing loads" section of this page for the defined seismic design category far this project. d) Any connection designated In these drawings "'A325 -SC. 'Slip-Citicat (SC)' connections must be free of paint oil, or other materials that reduce friction at contact surfaces. Galvanized or lighty, meted surfaces are acceptable. C) In Canada, all A325 and A490 bolt shall be 'fully pre -tensioned', except for secondary members (purlins. guts, opening framing, etc.) and flange braces. D) Secondary members (pur ins, gi ts, opening framing. etc.) and flange brace connections may always be "snug-tght', unless indicated otherwise in them drawings. 3) The metal building supplier shall be notified prior to any field modifications. _ Modification. shall be approved by the metal building supplier before work is undertaken. 4) Common Abbrwistionr. a TYP UNO -Typical Unless Noted Otherwise SDA - Similar D SLV -Short Leg Vertical g NIC - Not In Contract c LY - Lorg Leg Vertical h SL -Steel line d NS h F. -Near Side anal Far Side i N/A - Not Appraoble e OAL - Overall Length j MBS - Metal Building Supplier 5) Construction loads shall net be placed on any structural steel framework unless such framework is safely bolted. welded. or otherwise adequately secured. 6) Purlins and girte @hall not be used as an anchorage ppoint for a fall arrest system unless written approval is obtained from the metol building supplier. 7) Purlins may only be used as a walkhng/workbg surface when installing safety systems. after o0 permanent bridging he been installed and fall , protection i. provided. 8) Construction loads may be placed only within a zone that is within B feet of the center rine of the primary support member. CFR bundles should be placed directly the a rigid frames. 9) NI riftig'dwicm moat meet OSHA or MSHA stondorda and in no case is it acceptable to use structural members supplied by the MBS as a spreader bar or rdUng device. 1 NI ntruaturol ateN seelbm and welded plot members are designed in accordance with ANSI/NSC 360 'Specifications for Structural Steel Buildngs" or the GAN/CSA S16 limit Statee Deign of Steel Structures', a required by the eped building code. 2) NI weec� Idling of structural steel is based on either AWS 01.1 'Structural Welding Code - Steal' or CAN/CSA W59 'Welded Steel Construction (Metal Arc Welding)', as required by the specified buildup code. 3) NI cold formed members are deigned in accordance with ANSI/NSI Sit or CAN/CSA S136 eSpecNkaOons for Use Design of Cold Formed Steel Structural Members', .s required by the specified building code. 4) NI welding of cold formed steel b based an AWS 01.3 'Structural Welding Code - Sheet Steel' or CAN/CSA W59 'Welded Steel Construction (Metal Arc Welding)% as required by the specified building code. 5) This Metal Building Supplier facility Is IAS AC -472 Accredited and CAN/CSA A580 and W47.1 Certified (R applicable) for the design and manufacturing of Metal Building Systems. 6) N joint am are included with this project, they are supplied as a part of the systems engineered metal building and are fabricated in accordance with the requirements of Section 1925.756 of the OSHA safety standards for steel erection, dated January 18, 2001. lat. I Plate and MaterlaY. 5" - tY Wlde, l0 1 1/4' Th Built -Up Structural Web Hot -Rolled Structure! Structural Tube Structural Pipe Cold -Formed Structural Classic Roof PoneI CFR / VR16 II Roof Panel All Wall Parol Profiles Rod Bracing Walla High -Strength Bolts ►bthira Botta TIUDEWRK 1998. NUCOR 811111= SYSTEMS A529 Grade 55 A572 Grade 50 A1011 SS (or HSLAS Clore 1) Grade 55 A36 or A572 Grade 50 or A992 Grade 50 A500 Grade B (46 KS . A500 Grade B (42 K51 Atoll or A1039 SS (or HSIAS Clans 1) Grade 55 A792 Grade BO A792 Grade 50, Claw 1 ASW Grade 80, Clem 1 or A792 Grade 80, Clam 1 A529 Grade 50 AWS 01.1/D1.3 or CSA W59 per Building Code A325 Type 1 er A490 Type 1 Heavy Hex A307 Grade A Has PROJECT NUMBER: U 15E0707A PROJECT NAME: ADAM HENDERSON PROJECT LOCATION: CHICO. CA 95973 CUSTOMER: HPC CONSTRUCTION THE 12'x18' ROLL UP DOOR FRAMED OPENING SUPPLJED ON THIS PROJECT HAS BEEN DESIGNED TO SUPPORT A TOTAL HANGING DEAD WEIGHT OF2160 LBS. IN ADDITION, THE FRAMED OPENING HAS BEEN DESIGNED TO SUPPORT WIND LOAD, NORMAL TO THE DOOR, BASED ON THE STANDARD BUILDING CODE CRITERIA THE FRAMED OPENING HAS NOT BEEN DESIGNED FOR ANY ADDITIONAL MOMENT OR CATENARY FORCE FROM THE DOOR. ANY CHANGE TO THE INFORMATION SHOWN HERE WOULD REQUIRE AN ENGINEERING INVESTIGATION AND POSSIBLE BUILDING REINFORCEMENT. FOR OCCUPANCY CATEGORY I OR II BUILDINGS, IBC ALLOWS FOR SINGLE STORY BUILDINGS TO HAVE NO LIMB FOR SEISMIC STORY DRIFT. PLEASE NOTE THAT ANY INTERIOR WALLS, PARTITIONS, CEILINGS, AND EXTERIOR WALLS SHOULD BE DETAILED (BY OTHERS) TO ACCOMMODATE THIS STORY DRIFT. MATERIALS SUPPLIED BY NUCOR WILL BE DESIGNED IN ACCORDANCE WITH THE APPLICABLE STRUCTURAL LOADING REQUIREMENTS AS CONTAINED IN CHAPTER 16 OF THE SELECTED EDITION OF THE CALIFORNIA BUILDING CODE. CHAPTERS 16A THROUGH 22A, WHICH FALL UNDER THE JURISDICTION OF EITHER THE DIVISION OF STATE ARCHITECTS (DSA/SS) OR THE OFFICE OF STATEWIDE HEALTH PLANNING AND DEVELOPMENTS (OSHPD), HAVE NOT BEEN CONSIDERED WiTH THE DESIGN OF THIS PROJECT. MBMA M E M B E R ACCREDITED AC472 BUILDING LOADS DESIGN CODE: CBC 13 ROOF LIVE LOAD: 20.00 PSF MBMA OCC. CLASS: II LIVE LOAD REDUCIBLE Yes GROUND SNOW LOAD: 0 PSF SNOW EXP. FACTOR, Ce: 1.00 SNOW IMPORTANCE FACTOR, Is: 1.00 WIND: 110 MPH WIND IMPORTANCE FACTOR, Its: N/A EXPOSURE: C UL 90 NO Classic Roof -Const. No. 161; Classic Roof w/ Translucent Panel -Const. No. 187 CFR Roof -Const No. 552; CFR Roof w/ Tronslucenf Panel -Const. No. 590; Composite CFH Hoof -Const No. 552A; VR16 II Roof -Const No. 332. SEISMIC INFORMATION Ss:0.617 S1:0.276 Design Sds/Sdt: 0.537 / 0.340 Site Class: D Seismic Imp. Factor. 1.00 Seismic Design Category: D Analysis Procedure: Equivalent Lateral Force Method Basic SFRS: Ordinary Steil Mtxoerd Flans R Ordinary Steel Conc. —Broad Fra111s 1) COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, HVAC EDUIPMENT, CEILINGS, ETC., ARE SUSPENDED FROM ROOF MEMBERS, CONSULT THE M.B.S. IF THESE CONCENTRATED LOADS EXCEED 500 POUNDS (USING THE WEB MOUNT DETAIL) OR 200 POUNDS (USING THE FIANCE MOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE THAN OTHERS. 2) THE DESIGN OF STRUCTURAL MEMBERS SUPPORTING GRAVITY LOADS IS CONTROLLED BY THE MORE CRITICAL EFFECT OF ROOF LIVE LOAD OR ROOF SNOW LOAD, AS DETERMINED BY THE APPLICABLE CODE PERMIT # BUTTE � COU 1 I OCT 29 2015 t)EVELOPMENT SERVICES B) S-oZqOl BUTTE COUNTY DEQ/ELOPMENT SI REVIEWED FOR CODE COMPLIANCE DATE _+_ fid-- . BY ERECTION MANUALS REQUIRED (ERECTION MANUALS ARE SHIPPED WITH THE BUILDING IN A WAREHOUSE PACKING CRATE) ❑ CFR ROOF ❑ H9700 OR ❑ H8260 10 SINGLE CURB (H9850) N CLASSIC ROOF N H942D OR ❑ H8201 10 DOUBLE CURB (H9800) N WALL SHEETING ®H9430 OR ❑ H8300 ❑ VR16 II H9925 DRAWING INDEX COVERSHEET C1 — C3 ANCHOR BOLT DRAWINGS F1. F2 STRUCTURAL/SHEETING DRAWINGS E1 — ES DETAILS DI — D11 u, 5 d J m W Z z _O OM H(0 i �.� U N N LUrn �rn IZU w ZV Q Sp pp ti U�U.0 coo Q=oU= Gln DUNfl. Um� Q v 2 19 FESS/ Pit J Rnno1! z z06�1� F :31 2016 z 1 k2 . m m ` Z s a O m • O U Z Q O U W d " 22 rgF68 s� 3 r� W WWW E BUTTE COUNTY BUILDING DIVISION APP®VE®o MCO w N W Lo Z) � W 0-) ~ STRUCTURAL TESTS AND INSPECTION: U 1 2 2 THE SPECIAL INSPECTOR'S .DUTIES ARE AS DESCRIBED IN SPECIAL INSPECTION. THE SPECIAL INSPECTORS DUTIES ARE AS DESCRIBED IN IBC 1704.3 AND ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND INSPECTION AGENCY EMPLOYED BY THE OWNER OR ARCHITECT. IBC .1705 IL = O w Z U �a O O I- � 3 THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WORK. $ U U U m O 4 PORTIONS OF WORK REQUIRING SPECIAL INSPECTION: w Q = o U = a❑ U ;a U m.— AGENCY RESPONSIBLE FOR INSPECTION AND TESTING TO BE NAMED BY OWNER LATER. a Q c'� 2 0 A. STRUCTURAL STEEL: YES NO N/A 1. 2. MILL REPORTS AND IDENTIFICATION OF STEEL (AFFIDAVIT OF COMPLIANCE).............................................................................................................................. SAMPLING TESTING ❑ ❑ Q�sOFESS/ B. -AND OF SPECIMENS......................................................................................,......................:.......................................................:...........:....:.. WELDING: ❑ 0 ❑ �t RoT 1. 2. ALL STRUCTURAL WELDING (INCLUDES DECKING AND WELDED STUDS), EXCEPT WELDING IN APPROVED SHOPS PER IBC 1704.2.2 ....................................... ULTRASONIC TESTING OF FULL PENETRATION ❑ ❑ y 210 / WELD CONNECTIONS AT MOMENT FRAMES, BRACED FRAMES, BEAM SPLICES, AND FIELD WELDS . .................... ❑ cl ❑ 3. STRUCTURAL LIGHT GAGE METAL FRAME WELDING........................................................................................................................ ❑ 0 ❑ C. BOLTING: 1. HIGH STRENGTH BOLT A325SC AND A490SC (PRETENSION VERIFICATION)......................................................................................................................................... 0 El EllF Q VIL 2. HIGH STRENGTH BOLT A325N AND A49OX (PER COVER SHEET NOTES)............................................................................................................:.......... ............... ■ 1:1 El OF'CAL\E���\ 3. EXPANSION/ADHESIVE ANCHORS IN CONCRETE OR MASONRY...................................................................................................... ■ ❑ ❑ a z W 9 e€; N - will 7gt IgE 8a doe &08.. m ENLARGED DETAIL (P—F—WS#--<Fl EAVE STIFFENER REFERENCE EAVE STIFFENER DETAIL FOR WELDS rSEE 5 �# ETAILF.S. FG -5 FWS3 'A• N.S. FG -5# 1TOS R 3SWS W#: RANGES FROM FWE3 TO FINDS PER ENG. WP##: WELD SIZE PER ENG. FULL LENGTH FILLET NEAR SIDE OF WEB WITH 3' OF FILLET PAST INNER MOST HOLE IN FROM EACH FROM FLANGE ALONG THE OPPOSITE S1DE OF WEB. • THIS WELD TYPICAL FOR ALL FLANGE TO ENDPLATE WELDS SHOWN. t SIA&I i STANDARD Thickest Mal. Joined Weld C 1/2' PW -3 13/4" FW_4 > 3/4' FW 5 FG -5 CJP�WPS9' FG -5 DETAIL 'A" Perpendicular Knee Column See Weld Standard sheet for WPS description ppow 3y2 E2 Knee FG -5 WELDS Ixpluui f—uluffill See Weld Standard sheet for WPS description Thickst plat J6ined Weld E 1/2' PW_3 E 3/4' FW -4 >3/4- FW 5 FG -5 1/4 4'-12' 1/4 4'-12' FG-5F WS3 0 jyp Flange Brace Clip Runway -Beam FG FW04 FG 5 FG -5 FWD4 Runway End SPECIAL DETAILS See Weld Standard sheet for WPS description AND FG -5 FG -5 Typ Stiffener Detail Section A—A FG -5 Typ. LEGEND Structural Column 2FR >FWS4 WPS4 2FR FWVS4 FG -5 FWS4 P- T bC 1 FWS$ - FILLET WELD, ONE SIDE FILLET LEG NEAR SIDE WELD: FAR SIDE WELD:PWSS FWSS 3 311 ' 5 16• S RLLET $ FILLET FWD$ - FILLET WELD, BOTH SIDES FWD$ S FILLET FlLIET LEG 3 6' FWD$ 4 1/a � OR �— / V $ T, PURLIN/GIRT /CHANNEL 5 16• EAVE STRUT -,LET FWR -Full length fillet on near side with Tube Bracket '(Man D/5 or 3') fillet return at both ends on QTY � fSHAPE X SHAPE OTY I /SLOPE X opposite side of plate. Details X (2)08Co60 Y Y THICKNESS X rFrFLUE—rUEG- 3 3/16' DR FWR$ a• 0 $ ^ • .015 or 31 See Weld Standard sheet X X 5 yl6' X i X for WPS description WP7$ - Full length fillet on near side of web with X 3' of fillet past inner most hole in from each flange 0 0 along the opposite side of web. X i lET LEF1LG°R�WPI$ wP io X CJP1 - COMPLETE JOINT PENETRATION, SINGLE BEVEL WELD NEAR SIDE WELD: FAR SIDE WELD: X CJjP1 --��BACK GOUGE WPl D 0$5° .-A BACK GOUGE �Pz�°nwx — \ Pmwbi.vd as• X X X BEVEL SIDE ¢v azex g d V. or u e o umn X X PURLIN/GIRT /CHANNEL X EAVE STRUT X X Tube Bracket X QTY � fSHAPE X SHAPE OTY I /SLOPE X Structural Details X (2)08Co60 Y Y THICKNESS X (2)8E2075 Y Y THICKNESS X See Weld Standard sheet X X SIZE l ` X i X for WPS description X X 1000 X SIZE 1000 X X X X X X X X X X X X X X X X X X X X XIX X XXX I X X X X X X X X X o v J V Cn X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X A Z X X X X X X X X X X X X X X X X X X X X X X X X X X X XIX e X X X X X -o -oSJ -eiy -oSl Co5`J Z. g d X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 'R eF k � as o a N. N c•. c..N . . •� ^i� n[rm �(� c9 ,Fa ..� � o e o e o � oSy ,e o �e e e o e e - -ely -o -oSJ -eiy -oSl Co5`J Z. Z tj N c^ u tt w t% 5 g F. 2c ¢ M CD w a s >0) Preq d a a d d d a i i i i d i i i i d d d d a d a d a d a d a a wrn of •'P13 R 3 �s x s s Z U W U Z Q ti N� CL)nE 2 8 8 a s .� n ,�J g 3 3 a O 3 9 i i g s s 8 X 0 / 0� ♦ ��O Q 3 C� g .,� rn ® ® 4 4 9¢yy 3 Rn S 5 a% 2 E t3gg '" i. @ @ e @ @ V Q O V Z w LO d 3 r V gg3 3 u 'Il a:Q v U= 0 m O QRpFESS/ )t3O7 0 d O L% ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ C 7/U5S 312016 O S. E w u o see o S.+e ms's 0 9 3 e 5 S32 5 v.o deo o o c c - ' �0 3 3 en� CIV I�- _ = m e 65 y -b ; m m �5 Y Eos o� m^m as _� sd €� o a = m �-2 ox OQI� of CALF ~� e o $a n•EmE s e v`•'zo �'ia T;N �'N�a` -so 3 Vie• ;S CD h 'o "'� E = y a = $ e ' o e ao �� w �' c ege 3oy€€: Sae $ 2 $ e� m V eo 15 oo b- eea`n tt Sm z�m 8€ y w 2 o o SA ca €V �$ � € €N � S gel -e 3 3 3 3 a' .$ � = ci i> 3 3 o -62 -6 e -- $3e a pp•mm Seo S =gyjig.m 8. M '►" - e g88 Q U' 1A C7 (7 LL C7 U' LL CSI C'3 LL u) fG M C7 LL N N N 3 TA tn. rn a0 M C m R rn D- a- W O- W y d fA O_ �. co d N to C (/� (n rn 0- rn d to N !q a.a. rA }g�tra' g 3pS5 g m p m M -u N D_ >� 0-> > .R.��eEE�ygap 6}figg 1 Z > Z > Z 2 2 3 :2 SSP 430 1 STEEL LINE 1 W , Z J J • W W ,F^ c A I 0 B � Lo Qo 1r I r i C Lu z J J W W (n I- 2 3 4 60'-0" STEEL LINE 21'-8" 22'-0" 1 6'-4" H� I I OH 0 W O J N N O N 0 SHOP 0 -Ht -O------- --- -------- -------- RIDGEO------- I I B O II NN II u - N V o Inn � II II O O O O OI I 3.t z J W W I�^ V C W z J J W W 21'-8„ 22'-0" 16'-4" STEEL LINE "60'-0" STEEL LINE 1 2 3 4 FINISH FLOOR '= 100'-0" BOTTOM OF BASE PLATE = 100'-0" (UNLESS NOTED OTHERWISE) BU77E COUNTY - BUILDING DIVISION APPROVE® ANCHOR BOLT SCHEDULE I r co I PROJECTION 40 z J W W I�^ V C W z J J W W 21'-8„ 22'-0" 16'-4" STEEL LINE "60'-0" STEEL LINE 1 2 3 4 FINISH FLOOR '= 100'-0" BOTTOM OF BASE PLATE = 100'-0" (UNLESS NOTED OTHERWISE) BU77E COUNTY - BUILDING DIVISION APPROVE® ANCHOR BOLT SCHEDULE I r MAT'L z J W W I�^ V C W z J J W W 21'-8„ 22'-0" 16'-4" STEEL LINE "60'-0" STEEL LINE 1 2 3 4 FINISH FLOOR '= 100'-0" BOTTOM OF BASE PLATE = 100'-0" (UNLESS NOTED OTHERWISE) BU77E COUNTY - BUILDING DIVISION APPROVE® ANCHOR BOLT SCHEDULE QUANTITY SIZE MAT'L PROJECTION 40 3/4" Gr 55 3" FROM BOTTOM OF BPL 8 1 " Gr 55 3" FROM BOTTOM OF BPL --- --- --- 3" FROM BOT. OF BPL --- --- --- 3" FROM BOT. OF BPL --- --- --- 3" FROM BOT. OF .BPL z 0c) �-0w I� N N � L0 D L0 W 0 rn W V Z U Q w ti W20�00' o r` �UZU.0 wo WQ2oUw o0Uya-0 aQ QRpFESS/ j J. R l 22 Lu 77055 m w 31 2016 Lu eat8 N o �Lss g'L of 00 ANCHOR BOLT PLAN WIND BRACE SLOT HILLSIDE ALL GENERAL NOTES (ROD SHOWN WASHER A THE NIBSs ON STEEL LINE \ \ . FOR REFERENCE ASSEMBLY (BUILDING WIDTH DIMENSION v cv 1.THE SPECIFIED ANCHOR ROD DIAMETER ASSUMES F1554 7.THE ANCHOR BOLT LOCATIONS PROVIDED BY THE METAL r Z 2' DRAWINGS ARE ON NBS CONTRACT) GRADE 55 UNLESS NOTED OTHERWISE. ANCHOR ROD BUILDING MANUFACTURER SATISFY ANY PERTINENT ONLY) w REFERENCED MATERIAL OF EQUAL DIAMETER MEETING OR EXCEEDING REQUIREMENTS FOR THE DESIGN OF THE MATERIALS • Z O O FROM THE THE STRENGTH REQUIREMENTS SET FORTH ON THESE SUPPLIED BY THE METAL BUILDING MANUFACTURER. _- -� ~ O 1 1/4" DEPTH: o O STEEL LINE �, DRAWINGS MAY BE UTILIZED AT THE DISCRETION OF THE PLEASE NOTE THAT THESE REQUIREMENTS MAY NOT `" _ w J WALL,PANEL �c FOUNDATION DESIGN ENGINEER. ANCHOR ROD EMBEDMENT SATISFY ALL ANCHOR BOLT CONCRETE EDGE DISTANCE z N I ' m L) LENGTH SHALL BE DETERMINED BY THE FOUNDATION REQUIREMENTS DEPENDING ON THE DETAILS OF THE w w L .S BASE MEMBER DESIGN ENGINEER. FOUNDATION DESIGN. BECAUSE FOUNDATION DESIGN IS COLUMN ! COLUMN U O k CLR. OPENING *k VARIES to - NOT WITHIN THE SCOPE OF WORK OF THE METAL - - (2 3/4'-3 5/87 (COLD -FORMED Y Y w CEE CHANNEL 2.THE METAL BUILDING MFR. IS NOT RESPONSIBLE FOR • BUILDING MANUFACTURER, R IS THE RESPONSIBILITY .OF � � O � - � SHOWN, MAY BE m PROJECT FOUNDATION DESIGN. THE FOUNDATION DESIGN THE QUALIFIED PROFESSIONAL DESIGNING THE FOUNDATION- �` (USE (2) t/2' DIA EYPMISION BOLTS PER COLUMN a z IS - TO VERIFY THAT SUFFICIENT CONCRETE EDGE DISTANCE IS FINISH ' ) p CEE CHANNEL, THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL PROVIDED FOR THE ANCHOR BOLTS IN THE DETAILS n FLOOR -"t ' ANGLE, OR �, H ENGINEER, FAMILIAR WITH LOCAL SITE CONDITIONS. THEREOF. 1. . . HOT -ROLLED m m 3ALL ANCHOR RODS, FLAT WASHERS FOR ANCHOR RODS, B.THE ANCHOR BOLT SETTINGS SHOWN ON THESE DRAWINGS ' GIRT DEPTH + 2'°` � •� � � _; � � : CHANNEL) EXPANSION BOLTS, AS WELL AS -ALL CONCRETE/MASONRY NOT ONLY INDICATE WHERE THE ANCHOR BOLTS ARE TO F . 4. • • ' x m w cD •• • •• +� . SEE THE EMBED PLATES ARE NOT BY THE METAL BUILDING MFR.- BE PLACED, BUT ALSO THE FOOTPRINT OF THE METAL p.t Ino Z BUILDING. RIS ESSENTIAL THAT THESE BOLT PATTERNS w U - Z p '•� •._� = - .,� ; Q` •�� +t SHEETING w •� _J faCL ANCHOR .•BOLT e DETAILS 4.THIS DRAWING IS NOT TO SCALE. BE FOLLOWED. IN THE EVENT THAT THESE SETTINGS ' 'O tL w _ ET LS FOR O Ix J DIFFER FROM -THE ARCHITECTURAL FOUNDATION PLANS, a yam. , . B L S J BASE MEMBER ¢ o S.FlNISHED FLOOR ELEVATION = 700'-0" UNLESS NOTED ' - THE METAL BUILDING MANUFACTURER MUST BE CONTACTED � ' � � '��''f•::�. a � � +.'�.e•,,�.• SECTION A < - ANCHORAGE m • OTHERWISE IMMEDIATELY, PREFERABLY BEFORE CONCRETE IS PLACED. "' •' •'• - - " 3 f �^ EDGE OF • " m BPFFNG '' ' :: (RECOMMENDED) OHDFO CONCRETE ABNDTCH = 6.*SINGLE' CEE COLUMNS SHALL BE ORIENTED WITH THE - . TYPICAL COLUMN BASE PLATE DETAIL TYPICAL OVERHEAD DOOR - a 'TOES' TOWARD THE LOW, EAVE UNLESS NOTED -CROSS BRACING TYPICAL COLUMN BASE PLATE DETAIL AT SLOT -HILLSIDE WASHER LOCATION CONCRETE NOTCH DETAIL FRAMED OPENING 8r. " . 10" , . 2" Yr 8 1 �2.. a 2 2 ' 8,. 2., 8 1 4r 4.. 2'" 8" ` s2RS 00 CIO 00 DO N 8.,6 V3 aa 00 ORIENT THE "TOES" OF E aI # a 8 • 1/2" SINGLE—CEE COLUMNS 1 5'!-4" p ' • _ ,. S �+ TOWARDTHE LOW EAVE h 1 0" r . ;• C� BU4BX L BU4LX _ { ( t A BT4BXi BU4RX } (4) 3/4' 0 ANCHOR R (4) 3/4' 0 ANCHOR (4) 3/4' 0 ANCHOR (4) 1" 0 ANCHOR (4) 1" 0 ANCHOR A BOLTS WITH A 3" PROJECTION LJ BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION D BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION ' trT- r. t _ w w � '�t" ri � wl' • I ,j r •.. - " ' 1.CN - � % ' ,aM - • `S r r r � — U h r . ,.. }. -- . - w� ,,.• . r . r, [ �{y' L - C •• .. r s ' t :� w.r a.t . .'. : J 3y, .. Ti, ,f�.. - r .+f',; . - . -f , . :•' .7- is r , ��\// CT) Lo 0) � In f a r . S • ., �p . • , ' i ' :l I. �4y . ASq,,- '! .r. i': U U) C ' . ' ,;# l� •, ..`` f. » �:. 4 t 1 , i! �'.,' 4 ,t ,. ".Z • , •• ' Tl .. >i .. - s . ,• ` '"•� , `" - ' . ' ._." _ ... '.FM r .. • W - W Z O - ,. Y , ., ..:\ ,, \y t -.. H r Lq 3 Si i; , r n'�- ' ', a y.`'. L.r It'' 1 3. • ,r' - /• ...'' ,�„ U ¢ U U w o ` •[. , ., � fr — Y * ' �h �• _� '*' .�', a 3. •• - t. t • \ >i♦ i . �` .. r 2�'. �� '-t�.. .J�.1 � `. , .. t' iL •+t • • - .7� `• .. • BUTTE 60• i O` U Z L17 t. . . � , �.... '1f '�' 4-• ,.•,,y`.• ; r' . .' , .e. BUILD Q �, 'r ,I. a- �_ .t', + f '��t . r .. Z, F' . NG DIVISIQrL E=LL SS FESS/ /tl •u .�. rTr a. .�, .• '.t '- ' S APP ` ,r, :' . , .. - ' a. - .. . i f' T _f; " r r " • I t W 77055 12016 r , ' IV1k. t Y r �, r • - .... .c . s : � :. FCA _ "+ r s # + _ •:. ` - '• _ i .� _ k. 1 .. - ` r ' '•� f ^.. 1 - w c ui •, r T.• i . .- _ ." -' -- , `�`�x��r3fio�' w J100060 PURLIN LAP 1 60'-0" OUT -TO -OUT OF STEEt- q 2 . 3 21 '-8" 22'-0" 16'-4" '1 ('1F7nRn - i nr�nan .� nr7nRn M 102060 1OZO60 W MARK U TYPE c0 LL- L - EB -2 L --—J— k, A325 5/8" 1OZO60 I ' <1I 14 1OZO60 1OZO60 4, A325 LL- LL -0 2 1 /4;; 0 4 0 5/8" 2 o_ EB -5 C 10E2060 o 10E2060 2 1 4" 0 J100060 PURLIN LAP 1 60'-0" OUT -TO -OUT OF STEEt- q 2 . 3 21 '-8" 22'-0" 16'-4" '1 ('1F7nRn - i nr�nan .� nr7nRn EXTENSION ROOF PLAN 1OZO60 102060 1OZO60 MARK QUAN TYPE app\ LENGTH EB -2 L --—J— k, A325 5/8" 1OZO60 I ' <1I 14 1OZO60 1OZO60 4, A325 I 2 1 /4;; EB -4 4 A325 5/8" 2 1 /4 EB -5 10E2060 10E2060 10E2060 2 EXTENSION ROOF PLAN CANOPY BOLTS MARK QUAN TYPE DIA LENGTH EB -2 4 A325 5/8" 2 14 EB -3 4, A325 5/8" 2 1 /4;; EB -4 4 A325 5/8" 2 1 /4 EB -5 4 A325 5/8" 2 1 4" o El (20) Z 5 CLJ O m O U Q BUTTE COUNTY 0)0 - BUILDING DIVISION N TRANSLUCENT PANEL ��� ®®� w Mk. H9320 F"( iz F ED Z OZ w M Of wo W rn rn \o U �U ZQ w ROOF FRAMING PLAN w,r o a o 0 0 100060 I 100060 I 100060 I] GENERAL NOTES � U W U U m W J100060 ROOF W Q = o _ FRONT SW i. PLACE TAGGED END OF RAFTERS TOWARDS THE LOW EAVE. X Q U = V m 2'-5 1/4' 2'-5 1/4- S0� SHEETING 2. STD. ROD/CABLE SIZES PER PART PREFIX ARE: o 2'-5 1/4- X2'-5 1/4" ROD CABLE QRpFESS/ PANELS: 26 Go. CR RDB- = 5/8' ROD CAA- = 1/4' CABLE �( J. � Golvolume Roc- = 3/4' ROD CAB- = 3/8' CABLE RDD- = 7/8- ROD CAC- = 1/2- CABLE15� m ROOF FRAMING PLAN RDE- =.1' ROD w RDF- = 1 1/8- ROD * D 12016 RDG- = 1 1/4- ROD 3. PURLIN AND EAVE STRUT CONNECTIONS UTILIZE BOTH 9T OFI CAL�EO�� A307 AND A325 BOLTS. REFER TO THE DETAILS { FOR SPECIFIC USAGE REOUIREMENTS.s9 w 4. THIS DRAWING IS NOT TO SCALE. z3liqugin 00 a W El (20) Z 5 CLJ O m O U Q BUTTE COUNTY 0)0 - BUILDING DIVISION N TRANSLUCENT PANEL ��� ®®� w Mk. H9320 F"( iz F ED Z OZ w M Of wo W rn rn \o U �U ZQ w ROOF FRAMING PLAN w,r o a o 0 0 100060 I 100060 I 100060 I] GENERAL NOTES � U W U U m W J100060 ROOF W Q = o _ FRONT SW i. PLACE TAGGED END OF RAFTERS TOWARDS THE LOW EAVE. X Q U = V m 2'-5 1/4' 2'-5 1/4- S0� SHEETING 2. STD. ROD/CABLE SIZES PER PART PREFIX ARE: o 2'-5 1/4- X2'-5 1/4" ROD CABLE QRpFESS/ PANELS: 26 Go. CR RDB- = 5/8' ROD CAA- = 1/4' CABLE �( J. � Golvolume Roc- = 3/4' ROD CAB- = 3/8' CABLE RDD- = 7/8- ROD CAC- = 1/2- CABLE15� m ROOF FRAMING PLAN RDE- =.1' ROD w RDF- = 1 1/8- ROD * D 12016 RDG- = 1 1/4- ROD 3. PURLIN AND EAVE STRUT CONNECTIONS UTILIZE BOTH 9T OFI CAL�EO�� A307 AND A325 BOLTS. REFER TO THE DETAILS { FOR SPECIFIC USAGE REOUIREMENTS.s9 w 4. THIS DRAWING IS NOT TO SCALE. z3liqugin 00 a W 5 4" 17' 26 Go, CR, Golvalume 5-0" , _ 0„ 3 Q2„ �1_4 7/g" 12 RGA15 (20) 10 1/2 10 1/2„ 1' -41 11 -4." . 3=_0,. 11 /-. FBC3�(2) FBC32A(2) �0 , 1 -4 7/8 1'- 0 1 �g 1 1 7/E 35'-0 A RIGID FRAME ELEVATION: FRAME LINE 2 3 GENERAL NOTES 0 I Qty Bolt Description N Material Schedule 1 8 I H0610 ID Width Low PlateHigh Thick 0 Plate Thick Outside Flange Inside Flange Width Thick Width Thick De th1 Web Thick Depth2 1 8.00 0.38 6.00 0.50 6.00 0.38 6.00 0.38 11.37 N I 18.00 RGA15 (20) 10 1/2 10 1/2„ 1' -41 11 -4." . 3=_0,. 11 /-. FBC3�(2) FBC32A(2) �0 , 1 -4 7/8 1'- 0 1 �g 1 1 7/E 35'-0 A RIGID FRAME ELEVATION: FRAME LINE 2 3 GENERAL NOTES 1. Q INDICATES FLANGE BRACING LOCATIONS. (1) = ONE SIDE; (2) = TWO SIDES. 2. IF FLANGE BRACING IS REQUIRED ON BOTH SIDES OF AN EXPANDABLE RIGID FRAME, THE OPPOSITE SIDE FLANGE BRACES WILL HAVE TO BE INSTALLED AT THE TIME OF FUTURE EXPANSION. THESE FLANGE BRACES HAVE BEEN PROVIDED, AS REQUIRED, FOR THIS FUTURE CONDITION. 3. RIGID FRAMES SHALL HAVE 50% OF THEIR BOLTS INSTALLED AND TIGHTENED ON BOTH SIDES OF THE WEB ADJACENT TO EACH FLANGE BEFORE THE HOISTING EQUIPMENT IS RELEASED. 8„ 5'-0" 12 N I BUTTE COUNTY BUILDING DIVISION APPROVED Bolt Schedule . D Qty Bolt Description Bolt # Material Schedule 1 8 5/8" X 2 1/ 11 A326 H0610 ID Width Low PlateHigh Thick Width Plate Thick Outside Flange Inside Flange Width Thick Width Thick De th1 Web Thick Depth2 1 8.00 0.38 6.00 0.50 6.00 0.38 6.00 0.38 11.37 0.13 18.00 18.00 0.15 18.00 2 6.00 0.50 6.00 0.37 5.00 0.25 5.00- 0.25 15.50 0.13 15.50 3 6.00 0.38 6.00 0.37 5.00 0.25 5.00 0.25 15.50 0.13 15.50 4 8.00 0.38 6.00 0.38 5.00 0.25 5.00 0.251. 38 18.00 0.13 0.15 18.00 18.00 1. Q INDICATES FLANGE BRACING LOCATIONS. (1) = ONE SIDE; (2) = TWO SIDES. 2. IF FLANGE BRACING IS REQUIRED ON BOTH SIDES OF AN EXPANDABLE RIGID FRAME, THE OPPOSITE SIDE FLANGE BRACES WILL HAVE TO BE INSTALLED AT THE TIME OF FUTURE EXPANSION. THESE FLANGE BRACES HAVE BEEN PROVIDED, AS REQUIRED, FOR THIS FUTURE CONDITION. 3. RIGID FRAMES SHALL HAVE 50% OF THEIR BOLTS INSTALLED AND TIGHTENED ON BOTH SIDES OF THE WEB ADJACENT TO EACH FLANGE BEFORE THE HOISTING EQUIPMENT IS RELEASED. 8„ 5'-0" 12 N I BUTTE COUNTY BUILDING DIVISION APPROVED Bolt Schedule . D Qty Bolt Description Bolt # Nut # 1 8 5/8" X 2 1/ 11 A326 H0610 H0310 0 s a J 0 c O W U d p5���p♦N" V 1bi 1 1 0 �2 o.12-���v 3- w Z r z o 0M F - LO w L17Z) Lo h w0) W0) wU zU ti =0800 C) �2C) :0 wo wQ=oma= =Lwn 30U ;a - U m aQ c',= o� V3 2016 CIVIC��F CAO C I 60'-0" OUT—TO—OUT OF STEEL I MAE02 I I I GIRT LAPS H z z Field Field Field 6'-0" 6'-0" 3'-4" 1'-3 3/4-1 1'-3 3/4'I 1'-3 3/4' 1'-3 3/4' SIDEWALL FRAMING: FRAME LINE C (Gutter with 2 downspouts) H (� BUTTE COUNTY T BUILDING DIVISION 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR SIDEWALL SHEETING & TRIM: FRAME LINE C. INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING A�JHROVE® Z M LL u7 M 2 2 . OF CAIL.\FO Eave Extension W 0) 0) I w SIDEWALL FRAMING PLAN M Z < < Q g$�as$gg n'M 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR SIDEWALL SHEETING & TRIM: FRAME LINE C. INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING A�JHROVE® Z M LL u7 Z 0 CO ::) U w w w N . OF CAIL.\FO W 0) 0) s g s w SIDEWALL FRAMING PLAN Z < < Q g$�as$gg n'M GENERAL NOTES W wZ ti o W 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ROD x=0=00 z 2 0 w Q= z U 0 w o U= :r- m O z CABLE RDB— = 5/8' ROD CAA— = 1/4' CABLE a C) U = U if m RDC— = 3/4' ROD CAB— = 3/8' CABLE P� FESS/a RDD— = 7/8' ROD CAC— = 1/2' CABLE RDE— = 1' ROD RDF— = 1 ROD O J '.9( ,1/8' RDG— = 1 1/4' ROD co c3 C 77055 m 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR SIDEWALL SHEETING & TRIM: FRAME LINE C. INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING D C. 016 PANELS: 26 Ga. CW —Undefined color C � � OF GIRT WEBS TO ALLOW FOR BRACING. �P 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL OF CAIL.\FO REOUIRE FIELD CUTTING OF GIRTS AND SHEETING. s g s w 4. THIS DRAWING IS NOT TO SCALE. 0-0. O g$�as$gg n'M W 60'-0" OUT -TO -OUT OF STEEL 3 2 22'-0" 21'-8" ►- I ? C I ] C I—I 2'-10'I 2'-6 SIDEWALL FRAMING: FRAME LINE A • I I T (Gutter with 2 downspouts) I ,BUILDING DIVISION APPROVED I � Z' I I l I I I W r 0 0 0 0 I I I 1 SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Go. CW — Undefined color C i a 0 s d BUTTE COLINTy ,BUILDING DIVISION APPROVED � Z' Z O W r w N U) 0 L SIDEWALL FRAMING PLAN Q F- Q W U Z U ti GENERAL NOTES w= O< 0 0 p I. STD. ROD/CABLE SIZES PER PART PREFIX ARE:U. U z ¢ U' � � w O ROD w Q = o U = CABLE RDB— = 5/8" ROD CAA— = 1/4' CABLE Q U = U LWr> m RDC— = 3/4" ROD CAB— = 3/8" CABLE RDD— = 7/8' ROD CAC— = 1/2" CABLE RDE— = 1" ROD FESS/ QRO1 RDF- = 1 1/8" ROD RDG- = 1 1/4' ROD 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR 312016 INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. CIVIL 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL F OF CA0 REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4. THIS DRAWING IS NOT TO SCALE. • €_ Ip 00 F 8 �� $$tsa$911 O �yS w $B WIN Q2" 12 35'-0" OUT -TO -OUT OF STEEL B 17'-6" 17'-6" MARQ1 MAR01 -0" 2"'L:_,, 12 I I ] Q W8x 10 Field W8x 10 W8x 10 6'-0' Field 3'-4" GIRT 1'-3 3/4" LAPS � =3 3/4" ENDWALL FRAMING: FRAME LINE 1 2 Q Q 4 Q 2h N CV N N _. N N N \ \ \ \ �N 'N cV M 00 0 17 M rn I I I I rn M rn "j I I iO ( co to LO LO ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Go. CW - Undefined color C BOLT TABLE BUILDING DIVISION FRAME LINE 1 x x LOCATION I QUAN TYPE DIA LENGTH ER-1/ER-2 4 A325 1/2" 2 Columns Rof' 4 A325 1/2" 2" C) � �rn N h to Vrn Z) Lr) m W rn rn FLANGE BRACE TABLE v FRAME LINE 1 m m VID1 QUAN I MARK I LENGTH i 1 6 1 FBC30 1 30.000 • a 00 m 0 zUz Q C O W U d to $�axa _$ �5� E ij 0 labs 2 L :le. BUTTE COUNTY BUILDING DIVISION O C) � �rn N h to Vrn Z) Lr) W rn rn Z U U Q ENDWALL FRAMING PLAN Z 0 GENERAL w=0 V 0o z U U m O. NOTES wQ =off%= 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: 3 Q 0 (L U lW m ROD CABLE FESS/ RDB- = 5/8" ROD CAA- = 1/4" CABLE RDC- = 3/4" ROD CAB- = 3/8" CABLE P 4 J' RDD- = 7/8" ROD CAC- = 1/2" CABLE RDE- = 1" ROD �o�y RDF- = 1 1/8" ROD 7055 99 m RDG- = 1 1/4" ROD Cr P. 1 2016 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR > �Q INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING CIVIL R OF GIRT WEBS TO ALLOW FOR BRACING. OF CA0 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL w REQUIRE FIELD CUTTING OF GIRTS AND SHEETING.$�s 4. THIS DRAWING IS S) g_gg HIS)a0 m NOT TO SCALE eo gg' O U7 LL1 Ram-). Q2" 12 2'-0' 3'-10 13/1, 7 3/16'_ d- N I M 35'-0" OUT -TO -OUT OF STEEL MAR01 2 12 ENDWALL .SHEETING & TRIM: FRAME LINE 4 PANELS: 26 Go. CW - Undefined color C , Iv BOLT TABLE FRAME LINE 4 6) 3 BUILDING DIVISION W8x10 co W8x10 3 x W8x10 GIRT ' F w w 1'-3 3/4' LOCATION UANTYPE DIA LENGTH ER-3/ER-4 LAPS —�'3 3/4- 4 A325 1/2" 2" N m ENDWALL FRAMING: FRAME LINE 4 0 m 0 CA - Q2,. U m O 181-1 C w 2" U 0 ENDWALL FRAMING PLAN W 12 12 . .. - S _ z o 12 N N z4 ¢ \ _U wQ _ ul 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ;3 0 U a im m r 0 M D 2 g s21. A ROFES$/a U 3 RDC- - 3/4" ROD CAB- = 3/8" CABLE RDD- = 7/8' ROD CAC- = 1/2- CABLE P '9 J. R RDE- 1' ROD �W rIPOR N F§ \_ r CO rn ^ I b> I M . > �P INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING T CIVIC OF GIRT WEBS TO ALLOW FOR BRACING. OF CALF 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL s .01 w REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 5 4. THIS DRAWING IS NOT TO SCALE. so g s 00 M Co. I —Li ��pyo2E�3-N o w mE5 €r -pp 1 LOI ENDWALL .SHEETING & TRIM: FRAME LINE 4 PANELS: 26 Go. CW - Undefined color C , Iv FLANGE BRACE TABLE BOLT TABLE FRAME LINE 4 6) 3 BUILDING DIVISION FRAME LINE 4 co m 3 x 3 x VIDI QUAN I MARK I LENGTH F w w LOCATION UANTYPE DIA LENGTH ER-3/ER-4 4 A325 1/2" 2"_ Columns Raf 4 A325 1/2" 2" N m a � FLANGE BRACE TABLE BUILDING DIVISION FRAME LINE 4 co m APPRC 'VED Mp VIDI QUAN I MARK I LENGTH F w w o 1 6 1 FBC30 30.000 N a � � 0 m 0 CA - U m O 181-1 C w U U ENDWALL FRAMING PLAN W u sSSt�gl�a gg S _ z o 12 n a z4 ¢ w O _U wQ _ ul 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ;3 0 U a im m r ROD SABLE a Q D 2 g s21. A ROFES$/a U 3 RDC- - 3/4" ROD CAB- = 3/8" CABLE RDD- = 7/8' ROD CAC- = 1/2- CABLE P '9 J. R RDE- 1' ROD �W rIPOR WSW F§ W r S RDG- = 1 1/4' R00 BUTTE COUNTY BUILDING DIVISION Z �. APPRC 'VED Mp :IJ F w w o N N � � W CA CA - U U ENDWALL FRAMING PLAN W w Z _ z o .06 o =UU GENERAL NOTES z4 ¢ w O _U wQ _ ul 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ;3 0 U h d U m r ROD SABLE a Q _ 2 D RDB- = 5/8' ROD CAA- = 1/4' CABLE ROFES$/a RDC- - 3/4" ROD CAB- = 3/8" CABLE RDD- = 7/8' ROD CAC- = 1/2- CABLE P '9 J. R RDE- 1' ROD = r' C-3 RDF- = 1 1/8' ROD ^n RDG- = 1 1/4' R00 `�` OLit81 2 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR > �P INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING T CIVIC OF GIRT WEBS TO ALLOW FOR BRACING. OF CALF 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL s .01 w REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 5 4. THIS DRAWING IS NOT TO SCALE. so g s 00 ��pyo2E�3-N o w mE5 €r -pp 1 co goo C M. 000 <<c z Ipn per®nye Bny:B use meierreu ?. by�iEeb41.oafNB REG/S+l PROJECT NAME . Bib """,;� y'' cq ADAM HENDERSON _ y`; p�BBnI roNe pmMcldNucor BuidUp TAB '� 9 A CHICO, CA 95973 ysleme. raOutro 19in—xhM BelmBn00ros0 eppae ry -n v CUSTOMER NAME uld� SyntBmplm0'a0p� �ei�`mm Bmve road M,IIBibO�dWnBNedtl01 n < �. m ( ti .. HPC CONSTRUCTION i—h. o yon, J P��q A cjC CHICO, CA 95926 SHEE JOB NUMBER SHEETTITLE. E7 of g * N� U15E0707A MVCDA CONST. ANCHOR BOLT PLAN IWLO/NI •17>/ WW JOS INDUSTRPIL PMRwAY, 1YATERlLO, IN 46793 PERMIT PHONE (280) 817-7891 FAX: (280) 837-7354 PO BOX 1008. 210 WHETSIONE R0. MWGEA, SC 29180 - PHONE (8011) 588-2100 FAX: (BOJ) 36B-2121 600 APACHE TRAIL, TERRELL Tx 75160 PHONE (972) 5244407 FA%: (972) 524-5417 1050 TWTERY UNE, BRICHAY CRY, UT 04302 PHONE (435) 919-7100 FAX: (435) 919-3101 4/15 2/15 14'-0" Y-2" 4'-4" 4'-6" N I_ O s N mOA 14'-8" 15'-2" Z G') NL\ N 16'-2" 16'-7" �1 16'-7" 16'-2" N a 15'-8'; "1 15'-2" 14'-8" 14'-2" x rn O 00 0 6 > u c I � tn= I z m o Z Ufa m 0Z0 000000 F F08C060o _ V1 I7 �lm FFm rn I o00 000 00 co o C) -' Iv(�7m I Ln F08C060 � I p 0) D �Gtsl PROJECT NAME O A IJ MVCOR z w .TMJ GR9 Y'll O-020 �20� m J u' C ti� o I 0 303 INOUSTRLAL PAR1tM'Ar. WATFJil00. IN 49793 I 0 =-I v. I N PHONE.` (290) 837-7891 FAR: (290) 537-7384 PO 90% 1008. 200 wNE15IONE 9D. SVJGEk SO 29150 W!2 I o ruder M d� no Bays .wrepresent the pgea agnea of n < f c m , N AmAa A0:0 PHONE (803) 988 00 IRA (903) 599-2121 coZ two APACHE TRAIL TERRELL TR 75100 Z °)Ln c�VOi z ��� .11 .�.� 000 In 2 r W SH EE 9 ti�q O � V ZS D 00 rr—Z A 000 N 00 ,^ .� >H U15EO707A I N 00 vo o D In I ° A " m Z 0 A C0 co co F m I L N I o I' o � ZI I N mOA 14'-8" 15'-2" Z G') 15'-8" N 16'-2" 16'-7" �1 D MO Gz . O2 00 0 2 m CD mm nZ �l 14'-2" mOA 14'-8" 15'-2" Z G') 15'-8" yZ 6 16'-2" 16'-7" rri 16'-7" 16'-2" 15'-8'; "1 15'-2" 14'-8" 14'-2" �m mOA cD7�5 Z G') yZ 6 0� I I I rri Z m Z prrrir'� "1 .< < e V) 11 U U23 x ^ p� (n Z - - 0 6 > u N tn= n�o�a z m o Z Ufa m 0Z0 000000 F _ V1 I7 �lm FFm Z 0 m�c7 Iv(�7m d' ceei I>s�IRe enA'te Ore metedeb �Gtsl PROJECT NAME O A IJ MVCOR z xporetbn. Tire Orew6ippa the GR9 ADAM HENDERSON O-020 �20� m J reM �u�o0u�dNumreiumep nI C ti� o CHICO CA 95973 303 INOUSTRLAL PAR1tM'Ar. WATFJil00. IN 49793 PERMR MBS GJT KLM G1R 10/22/15 '-'.00. o T !� -� V D PHONE.` (290) 837-7891 FAR: (290) 537-7384 PO 90% 1008. 200 wNE15IONE 9D. SVJGEk SO 29150 W!2 CUSTOMER NAME ruder M d� no Bays .wrepresent the pgea agnea of n < f c m , N AmAa A0:0 PHONE (803) 988 00 IRA (903) 599-2121 coZ two APACHE TRAIL TERRELL TR 75100 mrd end shellnotbs=trued such. o (^' c�VOi z ��� .11 .�.� 000 In 2 r W SH EE 9 ti�q O � V ZS D 00 rr—Z A 000 N 00 ,^ .� C U15EO707A N 00 vo r In ter. Amo A " m A — �m mOA cD7�5 Z G') yZ 6 0� I I I rri Z m Z prrrir'� "1 .< < e V) 11 U U23 x ^ p� (n Z - - 0 6 b � 1 t .. tn= n�o�a z m o Z Ufa ���' F _ z FFm d' ceei I>s�IRe enA'te Ore metedeb �Gtsl PROJECT NAME MVCOR aw xporetbn. Tire Orew6ippa the GR9 ADAM HENDERSON IY/LO/Nf f17TIMt CONST. ANCHOR BOLT PIAN MBS NBS KLM CKC 10/14/15 reM �u�o0u�dNumreiumep nI %� ti� o CHICO CA 95973 303 INOUSTRLAL PAR1tM'Ar. WATFJil00. IN 49793 PERMR MBS GJT KLM G1R 10/22/15 Bteme. lTe repbta pdesebrot glroa whoa eeel eppeon on Mese o T !� -� V PHONE.` (290) 837-7891 FAR: (290) 537-7384 PO 90% 1008. 200 wNE15IONE 9D. SVJGEk SO 29150 W!2 CUSTOMER NAME ruder M d� no Bays .wrepresent the pgea agnea of n < f c m , N HPC CONSTRUCTION PHONE (803) 988 00 IRA (903) 599-2121 two APACHE TRAIL TERRELL TR 75100 mrd end shellnotbs=trued such. o (^' _rn N oma' CHICO, CA 95926 PIgNE: (972) 924-5407 FAR: (972) 524-5417 t9so WATERY LANE. BRIOHAN CITY. vr 9.302 SH EE 9 ti�q NL 1 JOB NUMBER SHEET TITLE %IONS (433) 919-3100 FAR: (435) 919-3101 --f— E8 of 8 3N�`� U15EO707A RAKE ANGLE (L.L.V.) ERECTOR GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH 1•_4• COLUMN MK. MAR01 OTE MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT ENDWALL COLUMN N PLACEMENT DETAIL(S) FOR PROPER BOLT PLACEMENT. 4 2- 0 8-/12- GIRT L/ FASTENER MK. H1020 1 1/4, (2) 1/2"X 1 1/4" A307a 3 010 c1Rr RICHT HAND DETAIL SHOWN, LEFT NAND OPPOSfTE $ AT EACH SUPPORT PURLIN THIN HEAD BOLTS H0515/NUTS Ir H0400 JAMB SHOP WELDED CUP SHOP WELDED CUP IF REQUIRED COLUMN CUP GCC03 GIRT i GIRT, IF REQUIRE i T_T `_" T 1 1/2- p m CLIP o d U p O O O O ;, MK. HCJ01 ® 8" OR 10" w w N- • O MK. HCJ02 ® 12" O O O O m o a N 0 0 O O a e e ERECTOR NOTE: w ° • • w $ h I I I J Z I 113/4" CLIP IS SHOP WELDED m IN PLACE. RAFTER HEADER/SILL 3/4"11 6 1/2" 6 1/2" 0 a - � s GIRT ANGLE MK. MAGO1 W/(2) H1020 SCREWS. p o 1/2- E GIRT SHOP WELDED -A♦- /N' ZGIRT ANGLE MK. MAGOI GIRT CUP i z (PLACE ANGLE FROM GIRT `L TO FLANGE OF COLUMN) p W WITH (2) H1020 (FIELD CUT 70 LENGTH) o C.> CL WELDED CLIP ® ENDWALL RAFTER HEADER/SILL TO JAMB o ' FLUSH GIRT DETAIL BYPASS ENDWALL GIRT AT CORNER o USE (4) 1/2' x 1 1/4" A307 o BOLTS HO500 NUTS H0400 / A7 Q FLUSH GIRTS AT INTERIOR BAY COLUMNS V NOTE USE (4) 1/2' x 1 1/4' A307 BOLTS HO500/NUTS H0400 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER CA1010 a $ 44 o o USE (2) 1/2' x 1 1/4' A307 BOLTS H0500 /NUT$ H0400 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS M p USE (8) 1/2' x 1 1/4• A307 C BOLTS HO500 / NUTS H0400 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS D m m REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS L) REQUIREMENTS . 4 1/4" o 2-3/4' + - 1 1/8- 0 4' RAFTER FLANGE + - 1 1/2. O GREATER THAN 4' RAFTER FIANCE ERECTOR NOTE: AT EACH LAPPED GIRT CONNECTION, (1) 1/2' � X 1 1/4- THIN HEAD BOLT H0515/NUT H0400 MUST BE USED TO ATTACH THE g_ CEE FLANGE 5 1 8" 0 3 5 8".;< `1 OF 4.. RAFTER 1 1 2" PURLIN LAP PURLIN LAP SEE PLAN SEE PLAN FIRST GIRT TO THE GIRT CLIP. THE BOLT/NUT ASSEMBLY MUST;i BE WRENCH TIGHT PRIOR TO THE LAPPED GIRT BEING INSTALLED. REFERENCE THE STANDARD "LAPPED GIRT DETAIL" FOR MORE m D g. U jo b CEE FIANCE INFORMATION. s 0 o ® O 3", FRICTION CLIP 1/4 1/4 COLUMN 25g1�g MK. JCP02 0 8" EQ A ENDWALL RAFTER ® O C MK. JCP01 0 /0" rkthk AiK. JCP03 ®12" SECTION A SHOP 4"/8" PURLIN SHOP WELDED WELDED CLIP GIRT CLEAR OPENING FRICTION CLIP CLIP MK. JCA02 ® 8" ' EQ MK. JCA01 ® 10" STEEL LINE MK. JCA03 ® 12" ENDWALL COLUMN y ICHANNEL DOOR JAMB RAFTER 2 3/4' or 3 5/8- FLANGE GIRT LAP GIRT LAP SEE ELEVATION SEE ELEVATION JAMB TO FINISHED FLOOR ENDWALL COLUMN TO RAFTER PURLIN TO INTERIOR . FRAME RAFTER GIRT TO COLUMN Z w o USE p BOLTS2)H0500 / NUTS H04007 »ATTACHMENT OTHERS" E6 USE 4)H0603 / NUTS H0300 Z Y BOLTS 0 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS F34 N BOLTSB)H0500 / NUTS H0400 8 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS G2 N BOLTS 7HOS00 / NUTS 4H04007 c REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS H2 u TO SLAB Tff : LY REFERENCE ERECTOR NOTE FOR TYPICAL WASHER RED ¢ m v O cp BOLTS REQUIRED AS SHOWN, 2 Ht020 BOLTS REQ'D AS SHOWN O 0) ofrn a (1) PER END Wa0) Z COLUMN � ANGLE MK. U 0 W w Z U Q � 1 MAH w 2 010 O (2)ESW01 SEC. A w Q 2 o U 2� W WELDED CLIP SHOP GIRT WASHERS ® ® ' P c,FS BUTTE-COUNTY QFESS / j. ® BUILDING DIVISION III "� ti � ® APPROVE® C 77055 1Z*+ 3,_06 IVIU Q� Civil-O OF OF C�rA'L\E PLATE WASHER EW RAFTER FL 3 MK. ESWOI (2) RAFTER/ SL CAP PLATES R a 3 ffi w SIMPLE SPAN GIRT TO COLUMN EAVE STRUT TO ENDWALL RAFTER o LOW EAVE EAVE STRUT AT BYPASS GIRTSm� a�a $ 4BOLTS a e-- gm� � ' USE (4) 1/2' x 1 1/4' A307 M0500 / REFERENCE TYPICAL WASHER REQUIREMENTS H4 0 USE (4) 1/2' x 2' A325 BOLTS'HO603 / NUTS H0300 Q �o REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS 18 CV � REFEUSE RENCE ERECTOR �NOTE FOR 25 BOLTS NTYPICAL 0603 WASHER REGUIREMENTs J2 NUTS HOWO��'�- ERECTOIR NOTE FOR 4? 84.18 6y�e�a�ea ERECTOR NOTES: (2) Ht020 BOLTS REQ'D AS SHOWN NSE' INSTALL CLIPS ON JAMB -IF THE T -CLIP IS LOCATED IN THE SAME LOCATION AS NESTED GIRT BOLTS, THE NESTED GIRT BOLTS CAN BE REMOVED. (1) PER END BEFORE STANDING JAMB. USE -PRE-DRILL HOLES AT NESTED ZEE GIRTS AND DOUBLE CEE GIRTS AS REQUIRED. 0 0 LEVEL TO ALIGN GIRTS ANGLE MK. MAH ADJUST CLIP AS REQUIRED. FRICTION CLIP 3 SEC. A 1 1/4 K. JCA02 ® 8" MK. JCA01 ® 10" Y 4L4" MK. JCA03 ® 12" m z I* p. Si 1 2" m m FLAT PLATE MK. ESCO2 S CLEAR OPENING EO DOOR JAMBAf FRICTION CLIP 4"/8"J 4" ZEE GIRT Z 5 g MK. JCP02. ® 8" MK. JCP01 ® 10" 4 = PLATE WASHER MK. JCP03 ® 12" EQ MK. ESW01 (4) RAFTER/ CAP PLATE zo W GIRT a CLIP JAMB EXTENSION LOW EAVE EAVE STRUT AT BYPASS GIRTS GIRT TO JAMB _ _ 0 USE (a) 1/2' x 1 1/4' A307 K. B- Tn? _ MK ,lrM JB- MJB - S � s� R s o - O USE (8) 1/2' x 2' A325 BOLTS H0603 / NUTS H0300 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS J4 o BOLTS HO500 / NUTS H0400 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS K1 $ $ m m = a � ^ �5 m (3) TEK 3 CLIP � fi j SCREWS H1020 MK. JCT02 g 1" U s�B�gm ZEE • GIRT 4 1/4" 1" (6) TEK 3 SCREWS H1020 CLIP MK. JCT01 FRAMED OPENING DOOR JAMB TO GIRT C USE (2).1/2' x 1 1/4' A307 BOLTS H0500 / NU[5 H0400 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS L9, . Z w = - to U Z cow 0N/ UUCD W m O� '�^^ (n U Q wU o 0CD Qm:0 ul r^ U-) m - aQ Q=1 FES . S1 BUTTE COUNTY BUILDING DIVISION T 20 APPROVED c 2oz °C .312016 Q T �F C IV I \- ALF OF Cui ... a� x}35 Sia $meq � TYPICAL WASHER TYPICAL FIELD WELD TYPICAL FLANGE BRACE MARK NUMBERS REQUIREMENTS ERECTOR NOTE BOLT/NUT ASSEMBLY ACTUAL FLANGE BRACES DO NOT HAVE MARK NUMBERS'ON THEM (UNLESS NOTED OTHERWISE ON DRAWINGS) REQUIRED AT LAPPED REQUIREMENTS ERECTOR NOTE: c c ZEE MEMBERS. (NO BOLT HEAD SLOT WASHERS REQUIRED) SLOT TO SLOT CONNECTIONS � WASHER WASHERS ARE REQUIRED ON v (UNLESS NOTED OTHERWISE ON DRAWINGS) ALL FIELD WELDING MUST BE PERFORMED BY AWS/CWB CERTIFIED WELDERS FBC__ � INDICATES LENGTH OF FLANGE BRACE IN INCHES BOTH SIDES OF MATERIAL IF w WASHER SLOTS ARE USED ON BOTH y WHO ARE QUALIFIED FOR THE WELDING PROCESSES AND POSITIONS INDICATED. LENGTH NUT SLOT SIDES (NOTE LAPPED ZEE SECTION "A" EXCEPTION). ALL WORK MUST BE COMPLETED AND INSPECTED IN ACCORDANCE WITH THE MEMBER APPLICABLE AWS/CWB SPECIFICATIONS. z BOLT HEAD SLOT SLOT TO HOLE CONNECTIONS WELD ELECTRODES USED FOR THE SMAW (OR STICK) WELD PROCESS FBD WASHER ONE WASHER REQUIRED ON LAPPED zEE MUST BE 70 KSI/483 MPa MATERIAL AND LAW HYDROGEN CONTENT. SLOTTED SIDE ONLY. J6 MEMBERS, PURLINS OR _ � INDICATES LENGTH OF FLANGE BRACE IN INCHES NUT HOLE GIRTS — LENGTH LAPPED NESTED REGION GALVANIZED STEEL FIELD WELDING J BOLT HEAD HOLE HOLE TO HOLE CONNECTIONS •a NO WASHERS ARE REQUIRED w C9RECOMMENDATIONS o L> FBE__ COUNTER LENGTH WHEN SLOTS ARE NOT USED. �' :HOLE PREPARATION OF WELD AREA 7a NUT AWS D-19.0, WELDING ZINC COATED STEEL, CALLS FOR WELDS TO BE 01 35 7/8- g MADE ON STEEL THAT IS FREE OF ZINC IN THE AREA TO BE WELDED. FOR COUNTER - SEE CHART 02 37 1 8" o w GALVANIZED STRUCTURAL COMPONENTS, THE ZINC COATING SHOULD BE 03 49 1/2* c' WASHER PART NUMBERS REMOVED AT LEAST ONE TO FOUR INCHES(2.5-10 cm) FROM EITHER SIDE 04 50 1 4" 0200 - 1/2" FLAT WASHER H0240 - 1" FLAT WASHER NO WASHERS REQUIRED AT BOLTS USED IN Of THE INTENDED WELD ZONE AND ON BOTH SIDES OF THE WORKPIECE. LENGTH 0210 - 5/B" FLAT WASHER H0250 - 1 1/8" FLAT WASHER THE LAPPED REGIONS OF ZEE MEMBERS. 0220 - 3/4 FLAT WASHER H0260 - 1 1 /4 FLAT WASHER [HO2,30 GRINDING BACK THE ZINC COATING IS THE PREFERRED AND MOST COMMON METHOD; BURNING THE ZINC AWAY OR PUSHING BACK THE MOLTEN ZINC S S a i 7 - 7/8" FIAT WASHER SECTION "B" a a g FROM THE WELD AREA ARE ALSO EFFECTIVE. a : p 2'-4 1/2" OR 3'-6" PURLIN FLANGE BRACE OPPOSITE SIDE TOUCH-UP OF WELD AREA REQUIRED WHERE INDICATED ON ERECTION DWGS. AS NS & FS" WELDING ON GALVANIZED SURFACES DESTROYS THE ZINC COATING ON AND AROUND THE WELD AREA. RESTORATION THE Q ~<s g g OF AREA WILL*BE PERFORMED IN ACCORDANCE WITH ASTM A 780, STANDARD PRACTICE FOR Dg i n B NOTE: REPAIR OF DAMAGED AND UNCOATED AREAS OF HOT-DIP GALVANIZED _� 172—X 2" A325 BOLTS COATINGS, WHICH SPECIFIES THE USE OF PAINTS CONTAINING ZINC DUST, C S > 3 S H0603 BOLT ARE REQ'D FOR BOLTING FLANGE BRACES. ZINC-BASED SOLDERS OR SPRAYED ZINC. ALL TOUCHUP AND REPAIR METHODS ARE CAPABLE OF BUILDING A PROTECTIVE LAYER TO THE , Alu _ rA u E u u H0300 NUT THICKNESS REQUIRED BY ASTM A 780. H0200 WASHERS FLANGE BRACE FLANGE BRACE H0603 BOLT MARK FB H0300 NUT SAFETY &HEALTH RAFTER MARK FB WASHERS WHEN WELDING DIRECTLY ON GALVANIZED STEEL IS UNAVOIDABLE, OSHA NOTE: PERMISSIBLE EXPOSURE LIMITS (PELS) MAY BE EXCEEDED AND EVERY 1/2 X 2" A325 COLUMN H0603 BOLT PRECAUTION, INCLUDING HIGH-VELOCITY CIRCULATING FANS WITH FILTERS, BOLTS ARE REQ'D H0300 NUT AIR RESPIRATORS AND FUME-EXTRACTION SYSTEMS SUGGESTED BY AWS, FOR BOLTING H0200 SHOULD BE EMPLOYED. FUMES FROM WELDING GALVANIZED STEEL CAN H0603 BOLT FLANGE BRACES. WASHERS CONTAIN ZINC, IRON, AND LEAD. FUME COMPOSITION TYPICALLY DEPENDS H0300 NUT ON THE COMPOSITION OF THE MATERIALS USED, AS WELL AS THE HEAT H0200 WASHERS APPLIED BY THE PARTICULAR WELDING PROCESS. IN ANY EVENT, GOOD FLANGE BRACE OPPOSITE SIDE 2'-4 1 2" WALL GIRT VENTILATION MINIMIZES THE AMOUNT OF EXPOSURE TO FUMES. REQUIRED WHERE INDICATED q (OR 3'-6") q ON ERECTION DWGS. AS NS & FS" PRIOR TO WELDING ON ANY METAL, CONSULT ANSI/ASC Z-49.1, TYP FLANGE BRACE ® BU COL & GIRT SAFETY IN WELDING, CUTTING AND ALLIED PROCESSES, WHICH CONTAINS TYP FLANGE BRACE ® PURLIN & RAFTER INFORMATION ON THE PROTECTION OF PERSONNEL AND THE GENERAL AREA, VENTILATION AND FIRE PREVENTION. w NOTE: SEE'. PLANS AND ELEVATIONS FOR n NOTE: SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS < FLANGE BRACE PART MARKS INFORMATION COURTESY OF AMERICAN GALVANIZERS ASSOCIATION Z O OM �co . " r N N W rn0 lY W U Z U =OQOO Z�Uc!UU -w c' WQ=0U2 �U) U CL U m� _ aQ 0 BUTTE COUNTY ? FESS/ BUILDING DIVISION APPROVED T�� C 752 31 2016 � �T CIVIL Q�\ OF CALIFQ a g 9� O • JgAt=a€€ 8 Q COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO'BE ERECTOR NOTE: UNLESS SPECIFICALLY NOTED OTHERWISE, UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, STANDARD ZEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED "IN STD. 1/2_ A307 BOLTS °' "' HVAC EQUIPMENT. CEILINGS, ETC. ARE SUSPENDED FROM ROOF MEMBERS, DOWN AT THE STEEL LINE AS SHOWN THE DETAIL BELOW. MK. H0500 (NO WASHERS REQUIRED N CONSULT ENGINEER OF RECORD IF THESE CONCENTRATED LOADS EXCEED 500 o 0 POUNDS (USING THE WEB MOUNT DETAIL) OR 200 POUNDS (USING THE FLANGE - MOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE UNLESS SPECIFICALLY NOTED OTHERWISE, STANDARD CEE GIRT OUTSIDE FLANGE THAN OTHERS. ORIENTATION IS TO HAVE THE GIRT TOED UP AS SHOWN IN THE c� DETAIL BELOW. STANDARD CLIP ATTACHMENT IS BELOW THE GIRT, HOWEVER SOME DETAILS REQUIRE THAT THE CLIP BE GIRT LAP BOLTS NOT 3 PURLIN FLANGE PURLIN STIFFENING LIP ABOVE THE GIRT. (REFER TO THE GIRT DETAILS ON THE SHOWN FOR CLARITY. REFERENCE THE STD. m x x ERECTION DRAWINGS FOR REQUIREMENTS BOTH CLIP LAPPED GIRT DETAIL SECOND LAPPED Z ` • PURLIN WEB ATTACHMENTS ARE SHOWN IN THE DETAIL BELOW. FOR THOSE GIRT REQUIREMENTS. m m GENERAL RESTRICTION: COLUMN I " BOLTED OR OPTIONAL CLIP I THIN HEAD 1/2' BOLT WELDED GIRT UNDER NO CIRCUMSTANCES CAN THE PURUN STIFFENING UP CONNECTION ZEEZ MK. H0515CUP BE FIELD MODIFIED FROM THE FACTORY SUPPLIED CONDITION. (NO WASHER REQUIRED) g ALSO DO NOT HANG ANYTHING FROM PURLIN STIFFENING LIP. GIRT COLUMN d • I CEE II FIRST LAPPED GIRT o w GIRT w zz STANDARD CLIP m OPTIONS FOR SUPPORT ATTACHMENTS GIRT D CONNECTION CLIP STD. 1/2" A307 Z OPTION- A OPTION B J J w F RP LBS II NUTS MK. HOaoO (200 AX) .M (500 LBS MAXI CLI �' � U d DRILL SUPPORT SUPPORT ANGLE OR SOME THROUGH THE OTHER TYPE OF ZEE GIRT ORIENTATION CEE GIRT ORIENTATION LAPPED GIRT DETAIL BOTTOM FLANGE OF BRACKET.NOT BY NBS ( ) THE PURUN. SUPPORT THROUGH STANDARD GIRT ORIENTATION DETAIL LAPPED O INTERIOR BAY COLUMNS PURLIN. WEB. c o /2* CVJ �� THE THIN HEAD 1/2" A307 BOLT MUST BE INSTALLED INTO THE FIRST GIRT AND CUP OF A LAPPED CONDITION. 1/2'0 BOLT o NOTE: BYPASS GIRT CONDITION IS SHOWN FOR REFERENCE THE BOLT /NUT ASSEMBLY MUST BE WRENCH te= $' MAXIMUM (NOT BY, MBS) ONLY. YOUR PROJECT MAY HAVE FLUSH OR INSET GIRTS. TIGHT PRIOR TO THE SECOND LAPPED N 8' 5:� 1 �„ s z 5 ANGLE SUPPORT S 8 m (NOT BY MBS) go.. .. 1" MAXIMUM FROM 1 1 1' MAXIMUM FROM a;;& CENTERLINE OF PURLIN WEB TO CENTERLINE OF WEB TO CENTERLINE OF 8 SUPPORT SUPPORT u oX OPTION C: • 200 LBS MAX IF PURUN FLANGE±1" SUPPORT CLAMPS 'X' = TOTAL PROJECTED ARE USED. DISTANCE FROM THE CENTERLINE OF THE PURUN WEB TO THE END OF THE END OF STIFFENER UP. (= 3 5/8' +/- 1/16') CLAMP i" MAXIMUM NOTE: (NOT BY NBS) THE CENTERLINE OF THE SUPPORT MUST BE WITHIN 1" FROM di CENTERLINE OF THE PURUN WEB. CENTERLINE OF SUPPORT CENTERUNE OF PURLIN ' o , o PURLIN SUPPORT METHODS m w z z o' 0 co _ cW cr_ L w m of rn W U Z U C:) =03.00 12UZ,UUwo w Q 2 o U 2Lo UNa-U O Zr m BUTTE COUNTY BUILDING DIVISION QRpFESS/` 2, APPROVE® w C m C. 31 � C. 31 2016 � • , Q �T CMI OF CAI�FO t -momIM w w €-fig sg p w 3�.ses g< 0 rIva, If E N N N 7' N N N N 7' N N N N 7' N IL N N 9 1/2' LONG LIFE FASTENER N n 1/2' THK W 3/8' HEAD 5/16' HEAD N N IL 9 1/2* N N N N 9 1/2" N N IL N N 9 1/2' LONG LIFE FASTENER N n 1/2' THK W 3/8' HEAD 5/16' HEAD N e) h IN "II n IN INTERMEDIATE PURLINS N N N N N N N N N N N N 12-24 x 1 1/2' TCI W/0 WASHE 5/16' HFV LONG LIFE FASTENER N n 1/2' THK W 3/8' HEAD 5/16' HEAD N e) h IN "II n IN N h h N SEE THE CLASSIC ROOF SIDE LAP FASTENER SPACING DETAIL FOR SIDE LAP FASTENER SPACING END LAP - IF REQUIRED STRUCTURAL FASTENER MK. 111030-------� RIDGE OR I END LAP LOW EAVE "-(IF END LAPRISNREQUIRED) END OF PANEL EAVE MEMBER (VARIES). EAVE INTERMEDIATE LQW FAY STRUT SHOWN FOR REFERENCE PURUN CLASSIC ROOF STRUCTURAL FASTENER SPACING (STANDARD) 6" SEE DETAILS BELOW LEFT FOR SIDE LAP FASTENER 6" 6' 6" 0-C }�� SPACING AT THE REMAINDER OF THE PANEL RUN - i MAX 6" 6" O.C. I SIDE LAP FASTENERS (MK. H1050) AT EACH SUPPORT AND 6' ON CENTER BETWEEN SUPPORTS AT THE FIRST TWO LOW EAVE PURUN SPANS ROOF PANEL EAVE MEMBER URLI TYPICAL SIDE LAP VARIES, SAVE STRUT SHOW SEE THE CLASSIC ROOF STRUCTURAL FASTENER SPACING DETAIL FOR STRUCTURAL FASTENER SPACING FIRST TWO LOW EAVE SPANS (EACH SUPPORT AND 6' ON CENTER BETWEEN SUPPORTS) EAVE STANDARD FASTENER SCHEDULE H1000 SELF—TAPPING SCREW (GOOF SCREW) SELF—DRIWNG SCREW H1042 12-14 H107� SERF—DRILLING SORE 7-14 x 1 1/4' WITH WASHER x 7/8' TCP3 W/O WASHER 12-24 x 1 1/2' TCI W/0 WASHE 5/16' HFV LONG LIFE FASTENER N n 1/2' THK W 3/8' HEAD 5/16' HEAD DRILLING CAPACTI H1020 SELF—DRILLING SCREW X7/4-14 1 1/4' TCP3 H1045 SELF—DRILLING SCREW 12-14 TRIM WITH H1040 12" O.C. x W/0 WASHER x 2' TCP3 W/0 WASHER BCS03 5HEAD H0640 H0330 3/16'- TH TNK MAX H0730 BCSO4 DRIWNG CAPACITY 5/16' HEAD H0330 H1030 SELF—DRILLING SCREW H1047 SELF—DRILLING SCREW H1100 1/8' x 3/1 12-14 x 1 1/4' TCP2 WITH WASHER 12-14 x 2' TCP3 FLAT TOP STAINLESS STEE BUND POP RIVE 1 1/8- 0 ROD WITH WASHER BCLO1 LONG LIFE FASTENER H0660 5/16' HEAD "``VVVV��� 5/16'0 HEAD BCL02 H1035 SELF—DRILLING SCREW H1050 SELF—DRIWNG SCREW H1110 3/8'0 STAINLESS 12-14 x 1 1/2" TCP2 WITH WASHER 1/4-14 x 7/8' TCP' .� WffH WASHER GROMMET FASTENE NrMMLANG LIFE FASTENER LONG LIFE FASTTIIER MK. H232 5/16' HEAD 5/16" HEAD NSPOUT STRAP BRACKET MK. DtiA01 FOR H1040 SELF—DRIWNG SCREW H1060 SELF—DRIWNG SCREW H1220 SELF—DRIWNG SCRO 12-14 x 1 1/4' 12-14 x 7/8' TCP1 12-14 x 1' TCP ,.e TCP2 W/0 WASHER �4g1��11�1�I(Jj��q W/0 WASHER n W/0 WASHEI 'PHILLIPS 5/16'0 HEAD 5/16' HEAD HEN H1041 SELF—DRILLING SCREW H1061 SELF—DRIWNG SCREW DETAIL �/ 12-14 x 1 1/4' 12-14 x 7/8" 0 TCP2 FLAT TOP WITH WASHER TCF WITHWASHER 5/16' HEAD 5/16'0 HEAD DOWNSPOUT STRAP MIC - • EOUAL' r11(DI ruHury EQUAL UPSLOPE FROM EAVE EQUAL EQUAL EAVE MEMBER (VARIES), EAVE EQUAL STRUT SHOWN FOR REFERENCE - ROOF PANEL 3/32" x 1/2' TAPE ROOF PANEL URU MASTIC MK. H3010 URL SPANS LESS -THAN 5'-0" SPANS > OR = TO 5'—O" NON -UL 90 EACH SUPPORT AND MIDPOINT BETWEEN SUPPORTS. UL 90 EACH SUPPORT AND SPACED EQUALLY BETWEEN SIDE LAP MASTIC DETAIL (EACH SUPPORT AND 1/3 POINTS BETWEEN SUPPORTS) SUPPORTS. NOT TO EXCEED 20' (1'-8'. AT FULL LENGTH OF ALL SIDE LAPS o CLASSIC ROOF SIDE LAP FASTENER SPACING (STANDARD) 0 i COVER TRIM CCA_ (USE AT 8' GEE) , CCB_ (USE AT 10" CEE CCC_ (USE AT 12' CEE) CSA_(USE AT 8' STRUCTURAL CEE) CSC_(USE AT 12' STRUCTURAL CEE) CCE_ (USE AT 8' HEADER WRAP) CCF_ (USE AT 10' HEADER WRAP) CCG_ (USE AT 12' HEADER. WRAP) COLD -FORMED CEE (USE CCA_, CCB_, OR CCC_ TRIMS) STRUCTURAL CEE (USE CSA_ OR CSC --TRIMS) HEADER WRAP USE CCE_, CCF_ OR CCG TRIMS) FRAMED OPENING COVER TRIM SILL SHOWN, HEADER AND JAMBS SIMILAR TRIM_19 - + START (SEE ROOF PLAN) 0" START ��RIB CRIB FS NOT NOTED FIELD CUT RIB AS REQ'D. H 1050 2 1/4" TAPE MASTIC (4" O.C.) (BETWEEN TRIM AND PANEL) RAKE TRIM MK. H3020 MK. RTA /--- ROOF PANEL Li `� H1020 AT EACH SUPPORT za RAKE ANGLE (L.L.V.) a . MK. MAR01 U_H1060H1060 (12" D.C.) PURLIN a WALL PANEL OUTSIDE PANEL CLOSURE MK. H3400 ® "CLASSIC PANEL" MK. H3420 ® "ACCENT PANEL" MK. H3410 ® REV. ."CLASSIC PANEL" SCULPTURED RAKE AT "CLASSIC" ROOF 0 W SEE WALL SHEETING ERECTION NOTES FOR FASTENER LOCATIONS TRIM -2 BRACE TYPE FOR LINER PANEL, A325 BOLT REFERENCE HEAD, SILL OR CABLE ANY JAMB DETAILS FOR TYPICAL c m TRIM PARTS AND USE ATTACHMENT N n ERECTOR NOTE w n ` IF LINER PANEL IS NOT BCS02 REQUIRED, ATTACH COVER w I TRIM WITH H1040 12" O.C. 3/4- 0 ROD CC TRIM BCS03 CS_ TRIM COLD -FORMED CEE (USE CCA_, CCB_, OR CCC_ TRIMS) STRUCTURAL CEE (USE CSA_ OR CSC --TRIMS) HEADER WRAP USE CCE_, CCF_ OR CCG TRIMS) FRAMED OPENING COVER TRIM SILL SHOWN, HEADER AND JAMBS SIMILAR TRIM_19 - + START (SEE ROOF PLAN) 0" START ��RIB CRIB FS NOT NOTED FIELD CUT RIB AS REQ'D. H 1050 2 1/4" TAPE MASTIC (4" O.C.) (BETWEEN TRIM AND PANEL) RAKE TRIM MK. H3020 MK. RTA /--- ROOF PANEL Li `� H1020 AT EACH SUPPORT za RAKE ANGLE (L.L.V.) a . MK. MAR01 U_H1060H1060 (12" D.C.) PURLIN a WALL PANEL OUTSIDE PANEL CLOSURE MK. H3400 ® "CLASSIC PANEL" MK. H3420 ® "ACCENT PANEL" MK. H3410 ® REV. ."CLASSIC PANEL" SCULPTURED RAKE AT "CLASSIC" ROOF 0 W SEE WALL SHEETING ERECTION NOTES FOR FASTENER LOCATIONS TRIM -2 BRACE TYPE BRACE FLOOR TURNBUCKLE CLEVIS ANCHOR A325 BOLT A325 NUT CABLE ANY H0730 BCSO4 BCCO1 H0640 H0330 5/8- 0 ROD H0710 BCS02 BCC01 H0640 H0330 3/4- 0 ROD H0720 BCS03 BCC01 H0640 H0330 7/8- 0 ROD H0730 BCSO4 BCC01 H0640 H0330 1" 0 ROD H0740 BCLO5 BCCO2 H0660 H0340 1 1/8- 0 ROD •1-10750 BCLO1 BCCO2 H0660 H0340 1 1/4- 0 ROD H0760 BCL02 BCCO2 H0660 H0340 BRACE ROD (OR EYEBOLT SEE PLANS AND ELEVATIONS IF CABLE ASSY) FOR BRACING MARK NUMBERS \ r TURNBUCKLE It r- BRACE CLEVIS BRACE CLEVIS T -CLIP MARK MARK BCC_ DIAMETER NUMBER (SEE ANCHOR BOLT PLAN FOR ED FLOOR ANCHORING. REQUIREMENTS) 3/4" 0 RDC __ DIAGONAL_ BRACE TO FLOOR ANCHOR RDD __ (2) H0930 (2) H0230 (2) H0325 H0830 1" 0 Q6 (2) H0960 (2) H0240 (2) H03301 H0840 MARK OUTLET LOCATION USE 4 POP RIVETS (2) H0960 (2) H0250 (2) H0450 H0850 USING A DS TO SIZE MK. H1100 AT ALL (2) H09601(2) H02601(2) H03401 H0860 OVAL AREA NEXT. CUT ELBOW, 'S', AND SEE PLANS AND ELEVATIONS ALONG -THE DASHED DOWNSPOUT FOR BRACING MARK NUMBERS LINES. BEND TABS ' CONNECTIONS U.N.O. 4' DOWN ALONG THE SOLD - LINES AND ATTACH MK. RD— DOWNSPOUT 5' TO - JERECTOR W07ES: 0 MK. H3010 GUTTER TABS WITH (4) 1. UTTERING OF THE 'S' GUTTER H1060 FASTENERS. WILL BE REQUIRED AT FLAT WASHER, AND NUT COUPLING NUT . SLOPES' OVER 4:12 ' FOR PROPER LINE UP DOWNSPOUT 'S' ' WITH THE DOWNSPOUT. MK. H232 2. IF THIS PROJECT CONTRACT SPECIFIES FULL NSPOUT STRAP BRACKET MK. DtiA01 FOR "S' SHAPES AT THE SECTION USE WITH ACCENT' PANEL BOTTOM OF THE DOWNSPOUT IN. UEU MALE END--,,,< WASHER 12' O.C. (AT HIGH RIB; ATTACH AT PANEL RIB - OSCNIRY. USE (2) H1060 OF ELBOWS. SEE MK. GTA_ CLASSIC ROOF STRUCTURAL 0 H1060 DETAIL �/ FASTENER SPACING DETAIL) FEMALE END 3. FIELD WORK (2) EAVE STRUT SHOWN, MEMBER SIMPLE SAVE DOWNSPOUT STRAP MIC - ELBOWS AS REQUIRED TYPICAL AT ALL SPLICES OPA01 (SCREW STRAP TO AT INSET/OUTSET ET/OUTSET ET/CONOT110N. OPTION DETAIL FOR ALTERNATE WALL USING (1) H1080 FULL OR PARTIAL EAVE GUTTER SCREW) FIELD BEND AND SECTION AS SEE WALL SHEETING ERECTK)N THEN FASTEN STRAP TO DS 4. LOCATE DS REQUIRED WITH (2) HIOGO STRAPS ONE AT ELBOW IF FASTENERS. EVERY 'S', ELBOW REQUIRED AND DS SPLICE MK. H23M DOWNSPOUT STRAP (MK. / DPAO1) AND STRAP BRACKETS (MX. DBA01) ARE ALSO PROVIDED FOR MASONRY WALL APPLICATIONS AS WELL AS FOR ATTACHMENT TO COLUMNS. FASTENERS TO MASONRY ARE NOT PROVIDED BY THE M.B.S. H1060 FASTENERS ARE, PROVIDED FOR COLUMN ATTACHMENT APPLICATIONS, PRE—DRILLING WILL BE REQUIRED. STANDARD GUTTER AND DOWNSPOUT REFERENCE GUTTER AND DOWNSPOUT SCHEDULE FOR DOWNSPOUT MARK NUMBERS TRIM -21 1 ROD MARK HILLSIDE FLAT A307/A325 COUPUNG DIAMETER NUMBER WASHERS WASHERS I NUTS NUTS 5/8" 0 RDB -- (2) H0930 (2) H0210 (2) H0310 H0810 3/4" 0 RDC __ (2) H0930 (2) H0220 (2) H0320 H0820 7/8" 0 RDD __ (2) H0930 (2) H0230 (2) H0325 H0830 1" 0 RDE -_ (2) H0960 (2) H0240 (2) H03301 H0840 1 1/8" 0 RDF _- (2) H0960 (2) H0250 (2) H0450 H0850 1 1/4" 0 ROG (2) H09601(2) H02601(2) H03401 H0860 3/4" TAPE MASTIC SEE PLANS AND ELEVATIONS MK. H3410 WITH 3/4" MK. H3000 FOR BRACING MARK NUMBERS TAPE MASTIC (MK. H3000) ROD ASSEMBLY - TOP AND BOTTOM "CLASSIC' MK. RD— WEB OF 0 MK. H3010 COLUMN OR. HILLSIDE WASHER, RAFTER FLAT WASHER, AND NUT COUPLING NUT . (QUANTITY VARIES) " ROD BRACE a WEB TO WEB -- - Q3 END OF ROOF PANEL 5 1 4TSTEEL UNE GUTTER HANGER 3/4" TAPE MASTIC MK. MK.. H2190 AT 24" H3000 (6' PIECE) DIRECTLY O.C. WITH (3) BELOW FASTENERS H1050 FASTENERS INSIDE PANEL CLOSURE 3/4" TAPE MASTIC MK. H3410 WITH 3/4" MK. H3000 TAPE MASTIC (MK. H3000) - TOP AND BOTTOM "CLASSIC' 1/2' TAPE MASTIC ROOF 0 MK. H3010 NOTE: PLACE GUTTER BRACKET O r UNDER THE LIP N L OF THE GUTTER H1050 FASTEN INSULATION WITH H1020 a FASTENERS FASTENER k H2200 INSULATION AT 12" O.C. WASHER 12' O.C. (AT HIGH RIB; a GUTTER 3 H1030 FASTENER (SEE THE MK. GTA_ CLASSIC ROOF STRUCTURAL 0 H1060 FASTENER SPACING DETAIL) FASTENERS o AT 12' O.C. EAVE STRUT SHOWN, MEMBER SIMPLE SAVE VARIES (REFERENCE THE TRIM MK. LEA01 SECONDARY LOW EAVE MEMBER WALL PANEL OPTION DETAIL FOR ALTERNATE MEMBERS) EAVE GUTTER AT ."CLASSIC" ROOF SEE WALL SHEETING ERECTK)N NOTES FOR FASTENER LOCATIONS TRIM -1 BUTTE COUNTY BUILDING DIVISION APPROVED v I In s a J m Z i= Z ch o w CN of1n � Lo h Z � U) _0300 Z�U:UU wo W< 3,0_ :L a0U (L0 wz aQ �_ iR Z) MARK OUTLET LOCATION USE (41OPOP RIVETS g USING A DS TO SIZE OVAL MK. H1O AT ALL TRIM -8 0 CAP TRIM AREA NEXT, CUT ALONG ELBOW, •S-. AND END CLOSURE THE DASHED ONES. BEND DOWNSPOUT MK. (CAU OUTSIDE TABS DOWN ALONG THE CONNECTIONS U.N.O. _ 4 SOLID UNES. ATTACH CORNER TRIM ELBOW TO GUTTER TAGS MK. H4200 MK. H4210 WITH (4) H1060 ERECTOR NOTE: I FASTENERS. ELBOW ARE INSTALLED, (3) H1040 SCREWS ARE TO BE USED FOR MK. H23 FULL OR PARTIAL -) o I I SECTION AS REQUIRED I ELBOW MK. H2330 ERECTORNOTES, WNSPOUT STRAP BRACKET MK. DWI FOR 7. IF THIS PROJECT CONTRACT SPECIFIES FULL SECTION USE WITH "ACCENT' PANEL "S• SHAPES AT THE ATTACH AT PANEL RIB ONLY. USE (2) H1060 BOTTOM OF THE MALE END SCREWS DOWNSPOUT IN LIEU OF ELBOWS, SEE DETAIL I •FEMALE' END DOWNSPOUT STRAP MK. 2. FIELD WORK (2) 1). AT DPAO1 (SCREW STRAP TO WALL USING (1) H1060 ELBOWS AS REQUIRED ALL SPLICES SCREW). FIELD BEND AND AT INSET/OUTSET FULL OR PARTIAL THEN FASTEN STRAP TO DS WALL CONDITION. SECTION AS WITH (2) H1060 3. LOCATE DS REQUIRED FASTENERS. STRAPS ONE AT EVERY •S•. ELBOW ELBOW IF REQ'D AND DS SPLICE MK. H2330 DOWNSPOUT STRAP (MK. DPAD7) AND STRAP BRACKETS (MK. DBA01) ARE ALSO PROVIDED FOR MASONRY WALL APPLICATIONS AS WELL AS FOR ATTACHMENT TO COLUMNS. FASTENERS TO MASONRY ARE NOT PROVIDED BY THE M.B.S. M1060 FASTENERS ARE PROVIDED FOR COLUMN ATTACHMENT APPLICATIONS. PRE-ORIWNG WILL BE REQUIRED. REFERENCE GUTTER AND DOWNSPOUT SCHEDULE FOR DOWNSPOUT MARK NUMBERS NER PANEL H1040 FASTENERS AT 12" O.C. CAP TRIM HTD_ C� 0 Z O Z HEADER W O O O O 3: Y 0 J � Q LINER HEADER TRIM AT WALKDOOR OR WINDOW OPENINGS TRIM_27 NOTE: FIELD CUT PANEL AS Rr JAMB TRIM MK. JTA H1040 (® EA. SUF "CLASSIC" ' GIRT WALL PANEL TERMINATION SEE WALL SHEETING ERECTION NOTES FOR FASTENER LOCATIONS (TRIM -71-1) H1040 FASTENERS AT 12" O.C. ALTERNATE DETAIL AS REQUIRED EEL: DOOR FOR DOOR RAIL BY RAIL OTHERS �GIRT i— JAMB CAP TRIM MK. HTD_ H1040 FASTENERS AT 12" O.C. 'CLASSIC' WALL LINER B "CLASSIC" LINER PANEL AT JAMB M SEE WALL SHEETING ERECTION NOTES FOR FASTENER LOCATIONS TRIM. EXTERIOR WALL SHEETING (CLASSIC PROFILE SHOWN FOR REFERENCE ONLY) TERMINATION FLASH MK. PF -01 GIRTS H1040 FASTENERS AT EACH SUPPORT AND H1060 FASTENERS AT 12' O.C. PARTITION WALL PANEL PARTITION TERMINATION 0 DO WITH 'CLASSIC" PARTITION WALL PANEL g AT 12" O.C. TRIM -8 0 CAP TRIM END CLOSURE MK. (CAU OUTSIDE INSIDE Y TUB APPLY TUBE CAULK (H3152) ALL AROUND AND INSERT INTO CORNER TRIM CORNER TRIM THE END OF THE BSC01 MK. H4200 MK. H4210 TRIM AT FRAMED OPENINGS. ERECTOR NOTE: I Q Q UNTIL WALL PANELS ARE INSTALLED, (3) H1040 SCREWS ARE TO BE USED FOR TEMPORARY INSTALLATION OF THE BASE TRIM. BASE ANGLE WALL PANEL TRIM MK. BSCOt BASE MEMBER:. ANGLE, CHANNEL OR OTHER. (SEE ELEVATIONS) W4W o o zz ao s _� oa ko < SEALANT m 3 (NOT BY NBS) BASE TRIM AT WALL DELETION SEE WALL SHEETING ERECTION NOTES FOR FASTENER SPACING TRIM_72 1 "CLASSIC PANEL" ERECTION NOTES • H1060 STITCH FASTENER (PANELS 36' NET LAY) "N1040 STRUCTURAL FASTENER ERECTOR NOTE 1/2' SIDELAP fit MASTIC (H3010) IS REQUIRED, IN In 11 11 SNOWDRIFT CONDITIONS. EAVE MEMBER REFER TO THE ELEVATIONS FOR LOCATION REOUIREMENTS. 'CLASSIC WALL - H1060 lY O.C. PANEL SIDE LAP •H1D60 AT EACH END AND AT 30' O.C. MAX. BETWEEN SUPPORTS NOTE. STITCH FASTENERS MAY OR MAY NOT LINE UP WITH GIRT aVATIONS. 1. BLEU( on TD lrVw POSHIDN BEFORE STAKW PANEL ERECTION. WDRAN WOOD BIOCOO (NOT BY MLBS) UNTIL PANEL TO STRUCTURAL FASTENERS ARE DbTA LM 2 AM AND RM FEST WALL PANEL S. TO PREVENT IM -CANNING. ALL PAIL FASTENERS SFgUD STMT FROM BASE MEYBER AND THEN BE SECURED TD EAOI SIRU:TIIRAL GIRT TOIEARD THE EWL 4. FOUNDUCH WW BE SOWRE, LEVEL, AND CORRECT TO THE OUT -TD -OUT Sim ANE DIYESION& 6. ERECTOR CREN 6 TD CLEAN ALL WALL PANELS BUM IEWPG JOB SUE 6 ERECTOR 6 TO ERECT PANES SD TENT SDEUPS ARE MAY FROM THE MAN TWIFTIC AREA'S LINE OF SCifT 7. SHORE PANELS PROPERLY TO PREVENT MOISTURE SEE O UgI MANUAL NOTE 1 FILLER TRIM W. MFBO1 (SHOWN) IS NM REQUIRED WHERE START/FINISH DIMENSION IS LESS THAN OR EQUAL TO 3 1/2•. SEE ELEVATIONS GIRTS 22y—1 `•CLASSIC WALL- T." STARE/ ',1040 AT EACH SUPPORT FINISFI DIMENSION - It t RIB OUTSIDE CORNER AT "CLASSIC" WALL TRIM_? PEASE REFER TO THE ROOF. AND WALL SHEETING ERECTION MANUALS FOR FURTHER ASSEMBLY INSTRUCTIONS EXTERI WALL PANEL O LINER PANEL H1040 FASTENERS AT 12" O.C. CAP TRIM HTD__ "LAT STOCK 00 V) V) .INER MK. z �� 'SA01 or FSA04 ; 3 11040 I Q Q ASTENERS T 12" O.C. -) o I I n N HEADER LINER HEADER TRIM wf FLATSTOCK AT OVERHEAD DOOR (TRIM -26 H1040 ® EACH SUPPORT H1060 12' O.C. BETWEEN SUPPORTS- JAMB UPPORTS- JAMB TRIM MK. JTA POP RNET 12' .O.C. MK. H1100 - NOTE 1 FILLER TRIM MK. MFB01 (SHOWN) IS NQ.T REQUIRED WHERE START/FINISH DIMENSION IS LESS THAN OR EQUAL TO 3 1/2-. SEE ELEVATIONS GIRT OUTSIDE CORNER \ TRANSITION TRIM NOTE 1 MK. OCC01 CLASSIC WALL" ^ START/FINISH DIMENSION SEE PLAN Ii RIB OUTSIDE CORNER AT OPEN WALL SEE WALL SHEETING ERECTION NOTES FOR FASTENER LOCATIONS (TRIM -707) BUTTE COUNTY BUILDING DIVISION APPRo ED N z U z � U d g SN ,J W W Z 0 L'`J Tn � rn W 0) Z0.0 .=O L) < �QU Z F 0 CO w U0" rn U � Z 0 00 wo dUz J Rte( y AQP O� 0 0 w 5 4) Z Nr U' �Q 9 CIVIL Q� OF CAI�F� 9 - w 9a 5 °Wig ggk $e . s � Em 11g$ 9_ 0 mea co 5pQ$gE Q 2H �`o p" 6" PURLIN SPACE CUT AWAY AREA2 SECTION "B" Zf---CUT AWAY AREA PARTITION FLASHING MUST BE CUT TO LENGTH AND NOTCHED IN THE FIELD. FIELD WORK OF FLASHING WILL BE REQUIRED AT ALL PURLINS, EAVES AND RIDGES PURLIN 'B' FASTENER MK. H1020 8 (ATTACH AT EACH PURUN) SECTION 10' PFH01 12" Z = JF 0' - W n. CL ANGLE MK. MAR01 (LL.V.) PARTITION FLASHING MK. •PF_01 (FIT SNUG AGAINST DO NOT INSTALL SCREWS IN TRIM HERE ROOF INSULATION) PANEL CLOSURE (ROOFUNE TRIM COLOR) MK. H3400 0 CLASSIC PANEL MK. H3410 0 REVERSE CLASSIC PANEL STITCH FASTENER MK. H3420 0 ACCENT PANEL MK. H1060 H7020 AT 12' O.C. EAVE PURUN � // H7060 AT 12' O.C. RAKE RETAINER TRIM MK. RRAO ENDWALL PANEL * PURUN DEPTH ,. B10CK aRrs TO ZFVEL• POSITION BEFORE snJDnlc PANEL ERFLIq,I LWNTMI NDDo Ii1DCI0HG (NOT Br marrm PANEL 70 FES DSMLIm 2 ALM AND P71110 F@Si MALL PANEL 3. TO PREVENT 100.-TAKKRC•. ALL PANEL FASTENERS SHdAD SPIRT FROM [NSE Lm18FR AND TLIDL BE SBIIRED TO EACH srRllcnIRAL GIRT TOWARD INE EAVE 4. FDIDa111X111 KIST 6E SQUARE, LLVEI. AND COMM ro THE our-To-0ur srEa LIKE DO0161D16 s ERECIUtt GREW Is To CLEvI ALL sALL PANELS BEFORE LFAVR+s JOB S71E. G BtBOtOR 6 TO ERECT PArtas SD 11NT SDf]APS ARE AWAY FROM 111E YJN TwuT1c ArLFAS IDLE OF S,GM. 7. SIDE PANELS PROPERLY TO PREVENT PFFO7 8 PFGOI 10' PFH01 12" ROOF SHEETING AND ROOF INSULATION NOT SHOWN fOR CLARITY PANEL NOT SHOWN ROOF STEEL LINE HERE FOR CLARITY PURUN STITCH FASTENER MK. H1060 (AS PARTITION FLASHING REO'D TO HOLD 'l1' MK. •PF_01 PF -01 IN PLACEI f� (ROOFUNE TRIM COLOR LAP PART1T10N FIELD NOTCH J FLASHING PANEL AT PURUN STITCH FASTENER RECESSED MK. H1060 ENDWALL PANEL (12" O.C.) RAKE RETAINER TRIM, CONTINUOUS MK. RRA01 RECESSED ENDWALL TRIM TRIM -81 "CLASSIC PANEL" ERECTION NOTES • H1060 STITCH FASTENER (PANELS 36• NET LAY) �H1040 STRUCTURAL FASTENER 36• ERECTOR NOTE 1/2' SIDELAP MASTIC (H3010) IS REQUIRED IN SNOWDRIFT CONDITIONS. EAVE MEMBER REFER TO THE ELEVATIONS FOR LOCATION REQUIREMENTS. BASE MEMBER WALL PANEL —SIDE LAP GIRTS ,,H1060 AT EACH END AND AT 30' O.C. MAX. BETWEEN SUPPORTS AM- STITCH FASTENERS MAY OR MAY NOT LINE UP WITH GIRT ELEVATIONS. Y015TMtE, SEF ERFL'1101 IIAMLIL _. TOP OF EAVE • TOP OF PANEL `EAVE STRUT SHOWN, MEMBER VARIES END OF PANEL STEEL LINE STEEL UNE AT BUILDING A SI N 1) SEE DETAIL AT RIGHT FOR TRIM PART NUMBERS AT THE BUILDING STEEL LINE. 2) SEE THE DETAIL BELOW FOR EAVE EXTENSION TRIM PART NUMBERS. 3) SEE THE DETAIL BELOW RIGHT FOR GUTTER ASSEMBLY PART NUMBERS. STANDARD EAVE EXTENSION w/ SOFFIT FIELD CUT WALL PANEL AROUND EXTENSION BEAM (TRIM -822-) SEE WALL PANEL ERECTION NOTES FOR FASTENER LOCATIONS SEE THE DETAIL AT RIGHT FOR GUTTER ASSEMBLY PART NUMBERS IF GUTTER IS REQUIREDEAVE /_ END OF ROOF PANEL 5 1/4" STEEL UNE AT INSIDE PANEL CLOSURE 'CLASSIC" ROOF PANEL I MK. H3410 WITH 3/4' TAPE MASTIC TOP AND BOTTOM 3/4• TAPE MK. M3000 MlST1C MK. H3000 EAVE MEMBER H7060 AT 12' O.C. 1 1 2• H1040 AT 36. O.C. OUTSIDE PANEL CLOSURE CAP TRIM MK. CTA02 H3400 AT 'CLASSIC' PANEL H3420 AT ACCENT' PANEL H3410 AT 'REVERSE' CLASSIC PANEL SCULPTURED EAVE ---------�I TRIM MK. SET01 �J M1060 AT 12. O.C. SOFFIT PANEL . H1060 AT 12' O.C. HAT TRIM MK. LFA M7040 AT 12. O.C. © EXTENSION STEEL LINE 'CLASSIC ROOF' H1030 ' r 1 TOP OF EAVE RAKE TRIM iv MK. RTS FANLL 16 CA ANGLE MAE— L--- __—EAVE STRUT SHOWN, MEMBER VARIES RAKE ANGLE (LLV.) H7040 AT 72' O.C. (REFERENCE THE SETbN0AR1' LOW EAVE MK. MARDI. ATTACH MEMBER OPTION DETAIL FOR ALTERNATE WITH H1o20 SOFFIT PANEL MEMBERS) FASTENERS OUTSIDE PANEL CLOSURE H1040 H3400 AT 'CLASSIC' PANEL AT 72" O.C. H3420 AT ACCENT' PANEL WALL // H7040 AT 12' O.C. HEAVE STRUT OR H7020 AT 12' O.C. EAVE PURUN � // H7060 AT 12' O.C. H3410 AT 'REVERSE' CLASSIC PANEL H1060 AT 12' O.C. —� JAMB TRIM MK. KID— PANEL uN AT BUILDING @ BUILDING STEEL LINE NOTE: NOTE: PLACE A 6' PIECE THE GUTTER BRACKET OF }/4' H3000 TAPE 5 PLACED MASTIC DIRECTLY UNDER THE UP Of BELOW THE GUTTER THE GUTTER \ BRACKET FASTENERS AS SHOWN BEIAW J tr (3) H1050 FASTENERS PER BRACKET AT I.00J1T10N5 SHOWN GUTTER HANGER MK. 1/2 TAPE MASTIC MX. H3070 BETWEEN GUTTER AND PANEL - H1050 AT 12. O.C. GUTTER MK. GTA_ GUTTER (IF REQUIRED PURUN (BEYOND)— RAKE EXTENSION TRIM MK. RET_ — + START (SEE ROOF PLAN L NTIJiUNE OF RIB UNE AT BUILDING CENTERLINE OF RIB 'H1050 AT 4' O.C. 2 1/4' TAPE MASTIC (MK. H3020) BETWEEN TRIM AND PANEL � ROOF PANEL (FIELD CUT RIB UNDER TRIM AS REO -D) �— EAVE EXTENSION BEAM EAVE STRUT OR I--,— EAVE PURUN SOFFIT PANEL ('CLASSIC' SHOWN) (PRE -DRILL HOLE) JAMB TRIM MK. HID— POP RIVET o AccEHr/cLAsslc X. H7100 MK. JTD— O REVERSE CLASSIC Ai'12' O.C. (INSTALL PRIOR TO SOFFIT PANEL) EAVE EXTENSION_. ® INSET/FLUSH GIRTS EAVE EXTENSION THAT TERMINATES AT THE RAKE STEEL UNE EN CTERLINE + START SEE ROOF PLAN AT BUILDING OF RIB ENTERUNE OF RIB STEEL UNE AT BUILDING I CENTERLINE OF RIB RAKE TRIM MK. RTA— H1050 AT 4' O.C. 2 1/4' TAPE MASTIC (NK. H3020) BETWEEN TPoM AND PANEL SEE STRUCTURAL PIAN DETAIL FOR ANGLE EAVE EXTENSION BEAM MARX NUMBER AND FASTENER ROOF PANEL (Fl0.) CUT REQUIREMENTS RIB UNDER TRIM AS REQ'D CEE CHANNEL RAKE EXTENSION •SOFFIT PANEL('CLASSIC' SHOWN) TRIP NK. RET— H1040 AT 12' O.C. (1) (PRE -DRILL HOLE) JAMB TRIM MK. HID_ O ACCENT/CLASSIC SOFFITSUPPORF MK. JTD_ O REVERSE CLASSIC ANGLE MK. MMOL (INSTALL PRIOR TO SOFFIT PANEL)(S•LV.)STEEL UNE3 ,/4• kFA.CEOF ppp RIVET MK. H1100 O 12. O.C. AT BUILDING ,AWB TRIM EAVE EXTENSION ®BYPASS GIRTS EAVE EXTENSION THAT // (3) H1050 FASTENERS PER BRACKET AT I.00J1T10N5 SHOWN GUTTER HANGER MK. 1/2 TAPE MASTIC MX. H3070 BETWEEN GUTTER AND PANEL - H1050 AT 12. O.C. GUTTER MK. GTA_ GUTTER (IF REQUIRED PURUN (BEYOND)— RAKE EXTENSION TRIM MK. RET_ — + START (SEE ROOF PLAN L NTIJiUNE OF RIB UNE AT BUILDING CENTERLINE OF RIB 'H1050 AT 4' O.C. 2 1/4' TAPE MASTIC (MK. H3020) BETWEEN TRIM AND PANEL � ROOF PANEL (FIELD CUT RIB UNDER TRIM AS REO -D) �— EAVE EXTENSION BEAM EAVE STRUT OR I--,— EAVE PURUN SOFFIT PANEL ('CLASSIC' SHOWN) (PRE -DRILL HOLE) JAMB TRIM MK. HID— POP RIVET o AccEHr/cLAsslc X. H7100 MK. JTD— O REVERSE CLASSIC Ai'12' O.C. (INSTALL PRIOR TO SOFFIT PANEL) EAVE EXTENSION_. ® INSET/FLUSH GIRTS EAVE EXTENSION THAT TERMINATES AT THE RAKE STEEL UNE EN CTERLINE + START SEE ROOF PLAN AT BUILDING OF RIB ENTERUNE OF RIB STEEL UNE AT BUILDING I CENTERLINE OF RIB RAKE TRIM MK. RTA— H1050 AT 4' O.C. 2 1/4' TAPE MASTIC (NK. H3020) BETWEEN TPoM AND PANEL SEE STRUCTURAL PIAN DETAIL FOR ANGLE EAVE EXTENSION BEAM MARX NUMBER AND FASTENER ROOF PANEL (Fl0.) CUT REQUIREMENTS RIB UNDER TRIM AS REQ'D CEE CHANNEL RAKE EXTENSION •SOFFIT PANEL('CLASSIC' SHOWN) TRIP NK. RET— H1040 AT 12' O.C. (1) (PRE -DRILL HOLE) JAMB TRIM MK. HID_ O ACCENT/CLASSIC SOFFITSUPPORF MK. JTD_ O REVERSE CLASSIC ANGLE MK. MMOL (INSTALL PRIOR TO SOFFIT PANEL)(S•LV.)STEEL UNE3 ,/4• kFA.CEOF ppp RIVET MK. H1100 O 12. O.C. AT BUILDING ,AWB TRIM EAVE EXTENSION ®BYPASS GIRTS EAVE EXTENSION THAT // H7040 AT 12' O.C. HEAVE STRUT OR H7020 AT 12' O.C. EAVE PURUN � // H7060 AT 12' O.C. TERMINATES AT THE RAKE TRIM_842. BUTTE COUNTY BUILDING DIVISION PP R®i/E® J. o s3'� �% zRBIf r FLAT OF JAMB OF PANEL SLIT • STEP 3. SLIT PANEL 2' AND SLIDE ONTO HEAD TRIM (SEE ABOVE) STEP .3 GIRT "ACCENT PANEL O.C. GIRT REVERSE "CLASSIC WALL" PANEL FASTENER KEY CENTERLINE OF PANEL RIB STITCH FASTENER = H106 DOOR /WINDOW OPENING STRUCTURAL FASTENER = H104_ UPSLOPE PANEL WITH COLD—FORM STRUCTURAL FASTENER = H1070 3/32' x 1/2' TAPE MASTIC MK. H3010 (AT WITH HOT—ROLLED METAL PANEL SIDELAPS) -JAMB TRIM 3/4' TAPE MASTIC MK. JTA MK. H3000 4L FASTENER GIRT JAMB PREVIOUS PANEL RUN -,-, DOOR / WINDOW OPENING STRUCTURAL FASTENERS \-JAMB TRIM 12" O.C. L MK. JTD NOTE: FIELD TRIM LEGS 1 AS REQUIRED �'-'' JJ ALTERNATE DETAIL 1 WALL PANEL CAUL FROM EDGE OF TRIM TO FIRST MAJOR RIB MK. H3152 STEP 4 " I HEAD TRIM. MK. HTA_ STEP 1 JAMB TRIM MK. JT STEP 2 DOOR FRAMED OPENING TRIM DETAIL 0 FOR ALL ANEL TYPES 0 LEFT HAND THOWN, RIGHT DARD WALL PHAND SIMILAR TRIM 98 GENERAL NOTES ABOUT THE PLACEMENT OF CLASSIC ROOF TRANSLUCENT PANELS 1) END TO END, TRANSLUCENT 'PANELS SHOULD BE SPACED SO THAT THE METALS PANELS ABOVE, BETWEEN, AND BELOW ARE RESTING ON A MINIMUM OF (3) PURLIN, PREFERABLY (4). NO SIMPLE -SPAN ROOF PANEL CONDTTONS ARE ALLOWED. TRANSLUCENT PANELS SHALL NOT BE PLACED END TO END. 2) SIDE TO SIDE, NUCOR RECOMMENDS THERE BE A MINIMUM OF (4) METAL PANELS BETWEEN TRANSLUCENT PANEL LOCATIONS. TRANSLUCENT PANELS SHALL NOT BE PLACED SIDE BY SIDE. 3) TRANSLUCENT PANELS SHALL NOT BE PLACED FROM EAVE TO EAVE. 4) TRANSLUCENT PANELS SHALL NOT BE PLACED AT THE LOW EAVE OF THE BUILDING. 5) BUILDINGS WITH LESS THAN A 60'-0' PANEL RUN CAN TYPICALLY ONLY HAVE (1) TRANSLUCENT PANEL PER RUN. 6) THE LOCATION OF THE FIRST TRANSLUCENT PANEL UP FROM THE LOW SAVE SHOULD BE SET SO THAT THE LOW EAVE METAL PANEL IS SUPPORTED BY (4) PURLINS (OR APPROXIMATELY 15 FEET). 7) POLAR WHITE COLORED FASTENERS ARE SUPPLIED WITH TRANSLUCENT. PANELS FOR USE WHERE THE TRANSLUCENT PANEL IS THE 'EXPOSED" MATERIAL IN THE DETAIL. u) NBS 5'-4' translucent panels are to be used strictly in o vertical wall applications. This panel is not to be installed a in o roof application where fall hazards could occur. NBS C3 assumes no responsibility for the misuse of this panel. DOOR / WINDOW STRUCTURAL FASTENERS JAMB TRIM 12' O.C. MK. JTA JAMB TRIM STEP 2 NOTE: FIELD CUT PANELS AS REQUIRED TRIM OVERHANG N tAU JAMB TRI PANEL — HEADER STRUCTURAL FASTENER 12" O.C. 'ACCENT" 12' O.C. 'REV. CLASSIC" 6' O.C. 'CLASSIC" HEAD TRIM MK. HTA_ HEAD TRIM STEP 1 ERECTOR NOTE: PANEL RUNS WITH TRANSLUCENT PANELS HAVE BEEN PLACED ACCORDING TO THE AMOUNT'ORDERED. PANEL RUNS WITH TRANSLUCENT PANELS CAN BE 'EXCHANGED' WITH SIMILAR PANEL RUNS ACROSS THE LENGTH OF THE BUILDING TO BETTER SUIT THE BUILDING'S REQUIREMENTS. SIDE STRAP MK. TPCO1 (TYPICAL 2 PLACES) TRANSLUCENT PANEL 3/4' TAPE MASTIC MK. H3000 - AT ENDLAPS (SEE DETAIL BELOW) >"3 1/2' 3 1/2' 5" 3 1/2' 3 1/2' 5' 3 1/2' 3 1/2' T T T T T T T T �H1030 FASTENERS AT 6" O.C. MAXIMUM AT TRANSLUCENT PANEL SIDELAPS H1050 FASTENERS AT ENDLAPS----, 1 H1030 FASTENERS TYPICAL AT STRUCTURAL SUPPORTS 3/32' x 1/2' TAPE MASTIC MK. H3010 (AT METAL PANEL SIDELAPS) 3/4" TAPE MASTIC MK. H3000 (FULL LENGTH OF TRANSLUCENT PANEL) 7I�i — `- NEXT PANEL RUN INSULATION BY OTHERS. STRIP FIBERGLASS FROM FACING AND LAP OVER TPCOt. DOUBLE-FACED TAPE SHOWN ON TOP OF TPCO1 FOR INSULATION ATTACHMENT (NOT BY NBS). NOTE: THIS DETAIL ASSUMES ROOF PANEL . ERECTION SEQUENCE FROM LEFT TO RIGHT. THE DETAIL IS OPPOSITE HAND IF SEQUENCE IS FROM RIGHT TO LEFT. FASTENER SPACING AND MATERIALS PLACEMENT DETAIL r _= =_ SIDE STRAP MK. ___.... '' TPCO1 UNDER BOTH = SIDELAPS AS SHOWN IN THE DETAIL ABOVE ROOF PANEL (THE STRAP DOES DOWNSLOPE NOT ATTACH TO THE 1� f� 3/4" TAPE MASTIC S"I" . PURLINS), 1 MK. H3000 AT ENDLAPS JQ ROOF PURLIN TRANSLUCENT N PANEL . UNINSULATED TRANSLUCENT PANEL. DETAIL METAL PANEL "CLASSIC' ROOF AT 5'-0' PURLIN SPACING LAP DIMENSIONS BUTTE COUNTY BUILDING DIVISION APPROVED Z F Z 0 w M CDfl- C14 w it U-3 ::5 In y W a) rn UJ U Z U Q =0100 r Uo UU wlo wQ =OU= �Ln a�Uy�U aQ c�i= Q -/J 2A C 77055 9Ee. 31 2016 �w w 10211 211jrf ca Z-5 z r 1g f Y g O till 00 . I uPSLOPE PANEL .ERECTOR NOTES H1030 FASTENERS AT 6' O.0 MAXIMUM 1. ERECT TRANSLUCENT PANEL IN THE SAME 3/4" TAPE MASTIC SEQUENCE AS A METAL PANEL (U.N.O.). MK. H3000 AT SIDELAP TRANSLUCENT PANEL 6 2. BE SURE TRANSLUCENT PANEL & MASTIC MK. H9320 (SHOWN ARE FREE OF DUST & DEBRIS BEFORE CUT -AWAY FOR CLARITY) _ _________ =: INSTALLATION. 3. FASTENERS MUST PENETRATE THE MASTIC. PREVIOUS PANEL RUN 4. SEE "CLASSIC ROOF ERECTION NOTES" DETAIL FOR METAL PANEL p0 _ _ _____ =_y_ INSTALLATION. 5. NEVER STEP, STAND OR APPLY WEIGHT `-`''- TO TRANSLUCENT PANELS. r _= =_ SIDE STRAP MK. ___.... '' TPCO1 UNDER BOTH = SIDELAPS AS SHOWN IN THE DETAIL ABOVE ROOF PANEL (THE STRAP DOES DOWNSLOPE NOT ATTACH TO THE 1� f� 3/4" TAPE MASTIC S"I" . PURLINS), 1 MK. H3000 AT ENDLAPS JQ ROOF PURLIN TRANSLUCENT N PANEL . UNINSULATED TRANSLUCENT PANEL. DETAIL METAL PANEL "CLASSIC' ROOF AT 5'-0' PURLIN SPACING LAP DIMENSIONS BUTTE COUNTY BUILDING DIVISION APPROVED Z F Z 0 w M CDfl- C14 w it U-3 ::5 In y W a) rn UJ U Z U Q =0100 r Uo UU wlo wQ =OU= �Ln a�Uy�U aQ c�i= Q -/J 2A C 77055 9Ee. 31 2016 �w w 10211 211jrf ca Z-5 z r 1g f Y g O till 00 . I FLAT OF nuo —.11 PANEL SLIT STEP 4 HEADER AND SILL SHOWN SLIT PANEL -2' AT HEAD AND SILL TRIM WALL PANEL AND SLIDE ON (SEE STEP 4 GIRT AMB FASTENER KEY EDGE OF RIM TO FIRST MAJOR RIB. H3152 STITCH FASTENER = H106 rMI TEP "ACCENT PANEL" DOOR /WINDOW STRUCTURAL FASTENER = H104_ TEP 1 OPENING WITH COLD—FORM MK. JT STEP STRUCTURAL FASTENER = H1070 WITH HOT—ROLLED JAMB TRIM MK. JTA STRUCTURAL FASTENER GIRT JAMB 12" O.C. GIRT JAMB DOOR / WINDOW REVERSE "CLASSIC WALL" PANEL "CLASSIC WALL" OPENING JDOOR WINDOW OPENING ��U�ENER12O.C. JAMB TRIM MK. JTA STRUCTURAL FASTENER JAMB TRIM 12" O.C. MK. JTO JAMB TRIM STEP 3 NOTE: FIELD TRIM LEG___=�A AS REQUIRED ALTERNATE DETAIL 1 NOTE: FIELD CUT PANELS AS REQUIRED SLIT PANEL -2' AT HEAD AND SILL TRIM WALL PANEL AND SLIDE ON (SEE STEP 4 0 NALL PANEL SILL TRIM MK. STA_ SEE PREP SKETCH TO THE RIGHT STEP 2 SULK' SLIT UNE, MK. H3152 STEP 5 WINDOW FRAMED OPENING TRIM DETAIL D FOR ALL STD WALL PANEL TYPES. TYPICAL INSTALL TRIM 99 LEFT HAND SHOWN, RIGHT HAND SIMILAR HEAD �^•• TRIM OVERHANG L EDGE OF OPENING JAMB TRIM WALL PANEL HEADER STRUCTURAL FASTENER 12" O.C. "ACCENT" 12" O.C. "REV. CLASSIC" s" D.C. "cLAtsslc" LT'l HEAD TRIM MK. HTA_ HEAD TRIM STEP 1 JAMB TRIM INDICATED BY DASHED UNE. THE SILL TRIM EXTENDS 2" PAST EACH SIDE OF THE OPENING. THE JAMB TRIM THEN RESTS ON z TAB UP THE SILL TRIM. TAB LEG 'OF SILL TRIM BEHIND THE JAMB TRIM TO CL 0 HELP SHED WATER. SILL TRIM MK. STA _ STITCH FASTENERS 12" O.C. SILL CHANNEL . STRUCTURAL FASTENERS 12" O.C. 'ACCENT" WALL PANEL 12" O.C. "REV. CLASSIC" 6" O.C. "CLASSIC CUT OFF. EXTRA ' TOP VIEW u 1 3/8" 1 3/8" TAB UP TOP FRONT FROM VIEW 2n J J 2' J SILL TRIM F OPENING ,SILL TRIM PREP STEP 2 BUTTE COUNTY BUILDING DIVISION APPROVE® s a Z Z 0 M f— CD w v ,I` N Q .' LO Z) U') W 0) 0) Z U N U -=diabd 12UiUU 1.x c) WQIoU2 �w ZC) ;QUm� 1yOFESS /�1,��� J03 w 7712 DoT w C. 31 2016 go IM �e O � � 1I R!81 I= FROM EDGE OF RIM TO FIRST MAJOR RIB. H3152 rMI TEP 5 EAD TRIM. MK. HTA_ TEP 1 JAMB TRIM MK. JT STEP 3 0 NALL PANEL SILL TRIM MK. STA_ SEE PREP SKETCH TO THE RIGHT STEP 2 SULK' SLIT UNE, MK. H3152 STEP 5 WINDOW FRAMED OPENING TRIM DETAIL D FOR ALL STD WALL PANEL TYPES. TYPICAL INSTALL TRIM 99 LEFT HAND SHOWN, RIGHT HAND SIMILAR HEAD �^•• TRIM OVERHANG L EDGE OF OPENING JAMB TRIM WALL PANEL HEADER STRUCTURAL FASTENER 12" O.C. "ACCENT" 12" O.C. "REV. CLASSIC" s" D.C. "cLAtsslc" LT'l HEAD TRIM MK. HTA_ HEAD TRIM STEP 1 JAMB TRIM INDICATED BY DASHED UNE. THE SILL TRIM EXTENDS 2" PAST EACH SIDE OF THE OPENING. THE JAMB TRIM THEN RESTS ON z TAB UP THE SILL TRIM. TAB LEG 'OF SILL TRIM BEHIND THE JAMB TRIM TO CL 0 HELP SHED WATER. SILL TRIM MK. STA _ STITCH FASTENERS 12" O.C. SILL CHANNEL . STRUCTURAL FASTENERS 12" O.C. 'ACCENT" WALL PANEL 12" O.C. "REV. CLASSIC" 6" O.C. "CLASSIC CUT OFF. EXTRA ' TOP VIEW u 1 3/8" 1 3/8" TAB UP TOP FRONT FROM VIEW 2n J J 2' J SILL TRIM F OPENING ,SILL TRIM PREP STEP 2 BUTTE COUNTY BUILDING DIVISION APPROVE® s a Z Z 0 M f— CD w v ,I` N Q .' LO Z) U') W 0) 0) Z U N U -=diabd 12UiUU 1.x c) WQIoU2 �w ZC) ;QUm� 1yOFESS /�1,��� J03 w 7712 DoT w C. 31 2016 go IM �e O � � 1I R!81 . MA CUP MK.E I CEE CHANT . MK.0 EB -1/ •' I ENDW, 1-9AIRIM jig- P. .� JIUt.VVALL EAVE & GABLE EXTENSION (LOW SIDE) INTERIOR EAVE EXTENSION (LOW SIDE) ENDWALL w/ DOUBLE COLD -FORMED EXTENSION BEAM - H03EEL LI (U.N.O.) USE 1/2• x 2• A325 BOLTS H0603/EXTENSION EXTEND MAR01 25 BO TO EXTENSNU STEEL UNE ' LE0005 BUILT-UP OR HOT -ROLLED EXTENSION BEAM USE 1/2• : Y A325 BOLTS HOBOS/NUTS M03oo (U.N.O.). LEOO w F REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTSZ p w 0M LT -UP OR•.. • .. EAVE STRUT-. BUIEXTEN HOT ROLLED -: • BUI TL-UP (n .l am 0) N L) SHOP WELDED BEAM 'CUP MK. EB-_ SAVE STRUT - EXTENSION BEAM HOT ROLLED W O (Y O WELDED CUP - MK. , MK. EB-_ „ BUILT UP OR DOUBLE SEE _ �Z Q U Q C/)Q U . ' - H1020 W/ (2) H1020 BEAM _ MAM04 W/ (2) � • - - 11.1 m = O Z O O z � O H1020 zgUW_UU w0 -� --� --- WQ22U2 �� , - BUTTE COUNTY a Q U n i v ° ° 4- :BUILDING DIVISIONoQRpF i I i "'),f CEE CEE I 1 O O i O O jJ. 'PRO ED l CTRO P&8 RAFTER L I lh y MAIN FRAME COLUMN 7705 P. .312016 .. VARIES 10- EAVE STRUT t ED SHOPC EAVE STRUT IT o EAVE ExT. - VARIES 12• .. , 1/4- W CUP CUP i 1/4• - J' �P 9r ClV I\. Pa - o BLDG. O SAVE Ext o BLDG.F OF CA`\FO FRAME OR ENDWALL RAFTER w LOW EAVE EXTENSION °v LOW EAVE EXTENSION EAVE STRUT AT EXTENSION BEAMg Timm 3 POST AND BEAM ENDWALL USE 1/2- : 2- A325 80L75 H0803 /NUTS H0300 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS 2_ n BYPASS GIRTS AT INTERMEDIATE FRAMES'(HAUNCH DEPTHS > 1•-3) USE 1/2• x 2• A325 BOLTS HOBO / NUTS H0300gq � REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS n N 2_ 7 USE (4) 1/2• x 2• A325 BOLTS H0603 / NUTS H03W REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS . a �Rt Q �Ug 0 0 _ .2— �3ss�BS'^E� e__ 9___'�sao2 - • • f ERECTOR NOTE: REFER TO THE RIDGE VENT SUPPLIERS INSTRUCTIONS FOR PROPER RIDGE VENT INSTALLATION CLASSIC ROOF PANEL SCLC n0� RIDGE PURLIN • (TYPICAL) RIDGE VENT H3151 TUBE CAULK ENDS OF BOTH VEI (AS SHOWN) RIDGE VENT (10' SECTIONS) 'DRAIN/END SKIRT ASSEMBLY. FIELD BEND TO THE CORRECT ROOF SLOPE AND FASTEN TO THE END CAP WITH (4) H 1 100 POP RIVETS. DIE -FORMED RIDGE CAP 3/4' TAPE MASTIC (MK. H3000) SEE RIDGE VENT— TERMINATION ENT — TERMINATION DETAIL H1050 FASTENERS AT 12" ON CENTER X3/4" TAPE MASTIC (MK. H3000) CONTINUOUS ACROSS THE TOP AND BOTTOM OF THE OUTSIDE CLOSURES ENLARGED VIEW OF CLOSURE MASTIC FLAT SKIRT -RIDGE VENT DETAIL AT CLASSIC ROOF CLASSIC ROOF WITH RIDGE VENT & DIE -FORMED RIDGE CAP (1/4-4:12 SLOPE) NOTE: PARTS INDICATED WITH AN "*" ARE PACKAGED WITH THE RIDGE VENT *RIDGE VENT END LAP COVERS RIDGE VENT 1 o I OUTSIDE PANEL CLASSIC CLOSURE MK. H3400 ROOF PANEL WITH 3/47 E . TAP MASTIC (MK. H3000) RIDGE . VENT LAP COVER TOP & BOTTOM RIDGE VENT *DRAIN/ END SKIRT ASSEMBLY. FIELD BEND TO THE CORRECT ROOF SLOPE AND FASTEN TO THE INSIDE END CAP WITH (4) H1100 POP RIVETS. AS SHOWN. OUTSIDE PANELSKE 4 SEE DETAIL 3 �— CLOSURE MK. H3400 WITH 3/4' TAPE MASTIC (MK. H3°°°> TOP &BOTTOM RIDGE VENT SPLICE _ RIDGE VENT CLASSIC ROOF PANEL H3151 TUBE CAULK ENDS OF BOTH 2 VENTS (AS SHOWN) H1050 FASTENERS AS SHOWN (10) TOTAL PER LAPS *RIDGE VENT END LAP. COVERS (2) REO'D (AS SHOWN) RIDGE41&i OTES:VENTEN INTO THE DRAIN/SKIRT DRAINTHE END LAP COVERS.SKIRTTE HOLES IN THE PAWASSEMBLY THE DRAIN/END SKIRT ASSEMBLY. DETAIL 1 DRAIN/ END SKIRT ASSEMBLY 3/4' TAPE MASTIC MK. H3000. 12' PIECE OF TAPE MASTIC FOLDED AND PLACED AGAINST DRAIN/END SKIRT ASSEMBLY AS SHOWN. DETAIL 3 -KIUc V[ LAP COVEI REQUIRED (1 EACH ! VENT) ATTACH WI' (2) H 1050 FASTENERS 3/4' TAPE MASTIC MK. H3000 (TYPICAL) —� CENTERLINE DRAIN/ END SKIRT ASSEMBLY - DETAIL 2 DETAIL 4 H3151 TUBE CAULK (AS SHOWN) BEFORE INSTALLING 2ND COVER H1050 FASTENERS (AFTER SECOND LAP COVER IS INSTALLED) END LAP COVER THIS SIDE OF VENTS NOT SHOWN RIDGE VENTS ABOUT RIDGE 5 1/4' END OF ROOF :---N 1 -4" H1RS AT ROOF. PANEL- PURLIN RIDGE VENT RIDGE . VENT OUTSIDE PANEL CLOSURE MK. H3400 WITH 3/4- TAPE MASTIC (MK. H3000) TOP & BOTTOM H1030 FASTENER (SEE THE CLASSIC ROOF STRUCTURAL FASTENER SPACING DETAIL FOR SPACING) SECTION "A" AT RIDGE VENT r SYMMETRICAL ABOUT �51] 4" RIDGE CAP OPTIONS ROOF SLOPE MARK NUMBER z z J 1} - 2:12 RGA15 21 - 3:12 RGA25 3} - 4:12 RGA35 w CLW M 2 0 o W 0 4 io 0 z W wa m 0 O y o FIELD BEND THE DRAIN/ END SKIRT ASSEMBLY TO THE CORRECT ROOF SLOPE ABOUT RIDGE 5 1/4' END OF ROOF :---N 1 -4" H1RS AT ROOF. PANEL- PURLIN RIDGE VENT RIDGE . VENT OUTSIDE PANEL CLOSURE MK. H3400 WITH 3/4- TAPE MASTIC (MK. H3000) TOP & BOTTOM H1030 FASTENER (SEE THE CLASSIC ROOF STRUCTURAL FASTENER SPACING DETAIL FOR SPACING) SECTION "A" AT RIDGE VENT r SYMMETRICAL ABOUT �51] 4" RIDGE CAP OPTIONS ROOF SLOPE MARK NUMBER } - 1:12 RGA05 1} - 2:12 RGA15 21 - 3:12 RGA25 3} - 4:12 RGA35 _ RIDGE CAP SIDELAP 3� 1tHIO30FASTENE�R(SEE (6) H1050 FASTENERS 1/2" TAPE MASTIC MK. H3010 3/4' TAPE MASTIC MK. H3000 THE ROOF PANEL FUCTURAL ADETAIL PURUN ) FASTENERS MUST ENGAGE STRUCTURAL SUPPORT MEMBER FOR AN EFFECTIVE SEAL BETWEEN RIDGE CAP & PANEL SECTION "A" AT DIE_FORMED RIDGE CAP OUTSIDE PANEL CLOSURE MK. H3400 WITH 3/4' TAPE MASTIC (MK. H3000) TOP & BOTTOM BUT "Y 'UILDl '�;.'; J:0SION kILr ` _. *DRAIN/ END SKIRT ASSEMBLY (SHIPPED LOOSE) 3/4- TAPE MASTIC (MK. H3000) DIE -FORMED RIDGE CAP RIDGE VENT TERMINATION CAPRIDGE T& Z 0 M W rl- Lo w0) oa ZU =O Z2U o<U a Q w O w w Z u N IY 0) Z U ti 00 0 UU wo mw U2 Lo a- U Z = RZ) C 77055 'SEC. 31 2016 9 ROOF PANEL I I kz�1.1-dPe -32 i 6H, fl' 6ffi- F 2 -R.� _ g 1pifHj MINIMUM EROSION AND SEDIMENT CONTROLS FOR PROJECTS D15TURBIN6 LE55 THAN ONE ACRE e -Io THE BMPS (BEST MANA&Et-TW PRACTICES) L15TED BELOW MUST BE IN PLACE DURING THE RAINY SEASON (OCTOBER 13 THROUGH APRIL 13) AND MAY BE REQUIRED AT OTHER TIMES BASED ON WEATHER AND SITE CONDITIONS TNROU6 iOUT THE YEAR THE BMPS L15TED ARE MINIMUM REQUIREMENTS AND ADDITIONAL BMPS COULD BE REQUIRED BASED ON 51TE CONDITIONS. 1. STABILIZED ENTRY, PROVIDE MINIMUM 5' TO V' FRACTURED ROCK 50' LONG x 15' WIDE BY 6' DEEP OVER CONSTRUCTION GRADE FABRIC. 2. ALL SOILS TRACKED ONTO PAVED ROADWAYS MU5T BE CLEANED ON A DAILY BASIS. WHEN STREETS ARE WET OR DURING A RAIN EVENT THERE SHALL BE NO TRACKING OF SOILS ONTO THE STREET. S. •WATTLES SHALL BE INSTALLED PROPERLY, BEHIND CURB OR SIDEWALKS. 4. RACK BAGS (MINIMUM 2 PER SIDE) AT ALL DRAIN INLET LOCATIONS WITHIN 150' OF THE PROJECT SITE. S. INTERNAL FILTERS SHALL BE PLACED INSIDE EACH DRAIN INLET. '.: 6. TRASH BARS SHALL BE PLACED ACROSS THE BACK OF ALL DRAIN INLETS. 7. STABILIZE ALL DISTURBED SOILS IN THE FRONT YARD AREAS WITHIN IS' OF THE BACK CURB OR + SIDEWALK. (STRAW OR EROSION BLANKETS MAY BE USED FOR THI5 APPLICATION) c b. STABILIZE ALL SLOPES WHERE EROSION COULD OCCUR AND CAUSE SILT RUN OFF. (STRAW, V15GLEEN OR EROSION BLANKETS MAY BE USED ' FOR THIS APPLICATION) 9. ALL PAINT, FUEL, CONSTRUCTION PRODUCTS ETC. SHALL BE STORED IN A COVERED LOCATION AWAY FROM SIDEWALKS AND STORM DRAIN INLETS. ,IO. PORTABLE CHEMICAL TOILETS IF PROVIDED ON THE 517E MJ15T BE KEPT OFF OF STREETS AND SIDEWALKS AND A LEAST 50' FROM THE NEAREST • STORM DRAIN. 11. ALL TRASH MUST BE COLLECTED AND STORED PROPERLY. DO NOT LET ITEMS SUCH AS DRYWALL MUD BOSS, PAINT BUCKETS, CLEANING MATERIAL 1• FF CONTAINERS, ETC. COME IN CONTACT WITH ANY i _ RAINFALL OR STORM WATER RUNOFF. 12. PROVIDE A DE516NATED AREA FOR CONCRETE o' WASHOUT. HAY BAILS LINED WITH VISQUEEN MAY BE j USED FOR THIS APPLICATION. ROLLAWAY BINS MAY AL50 BE USED. ALL CONCRETE KA5HOUT SYSTEMS SHALL BE PLACED OFF OF THE PAVED STREETS. 15. AFTER INSTALLATION OF THE ABOVE ITEMS ARE COMPLETE, A MAINTENANCE PROGRAM NEEDS TO BE DEVELOPED TO INSURE THE CONTINUED EFFECTIVENESS OF YOUR BMP'5. BUTTE COUNTY .00T 29 2015 DEVELOPMENT. SERVICES LARSM PLAN POR DIMENSIONS Ell a N a 4 m ry 3205 SITE PLA1q I., = 300'-0" SITE PLAN III = 501-011 OWNER: ADAM HENDER50N SITE INFO:4455 MUNJAR RD. SHEET GREGORY A. P E LT Z ADDRE55: 4455 MUNJAR RD. CHI CO CA ARCHITECT CHICO, CA 29.51 ACRES 1 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894-5719 PHONE: (550) 525-5905 1 APN: 047-200-055 of: ONE