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HomeMy WebLinkAboutB15-2697. 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural. Calculations For: Client: Bryan Henderson - HPC Construction Pra'ect: 40x60 Metal Building Foundation Address: 1916 Cameron Lane, Chico, CA BUTTE COUNTY OCT 2.9` 2015 - -- DEVELOPMENT �o,�gFESS/p 1 C doy� 2� SERVICES y o 8 so 81� a6q i ` PERMIT BUTTE. CoIJNTY DEVELOPMENT SERVICES 06/30120 fo CODE COMPLLIANCE STAT cfvi �>�/ DATE FOF cA % Note: These calculations and details arc based on permit,drawings by Nucor Building Company. These calculations apply only to the structure as defined In the reviewed set of drawings. Any changes to either this set of calculations or the reviewed set of drawings provided by Nucor Building Company without the written consent of this Engineer is strictly prohibited and shall render these calculations and specifications void, Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure 'compliance with the standards, sizes, materials, or workmanship specified herein. SSD is. not responsible for any structural element or system not specifically 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. �lL� Cody Summit Structural Design Project: - Engineer:° Design of: Foundations Page: Date 1A. 1B 1D. 1E 2A 2E 3A 38 3D 3E 1.00 ,vW au.ger•,t. .11(a,a3,�i�YN•a.eKa LBC2013.section 1605.3,1 -Bask Load Cbmbos Soil Bearing 1500 psf if.B.uWxe e.xe:;.rel 2 DL+CL+LL x 3.00 2.79 Soil capacity to resist uplift T,:varies 2.00 o,a:�«v�im DL+CL-.6W -10.00 -1.00 - .. 1•nsl.r.a.a•c...rr...el r.m.sgw;.�e,;l.!. r•llcai r..,,,w•:e:ilai DLiCL+.75f.6Wj+:7511 x 3.00 5.03 i 2.00 2.00 DL *CL 4 .75(.7E) 4 .75LL -10.00 -1 2.71 3 3.00 .60L+.6W 5.03 1.05 1.00 1.00 2.00 .6DL + .7E -3.00 1.71 2 3.00 x 3.00 2:79 1.55 OT 3.00 5.03 Sqr Ftg for 2.00 Resistive Unity Gravity (kips) Uplift (kips) Soil Bearing Thickness Length Width Uplift Factor. Grid Line DL . CL LL Wind I Eq Min Size (ft) (ft) '(ft) (ft) Load (kips) (must be > 1) 1A. 1B 1D. 1E 2A 2E 3A 38 3D 3E 1.00 1.00 2.00 -4.00 -3 1.71 2 3.00 x 3.00 2.79 1.55 2.00 2.00 7.00 -10.00 -1.00 2.71 3 3.00 x 3.00 5.03 1..05 2.00 2.00 7.00 -10.00 -1 2.71 3 3.00 x 3.00 5.03 1.05 1.00 1.00 2.00 -4.00 -3.00 1.71 2 3.00 x 3.00 2:79 1.55 4.00 5.00 18.00 -18.00 -3.00 4.24 3 4.25 x 4.2S :8.54 1.02 4.00 5.00 18.00 48.00 -3 4.24 3 4.2S x 4.25 8.54 1.02 1.00 1.00 2.00 -3.00. -2.00 2..63 2 2.00 x 2.00 1.50 1.25 2.00 2.00 7.00 40.00 -1 2.71 3 3.00 x 3.00 5.03 1.05 2.00 2:00 7.00 40.00 -2.00 2.71 3 3.00 x 3.00 5.03 1.05 1..00 1.00 2.00 -3:00 -2.00 1.63 2 2.00 x 2.00 1.50 1.25 Summit Structural Design g Project: Engineer: Date 10/23/2015 Hairpin Design (worst case line 2) Note: All Loads are ULT F -Horizon tal Force DL= 3..00 kips CL= 4.00 kips LL= 16.00 kips r W= -4.00 kips r EG= 3.00 kips i Angle q= 3.0 deg Steel Grade f l g fs= 60 ksi Vu= 1.4*DL 9.800 kips 1.24DL + 0.5'LL 16,400 kips 1.2TL + I VILL + 01-5W 32.000 kips governs 1..2`DL + 0.5*L.L + 1.O..W - 12.400 kips 1.2*DL + 1.OEQ = 11,400 kips 0.9DL + 1.OW = 2.300 kips 0.90L + 1.OEQ = 9:300 kips ACI 318-1:1 section 9:2 load. Combinations Vu=0.9`Area'd'(fs)`cos(q) Check this equation Areq'd = Vu/(0.9``(fs)*cos(q)) Areq'd= 0:684 int Use: 2 # 4 barn As= 0:785 In2 Anchor DesignerTM Software Version 2.4.5673.30 Company: Summit Structural Design Date: 10%2.312015 Engineer: Andy Johnson, P.E. Page: 1/5 Project. Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530,592,4407 E-mail: andy@summitchico.com Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2. Inout Data & Anchor Parameters General Design method:ACi 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Materia%: AB Diameter (inch): 1 MO Effective Embedment depth, h,., (inch): 15:000 Anchor category: - Anchor ductility: Yes h„, (inch): 17.63 C,w, (inch): 1.75 S„,i� (Inch): 4.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: U = 0.9D + 1.OW Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure '1> . Base Material Concrete: Normal -weight Concrete thickness, h (inch): 36.00 Slate: Uncracked Compressive strength, f, (psi): 2500 WE,v: 1.4 Reinforce ment.condill on: B tension, B shear Supplemental reinforcement: No Reinforcement provided at comers; No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout In shear, No Ignore Edo requirement: Yes Build-up grout pad: No - Base Plate Length x Width x Thickness (inch): 13.00 x 8.00 x 0.38 2 rf w f+.H +" u ,r 10 YQ �r �,::i. J, i "oY .. _..._____..._�....�_._._.___�_—___._..._�_�....................-n•nrwrr.-.�+i+.w-..-w..........................................r....w...-raw-.-...r..r.w..+t+..rrn....-w Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility, Simpson Slimtg-Tie Company If!c 5956 W. Los Positas Boulevard Pleasanton, CA 94588 Phone: 925.560,9000 Fax: 925.847.3879 wvwW.strongile.con, <Figure 2? Anchor DesignerT" Software Version 2.4.5673.30 Company: Summit Structural Design Date: 10/2312015 Engineer Andy Johnson, P.E. I Page: 1215 Project: Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: 1 andy@summitchico.com 3 •��� ' ,� ,»� � `� � r r � r� �, � tib '� �7r - � r4•,: `��+ irrr���� �J �., _� �`4 is +���z� t� �� � ��L z��y �f �A 4,� ,�r� w�' � n � - i �,,;�. tai }�,,��i 1 A"•-1 ��'Q' �' p' � b #"-'s s �.+"R "3 f i'T °�}`"'�y, ,�'•4ra � �tls.�, '� �� �kyC�,'!a � '� M�'x�. � i�� ; Wa et t, 3� n 0, h.rru5 p Biu• r stint' -4, C �� •� T � �� Frit .� � ^e ��.. � � •c '�^ '. 'Sri �w �d Zsnt At; t 4 t,� M* ey�.y�yd i+,� �Jyt tlk�rr'�dyrwi Recommonded Anchor Anchor Name: PAB Pre -Assembled Anchor Boll- PA88 (1"0) Input data and results must be chocked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility, Sirngron Sjronu-7'ie Company Inc 5958 W. Las Po0as Boulevard Pleasanton, CA 04588 Phone; 925.560:9000. Fax: 925.847,3871 www.sirongtio,com Anchor DesignerT11 Software Version 2.4.5673.30 Company' Summit Structural Design Date: 1 012 312 01 5 Engineer: Andy Johnson, P.E. Page; 3/5 Project: Shear load x, Address: 383 Rio Lindo Ave #200, Chico. CA 95926. .Phone: 530.592.4407 E-mail, andy@summitchico.com Maximum concrete compression straln (%a): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tensiomforce (Ib):9900 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, 04 (inch): 0:00 Eccentricity of resultant tension forces In y-axis, e'ny (Inch): 0.00 Eccentricity of resultant shear forces In x-axis, e'v. (inch): 0.00 Eccentricity (if sf resultant shear forcein y-axis, e'v, (inch): 0.00 4. Steel Strength o1 Anchor Ns (lb) O in TonsionlSec ON.. (Ib) D X11 35150 0.75 :26363 S. Concrete Brea 3: Resulting Anchor Anchor Forces Tension load, Shear load x, Shear food y, Shear load combined, /'� (psi) Ns (lb) Vot, (Ib) Vusy (Ib) AV.,)" (V..y)J(lb) 1 2475.0 -1175:0 0.0 1175.0 2 2475.0 -1175.0 0.0 1175.0 3 2475.0 -1175.0 0.0 1175.0 4 2475.0 -1175.0 0.0 1175.0 Sum 9900.0 4700,0 0.0 4700.0 Maximum concrete compression straln (%a): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tensiomforce (Ib):9900 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, 04 (inch): 0:00 Eccentricity of resultant tension forces In y-axis, e'ny (Inch): 0.00 Eccentricity of resultant shear forces In x-axis, e'v. (inch): 0.00 Eccentricity (if sf resultant shear forcein y-axis, e'v, (inch): 0.00 4. Steel Strength o1 Anchor Ns (lb) O in TonsionlSec ON.. (Ib) D X11 35150 0.75 :26363 S. Concrete Brea Anchor In Tension fSec D 5 2i Nb = 16A.4r�h.P1(Eq. 0-7) /'� (psi) h., On) Nb (lb) 1.00 2500 15.000 72986 ONa, =0 (Ark/Arko)(Sec. 014.1 & Eq. 0-4) Am (ink, Arks (in') Y4�,a Y1ux Yin Y"An Ns (lb) O 6N�u (lb) 2601.00 2025:00 1.000 1;000 1.25 1:000 72986 0,70 82029 Pullout 5. Pout Strength of Anchor In Tension (Sec: ONm = OY PNP = 6Y1,,:P8Abv1'< (Sec. 0.4.1, Eq. D-13 8 D-14) Yea Ab y (in") r. (psi). O ON,,(Ib) 1.4 5.46 2500 0.70 107106. Input data and results must be checked for agreement with the existing circumstances, the standards and guldelines must be checked for plausibility.. Simpson SIM119-Tie Coinfinny tnc; 5956 W. Las Positas Boulevard Pleasanton, CA 04588 Phones 925.560.9000 Fax: 925.847.3871 www.strongtie.com t� Anchor DesignerTm Software Version 2.4.5673.30 m $: Steel �Ogn91h of Anchorin Shear (Sec. D.6.11 00r 4 ._ d.. &ftOVw (ib). 21090 1.0 0.65 13709 Company: Summit Structural Design = y C, Anchor DesignerTm Software Version 2.4.5673.30 m $: Steel �Ogn91h of Anchorin Shear (Sec. D.6.11 00r 4 ._ d.. &ftOVw (ib). 21090 1.0 0.65 13709 Company: Summit Structural Design I Date: 110123/2015 Engineer. Andy Johnson, P.E. Page: 4/5 Project: Pass Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-meil: andy@summitchico.com 9. Concrete breakout Strength of Anchor in Shear (Sec. D.6;2) Factored Load, W. (lb) Design Strength, oV.. (ib) Ratio, Shear perpendicular to edge In x -direction: Steel 1175 13709 W. = min(7(1./d.)o1Vd,J.,dre0.r'.e: OA dr c,0-11(Eq. D-33 & Eq. 0-34) Pass T Concrete breakout x- 4700 4 (In) d, (in) a, & (psi) c.r (in) Ve. (lb) Pass (Governs) ' I) Concrete breakout y- 8.00 1.00 1.00 2500 24.00 52909 0.03 Pass (Governs) ,,vVo.. (Sec. D.4,1 g Eq..D:31) 4700 164057 0.03 Ati�, (int) Avm (in) V44V ' 1114.v y'c,v Y Y Va. (lb) 6 OVogr (lb) 1836.00 2592.00 1.000 0.896 1.400 1.000 52909 0,70 32902 Shear parallel to edge in x -direction: Vey - mini7(1./d.)0-2dd.Aadrec,l's; 9 i �rcc,rI (Eq. D-33 8 Eq:.0-34) b (in) d. (in) ,t, Fe (psi) c.,.(in) Vnq (lb) 8.00 1.00 1.00 2500 23.50 51264 6Vdv, = d(2)(Avc/Aw.)'&vY'aavYlc,vY%,vVov (Sec. 0.4.1 8 Eq. D-31) A* (Ind A -v. (In=) Y;� v /'w,v Ys.v 'Axv Vcy (Ib) ei Vim(Ib) 1797.75 2485.13 1.000 1.000 1.400 1.000 51264 0.70 '72686 10. Concrete Prvout Strengt,31 of Anchor In Shear (Soc. D.6.31 4Vcap = ¢kroNens = Okp(Aox/iinee)Y'ern 1'.4wY uNb (Eq. 0-41) iron At& (in') k" (in') Y Ata 1&011 Y%tl 'V�,v M (lb) 0 (Ib) 2.0 2601.00 2025.00 1.000 1.000 11250 1.000 72986 0.70 164057 11. Results _Interaction of Tensile and Shear Forces (Sec. 0,71 Tension Factored Load, Nue (lb) Design Strength, oN, (lb) Ratio Status Steel 2475 26363 0.09 Pass Concrete breakout 9900 82029 0.12 Pass (Governs) Pullout 2475 107106 0.02 Pass Shear Factored Load, W. (lb) Design Strength, oV.. (ib) Ratio, Status Steel 1175 13709 0.09 Pass T Concrete breakout x- 4700 32902 0.14 Pass (Governs) ' I) Concrete breakout y- 2350 72686 0.03 Pass (Governs) Pryout 4700 164057 0.03 Pass Interaction check Nv./dN;, V,,4y* Combined Ratio Permissible. Status Sm D.7.2 0.00 0.14 14.3% 1.0 Pass PA88 (1"0),Wth hef 15.000 Inch meets the selected design criteria. Input data and results must be checked for agreement with the'exisling circumstances, the standards and guidelines must be checked for plausibility. S mpaon Strong -Tie Company Inc. 5956 W. Los Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax; 925.847.3871 www.strongtie.com W�M. Version 2015.05.05 (5/5/15) by A113G-GS ;� ' 8'�JiL.D7NG SYS7�"EA9S GRCfiJP 1050 North Watery Lane' , Ph: (43 5) 919-3100 Brigham City, UT 84302 Fax: (435) 919-3101 STRUCTURAL DESIGN CALCULATIONS 4 FOR. HPC CONSTRUCTION 1916 CAMERON LANE a CHICO, CA 95926 PROJECT BUTTE HPC CONSTRUCTION SHOP COUNTY 1916 CAMERON LANE CHICO, CA 9 926 OCT 2,9 2015 NBS ProjectNo. U15EO708A DEVELOPMENT -Design. Engineer = Kody Braun SERVICES n Stamping Engineer = Grant Roth, PE PERMIT • Bu ITE COUNTY DEVELOPMENT SERVICES REVIEWED FOR PROJECT DATA CODE COMPLIANCE Structural Design Calculations -Pages 1 DATtxo i oy L p/QROF ESS / , 222��\ 0.':77055. m ` _ .... C 311016 ,Name: Grant Roth, PE n \CIVIL Title: Professional Engineer F OF' CAL 'Affiliation: Nucor Building Systems Date: October 22, 2015 Professional Seal . The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Building Systems, a Member of MBMA, and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. M B M Excellence from the ground up ACCREDITED AC472 U15EO708A KMB ,,// Al of 41 ■ 1'�•;�- .. � • -.. 'Project No, :. � � U I"SE0708A B lJ"/ L 1 N G S GROUP -Description: HPC CONSTRUCTION SHOP, -AOTVISIONOFNUCORCORPORATiON _ Etigineer..:.• - KIv1B- ' Wind Loading per ASCE 7-10 Date 10/13/2015 - (with AISI 2007. Specifreation and 2010 "Supj lement to the 2006 JUBMA Manual), Version: 2015.1:26 (Date: 01/26/15) By NBG-GS Building.Name Building A Building Type: • Gable Roof: Nucor Classic RootTm. Bldg. Width JB]: 60.0000, " Dist. To Ridge IW]: 30.0000' Bldg. Length ID]: "40.0000'' Left Eave Ht. (LE141 i F, 1.0000' 1 P,�, /. Right Eaw'Ht.IREH]: 11.0000' `Bay CS Left Roof Slope: - 1.50:12 T ! i Right Roof Slope: 1.50:12 LEH CE Bay Width [Bay]:. 18.0000' GE GS:' I/ Purlin, Trib Width IP]: 3A000" - % . EW Girt Trib HWD t `��GE]; 5 0000' _ SW Girt Tr--r- ib.t:1(GS]: 5.0000' B• EW,Gi�rtL�ength 17:0000' SW Girt Length: 18.0000' �+ • 1�(:� lir.: •.,,, -Parapet:EWCol Trib.,d• : f SW Col Trib:Width,rCS]: 8.0000' Opening Area: EW Top -of -Parapet; !L�oadingnforn anon °F;� �` '"t f 1' Wifid-Soeid:j 110 mph Building Porosity: Enclosed Wind Exposure: C' -Interior Partition Walls? No h: 11.0000'. Kd: 0.85-- KZr 1.0.0 ' Rit 1.06qh: 22:3,5 psf i K. or Kh: 0.85 G: 0.85, GCP;: 1,0.18 , components aid�Claddng,`Wall"s` �'` r - a = 4.00 ft: Tributary, Pressure Suction Suction Area - Zones 4,5 Zone 4 Zone 5 Item (ft') (PSB ."(pso (PSB. 0� . s ~• 7 i sQ h Sidewall Wind Column 88 20.78 22.80 -25.48 . .................... :. , Endwall Wind Column 220 19.371 -21 38 -22.65 ..• ... ... �a Side��.all Girt 108 2047 -22.48-24.84. ...................... ...... ... ... I' I EndAvall Girt ' 96 20.64 _ 22:66 -25.20 ......................................................I.............................. Wall Panel 8...:.. 24.14 26:15 ' 1.....'32.19 Note: Value of GCp in results above reduced by 10%, pet Note 5 • 0 Figure 30.4-.1 since slope angle. is < 10°. U15EO708A KMB' A2 of,41 • "s 'x � '� t Ril .. r Wind Loading Continued.. s F < •.F W I1e , a P>arapetStructu�ral ` �.a., Case 1: Windward:.Total Load 4 ` Maximum `Windward: Leeward: 'Case 2: Leeward Total Load'Projection Kh P, qp €Total Load:Total Load * ss t * " * ' Item (ft) (Psi' ! (psn (psi >' BSW Parapet s' ...:......... FSWParapet ,......................i......................i.....:r Y EW Parapet + ... ' ..... ........ ........ ....... r ....................... .. � • .C monentsaii�dGlad�d --1 a 2a \ f-- --I a r� APPlicable Roof Slope'Angle =' 7:1.3 deg 3 3. 2 a a ,! d,=.-4.00 ft. } y` �:' ,., �• ' I Suction m Zones + Tributary Pressure a� I•' I I r �. " Acca All 1 2 2,.. 3 3. t .n' z ,-� z z ,� '- Item t `(ftZ) (Ps�y. (Psi (Psi (Psi !.(Psi (Pso Nur 108 16 00, 21 90 -30.84 -48.72 r ....... ........ ...................................... Panel 4 . 16.00 24.14 42.02* ' -62.14 Fastener 4 �' 16.00 _24.14 -4202 - 62.14 3 3 I_ 2 13 Values 6eloiv are.for Overhang Portion of Roof. -t .- o Purlin/Jots[ 108 + 4917 55.88 = " .. _ . ..... l..... - .. .. .a.. ...i ............. r .... - - Panel 4 -49.17 -82.70 . h ........... .... ....... ... .... c ____ .. ...... ~..i ................................................ - ' .Fastener 4 "� -- -49.17 -82.70 - , ... ............ 1\12111 WIC a�.ara �•3-c � - ". w,r u••r.- a � nd Force Resisting Systems (7 ransuerse��md Di�reehon). - r Applicable Roof Slope Angle = 7.1.3 deg I a= 4.00 ft: >: ; 3 * Transverse Wind Direction•.; 1 Item . WIR ' WIL W29 W2L W311-' :. W3L - W4R W4L ' f: - • f C1 6.60 -0.13 0 24 `' 0 49 Inte+nal Load (psf) 1338 2 90 33 10 9� r .. .. .... ........ .. _ ` Suction - Cz: 0.51 0 21 -0.87 0.57 --- " Load (psf) 11,40 ry -4.50 19 45 12.64 * - Wind Direction ...... ..... ................ ...... .... 4 ` CT -0.21 =0 51. S 0 57; 0.87 " $ ' WIND W 1 R W 1 L Load (psf) 4 59 E 11 40 12x64 19 4� ..... ....... ......I r..,. ......... < > .::.................,......................... ... ` W3R W3L C4: 0.13. " 0.60 -0.49 ` 0.24: •: ---- ---- Load (psf) _2.90 13 38 10 95 33 x • _ . .... .................I....... .................... ..;...,..:.....:... • je- e CS 0 27 0 27 0 63 0 63 Load (psf) 6 03 6 03 14 08 14 08 : ...... .:.. ... - -�.`... C6: -0.2'7 .'-0 27 ' 0.63„ ,-0.63...InternaLoad; (psf) -6.03 -6 0.i -14.08 -14.08 PrssuNet* (psi a 54 �' a s4'l,4.54 4.54,Wind Directi.c • ' Edge Zone Pressure Coefficients' " WINb:W2R W2L �! V1'2R - t 'VVIR & W1L & &••.,.. W2L & W4R W4L I " Item W3R W3L W4R W4L CLE: 0 82 -0.28. 0.46 -0.64 , 1 t s •.. - Load, 2E , ,�. .. ..PSS ......1.. 26 : w -6.25 10.21 1430 r '.3 1 9.. t.:..... C2E: -0.89 -0.37 -1.25 -0.73 L : -16.38 t .. 4 oad :(psf) 19 89 -8.33 27 94 .. .. ..... ........... :.:.... lE .: ..... • • - h E -0.37 0.89 0.73 -1125 .r • C 33 4 ' as C4E _0 28 829..: 0 64 0.46 .38 4.... ! - Lo 5 Load (pst) 6 25 18.26 14'30 ' 10.21 X :4 ..., _............................................................................. .... 4B. "Net Lat < 16 psf Add additional pressure to windward wall. "' ��'°ks- + ' • \bte:'For Gone 2/2L or 3/�C;.the xa indward zone width shall be 27.50 ft., . •2a while the leeward zone w yt idth shall be 32.50 ft.'per Figure 6 -10 -note 8. •f U15E0708A1 '+'. }, KMB i '- A3 of 41 Wind Loading Continued... Mau W,fln ce , s stingaSystems (l o get d nal Wind Direction) U15EO708A Wind Uplift for Bracing Input: -7.82 psf Longitudinal Force Resisted by Bracing: 6.32 kip Total Longitudinal Net Pressure Applied to Building: 16.35 psf Total Longitudinal Force Applied to Building: 12.63 ,kip Applicable Roof Slope Angle= 7.1.3 deg a = 4.00 ft. Longitudinal Wind Direction ................................................................................ ........... ...... ........... .......... .... I Item W513 WSF W613 W61T W7B W7F W813W8F i C L -0.27 -0.27 0.63 -0.63 -- --- rnal Load, (psf) -6.03 -6.03 -14.08 -14.08 ---- = --- -- tion :.: F ............................................:......................:..............................................................................--- ................ ��������' .. C2: -0.51 -0.19 -0:87 -0.55 -- `` Load (psf) -11.40 -4.25 -19.4 12.29 -- ...................................................................:................................... .................................................. - ,....................;..... .......... C3: -0.19 -0.51 € -0.55 -0.87'- WIND W5B W5F Load, (pso -4.25 -11.40 i...:..................1......................,.....................,............................................................................................ € -12.29 -19.45 --- ---- ---- ---- W7B W7F ............................................ C4: -0.27 -0.27 -0.63 -0.63 Load, (pso -6.03 -6.03 =14.08 -14.08 `: -- - s -- - --- s ....................... ...................... ......................1...................... t...................... <........ ..............G......................1......................1..........:...........1....................... CIE: -0.30 ` -0:30, -0.66 -0.66 ' Load,(psf) -6.71 -6:71 -14.75 -14.75 € -- -- - - --- Internal ..................................................................:...................... C2E: -0.89 -0.35 -1.25 ........... -0.71 ................. ---- ................ --- ................ ---- ................. --- PreSSUPe pO Load, (psf) ..................... -19:89- ....... -7.82 .......................... -27.94 .......... -15.87 ............................................... --- --- ---- ...... --- .............. . C3E -0.35 -0.89 � : 0.7 L 1.25 € ---- . a °ao Load, (psf) -7.82 -19.89--15.87 -27.94 ---- ;...................... ---- --- ;....................... --- WIND W6B W6F C4E: -0.30 -0.30 ...................... € -0.66 ....................... ,...................... -0.66 ---- ..................... W8B W8F Load, (psf) -6.71 -6.71 -14.75 -14.75 - --- ..................................................................................... .. End -Wall Pressure Coefficients W513&.... WSF &' .W6B &, = .W6F.&.... Item W7B W7F W8B W8F 26 C5: 0.58 -0.11 - 0.22 -0.47 l Load, (psf) 12.96 ` -2.46 1 4.92 -10.50 C6c -0.11 0.58 0.47 0.22 3E I3I i Load, (psf) -2.46 12.96 -10.50 4.92 1B CSE: 0.79 0.25 0.43 0.61 '. h Load, (psf) 17.66 ................................................................... -5.599.61 -13.63 _-- 5E q. C6E: 0.25 0.79 0.61 0.43 5 Load, (psf) -5.59 17.66 -13.63 9.61 4E U15EO708A Wind Uplift for Bracing Input: -7.82 psf Longitudinal Force Resisted by Bracing: 6.32 kip Total Longitudinal Net Pressure Applied to Building: 16.35 psf Total Longitudinal Force Applied to Building: 12.63 ,kip a Y41, � N V C R. f .1, ProjectNo.� U15E0708A " •' UIL�ING >S'S G R O EJP Description : HPC CONSTRUCTION SHOP , • :' �. ;,• f- . -, ADNIs10N oFlaucoR.00RP0RAn014' - - "KMB 'Eng 1 f 'Engineer: ading er ASCE 7-10WtndLt Date . ' .10/13/2015, - ` . W�a11She'etmg Spans � - _ � •�; , (with AISI 2007 Specification and 2010 Supplement to the 200¢ MBMA Manual.) + Version 2015.1.26 (Date: 01/26/15) By NBG-GS i t Building Name: Building A t t4 • '• ' " Wall Panel Selection: Classic "CW" Wall Panel 26 Gage;A653 Grade 80w ith Fy = 80 ksi, Fu = 82 1. ksi . + w { Deflection Limit A L/60 �` _"� #,. a = "4.00 ft.' �, • Tributary Pressure'Suction E Suction: ~ _ Min. Girt Thickness for Fastener. Checks: 0.060 I,?' _ Area Zones 4,5;' Zone 4 = Zone•5 ' • Item OtZ) (Psi (Psi (Psi • i Wall Panel 8 14.48 -15.69- : -19.31:, .: �; Simple Span (ft) —� 7.50 7.50 7.50 P. ": J. ' t .2 E ual S ',(.$�—' 7.50 7.50 7.50 — --- 3 Equal: S ans ' (ft '-> 7.50 7.5_0 7.50 > �0 s�l -a Fasteners (ft) - 7.50 7.50. > I Note: These Panel Spans are Based on Values Found In the L -DM. Section 6.9 e ' R'oofeetingpans Dead Load (psf) s' ' 0.00: 'Collateral Load (psf) 0.00` Max Live/Snow,Load (psf): Roof Panel. Selection: ; Classic "RPB'' Roof Panel •26 Gage A653 Grade 80 with Fy = 80 ksi;-Fu = 82 ksi Deflection Limit:,,L/60 . r* I Minimum Purlin.Thickness for,Faste'ner "� 0.060 '.� Seaming Option for Interior Zone, (Zoned): N/A Seaming Option for Edge Zone, (Zone 2):, N/A 4 �! Ir Seaming'Option for Corner Zone, (Zone 3): N/A ' • -, • a 4P00 .ft. •- , ' `3 2 33(:2) 1'eSSnl'e Suction In Zones ti:•� .� 1 All l 2 r 2' 3 '— 3' Item (ft,) (ft.): (ft) (ft.). (ft.) Roof Panel,"(psf) '. 22.20 -14.48 =25.21 - -- -37.28 ---- z 6 z 210', z- •` —Simple Span 5.50 5.50. 5.50 5.50 }' I I I= I 2 Equal Spans 5:50 5:50 -*'5.50 5.50 • : ' ------------- I I t :, . I 3 Eqr�ual'Spans 5.50 0:50 5.50 '5:50 -- I ' '+' sL z s s I z 1� ° lSearning'/ Fasteners • , --- 5.50 _i 5 50 550 a . `? ,} Note: 7`hcse Panel Sp Insure Based'on Values Found In the EDM. Section 6.10. 7 ! p p U15EO708A 1 r' t �x + r 4;� KMB . t r A5 of 41 ! IBC 2012 Seismic Considerations: Inpul Daln Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) - Spreadsheet Revision Number 2015.9.1 Latest Revision Date ,9/1/2015 RuildinE�Data•Input: , Building A _ 'Project N.J? R!�%a'"�Irl k `s.,U15E0708A ;" * `'=I� Description: �HP,C COi�'ST1tlIC ffON;SHOP V Nature of Occupancy. - 1@€S'tand�rd€Buildings aj Engineer: nk�!•i`K7�4B�`,�'.., - Gable/Single Slope Date: 10/16/2015 r Building Width 6000'fect Building Length Distance to Ridge (from BSW) 30 00 "feetl ; Roof Slo e, s:12 slo e'to BSW - Low Eave Height (Front SW) t�I OOlfect''d�{ - • " - High Eave Height (Back SW) ';'�, 1 -,`11 - - - - - Mean Roof Height 12.88 feet -Roof Level Diaphragm. P g _ x' `)`: i lv1'lealble � ` - - •1)'cte. ASCE 1 states "Where diaphraSmu arc not flexible, the design shall 'include the torsion moment' .Mezzanine Level Diaphragm".t„q"1 ,;,',None, ;t;, 'x ir°r ' plus the accidental torsional moments caused by,an assumed 5% displacement in either < dircctionaof the building masses. Due to the configuration of rigid frame metal buildings, } accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragma rigidity shall only be applied to die longitudinal seismic talcs. - - Seismic Data Input: Short period response acceleration, Ss .'(I'I •,�'Ssy., „s,0 G (0_411 *•Note: ASCE 7 Section 11.4.2,states"Where the sod properties are not known,in sufficient detail to . _ I -second period response acceleration, Si X514 �`.0 2761' determine the site class; Site Class -D shall be. usedunless the authority having jurisdiction or )" € geotechnical.data determines Site Class E or F soils are present at the site. As a result, Site .y�� Class D will be'uscd on nearly all buildings. ' - Site Classification y,;�nD,,.e;t`�-., - Roof Loading: • *""Note: 20% of flat roof snow load used In seismic dead load calculations per NBS standards when Flat .r • + x - / 1 roof snovidoad is greater than 30 psf. DO'\OT include snowdrift loads in seismic dead load. Lateral Frame Self weigbt(SW)a�'.91tt's(e.".,!+- • Roof Dead Load.(RDL) -;�`�•2'OOpsfi�t�:8 .. - - Roof Collateral Load (CDL) - ;§;•"„ 5 00 sf€' ) '-Note: Full Height Hardwall is applied at mean roof height (mrh) at Endwalls: Enter the height • Roof Self Weight (Bracing, Beams etc.)required to account for the full dead load of die wall. Roof Snow (Pf) iei 0.00„"`sfa tsar • . , - - '' Exterior Wall 41 .(Left EW) Loads: r Exterior Wall#3 (Right EW) Loads: p Full Height Wall O Full Height Wall w/ Parapet FWl Height WallQ Full Height Wall w/ Parapet • '. * Q Partial Height Hardwall Q Partial Height Hardwall w/ Parapet Q Partial Height Hardwall O Partial 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) Wall Length , ' ' - G0.00'feet. _ Wall Length 60.00 feet Top Elevation 12.88 feet •""• `• Top.Elevation - - 12.88 feet �'•*""' w. . Wall Weight;t,, Wall Weight Exterior Wall 42 (Front SW) Loads: ' Ei-terior Wall #,4 (Back SW) Loads: " .. Q. Full Height Wall _ O Full Height Wall w/ Parapet_, r •'..t OO FWI,Height Wall• _ w p Full Height Wall w/'Parapet , Q Partial Height Hardwall • O Partial Height Hardwall w/ Parapet O Partial Height Hardwall Q Partial Height Hardwall w/ Parapet ❑ Exclude Wall in Longitudinal Seismic Calculations: (Shear Wall Supports Self Weight).` '` ❑ Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevations 11.00 feet - Top Elevation 11..00 feet , Wa11.Weight'- ., --.exi�3-0t),',-'sft..' Wall Weight r fi Interior Wall 45 (Partition) Loads'.Note: The weight of a concrete or masonry wall maybe excluded from the seimic load calculations - • - - for lateral / longitudinal' seismic force resisting systems, provided that details permit .Q Fit]] Height. Wall • - -Q Full Height Wall w/ Parapet -. - - unrestrained movement of the seismic force resisting system relative to the wall. (This Q _Fit]] Hl Height Hardwall Q Partial Height Hardwall w/ Parapet - exclusion does not applytn metal panel walls, wood, EIFS, or other flexible wall systems that are attached to die building fiammg at several points.) Per MBMA "Seismic Design Guide for Metal Budding Systems. • . , ❑ Exclude Wall in Lateral Seismic Calculations: (Shear Wall Supports Self Weight) -Top Elevation 12.98 feet """• - .. " Wall Weight Page 2 of $ 10/1612015 - U15E0708A KMBt A6 of 41 !!:{. ~,} ,t,•'u �� • �, ��,' _ ', ' IBC 2012 Seismic Considerations: (Continued)- 'Inpmoma Equivalent Lateral Force Procedure (per ASCE 7 Section 12.8) - I' ° , +' -+ "' ' ° Spreadsheet Revision Number: 2015.9.1 t ` + ' s 'r y • *° latest Revision Date : 9/1/2015 ' •+ 5• ' Project No.: a U15E0708A t v • `•i E ! ~ " }+ Description: HPC CONSTRUCTION SHOP . ' . i "rw . , • Engineer: - KMB • s Date : 10/16/2015 ' Mezzanine #1 Loads: -i- Mez7anine#2 Loads:. iFloor Dead • , 1^'. P Floor Dead Floor Collateral " • .. Floor Collateral n Estimated Joist weight #4, "". • • `. Estimated Joist weight Floor Live ••+" I, Floor Live' t Q S"e ❑ Parution Ioatnng ' ' i' ❑ storage ❑ Partition loading Partition load .. Partition load Elevation j Elevation � 1 ` ****Note: 1) 25% percent of Floor Live Load used when me7z'anine is designed for Storage. (Typical storage loads are 125 psf or greater.) ' - Put in full live load! Crane Loads : Aisle 41 w Crane Loads :Aisle #2 Number of Aisles with this crane info.- ♦ Number of Aisles with this crane info. s Crane Type: (TR / UH / Mono) :. •'TRDG." f` Crane Type: (TR / UH /Mono) TRDG •Crane Beam+Channel _ •+ •+ Crane Beam+Channel • .,, - • Independent Crane Column ' e 1� Independent Crane Column .. Rail Wt Rail Wt • ' - - 0.00 If - ..*': 000 If ! . r Bridge Wt. .. } I , . Bridge "It. t P p - • Hoist & Trolley - `� [ , s-1 Hoist & Trolley, Elevation Elevation Y.- , Crane Loads : Aisle #3 P , J7 r r •Number of Aisles with this crane info. r � ♦ �• F Crane Type: (TR / UH / Mono) TRDG; I •T« ��. -Crane Beam+Channel � • , - ' Independent Crane Column - Rail Wt - - 000 plf- • + Bridge Wt. Hoist &Trolley _ J r ^ • - 'tiI r LElevation + _ I •. 5 ' - . .*" • .. y ti �r' - .'t, .. -fit'• P' - it �Pagc3of8 , • - _ . S �+ ,yY •.`�•+ A,l: .k U15E0708A ' + , •; ` ' + !' 10116/2015 ' i5 KMB A7 of 41 1\4:Ulhstg_m Illstf lbuliuo: _ - - Alt. Roof Weight:: 12.38ptf -. `: Alt. Panel Load: 0.020 kipslfJ. 5eisntic"''`Constder}a(ions„ Eff:7Seismrc3lelgFit Elen�ation 1, trrerh�alrDtat - lV, h, , 'Factor f§- IBC 2012 Lateral Seismic Calculations: Roof Loads - L=ral Um (1) - :, � - • ' ..Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) •.r 12.77 ft -kips " '. Spreadsheet Revision Number �. 2015.9.1 ' 1 - 2318 lbs - Latest Revision Date : 9/1/2015 - Frame Description Location- F0: ' . Exterior Wall 92 (Front SW) Loads z li�911101 5.50.feet '- ,352 - 0.05 kips: .. Project No.: UI5E0708A ` Building Data Input Echo:-''. Building -< - - -. - - -Description: HPC CONSTRUCTION SHOP .. .. 0.05 kips 0.30 ft -kips Engineer:KMB" „ Occupancy Category If 0lbs Date : 10/16/2015 ` Seismic Force Resisting System 0tR'"id Frame`3- ------------------ • Gable/Single Slope - Gable ,. --' _ Width - 60.00 feet -- Crane Aisle 93 - Length . .. - 40.00 feet - Distance to Ridge 30.00 feet - - - Roof Slope, s:12- .r 1.50 :12 Low Eave Height 11.00 feet .0lbs High'Eave Height _ 11:00 feet Mean Roof Height - 12.88 feet - 9477 - • - - Bay Width €fir€ &I O",,"67fceta 1. 233 kips Frame Located at Bay; . Left Endwall O Interior Frame - - p Right Endwall - p In[. Frame w/ Partition r Hardwall (SW) Information: ^Roof Concentrated Load Information: t - -• _ Wall Length Exterior Wall 92 (Front SW): Wall Length Exterior Wall #4 (Back SW)-, Roof concentrated loads: Mezzanine information: - Crane Information: Is Mez #1 or 82 Considered a Story? Loading Area - Mezzanine 01._ .F �e a ""` Quantity of Cranes / Bay Aisle #1: - % Concentrated Loads -Mezzanine 41: I .�.t<e ..s` •.a.• .. `� • •1 Length of Runway -Aisle 91:-- -Rl:�ii7' _ , ,. ..e-n,n x€`6? '"• , - - Loading Area - Mezzanine 92:. € taw-i.'`.,i" `€ 'r • Quantity of Cranes /Bay -Aisle N2: ' Concentrated Loads -Mezzanine 9i.a ,, -,, ;tf ��rd kn1Y Length of Runway - Aisle 92: Seismic Data Input Echo: Quantity of Cranes/ Bay - Aisle #3: m K., fTig"- + 1 - Length of Runway -Aisle #3: ,}n..,.<�•,,,<ty r di Short period response acceleration, Ss Ss= '0.618. { .. -" I -second period response acceleration, SI •' SI = 0.276 • •Note: Enter quantity of cranes for one aisle only; DO NOT�imcrease the - crane quantities when crane information is used for more than one aisle.. - Seismic Data Output: _ ... - "Note: "Enter runway length, DO NOT double ruilwiy.length as other seismic - Occupincy Importance,Factor, le _ - 1.00 ,sheets haveaskedyou 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 states, "Where different seismic force -resisting. - Max spectral. response for short periods (Eq 11.4-1): Sms = 0.807 ,`,systems are used in combination to resist seismic forces in the same direction of structural response, ' Max spectral response. for I -second period (Eq 11.4-2): • Stn I = 0.510 ' other than those combinations considered as dual systems, the more stringent system limitation - Designspectral responsefor short periods (Eq 11.4-3): Sds =,0.538 contained in Table 12.2-1 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 be greater than the least value of R for arry Seismic Design Category' - D' - . 'of die systems utilized in that direction. The deflection amplification factor, C,t,'and the over-- Response Modification Coefficient, R: + 3.5 - *tO strength factor, 52;,- shall be consistent with R required inthat direction- excluding buildings with a " 'System Overstrength_ Factor.. Do: _2.5 - +*• • risk, category of 1 or 11, and flexible diaphragms. In which case insisting elements are permitted to - Deflection Modification Factor, Cd: ' 3' • ++� referenc , be esigned for the least value of R for each independent line of -reference. s . Building Period Coefficient,• Cc - 0.028 _ - Approximate Fundamental Period, Ta (Eq.12.8-7): 0.216 - -. Seismic Load Output: t ^ tr. Seismic Base Shear, V (Eq 12,8-1) 1.23 kips ca�.,',.�" aad,.�..ea r-�arr.•�a.,r r. ra„ n R_1 r.. 17 R_fi1 n I id ... Ilierrihnrinn FrnnnPnt -4 n n0 1\4:Ulhstg_m Illstf lbuliuo: _ - - Alt. Roof Weight:: 12.38ptf -. `: Alt. Panel Load: 0.020 kipslfJ. 5eisntic"''`Constder}a(ions„ Eff:7Seismrc3lelgFit Elen�ation 1, trrerh�alrDtat - lV, h, , 'Factor f§- Seismic Force Scismi R Btoment , , FrinicUnitornlWaadts F, v RoofWeighr. Panel Load: Roof Loads 6455 lbs 12.88 feet 6455 0.99 kips 12.77 ft -kips 11.91 p5f - '. 0.020 kips/ft Exterior Wal l kl (Left EW) Loads -.. 2318 lbs - 6.48 feet 2318 ' 0.36 kips.' 2.31 ft -kips IWMIF,rame R-oneen(rate�`tl..oad`s - Load .Elevation. ' . Exterior Wall 92 (Front SW) Loads 352 lbs .. 5.50.feet '- ,352 - 0.05 kips: .. 0.30 ft -kips 0.03/,kipc-' 9.67 feet Exterior Wall k4 (Back SW).Loads `- 352 lbs' � 5.50'feet 352 - 0.05 kips 0.30 ft -kips 0.2t1 kips 9.67 feel Crane Aisle 91- .:� 0lbs - ------------------ Crane Aisle 92 0lbs - -- - - -- --' -- ~--- -- Crane Aisle 93 - 0lbs -- -- - - f -- -- Mezzanine 91 0lbs - -- " Mezzanine42- - .0lbs Totals 94771bs - - 9477 1.46 kips - 15.68 ft -kips Frame Buse Shear: 1. 233 kips Paye 4 of 8 U15EO708A KMB A8 of 41 -t t- iVtullistorV.DISfrlhUtiott. . • _ ••,' y�- ` ` - err ' ^FleFation x WrticalDis[;'%:.:S6smicForce _.h. Factor,C,�; r,4 ,•• - 'I .fiA Seismic Base Main ent`.' �.e, Roof�VeighC• - net Load: + , Roof Loads .. .'" ,-r •,� 12.88 feet • . 15125 +;_~k. _ " 29.93 ft-kipsT - lll.08 pef 0.039 Aips/jr 4 0lbs -- t sLateral •, "er 'J .. _: � TBC 2012 Lateral Seismic Calculations: Lead Cates. (2) ' Exterior Wall 92 (Front SW ( ) Loads j _,� •. Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) 825 , ' - Revision Number: 2015.9.1 ' rA . . j' ; '" -`• + . Exterior Wall #4 Back SW Lcads' , - ( ) ,Spreadsheet - ' t. Latest Revision Date: 9/1/2015 5.50 feet 825 Frame Description Location: i FL2 0.071 kips - 9.67 jeer - '" � - _,,,+ _ _ � ,• t 0lbs Project No.: U15EO708A ' Crane Aisle 93 Building Data Input Echo: Building A • - , r Description: HPC CONSTRUCTION SHOP r ' t • Mezzanine #1 Engineer: KMB ' e ,.'' Occupancy Category .' 11 -1 -- ' - Date : 10/16/2015 e• • Seismic Force Resisting System + R id Frame I . e. _ .- • Gable/Single Slope - Gable ' Totals - -16775 lbs - Width 60.00 feet 2.58 kips - 31.32 ft -kips . s Length 40.00 feet + ' • Distance to Ridge 30.00 feet _ _ r r - * r. R. r Roof Slope, 5:12 - 1.50 :12 y .. •. y .- , Low Eave Height' 11.00 feet •• -� High Eave Heightµ - 11.00 feet i ' • • '- • • : ! r- • r " `. Mean Roof Height 12.88 feet - t �.,:y ' - • r' • t'. . Bay Width .t . Frame Located at Bay: ' r, t,• i_-: 4 - 0 Left Endwall O Interior Frame ' r • '?• • e'- ' O'Right Endwall '0 Int. Frame w/ Partition Hardwall (SW) Information: , • r . • Roof Concentrated Load Information: Wall Length Exterior Wall 42 (Front SW) 25.00 feef r Wall Length Exterior Wall 44 (Back SW): 25.601w t y • t .. Roof concentrated loads: r 0 _ .. • - _ . INlezzanine Information: r i +. Crane Information - Is Mez 91 or 92 Considered a Stcryv t a Loading Area - Mezzanine #I: + . '• Quantity of Cranes /Bay -Aisle 91. r ' t • ' + 'Concentrated Loads -Mezzanine #I Length of Runway - Aisle #1:•. Loading Area - Mezzanine 92: Quantity of Cranes/ Ba;- Aisle #2: , • ,.• ` -Concentrated Loads -Mezzanine 42:� `Length of Runway -Aisle 42: '•m .. �� q • tInput t �Seismic Data Echo: ^ Quantity of Cranes/ Bay -Aisle #3: •" ` - t - Length of Runway -Aisle #3: • '' ;�.. �. .. r % Shoneperiod response acceleration, Ss •. Ss= 0.618 I -second period response acceleration, S I Sl = 0.276 ±, *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. Seismic Data Output: ' - r "Note: Enter runway length, DO NOT double nativity length as other seismic Occupancy Importance Factor, le • ` 1.00 r sheets have asked you to do previously. , , • r • Site Coefficient Fa:. . `. Fa = 1.31 .. ' " Site Coefficient Fv: ? Fv = 1.85 ` 1MiNote: ASCE 7'- Sections 12.2.3, 12.2.3.1 through. 12.2.3.3 states, "Ngtere differem seismic force -resisting • - ' Max spectral response fol` short periods (Eq 11.4-1): t • Sms = 0.807 systems arc used in combination to resist seismic forces 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 systems, the more stringent system limitation _, • Design spectral response for short periods (Eq 11.4-3): - ' Sds = 0.538 contained in Table 12.2-1 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 r for design in the direction under consideration shall not be greater than the least value of R for any • Seismic Design Category: D r of the systems utilized in that direction. The deflection amplification factor, C,,, and the over- ver- Resp Response Modification Coefficient, R: 3.5 "94 'strength factor, 51,,, shall be consistent with R required in that direction, excluding buildings with a , • r !• System Overstrength Factor, Stn: 2.5 ••• risk category of[ or Il, and flexible diaphragms. In which case, resisting elements are. pennitted to DeOecuon Modification Factor, Cd: " 3 t•• be designed for the least value of R for each independent line of reference. - Building Period Coefficient, Cc 0.028 {, t Approximate Fundamental Period, Ta (Eq 12.8-7): ;1 0.216 r t ,a Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) , - ; • 2.47 kips -t Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.154 Distribution Exponent, k 0.00 • ; .. t- iVtullistorV.DISfrlhUtiott. . • _ Alt. Roof Weight-. Alt. Panel Load: UL55psf . 0.041klp.✓jr " 'Seismic Considerations, • ;.;±_„ _- LffSe6ioic.Weight K `�•_A1r;,- ^FleFation x WrticalDis[;'%:.:S6smicForce _.h. Factor,C,�; Seismic Base Main ent`.' •''.FrmneUniformLoads Roof�VeighC• - net Load: + , Roof Loads .. _ 15125 His 12.88 feet • . 15125 2.32 kips ._ _ " 29.93 ft-kipsT - lll.08 pef 0.039 Aips/jr Wall .- Interior U all #5 (Partition) Loads - 0lbs -- t .,• -- -- .. _: � :: .FtameConcentrated.Loads: �.h.`. Lead Elevation ' Exterior Wall 92 (Front SW ( ) Loads 825 His 5.50 feet 825 0.13 kips r 0.70 ft -kips 0.071 Aipr - 9.67 jeer . Exterior Wall #4 Back SW Lcads' , - ( ) 825 lbs 5.50 feet 825 0.13 kips - _ 0.70 ft -kips ., •~ 0.071 kips - 9.67 jeer Crane Aisle # I 0 His _ _ Crane Aisle 92 •' t 0lbs ' Crane Aisle 93 0lbs - - - Mezzanine #1 4- 0lbs Mezzanine #2_ 0lbs ' Totals - -16775 lbs - 16775 2.58 kips - 31.32 ft -kips Frame Base.Shear: 1.469 Aip.c r . _ .PNv i of 8 r . t ^^ 0U5E0708A KMB A9 of 41 A. �. t • r !•x r 1 Mtsti 0 �#pis nVution. - ' $ t IBC 2012 Lateral Seismic Calculations: J Alt. Panel Load: 02.022,kipsIft ...r+ Lateral Cciles.(3) ` - "Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) 6455'Ibs ". ". Spreadsheet Revision Number:, 2015.9.1 13.76 ft -kips 11.91 psj " 0.02/ kipx/j( Latest Revision Date:.... 9/1/2015 - .Frame Description /Location: F12231�'+s `"``` " t•�xil< y� E I'g" �ig rf- i`yd "" - -- -- x�i€� �;�NN �.�_�YS.'i5':E'��, �'t t.S.� .4@T b�"i, b<E a; •• � - Project No,: U I SE0708A " Building Data Input Echo: - Building,4. Exterior Wall 94 (Back SW) Loads - - Description: HPC CONSTRUCTION -SHOP . _ 0.32 ft -kips : - - Engineer KMB . • Occupancy Category . - ."` II , - - . - Date : 10/16/2015 " Seismic Force Resisting System ��Pos`tfi'YBeam`�, .Crane Aisle 92 O lbs Gable/Single Slope 'Gable . .. - - , Width 60.00 " feet -_ . Length ", - ..40.00 feet Mezzanmc 91 0lbs - - -' Distance to Ridge { :39.00 feet ,,1.50 .` .: - : - •. _. . Roof Slope, s:12 :12- -- - --• - -- - -` Low Eave Height " _ f1.00 feet Totals 94771bs High Eave Height •.-a 1`1.00 feet Frrinie Bare S'hea,.- - 1.328 kips + Mean Roof Height '", i : 12.88 feet - _ • Bay Width Frame Located at Bay:' 0 Left Endwall --' O Interior Frame - - p Right Endwall p InI. Frame w/ Partition Hardwall (SW) Information: Roof ConcentratedLoad Information: Wall Length Exterior Wall 92 (Front SW): Wall Length Exterior Wall 94 (Back SW)::"10 Roof concentrated loads;``�d.i .. - _ • - Mezzanine Information: '; Crane Information: • Is Mez 91 or 92 Considered a Story?- Loading Area - Mezzanine # 1-," " �`rysdapb..`a "�:'•'q (• _ Quantity of Cranes /4Bay - Aisle "#I: , . '' `?,q:jpy. • j ., Concentrated Loads - Mezzanine #I: `d ,,1'„',,y:;;'.t.,< .. Length of Runway - Aisle #1:?` M Loading Area - Mezzanine 92 i"^d y+(:. e t s e. - Quantity of Cranes / Bay - Aisle 92: - - Concentrated Loads -.Mezzanine 92: .�,„,,?�,` .,,�„i, `s,,, -" - -Length of Runway; Aisle 92: ;' ` Ta,„.0 WN •' Seismic DataIntut'Echo: Quantity of Cranes/ Bay -Aisle #3: _ '' � 1 " - - + Length of Runway '= Aisle 43: .t Short period response acceleration, Ss - Ss= 0.613 - ' I -second period response'acceletation, SI ., - SI = 0.276 *Note: ,.Enter qumitity of cranes for one aisle only, DO NOT increase the- - crane quantities when crane information is used for more than one aisle. Seismic Data Output: t " !!Note: Enter runway ietigth, DO NOT double tvneny length as other seismic Occupagry Importance Factor; le - 1.00 _ .. sheets have asked you to do previously. ' Site Coefficient Fat ' Fa = 6.31 Site Coefficient Fv: Fv = 1.85 01'"Note: ASCE 7- Sections. 12.2.3,'12:2.3'] through 12.23.3 states, "bVhere different seismic force -resisting Max spectral response for short. periods (Eq 1 14-1): Sms = 0.807' - systems arc used in combination to resist seismic forces in the same direction$f structural response;. " Max spectral response for I -second period (Eq 11.4-2): "$m 1 = 0.510 ' other that; those combinations considered as dual systems, the more stringent system limitation`' Design spectral response for short periods (Eq.] 1.4-3); 7Sds = 0.538. >• contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used Design spectral response for I -second periods (Eq 11.4-4): r. Shc = 0.340 - for design in the direction under consideration shall not be greater than the least value of:R fur :iny " -the " Seismic Design Category:' - �, �, .D - " of systems utilized in that direction. The deflection amplification factor, Q, and the over -,,- Response Modification Coefficient; R: - 3:25 '"' strength factor, 57,,, shall be consistent with R required in that direction: excluding buildings with a "".System Overstrength Factor, f)n: "' .. - 2 ""� -. risk category of I or 11, and flexible diaphragms. In which case, resisting elements arc permitted to ;+ Deflection Modification Factor, Ca:- ' 3.25' "'+• -' be designed for the least value of R for each independent line of•reference.' - • Building Period Coefficient, CL " 0:02 .�;- - - - Approximate Fundamental Period, Ta (Eq 12.8-7); . 0.136 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) - 1.33 kips' - Seismic Response Coefficient Cs (En 12.8 -Ito 12.8-6) 0,166.. Distrihutinn Fxnnnent k 0.00 - 1 Mtsti 0 �#pis nVution. - ' $ t Alt. Roof Weigh6 -" 12.38psf Alt. Panel Load: 02.022,kipsIft ...r+ ' Seism is Consider-ationss b�F,uctor-C Eff�SeismretWeigtit Elevation Ve"rtica�liDist �, SetMmR Force'a'^ Setsmia9 seKMumeni - _.: Frame Unifo Loads U x`, ..m �A��':. - Roof Weight: ..Panel Load: Roof Loads 6455'Ibs .'12.38 feet 6455 " ' 1.07 kips 13.76 ft -kips 11.91 psj " 0.02/ kipx/j( - Exterior :Wall 1 93 (Right EW) Loads - 2318lbs - - •6.48 feet 2318 0.38 kips 2.49 fit -kips Fjame1,Concent�at '131oads;„ _ - Load Elevation " - Exterior Wall 92 (Front SW) Loads 352 lbs - 5.50 feet 352 0.06 kips 0.32 ft -kips �" 0.033 kips, "9.67 jeer - Exterior Wall 94 (Back SW) Loads 3521b, 5.50 feet - 352 . 0.06 kips 0.32 ft -kips p, p;; kips 9.67 jeer ' Crane Aisle 91 -• t O lbs ' -- -- .Crane Aisle 92 O lbs =- -- .. - - • Crane isle 93 - Olbs- -_ Mezzanmc 91 0lbs -- • - -- .` .: - : - •. _. . •.'`- - Mezzanine 92 _ O lbs -- - --• - -- - -- -- Totals 94771bs 9477. 1.57 kips - 16.88 ft -kips Frrinie Bare S'hea,.- - 1.328 kips Page 6 of 8 - - - U15E0708A KMB A10 of 41 t - rage r of a , . 10/16/2015$ U15E0708A ;. t, ' KMB r All of 41 r IBC 2012 Longitudinal Seismic Calculations: I-SiwdlnalCalcs.. Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) t - } , Spreadsheet Revision Number: 2015.9.1 ' ' - Latest Revision Date : 9/1/2015 Building Data Input Echo: • Buildin A s ' \ f ..� - Project No.: U15E0708A _ - _ t' 'Occupancy <- Description: HPC CONSTRUCTION SHOP + Category' 11 •s ,,, v ' ,• Engineer: KMB Low SW Force Resisting System X. Bracing 4 - %• { - - Date: • - 10/16/2015 „ High SW Force Resisting System X -Bracing( ; , \ ' - - ' -Gable/SingleSlope - Gable . - _ - Width - 60.00 feet • Length + 40.00 feet , ' Distance to Ridge 30.00 feet �- �• - • Roof Slope, s:12 1.50 :12 Low Eave Height • 11.00 feet S •. / - * High Eave Height 11.00 feet • _ - Mean Roof Height ;h 12.88 feet _ + HardwallInformation: + _ Roof Concentrated Load Information: - -. -, , ' - - Wall Length Exterior Wall 92 (Front SW):` :40.00 feet - + Wall Length Exterior Wall 44 (Back SN'): 40.00 40.00 feel - + - Roof concentrated loads: - Oly = 0 Wall Length Interior Wall 95 (Partition): t 60.00 feet Mezzanine Information: Crane Information t ` ' - Is Mez # 1 or #2 Considered a Story? , - t ,. . `,Loading Area - Mezzanine #I: .r •, Quantity of Cranes - Aisle #1: * ' ' Concentrated Loads - Mezzanine 91: - Length of Runway - Aisle #1: • .. Quantity of Ind. Crane Columns - Aisle #1: ., Loading Area - Mezzanine 92: Concentrated Loads - Mezzanine #2: Quantity of Cranes -Aisle #2: Length of Runway -Aisle 42:* ' Seismic Data Input Echo: y - • Quantity of Ind.' Crane Columns - Aisle 42: - . Short period response acceleration, Ss • { • - Ss = 0.618 Quantity of Cranes -Aisle #3:"•' + ' 1 -second period response acceleration, SI + SI = 0.276 ,- Length of Runway- Aisle #3: • .. y Quantity of Ind. Crane Columns - Aisle #3: Seismic Data Output +• i r , ' *Note: Enter quantity of cranes for one aisle only, DO NOT increase the ' Occupancy Importance Factor, le 1.00 ' crane quantities when crane information is used for more than one aisle. ' Site Coefficient Fa: Fa = 1.31 Site Coefficient Fv: Fv= 1,85 Y •i Max spectral response for short periods (Eq 11.4-1): • •. + Snis = 0.807 '1 **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 I -second period (Eq 11.4-2):, Sm I = 0.510' systems are used in combination to resist seismic forces in the same direction of structural response, Design spectral response for short periods (Eq 11.4-3): Sds = 0.538i j. uther than those combinations considered as dual systems, the more stringent system limitation Design spectral response for I -second periods (Eq 11.44): SdI = 0.340 contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used Seismic Design Category: D for design in the direction under consideration shall not be greater than the least value of R. for any • Response Modification Coefficient, R: - 3.25 ., ' '* ,•• of the systems utilized in that direction. The deflection amplification factor, Cd, and the over- - System Overstrength Factor, flo: 2 • `+* strength factor, 0-, shall be consistent with R required in that direction; excluding buildings with a ' - Deflection Modification Factor, Cd: 3.25 ** risk category of 1 or Il, and flexible diaphragms. In which case, resisting elements are permitted to = Building Period Coefficient, Ci. r 0.02 be designed for the least value of R for each independent line of reference. " ' Approximate Fundamental Period, Ta (Eq 12.8-7): 0.136 ~ Seismic Load Output: M r Seismic Base Shear, V (Eq 12.8-1) " - 4.61 kips Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.166 4 r ' Distribution Exponent, k 0.00 Multisto Distribution" .Seiim is Consideratiane Eff. Seism mSVeigtia Elevation Vi-trca) Dist.' = Seismic Force Seismic Base btolri ent"; _ Roof Loads . 24199 lbs 12.88 feet t �, 24199 4.01 kips 51.57 ft -kips - Bt•acin Umfacmrlinuds' - �' -- - Exterior Wall #1 (Left EW) Loads ' 2318 lbs 6.48. feet 2318 • 0.38 kips 2.49 ft -kips Roof Snow: ' Seismic Dead W: 11.06 px Exterior Wall 93 (Right EW) Loads 2318 lbs 6.48 feet • 2318 t 0.38 kips :� 2.49 ft -kips -Total Seismic \W.. 11.06 pef - - Seism is Factor: - 0.166 t • Interior Wall #5 (Partition) /.Dads ' 0 his 6.48 feet -- -- -- BracingConcentrated Loads Load Elevation - Exterior Wall 92 Front SW Loads (, ) 1320 lbs - \ 5.50 feet . 1320 0.22 kips 1.20 ft -kips - - n.lnvkips il.nn fees - Exterior Wall 94 (Back SW) Loads • 1320lbs 5.50 feet 1320 - 022 kips 120 ft -kips . . 0.109 kips 1]. 00 Jeer- r Crane Aisle 91 Olbs• a -- - - Crane Aisle 92 Olbs [ Crane Aisle 93 Olbs - -- - -- -- - -- Mezzanine #1 Olbs - r Mezzanine 92 - 'Olbs Totals • 31474lbs - 31474 5.21 kips - 58.94 ft -kips BracingHaseShear: 4.610kipx - rage r of a , . 10/16/2015$ U15E0708A ;. t, ' KMB r All of 41 r Job #1 U15EO708A Description: PC CONSTRUCTIO Engineer: KMB USA � Span and_Loading Information Door Jamb ,, . Door Jamb Case 3 ; ' : ." "' Case 4' .' Member Length Unbraced Length - Major Unbraced Length - Minor ft. 12.333 - in. 147.996 in. 7.5 12.333 0 0' 147.996 0 0 7.5 • 0. 0 Cbx C by Cmx Cmy 1 1 1 1 1 1 1 1 1 1 1 1 ? Kx Factor Ky Factor 1 1 1 1 Weld Spc. for Box / I -Sections in. 24 24 24 24. Panel '' -Settings , !classi26 a PIT' -1, None • None • None • Top Flange Panel c 9.9e ....._ .. Bottom Flange Panel None • daseic26ga9e None None}}•� - --- --- --...._.......__....- -.� ..... - -._..---........ --- .... _.... _... L_.; Distortional Buckling Settings Blanket Insulation is Used? Top Bot ❑ Top ❑ Bot I ❑ Top ❑ Bot I ❑� Top ❑ Bot Members acing in. "60 60 :_ 60;. 60' A' lied Loads X-axis Uniform Load (+Dn) kip/ft 0 0 0 0' Y-axis Uniform Load +Dn kip/ft 0` 0 0 i r 0 Axial Load kip 1.44 1.44 0 0 , Mx Interior (+=Ten on Bot.) ft -kip 2.6 2.6 0 0 My Interior (+=Ten on Bot. ft -kip 0 0. 0. 0. Vx Shear kip ":0:75 a 0.75 0 0 Vy Shear kip 0 0 .. 0 0';. Stress Factor Result OK OK #DIV/0! #DIV/0! Max CSR 0.68 0.98 #DIV/0!' . #DIV/01 Section Information Inventory ❑ Use Old Inventory Section 8C060 8CO60 8C060 8C060 Configuration Single Single Single Single Desi n Loads a Max Mx ft -kip 2.6 2.6 0 0 Max My ft -kip 0 0 0 0 Axial kip 1.44 1.44 0 0 Vx= kip 0.75 0.75 0 0 Vy= kip 0 0 0 0 Stress Ratios Mx 0.56 0.86 #VALUE! #VALUE! My 0.00 0.00 0.00 0.00 Mx+My 0.56 0.86 #VALUE! _ #VALUE! P 0.12 0.12 • #VALUE! #VALUE! M / P 0.68 0.98 #DIV/0! #DIV/0! Vx 0.30 0.30 0.00 0.00 Vy 0.00 0.00 0.00 0.00 M / V 0.63 0.63 0.00 0.00 Deflection Results - . X -Axis Deflection in. 0.28 L / X 524 0.28 524 0.00 #DIV/0! 0.00 #DIV/0! Y -Axis Deflection in. 0.00 L / Y #DIV/O! 0.00 #DIV/01 0.00 #DIV/O! 0.00 #DIV/O! 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 ]-Sections are usually welded with 1.5 times the web depth at each end at each seam. Intermittent welds are usually V-24" o/c at each seam. U15EO708A KMB Alt of 41 • V C 0 R+ ' Project No. U15EO708A BU/L0/NGS 'GROUP • Description : HPC CONSTRUCTION SHOP` • ADIVISION OFN000RCURPUKA'I'IUN .' 'Engineer: - KMB - Bracing Components (AISC 14th Edition) ..:&,Date : 10/13/2015 per MBMA Research.Project 506 (CO 1992) &AISC Steel Construction Manual (141k Edition) T ` D Version: 2015.04.09 (Date: 04/09/15) By NBG-GS ! GENERAL INFORMATION: �` • ;- Select Brace Type: V Design Method ASD/LRFD/LSD ASD;, APPLIED LOADS:Height Load Magnitude (kip) by Load Case Load Location: (ft.) WL EQ CR CS , Tier Height; h : 11.2550777 • M j' Case Reactions: s Load Case Horiz. (+ = Right) Vert. (+ = Up) WL -1.500 -0.987 EQ -1.500 -0.987 CR CS � •�., . ..-. � .t . 1. � - w U15EO708A KMB �, ' A13 of 41 w U15EO708A KMB �, ' A13 of 41 } N V I= C3 R Project No. U15E0708A B V 1 L O 1 m G S GROUP Description HPC CONSTRUCTION SHOP ADrvtsrorroFN11concoRrORA•noN,' Engineer : KM B. , 'Bracing Components (AISC.14 Edition) '?: +�� Date* 10/13/201-5 Y per MBMA Research Project 506 ((0,1992)-& A/SC Steel Construction Manual (14th Edition) ' Version'. 2015.04.09 (Date: 04/09/1_5) By NBG-GS'- GENERAL INFORMATION: I Select Brace Type: Post t' Design Method, (ASDn RFD/LSD): D 'Note The ".Applied 14mizontal Load ;shall be the resultant from the ` Brace Critical Load: (q),. ❑ Manual Load Input! controiling load combination including combinations with over- 4 strength factors for connection analysis. ' Allowable Stress Ratio, ASR: 1.20'-•' i Applied Load: (6.7'0 EQ (CDEFrSpecial)•t"" .2.1 kips.*'. t ,t ,• '', t t I BRACE GEOMETRY: " Single ,Q Double--- — _ _ w uTE i Select Brace Size Dc Rid ®nl `fir U'���~� No. of Braces, n Module Width, b:f ~ 17000: ft. ' u°°4cs Tier Height, h : f', 11:5 ®0 ft. _ .II fi t II Alternate Height ` ' • 61 0000 ft y UJ Clevis.Connection Required!r; II COLUMN PROPERTIES UJ II Section Designation::'- None Web Depth, dW: (WF E pth, d) in. Web Thickness; t,,r -- ' in. a. o".) Flange Width,,br F -- in. F Flange Thickness; tr:' t -- in. r MOCt1LE WIDTH b I. Q Rotate Column 90° 1. e+ e, ,Brace w/ Hillside .Washer Results: Memb. Weld Gusset Mat.Member Min. tw Height Width Thick. Weld ID- Ratio Ratio . Code, Description r (in.) (A) (B)" (to), (in.) Bolt Dia. (db) •. OhTot Lateral !T ftY. I=0 077 Memb: Mat. ID Orient. * Elev. Code Member Description Axial ^ (k) Axial Allowed' Stress Min. t Ratio (in.) ;Brace Tlong: F Lateral Drift (in:) B1 / Tier a RBS 5/8"•Rod 2.409 8.814 .0 �7� -- 0.067 0.077' B2 \ Tier a •RB5 5/8" Rod t 2.380 8.814 -_:0 570 _ -- 0.066 0.075, Gusset Plate Connection'Results:0)K- Gusset Plate"information. Memb. Weld Gusset Mat.Member Min. tw Height Width Thick. Weld ID- Ratio Ratio . Code, Description r (in.) (A) (B)" (to), (in.) Bolt Dia. (db) •. ONE h N:- � BOB �I U1.5E0708A KMB < ~, A14 of 41 r r: ., •1 14 'Project No. U 15E0708A yB USI L O f N G S G R 0"U`F •. _ Description: HPC CONSTRUCTION: SHOP•" y A DIVISION OF NUCOR CORPORATION :., r " Engineer : • . .KMB t 'Bracirng ComPionehts (AISC 14th Edition) Date : `.10/13/2015 ' perMBMA'Research Project -506 (© 1:992)-& AISCStee'l C'bnstruction Manual'(14th Edition) Version 2015:04.09 (Date:, 04/09/15) By NBG-GS '•' } GENERAL INFORMATION. r Select Brace Type-" • r Design Method, (ASD/LRFD/UD) t' 4 _ 15D APPLIED LOADS:. Height Load Magnitude (kip) byLoad Case t� Load Location: (ft.)_ WL EQ CR CS. 'Tier Height, h:, .1'1:0000 LOAD'COMBINATIONS:-Load Case Combination Name:.:, Comb. # Active ASR WL ', EQ,_ CR CS I<' t * t'. 0:6 WL l' Y '' 1.00 0 011 Em R 0.7' p EQ.(ABC, p=1 0),, 2 . u' � 1 „Q4 r , 0•7a,Q�O �..6:7pEQ(DEF;'p-1-L3) �' -3 100 A WEPDi ME MEN �EMERYRf Y WINE . '� - ' • 0.7 fl EQ. (CDEF Special) 4 . ' )r - Effir20 C I l 9>OQWAM MEM KOM" t. r e.' .1 -t (0CS,.6 WL) + CR, -; , .' S I*I 100 �� �0 300 �� 1.000-ME= mom 6. N 1.50INN= _0 M a'�. : ` t' .. r� 7 N 1:00firamMOM�Yt` � 8 ISI 1.00 � . , F 1W wn" � � i �• racP.Q Pa r*nnc• .. k. � ] •,. •'i • , �` .". r. -A t�_ .. .. a.y _ y"l t . '� - ' • � � e } t. r e.' .1 -t yd,. q • t' .. !• i A `'` 1 3. � .i'T F •�' J f' i0 ` ,iF 1'� )b b U15E0708A ` ` ' KMB ; A15 of.41 , _ r Brace w/ Hillside Washer Results:. O_K Gusset Plate Information Memb. Weld 1. Gusset Mat. ID Ratio Ratio Code Member Min. t;,, Height ' ' , Width . Thick. Weld Bolt Dia. Description (in.) (A) (B) (tb) (in) (db) ' UI � t ateraliDl Ift � 0 251 : Memb.Mat. ID , Orient. Elev. Code NUCOR- • Project N'o.: t115E0708A B U I L B`I NO S -, O R O UP Description.: FIPC CONSTRUCTION SHOP , A DIV]SION OF NUCOR CORPORATION - '• Engineer: - ,IUV1B '' . Bracing Components (RISC 14th Edition) Date ` 10/13/2015 perMBMA Research Project 506 (0.1992) & AISC Steel Construction Manual (14th Edition) ` Version: 2015.04.09 (Date: 04/69/15) By NBG-GS GENERAL INFORMATION: B2 \ Tier. a RBS 5/8" Rod T Select Brace'Type:. l ons =race O 8 _ r Design Method; (ASD/LRFD/LSD): .9SD= 0.251 'Note: The ``Applied Horizontal Load" shall be the resultant from the Brace Critical Load. (a) ❑ Manual Load Input! controlling load combination including.combina tions with over - Allowable Stress Ratio, ASR: _ 1.20 strength factors for connection analysis. Applied Load: (0.7 n EQ�(CDEF Special), 7.0 kips.* ' BRACE GEOMETRY: CPP MATE Single Q Double <"`> ' ♦ _ •TRUED . e RICNT-� °r °F -Selec-t.Brace Size' Wfesign No. of Braces, n:. I9 I + " Module Width, b: 18.0 0 ft;- w• HP- - -Tier Height,`h::. I]..0000a ft. Q Clevis Connection,Required! V COLUMN PROPERTIES. it w Section ,Designation None' Web Depth, d, -.(wF=Total Depth, d) -- In. II u• Web Thickness, tti,: -- in. Flange Width, br: -- in. a41SH Flange Thickness; tF: -- in. MODULE• WIDTH; b wR T Rotate Column 901 '. Brace w/ Hillside Washer Results:. O_K Gusset Plate Information Memb. Weld 1. Gusset Mat. ID Ratio Ratio Code Member Min. t;,, Height ' ' , Width . Thick. Weld Bolt Dia. Description (in.) (A) (B) (tb) (in) (db) ' UI � t ateraliDl Ift � 0 251 : Memb.Mat. ID , Orient. Elev. Code Member Description Axial (k) 'Axial- Allowed Stress. • Ratio Min. t,° (in.) Brace Elong. Lateral Drift (in.) B1 / Tier a R135 5/8" Rod 7.885 8.81.4 = 0 895 0.095 0.223 0.251 B2 \ Tier. a RBS 5/8" Rod 7.885 8.814,0=89:5 0.095 0.223 0.251 M _ Gusset Plate Connection Results: O_K Gusset Plate Information Memb. Weld 1. Gusset Mat. ID Ratio Ratio Code Member Min. t;,, Height ' ' , Width . Thick. Weld Bolt Dia. Description (in.) (A) (B) (tb) (in) (db) ' IN 01-1 �— ` U151H0708A ` , KMB NUCOR BUILDINGS GROUP Job N U15EO708A , Job Name HPC CONSTRUCTION SHOP + Frame FL1 Date 12/10/2015 Designer BG\Kody.Braun , - File- Ell.nfr App Version 2015.7.2.3 _________________________________________ - •f F R A M E D E S C R I P T I O N Frame type EMG Frame width 60.00 Ft. Bay width 10.67 Ft. ` LEFT RIGHT Dim to ridge 30.00 Ft. 30.00 Ft. Roof slope 1.50/12 -1.50/12 ' Eave height 11.00 Ft. 11.00 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing. 6.00 Ft. Purlin offset 8.00 In. 8.00 In. Typ. Purlin spacing: 5.00 Ft. - Col. spacing 17.5000,25.0000,17.5000 .Supports / Spring Constants 'COL01 - Bottom V H ' COL02 - Bottom V H ' COL03 - Bottom V H - COL04 - Top H Bottom "V H Column Bracing: y WPI Girt Brace Y N ' Flange Brace 20 " ' Location (ft): 7:5 10.4 ' •" WP2 Girt Brace Y N - _ Flange Brace 2 0 Location (ft): 7.5 12.4 - •WP3 Girt Brace Y N + Flange Brace 2 0 Location (ft): 7.5 12.4 WP4 Girt Brace Y N Flange Brace 2 0 - Location (ft): 7.5 10.4 ' Other Braces: r Column Left Brace Right Brace - Location (ft): L O A D I N G C 0 N D I T I 0 N S ----------------------------------------- Building Code a Year IBC 2012 Occupancy Classification II -Standard Buildings AISC Specification 2010 ASD ' US N.A. C.F. Specification 2007 w 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 Ss = 0.618 S1 = 0.276 Seismic Design Category = D Site Class D R = 3.50 Cd = 3.00 Sds = 0.538 Shc = 0.340 rho 1.30 omega = 3.000. _ Wind speed 110.00 Mph Exp. C - Wind pressure 22.35 Psf Building is Enclosed ' Wind pressure coefficients Cl C2E C2 C3 C3E C4 " W1R 0.817 0.000 -0.890 -0.373 0.000 -0.280 ' W1L -0.280 0.000 -0.373. -0.890 0.000 0.817 W2R 0.457 0.000 -1.250 -0.733 0.000 -0.640 W21, -0.640 0.000 -0.733 -1.250 0.000 0.457 W5B -0.300 0.000 •-0.890 -0.350 0.000 -0.300 W5F -0.300 0.000 -0.350 -0.890 0.000 -0.300 W6B -0.660 0.000 -1.250 -0.710 0.000 -0.660 W6F -0.660 0.000 -0.710 -1.250 0.000 -0.660 Wind Loads. for Endwall Column Pressure Suction Column Id (PSF) (PSF) ` COL01 20.51 -24.93 - COL02 19.05 -21.06 _ COL03 19.05 -21.06 _ - 'COL04 20.51 -24.93 - Wind Loads for Endwall Rafter U15EO708A KMB A17 of 41 W D OD o_ A r l N N N N Y YN Y a� 01 pm pm pm a, 5:N N UN^£I NmNmNm n a 0r I I £a £wN£Y£ n NG Mo mC gn1a0 C M C nn' -----------------------'' O i 6 *^^^ "110000 ^£iNm m£mr rAA rrArrr rA rr rr�rrrrrrlJrrrrrrr rrrl-•I-•.•.. .•.• b N O I r G C= C= G; C O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 000000000000000000000000000 o I O I A I m m N m m N N m :"o N££££ A A££££ A A A A A A A A A A A A A A Wo I O I= ? n a • i n i y >>>>>>> a��lz-•ter>Iz-• a' NI -•N I+Nh• a W N I�-•N ��-• a W NNN NNN Nr-• N r N r Nr Nr-• O r i A i o j 00 r I- n•. -m <O N OOOON NNN £ o£ E TN£ 8 �' ££ E S££££ i 0 i i b l n a (r m N o o m N+++ + m m++ ++ N N O. ,+v A A A F A o 0 o A A A F A A A A H i a i v a ,• O ............. 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Shipping Load Axial Axial Moment Bend V&M Max Load' Shear Shear Load Crip Crip Cr&M Length Mat'1 Depth Thick Fy Comb Loc Kips Ratio Ft -kip Ratio Ratio Ratio Comb Loc Kips Ratio Comb Loc Kips Ratio.Ratio ------------------'_-----------------------------------------------___-------------_--------------------------_--------------------- RAF01 (1) 129099 12.000 0.099 55.0 3 5 0.4 0.01 -12.4 0.84 0.87 0.84 3 5 -3.53 0.47 3 70.5 0.00 -24.5 0.83 0.77 0.83 3 7-3.57 0.24 3 7 7.8 0.44, 0.77 RAF02 (1) 12SO99 12.000 0.099 55.0 3 8 -0.5 0.01 -24.5 0.83 0.78 0.84 3 8 4.19 0.28 3 8 7.8 0.44 0.77 '3 11 -0.3 0.01 -13:4 0.89 0.87 0.90 3 '11 2.67 ,0.35 RAF03 (1) 12SO99 12.000 0.099 55.0 3 18 -0.3 0.01 -13.4 0.89 0.87 0.90 3 18 -2.67 0.35 3 21 -0.5 0.01 -24.5 0.83 0.78 0.84 3 21 -4.19 0.28 3 21 7.8 0.440.77 RAF04 (1) 125099 12.000 0.099 55.0 3 22 0.5 0.00 -24.5 0.83 0.77 0.83 3 22 3.57 0.24 3 22 7.8 0.44 0.77 3 24 0.5 0.01 -12.4 0.64 0.87 0.84 3 24 3.53 0.47 COL01 (1) 085075 8.000 0.075 55.0 20 31 0.9 0.02 -1.'0 0.15 0.14 0.17 20 29 -0.18 0.04 20 33a 0.9 0.02 -1.4 0.21 0.23. 0.23 18 33b 0.55 0.11 COL02 (1)08S075 8.000 0.075 55.0 3 35 -7.9 0.70 0.0 0.00 0.51 .0.70 20 35 -0.57 0.11 22 39a -2.8 0.25 -3.2 0.50 0.64' 0.76 18' 39b 1.05 0.21 COL03. (1) 085075 8.000 0:075 55.0 3 41 -7.9 0.70 0.0 0.00 0.51 0.70 20 41 -0.57 0.11 , 22 45a -2.8 0.25 -3.2 0.50 0.64 0.76 18 45b 1.05 0.21 1 COL04 (1) 085075 8.000 0.075 55.0 20 49 0.9 0.02 -1'.0 0.15 0.14 0.17 20 47 -0.18 0.04 , 20 51a 0.9 0.02 -1.4 0.21 0.23 0.23 18 51b .0.55- 0.11 Frame Weight (lbs) = 669 Deflections (in): - 10 yr Wind dx = 0.19 = H/ 633 LONG. WIND 1 TO BACK ' - Seismic dx = 0.04 = H/ 3381 SEISMIC TO RIGHT -4 Story Drift = 0.11 = 0.001H SEISMIC TO RIGHT ,Drift Index =0.00 1.0 SSW+1.08RDL+1.08COL+0.91EQR Maximum dx = -0.44 = H/ 269 SW+RDL+COL+RLL+RLR - Maximum dy = -1.81 = L/ 165 @ MOD 2, SW+RDL+COL+RLL+RLR Max: Live dy = -1.26 = L/ 237 @ MOD 2, SW+RDL+COL+RLL+RLR - E/W col dx = 0.21 = L/ 665 @ COL02, 0.60SW+0.60RDL+0.60W5F ' Y 1 U15EO708A U15EO708A NUCOR BUILDINGS GROUP Job 0 U15EO708A Job Name HPC CONSTRUCTION SHOP Frame FL2 Date 12/10/2015 Designer 'BG\Kody.Braun File Fll.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 60.00 Ft. Bay width 25.00 Ft. LEFT RIGHT Dim to ridge 30.00 Ft. 30.00 Ft. Roof slope 1.50/12 -1.50/12 Save height 11.00 Ft. 11.00 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 5.00 Ft Purlin offset 8.00 In. 8.00 In. Typ. Purlin spacing: 5.00 Ft Col. spacing 60.0000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H Column Bracing: WPI Girt Brace Y Flange Brace 2 Location (ft): 7.5 WP2 Girt Brace Y Flange Brace 2 Location (ft): 7.5 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 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 Ss = 0.618 S1 = 0.276 Seismic Design Category = D Site Class = D R = 3.50 Cd 3.00 Sds = 0.538 Shc = 0.340 rho 1.30 omega = 3.000 Wind speed 110.00 Mph Exp. : C Wind pressure 22.35 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.598 0.000 -0.510 -0.206 0.000 -0.130 W1L -0.130 0.000 -0.206 -0.510 0.000 0.598 W2R 0.238 0.000 -0.870 -0.566 0.000 -0.490 ` W2L -0.490 0.000 -0.566 -0.870 0.000 0.238 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) - WP1 25.00 WP2 25.00 RP1 25.00 RP2 25.00 ----------------------------------------- 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 RP1 -0.075 -0.075 0.000 30.000 RDL RP2 -0.075 -0.075 30.000 60.000 - COL RPI -0.125 -0.125 0.000 30.000 COL RP2 -0.125 -0.125 30.000 60.000 RLL RP1 -0.500 -0.500 0.000 30.000 RLR RP2 -0.500 -0.500 30.000 60.000 W1R WPI 0.334 0.334 0.000 11.000 U15EO708A KMB A20 of 41 WlR WP2 0.073 0.073 0.000 11.000 W1R RPI -0.285 -0.285 0.000 30.000 W1R -RP2 -0.115 -0.115 30.000 60.000 WIL WP1 -0.073 -0.073 0.000 11.000 WIL WP2 -0.334 -0.334 0.000 11.000 'WIL RPI -0.115 -0.115 0.000 30.000 ' ••W1L ,RP2 RP2 -0.285 -0.285 30.000 60.000 W2R 0.133 0.133 0.000 11.000 W2R WP2 0.274 0.274 0.000 11.000 W2R RP1 -0.486 -0.486 0.000 30.000 -W2R 'RP2 -0.316 -0.316 30.000 60.000 `W21, WPI -0.274 -0.274 0.000 11.000 ' r+ W21, WP2 -0.133 -0.133 0.000 11.000 " W2L RPI -0.316 -0.316 - 0.000 30.000 W2L RP2 ,_0.486 -0.486 30.000 60.000 W5B WP1 -0.151 -0.151 0.000 11.000 W5B WP2 0.151 0.151 0.000 11.000 W5B RP1 -0.285 -0.285 0.000 30.000 W5B RP2, -0.106 -0.106 30.000 60.000 W5F WP1 -0.151 -0.151 0.000 11.000 ' W5F WP2 0.151 0.151 0.000 11.000 - W5F RP1 -0.106 -0.106 0.000 30.000 ' W5F RP2 -0.285 -0.285 30.000 60.000 - W6B WPI -0.352 -0.352 0.000 11.000 W6B WP2 0.352 0.352 _ 0.000 11.000 W68 RP1 -0.486 -0.486 0.000 30.000 - W68 RP2 -0.307 -0.307 30.000 60.000 W6F. WP1 -0.352 �-0.352 0.000 11.000 W6F WP2 0.352 0.352 0.000 11.000 F W6F RP1 -0.307 -0.307 0.000 30.000 W6F RP2 -0.486 -0.486 30.000 60.000 EOR RPI 0.041 0.041 0.000 30.000 - EOR RP2 0.041 0.041 30.000 60.000 EQL RPI -0.041 -0.041 0.000 30.000 EQL 'RP2 -0.041 -0.041 30.000 60.000 • Load. On Hot. Vert. Moment Loc Case Mem Kips Kips K -Ft. Ft. - a 'W1R COLO1 0.656 0.000 0.000 11.000 W1R COL02 0.656 0.000 0.000 11.000 WIL COL01 -0.656 0.000 0.000 11.000 "WIL COL02 -0.656 0.000 0.000 11.000 W2R COLO1 0.656 0.000 0.000 11.000 ' .W2R COL02 0.656 0.000 0.000 11.000 ,,. W2L COL01 -0.656 0.000 0.000 11.000 W2L 'COL02 -0.656 0.000 0.000 11.000 ._________________________________________ ' U S E R- A P P L I E D L 0 A D ------------------------------------ S Load On Hot. Vert. Moment Loc Special • Case Mem Kips Kips K -Ft. Ft. Load # Description • W1R SPAN1 1.500 0.000 0.000 28.000 C-1 EW Tie -Back W1L SPAN2 -1.500 0.000 0.000 32.000 C-3 EW Tie -Back W2R SPAN1 1.500 0.000 0.000 28.000 C-2 EW Tie -Back W2L SPAN2 - -1.500 0.000 0.000 32.000 C-4 EW Tie -Back EQR SPAN1 1.500 0.000 0.000 28.000 C-5 EW Tie -Back EQL SPAN2 -1.500 0.000 0.000 32.000 C-6 EW Tie -Back ----------------------------------------- L 0 A ----------------------------------------- D C O M B I N A T I O N S ASK 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+0.60WlL 6) 1.00 SW+RDL+0.60W2L + 7) 1.00 SW+RDL+0.6OW1R 8) 1.00 SW+RDL+0.60w2R 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 0.60SW+0.60RDL+0.60W2R r , ' 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+0.60W6B 19) 1.00 SW+RDL+0.60W5F 20) 1.00 SW+RDL+0.6OW6F 21) 1.00 0.60SW+0.60RDL+0.60W5B 22) 1.00 0.60SW+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+0.45W65 27) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 28) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6F 29) 1.00 1.OSSW+I.OBRDL+1.08COL+0.91EQL 30) 1.00 1.08SW+1.08RDL+1.08COL+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+0.93EQL 34) 1.00 0.52SW+0.52RDL+0.91EQR - U15EO708A . KMB A21 of 41 i A21 of 41 Job : U15EO708A HPC CONSTRUCTION SHOP NUCOR BUILDINGS GROUP Date: 10-16-15 Page: 1 Frame: FL2 By BG\Kody.Braun File: Fll DESIGN SUMMARY REPORT ------------------------------------------------ ____________________________________________________________________________________ Built Up Rafter - RAF01 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 F5.38 F5.50 W164 3 1 -23.2 0.14 -167.1 1.03 0.93 1.00 3 1 16.39 1.02 0.70 0.77 2 F5.25. F5.25 W125 3 5 -21.5 0.28 -38.4 0.75 0.83 1.02 3 5 10.72 0.77 0.77 0.77 Chkpt 1 4 5 11 Depth 23.38 12.07 11.88 Section 1 1 1 2 1 ----------------------------------------------------------------------------------------------------------------------------------- I width thick Fy I width thick Fy I ____________________________________________________________________________________________________________________________________ T/L Fig 1 5.0 0.3750 55.00 1 5.0 0.2500 55.00 1 Web 1 0.1644 55.00 1 0.1250 55.00 1 B/R Fig 1 5.0 0.5000 55.00 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 -1 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 4 18 -21.5 0.28 -38.9 0.76 0.85 1.03 4 18 =10.76 0.78 0.77 0.77 2 F5.38 F5.50 W164 4 22 -23.2 0.14 -167.2 1.03 0.93 1.01 4 22 -16.42 1.02 0.70 0.77 Chkpt 12 •18 19 22 _ Depth 11.88 12.07 23.38 Section 11 1 2 1 ____________________________________________________________________________________________________________________________________ I width thick Fy I width thick Fy I - .____________________________________________________________________________________________________________________________________ T/L Fig 1 5.0 0.2500 55.00 1 5.0 0.3750 55.00 1 Web 1 0.1250 55.00 1 0.1644 55.00 1 B/R Fig 1 5.0 0.2500 55.00 1 5.0 0.5000 55.00 1 ____________________________________________________________________________________________________________________________________ Built Up Column - COLO1 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 'I 'Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 F6.25 F6.38 W164 3 27 -22.7 0.14 -164.9 1.12 0.94 1.01 3 25 -18.72 0.99 1.20 1.39 Chkpt 23 27 Depth 12.62 24.12 Section I 1 I --------------------------------------------------------------------------------------------------------------------------------- I width thick Fy I ____________________________________________________________________________________________________________________________________ T/L Fig 1 6.0 0.2500 55.00 1 Web 1 0.1644 55.00 1 B/R Fig 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 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 ' F6.38 F6.25 W164 4 32 -22.7 0.14 165.0 0.94 1.12 1.01 4 30 18.74 0.99 1.39 1.20 Chkpt 28 32 Depth 12.62 24.12 Section I 1 I ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ____________________________________________________________________________________________________________________________________ T/L Fig 1 6.0 0.3750 55.00 1 Web 1 0.1644 55.0.0 1 B/R Fig 1 6.0 0.2500 55.00 1 , ____________________________________________________________________________________________________________________________________ Frame Weight (lbs) = 1357 Deflections (in): 10 yr Wind dx = -0.27 = H/ 380 LONG. WIND 2 TO BACK Seismic dx = 0.50 = H/ 207 SEISMIC TO RIGHT Story Drift = 1.51 = 0.014H SEISMIC TO RIGHT Drift Index - 0.02 1.08SW+1.OBRDL+1.08COL+0.91EQR Maximum dx = 0.60 = H/ 174 1.08SW+1.08RDL+1.08COL+0.91EQR Maximum dy = -3.35 = L/ 202 @ MOD 1, SW+RDL+COL+RLL+RLR Max. Live dy = -2.34 = L/ 289 @ MOD 1, SW+RDL+COL+RLL+RLR U15EO708A KMB A22 of 41 NUCOR BUILDINGS GROUP Job 0 U15EO708A .r - Job Name HPC CONSTRUCTION SHOP , Frame FL2 Date 12/10/2015 Designer BG\Kody.Braun File Fll.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 - COL01 ' 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 Marl Stiff. Degrees Ratio 1.50:12 W250 0.93 FWS3 ------------------------------------------------------------------------------------------------------------------------------------- FWS4 1.00 0.00 0.88 FWS3 0.83 0.75 0 I width thick Fy I -------------------------------------------------------- height depth length I __________________________________________________________________----------- I width thick length Fy I Top Plate 1 6.0 0.3125 55.0 1 23.68 1 Stiffener I' Web 1 0.2500 55.0 1 19.74 23.50 1 1 I Bot Plate 1 3.0 0.3750 50.0 1 _____________________________________________________________________________________________________________________________________ 23.50 1 1 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 Matl Ratio W1 W2 _____________________________________________________________________________________________________________________________________ W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio -1.50:12 W250 0.93 FWS3 FWS4 1.00 0.00 0.88 FWS3 0.83 0.75 0 I width thick Fy I _____________________________________________________________________________________________________________________________________ height depth length I I width thick length Fy I Top Plate 1 6.0 0.3125 55.0 1 23.68 1 Stiffener I I Web 1 0.2500 55.0 1 19.74 23.50 I I I Bot Plate 1 3.0 0.3750 50.0 1 _____________________________________________________________________________________________________________________________________ 23.50 I I I •Splice Connection - Moment Connection from COL01 To RAF01 " Left Right weft Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment ?late Plate Load Axial Shear Moment Bolt Type Matl Marl Qty/Size _____________________________________________________________________________________________________________________________________ Comb Kips Kips Ft -kip :Ratio Ratio Comb Kips Kips Ft -kip Ratio 4BE F6.63 F6.63 8-0.750-S _____________________________________________________________________________________________________________________________________ 2' -19.98 20.17 -167.1 0.93 0.94 2 -19.98 20.17 -167.1 0.97 I I I left right I I width thick length _____________________________________________________________________________________________________________________________________ Fy I I size size I Left Plate 1 6.0 0.625 29.00 55.0 1 Top Weld I FWD4 FWD4 I Right Plate 1 6.0 0.625 29.00 55.0 1 Web Weld I WP14 WP13 I Stiffener 1 0.0 0.000 0.00 _____________________________________________________________________________________________________________________________________ 0.0 1 Bottom Weld I FWD4 FWD4 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 Moment Bolt Type Matl Marl Qty/Size ____.,____________________________________________________________________________________________________________ Comb Kips Kips Ft -kip Ratio Ratio Comb....Kips Kips Ft -kip Ratio 4BE F6.38 F6.38 8-0.625-S _____________________________________________________________________________________________________________________________________ 2 -19.98 -0.00 34.9 0.87 0:87 2 -19.98 -0.00 ____ _____________ 34.9 0.55 - I I I left right I I width thick length _____________________________________________________________________________________________________________________________________ Fy 1 .I size size I Left Plate 1 6.0 0.375 20.88 55.0 1 Top Weld I FWD3 FWD3 I ' Right Plate 1 6.0 0.375 20.88 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 Moment Bolt Type Marl Matl Qty/Size ---------------------------------------------------- Comb Kips Kips _________________________________________________________________________________ Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4BE F6.63 F6.63 8-0.750-5 _____________________________________________________________________________________________________________________________________ 2 -19.97 -20.21 -167.2 0.94 0.93 2 -19.97 -20.21 -167.2 0.97 I I I left right I I width thick length _______________________________________________________________________________________________________________________________ Fy I I size size i Left Plate 1 6.0 0.625 29.00 55.0 1 Top Weld I FWD4 FWD4 Right Plate 1 6.0 0.625 29.00 55.0 1 Web Weld I WP13 WP14 I Stiffener 1 0.0 0.000 0.00 _____________________________________________________________________________________________________________________________________ 0.0 1 Bottom Weld I FWD4 FWD4 I Base Plate - COL01 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 Matl Qty/Size Weld Weld ---- ____-------- ___---- _____---- _____---- Weld Ratio ______----- _______----- Check a Uplift ______------ a _____ Uplift Ratio Ratio Design ------ F8.38 4-1.000 FWS3 FWS3 _____________________________________________________________________________________________________________________________________ FWS3 0.59 0.06 0.16 ____----- ____----- ____________________________ 0.16 0.12 0.55 F1554 Gr.36 I width thick length Fy _____________________________________________________________________________________________________________________________________ I Base Plate 1 8.00 0.375 12.63 _____________________________________________________________________________________________________________________________________ 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 Matl Qty/Size Weld Weld _____________________________________________________________________________________________________________________________________ Weld Ratio Check a Uplift S Uplift Ratio Ratio Design U15EO708A KMB A23 of 41 C m O J D co M I Z m I O'O I m l I d i m I n n n ~..~~.-YNo00000 ~ 0000000~00000 000iubir 000000000000000000000000000000000000000000 olAo a i m o. N OOvt+l-�'+m m m N 000 N 0000 NmN m I a n ~ £ £ £ £ £ £ £ I O nnnnnnnnm �. m ... n n n n n N b F• N m m m m+ m m U N m y £££££ £AAAA ££££ A A A A A A A A££££ A 00000000 ppOp00 d m m m m m m I O I mm Y Y Y Y Y Y Y m �, �, oomo 0000•1201,000000nnm• 000000 N I I S I 3 3 3 M Y Y Y 3 0 0 0 0 • 0000 0 0 0 •• Y A A A A A A r r r r A. AA A rrrr AAAA m m mm Or Or i A Ilnnnnnnvvvoov oppp0000 pppp0000 r -r r r £ £ £ £ + i m r J0000 J0000 r I m 10 0 0 0 0 A P m m m m A AAA m + i W'I mrrrr000 rrrr0000 m 0 0000 Cl0 0 n r r r r£££ N r r r r££ N£ A 0 0 0 0 r Isi 0 Arrrrr W�rr I er I ++++,0000 0000 0000) I� of lP M N N lP UI UI to m A A A A A A A A — I — rrrr rrrr - I`1['I,A AA AAA A 000 0 0 000 000. M N N O I I I O A25 of 41 NUCOR BUILDINGS GROUP - Job 0 U15EO708A Job Name NPC CONSTRUCTION SHOP Frame FL3 - - ' Date 12/10/2015 Designer BG\Kody.Braun File E12.nfr , ' App Version 2015.7.2.3 .----------------------------------------- t " F R A M E D E S C R I P T I O N ----------------------------------------- r , Frame type EMG Frame width 60.00 'Ft. Bay width 10.67 Ft. LEFT RIGHT " Dim to ridge 30.00 Ft. 30.00 Ft. Roof slope 1.50/12 -1.50/12 Eave height Ft. 11.00 Ft. " .11.00 • Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 6.00 Ft. • Purlin offset 8.00 In. 8.00 In. Typ. Purlin"spacing: 5.00 Ft. • r Col. spacing 17.5000,25.0000,17.5000 •_ Supports / Spring Constants COL01 - Bottom V H ,. ., COL02 - Bottom V H ". COL03 - Bottom V H " COL04 - Top H Bottom V H - - " Column Bracing: - WP1 Girt Brace Y N ^ Flange Brace 2 0 Location (ft): 7.5 10.4 ^ WP2 Girt Brace Y N Flange Brace 2 0 Location (ft): 7.5 12.4 • WP3 Girt Brace Y N Flange Brace 2 0 " ' Location (ft): 7.5 12.4 WP4 Girt Brace Y . N Flange Brace 2 0 Location (ft): 7.5 10.4 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 d Year IBC 2012 • Occupancy Classification II-Standard Buildings RISC Specification 2010 ASD US N.A. C.F. Specification 2007 L 0 A D S (Psf) ' Roof Dead load 3.00 - ` Roof Coll load 5.00 Roof Live load 20.00 , Roof Snow load 0.00 Floor dead load 0.00 t Floor live load 0.00 ' Ground Snow load: 0.00 Ce 1.00 • Ss = 0.618 Sl = 0.276 Seismic Design Category = D Site Class - D R = 3.25 Cd = 3.25 Sds - 0.538 Shc = 0.340 rho = 1.30 omega = 2.000 Wind speed 110.00 Mph Exp. C - Wind pressure 22.35 Psf ' Building is Enclosed ' ^ Wind pressure coefficients - Cl C2E C2 C3 C3E C4 �.• • W1R 0.817 0.000 -0.890 -0.373 0.000 -0.280 W1L -0.280 0.000 -0.373 -0.890 0.000 • 0.817 - "( W2R 0.457 0.000 -1.250 -0.733 0.000 -0.640 - " W2L -0.640 0.000 -0.733 -1.250 0.000 ,0.457 W5B -0.300 0.000 -0.890 -0.350 0.000 -0.300 W5F - -0.300 0.000 -0.350 -0.890 0.000 -0.300 - W6B -0.660 0.000 -1.250 -.0.710 0.000 -.0.660 > ` 'W6F -0.660 0.000 -0.710 -1.250 0.000 -0.660 ^ Wind Loads for Endwall Column , " Pressure Suction Column Id (PSF) (PSF) ' COLOI 20.51 -24.92 COL02" 19.05 -21.06 COL03 19.05 -21.06 COL04 20.51 -24.93 Wind Loads for Endwall Rafter_ U15E0708A KMB c A25 of 41 Interior Zone Pressure 10.00 16.00 ' Suction 10.00 -24.14 Pressure •100.00 16.00 Suction 100.00 -21.90 Edge Zone Pressure 10.00 16.00 Suction 10.00 -42.02 Pressure 100.00 16.00 Suction 100.00 -30.84 Tributary Widths Panel Trib. Width (ft) WPI 9.42 WP2' 20.56 WP3 20.58 WP4 9.42 RP1 10.67 RP2 10.67 ----------------------------------------- P R O G R A M- A P P L E D L O A D S ----------------------------------------- Load On Start End Start Case Panel Load Load Loc Klf Klf Ft. RDL RP1 -0.032 -0.032 0.000 RDL RP2 -0.032 -0.032 30.000 COL RPI -0.053 -0.053 0.000 COL RP2 -0.053 -0.053 30.000 RLL RP1 -0.213 . -0.213 0.000 RLR RP2 -0.213 -0.213 30.000 W1R RP1 -0.212 -0.212 0.000 W1R RP2 -0.089 -0.089 30.000 . W1L RP1 -0.089 -0.089 0.000 W1L RP2 -0.212 -0.212 30.000 W2R RPI -0.298 -0.298 0.000 W2R RP2 -0.175 -0.175 30.000 W2L RP1 -0.175 -0.175 '0.000 W21, RP2 -0.298 -0.298 30.000 W5B WP1 0.193 0.193 0.000 W58 WP2 0.392 0.392 0.000 W5B WP3 0.392 0.392 0.000 W5B WP4 0.193 0.193 0.000 W5B RP1 -0.329 -0.329 0.000. W5B RP2 •-0.329 -0.329 30.000 W5F WP1 -0.235 -0.235 0.000 WSF WP2 -0.433 -0.433 0.000 W5F WP3 -0.433 -0.433 0.000 W5F WP4 -0.235 -0.235 0.000 W5F RPI -0.329 -0.329 0.000 W5F RP2 -0.329 -0.329 30.000 EOR RPI 0.022 0.022 0.000 EQR RP2 0.022 0.022 30.000 EQL RPI -0.022 -0.022 0.000 EOL RP2 -0.022 -0.022 30.000 Load On Hor. Vert. Moment Case. Mem Kips Kips K -Ft. W1R COL03 1.162 0.700 0.000 WIR COLO4 0.000 -0.700 0.000 W1R SPAN1 1.242 0.000 0.000 W1R SPAN4 '-1.162 0.000 0.000 W1R SPAN4 -0.414 0.000 0.000 W1L COLO3 0.000 i -0.827 0.000 W1L COLO4 -1.162 0.827 0.000 W1L SPAN1 -0.425 0.000 0.000 W1L SPANS 1.162 0.000 0.000 W1L SPAN4 -1.210 0.000 0.000 W2R COLO3 1.162 0.700 0.000 W2R COLO4 0.000 -0.700 0.000 W2R SPAN1 0.695 0.000 0.000 W2R SPAN4 -1.162 0.000' '0.000 W2R SPAN4 0.948 0.000 0.000 W2L COL03 0.000 -0.827 0.000 W21, COL04 -1.162 0.827 0.000 W21, SPAN1 -0.973 0.000 0.000 W2L SPAN3 1.162 0.000 0.000 W21, SPAN4 -0.677 0.000 0.000 EQR COLO3 1.226 0.739 0.000 EQR COLO4 0.000 -0.739 0.000 EQR SPAN4 -1.226 0.000 0.000 EQL COLO3 0.000 -0.873 0.000 EQL COLO4 -1.226 0.873 0.000 EQL SPAN3. 1.226 0.000 0.000 ----------------------------------------- L 0 A D C O M B I N A T I O N S ----------------------------------------- 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+O.60WlL 6) 1.00 SW+RDL+O.6OW2L , 7) 1.00 SW+RDL+O.6OWlR 8) 1.00 SW+RDL+O.6OW2R 9) 1.00 O.6OSW+O.6ORDL+0.60W1L 10) 1.00 O.6OSW+O.6ORDL+O.6OW2L - 11) 1.00 0.6OSW+O.6ORDL+O.6OW1R 12) 1.00 0.6OSW+O.6ORDL+O.6OW2R 13) 1.00 SW+RDL+COL+O.75RLL+0.75RLR+O.45W1L 14) 1.00 SW+RDL+COL+O.75RLL+0.75RLR+O.45W2L End Loc Ft. 30.000 60.000 30.000 60.000 30.000 60.000 30.000 60.000 30.000 60.000 30.000 60.000 30.000 60.000 11.170 13.190 13.188 11.167 30.000 60.000 11.170 13.190 13.188 11.167 30.000 60.000 30.000 60.000 30.000 60.000 Loc Ft. 0.000 9.740 1.333 58.667 58.667 11.508 0.000 1.333 42.500 58.667 0.000 9.740 1.333 58.667 56.667 11.508 0.000 1.333 42.500 58.667 0.000 9.740 58.667 11.508 0.000 42.500 U15E0708A KMB � A26 of 41 ! 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+0.6OW5F 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 1.08SW+1.08RDL+1.08COL+0.91EQL 24) 1.00 1.08SW+1.OBRDL+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 4 • ! r , i. ! 1 KMB A27 of 41 NUCOR BUILDINGS GROUP Job N U15E0708A Job Name NPC CONSTRUCTION SHOP - - Frame FL3 Date 12/10/2015 Designer BG\Kody.Braun File E12.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) 0 Name 3 5/8 ROD 1.37 5.83 0.023 21 1.08SW+I.OSRDL+1.08COL+0.91EQL 0 U15EO7O8A KMB A28 of 41 Job U15EO708A, HPC CONSTRUCTION SHOP NUCOR BUILDINGS GRCUP Date: 10-16-15 Page: 1 Frame: FL3 By BG\Kody.Braun File: E12 • , ---.DESIGN SUMMARY REPORT ------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------------------------ Light Gage Channel Members Shipping Load Axial Axial Moment Bend'' V67 Max Load Shear Shear Load Crip Crip Cr&M Length Mat'1 Depth Thick Fy Comb Loc Kips Ratio Ft -kip Ratio Ratio Ratio Comb Loc Kips Ratio Comb Loc Kips Ratio Ratio ------------------------------------------------------------------------------------------------------------------------------------ RAF01 (1) 125099 12.000 0.099 55.0 3 5 0.4 0.01 -12.4 0.84 0.87 0.84 3 5 -3.53 0.47 3 7 0.5 0.00 724.5 0.83 0.77 0.83 3 7 -3.57 0.24 3 7 7.8 0.44 0.77 RAF02 (1) 125099 12.000 0.099 55.0 3 8 -0.5 0.01 -24.5 0.83 0.78 0.84 3 8 4.19 0.28 3 8 7.8 0.44 0.77 3 11 -0.3 0.01 -13.4 0.89 0.88 0.90 , 3 11 2.67 0.35 ' RAF03 (1) 125099 12.000 0.099 55.0 3 18 `-0.3 0.01 -13.4 0.89 0.88 0.90 3 18 -2.67 0.35 " 3 21 -0.5 0.01 -24.5 0.83 0.7E 0.84 3 21 -4.19' 0.28 3 21 7.8 0.44 0.77 RAF04 (1) 125099 12.000 0.099 55.0 3 22 0.5 0.00 -24.5 0.83 0.7: 0.83 3 22 3.57 0.24 3 22 7.8 0.44 0.77 _ 3 24 0.5 0.01 -12.4 0.84 0.87 0.85 3 24 3.53 0.47 COLO1 (1) OBSO75 8.000 0.075 55.0 20 31 - 0.9 0.02 -1.0 0.15 0.14 0.17 20 29 -0.18 0.04 20 33a 0.9 0.02 -1.4 0.21 0:23 0.23 18 33b 0.55 0.11 COL02 (1) 085075 8.000 0.075 55.0 3 35 -7.9 0.70 0.0 0.00 0.51 0.70 20 35 -0.57 0.11 22 39a -2.8 0.25 -3.2. 0.50 0.64 0.76 18 39b 1.05 0.21 COL03 (1) 08S075 8.000 0.075 55.0 3 41 -7.9 0.70 0.0,-0.00 .0.51 0.70 20 41 -0.57' 0.11 , 22 45a -2.8 0.25 -3.2 0.50 0.64 0.76 18 45b 1.05 0.21 COL04 (1) 085075 8.000-0.075 55.0 20 49 0.9' 0.02 -1.0 0.15 0.14 0.17 20 47 -0.18 0.04 20 51a 0.9 0.02 -1.4 0.21 0.23 0.23 18 51b 0.55 .0.11 Frame Weight (lbs) 669 Deflections (in): 10 yr Wind dx = 0.19 = H/ 633 LONG. WIND 1 TO BACK Seismic dx - 0.04 = H/ 3093 SEISMIC TO RIGHT " Story Drift = 0.13 0.001H • SEISMIC TO RIGHT ' Drift Index = 0.00 1.08SW+1.08RDL+I.OBCOL+0.91EQL. Maximum dx - -0.44 = H/ 269 SW+RDL+COL+RLL+RLR Maximum dy = -1.81 = L/• 165 @ MOD 2, SW+RDL+COL+RLL+RLR Max. Live dy - -1.26 = L/ 237 @ MOD 2, SW+RDL+COL+RLL+RLR E/W col dx - 0.21 = L/ 665 @ COL02, 0.60SW+0.60RDL+0.6OW5F A29 of 41 Combined Tension &Shear Results: OK + Remarks rg L.J.1= 1= -0.216 - Project No.: U l 5E0708A B U 1A. 1 M G S C3 R O U P Description : HPC CONSTRUCTION SHOP ' ADIVtsioNOPNUCOR coRPORAnoN - Engineer : KMB - Anchor Bolt Checks (AISC .13th, Edition),' - Date : 10/13/2015 per AISC Steel Construction Manual (13th Edition) ; _ Version: 2015.01.26 (Date: 01/26/15) By NBG-GS GENERAL INFORMATION: r - FRAME REACTIONS Design Method; (ASD / LRFD): AISC (ASD) , " Axial Y Allowable Stress Ratio, ASR; WON ( (Y Axis) X Frame Reactions: (Longitudinal Combinations) �I Tensile Reaction, (y-axis): 7000 kips. Shear Reaction, (x-axis): 2;000 kips. ' * BRACE REACTIONS ' Bracing Reactions: -(Longitudinal Combinations) Y. Tensile Reaction, (y-axis): 2? 00 0 kips. Axial Shear Reaction, (z-axis): t`,•4OQ� kips. Y (Y -Axis) - L4�, ANCHOR BOLT INFORMATION:X Anchor Bolt Material: FIbG36Z Anchor Bolt Size, db: No. of Anchor Bolts, n: 4 Z ; APPLIED LOADS: Required Tensile Strength, ft: 9.000 kips. Required Shear. Strength, f,,: 20.396 kips. DESIGN RESULTS:y Tension Only Results: OR Remarks = Tensile Strength Ratio (y-axis) f, / F, 0.159 'R., = F,,, Ab ASD Allowable Tensile Strength, R,,,/f2 Ft kips 56.584 f1.=2.00(ASD) b = 0.75 (LRFD) Shear Only Results: -OK . Remarks Shear Strength Ratio (xz-axis) f / F 7 0.676. R_ = Fm. A,, ASD Allowable Shear Strength, R,,,,/S2 F kips' 30.178 n = 2.00 (ASD) . = 0.75 (LRFD) ` Combined Tension &Shear Results: OK + Remarks Combined Tensile Strength Ratio ft / F', -0.216 R„ = F„ Ab Combined Shear Strength Ratio f„ / F'„ 0.685 n = 2.00 (ASD) = 0.75 (LRFD) ASD Available Tensile Strength, R,,,/S2 F, - kips. 41.704 F;,,=F,,, [I-Wtv/F.)']'tz <F(ASD) ASD Available Shear Strength, R,,,,/f) F„ . ` kips - 29.794 F'.,.=F.;.[I-(Qf,/F.,)2]1/2,<Fm. (ASD)% -- User Note: The elliptical relationship for combined strength has been adopted per the AISC commentary. (Eq. C43 -8a & G -J3 -8b) - _ U15E0708A KMB ' A30 of 41 •� DesCalc.out 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 HPC CONSTRUCTION SHOP 1916 CAMERON LANE CHICO, CA 95926 U15EO708A -BUILDING LAYOUT Width (ft)= 60.0 Length (ft)= 40.0 Eave Height (ft) 11.0/ 11.0 Roof Slope. (rise/12 )= 1.50/ 1.50 BUILDING LOADS Roof Dead Load (psf )= 3.0 Wall Dead Load 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 = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa*Ss) = 0.81 --------- Designer ` Detailer KMB ` . 7 ' 4 10/12/16 -------------------------------------------------------------------------------- U15EO708A Design Loads For Building Components: 10/12/15 3:33pm FRONT SIDEWALL: -------------- BASIC LOADS- 1 ' ----- Edge_Strip_Ratio----- Basic Wind _Load -Ratio Zone Col/' Wind Deflect' Factor Width Girt Panel Jamb • Page 1' ' 1 � , U15EO708A KMB A31 of 41 DesCalc.Out 22.4 0.43 0.60 4.00 1.11 1.23 1.11 WIND PRESSURE/SUCTION: - Wind Wind Wind Press Suct Long 19.S -21.4 .. Girt/Header 24.2 -26.2 Panel 19.5 -21.4 Jamb 33.6 -22.4 Parapet BACK SIDEWALL: --------------- BASIC LOADS: ----- Edge_Strip_Ratio----- Basic Wind_ Load_ Ratio Zone Col/ Wind Deflect Factor width Girt Panel Jamb 22.4 0.43 0.60 4.00 1.11 1.23 1.11 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long. 19.5 -21.4 Girt/Header 24.2 -26.2 Panel 19.5 -21.4 Jamb 33.6 -22.4 Parapet LEFT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind -Load -Ratio Zone Col/ Load Load LoadLoad Load Wind Deflect Factor Width Girt Panel Jamb 3.0 5.0 20.0 0.0 0.0 22.4 0.43 0.60 4.00 1.11 1.23 1.11 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 3.00 0.00 1.77 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 19.5 -21.4 .. Column' 19.5 -21.4 .. Girt/Header 19.5 -21.4 Jamb 24.2 -26.2 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 0.38 -0.58 0.74 -0.22 0.49 -0.77 -0.65 0.00 2 -1.11 -0.67 -0.75 -0.31 -1.11 -0.67 -1.11 0.00 3 -0.67 -1.11 -0.31 -0.75 -0.67 -1.11 -0.65 0.00 4 -0.58 0.38 -0.22 0.74 -0.77 0.49 -0.65 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 0.00 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 0.00 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 0.00 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 0.00 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 1.00 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 1.00 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 0.00 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 Page 2 U15EO708A KMB A32 of 41 STEPPED LOAD COEFFICIENTS: Page 3 U15EO708A KMB A33 of 41 DesCalc.Out 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 O.Oa 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.eO 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 0.60 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 0.90 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 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 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 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 0.00 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 a.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 0.00 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 0.00 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 Wind 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 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 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 0.45 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.7S 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.Oe 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 0.00 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 O.Oa 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 O.Oa 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 17 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 me 18 0.60 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 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '0.00 0.70 0 0.00 22 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 23 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 24 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 25 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 26 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 STEPPED LOAD COEFFICIENTS: Page 3 U15EO708A KMB A33 of 41 DesCalc.Out Basic Location No.--------------------------------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2' 27.50 1.00 30.23 0.60 - WINDRI 3 2 2.73 0.60 30.23 1.00 WINDL2 R 2 2 27.50 1.00 30.23 0.41 WINDR2 R 3 2 2.73 0.41 30.23 1.00 WINDL2 C 2 2 27.50 1.00 30.23 0.60 WINDR2 C 3 2 2.73 0.60 30.23 1.00 RIGHT ENDWALL: ' -------------- BASIC LOADS: - ----Edge Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind _Load-Ratio Zone Col/ Load Load Load Load Load wind Deflect Factor Width Girt Panel Jamb 3.0 5.0 20.0 0.0 0.0 22.4 0.43 0.60 4.00 1.11 1.23 1.11 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind- Seismic 3.00 0.00 1.77 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 19.5 -21.4 .. Column 19.5 -21.4 .. Girt/Header 19.5 -21.4 .. Jamb 24.2 -26.2 Panel 133.6 -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 0.38 -0.58 0.74 -0.22 0.49 -0.77 -0.65 0.00 2 -1.11 -0.67 -0.75 -0.31 -1.11 -0.67 -1.11 0.00 3 -0.67 -1.11 -0.31 -0.75 -0.67 -1.11 -0.65 0.00 4 -0.58 0.38 -0.22 , 0.74 -0.77 0.49 -0.65 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 0.00 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 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.60 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 0.00 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 1.00 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 1.00 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 0.00 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 0.00 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 Page 4 U15E0708A KMB A34 of 41 DesCalc.Out 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 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 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 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 0.00 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 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 RAFTER DESIGN LOADS: Load --Add-Snow- Wind -I Wind -2 Long Aux -Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind 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 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 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 0.45 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 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.e0 0.00 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.eO 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.e0 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 MO 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.eO 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 1S 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 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 22 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 23 1.06 1.06 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 24 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 25 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 26 0.S2 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 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI 2 2 27.50 1.00 30.23 0.60 WINDRI 3 2 2.73 0.60 30.23 1.00 WINDL2 R 2 2 27.50 1.00 30.23 0.41 WINDR2 R 3 2 2.73 0.41 30.23 1.00 WINDL2 C 2 2 27.50 1.00 30.23 0.60 WINDR2 C 3 2 2.73 0.60 30.23 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 1.000 0.00 WIND PRESSURE/SUCTION: Page 5 U15EO708A KMB A35 of 41 DesCalc.Out Wind Wind Wind Press Suct Suct-Roof 16.0 -21.9 .. Purlins 0.0 -49.2 Gable Extensions 16.0 -24.2Panels 13.0• -2.5 -21.9 Long Bracing, Building 17.7 -5.6 .. 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 4.00 1.00 1.41 1.00 1.74 4 4.00 0.00 1.00 1.41 1.00 1.74 5 0.00 4.00 1.00 1.41 1.00 1.74 6 4.00 0.00 1.00 1.41 1.00 1.74 7 4.00 4.00 1.00 2.22 1.00 2.58 8 4.00 4.00 1.00 2.22 1.00 2.58 9 4:00 4.00 1.00 2.22 1.00 2.58 10 4.00 4.00 1.00 2.22 1.00 2.58 3 9 1 0.00 0.00 1.00. 1.00 1.00 1.00 3 0.00 4.00 1.00 1.41 1.00 1.74 4 4.00 0.00 1.00 1.41 1.00 1.74 5 0.00 4.00 1.00 1.41 1.00 1.74 6 4.00, 0.00 1.00 1.41 1.00 1.74 7 4.00 4.00 1.00 2.22 1.00 2.58 8 4.00 4.00 1.00 2.22 1.00 2.58 9' 4.00 4.00 1.00 2.22 1.00 2.58 10 4.00 4.00 1.00 2.22 1.00 2.58 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 3 1 1 0.00 0.00 1.00 1.00 1.00 1.00 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 1 2 1 1, ' 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf --Load---Add Snow- Wind Wind Aux Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 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 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 0.45 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 3 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 BAB 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 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 0.45 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 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 Page 6 - U15EO708A KMB A36 of 41 DesCalc.Out 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 "0.00 0.60 0.00 0 -0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.08 0.00 0.0010. 00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 11 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 12 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 13 1.06 1.06 0.00 0.75 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 14 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 15 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 RIGID FRAME # 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 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 1.73 0.00 0:00 0.00 0.00 0.00 0.00 1.24 0.92 WIND COEFFICIENTS: Surf--Wind_1-----Wind-2--- Long -Wind Surface ' Id Left Right Left Right 1 2 Friction 1 0.31 -0.63 0.77 -0.17 -0.63 -0.63 0.00 2 -0.87 -0.56 -0.51 -0.20 -0.87 -0.55 0.00 3 -0.56 -0.87 -0.20 -0.51 -0.55 -0.87 0.00 • 4 -0.63 0.31 -0.17 0.77 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live--- --Add-Snow- --Wind-l- --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 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 0.600.00 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 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 0.60 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 0.60 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 0.00 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 0.00 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 0.00 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 0.00 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 0.45 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 1.001.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 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 0.00 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 0.00 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 0.00 0.00 0.00 0.00 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 Page 7 U15E0708A KMB A37 of 41 LOAD COMBINATIONS: ------------------ Id Combination 1 Dead+Collateral+Live 2 0.6Dead+0.6Wind_Left1 3 0.6Dead+0.6Wind Longl 4 0.6Dead+0.6Wind Rightl 5 0.6Dead+0.6Wind_Long2 6 0.6Dead+0.6Wind_Suction+0.6Wind_Longl 7 0.6Dead+0.6Wind_Pressure+0.6Wind_Longl 8 Dead+Collateral+0.75Live+0.45Wind Rightl+0.45Wind_5uction 9 0.6Dead+0.6Wind_Left2+0.6Wind_Suction' 10 0.60ead+0.6Wind_Left2+0.6Wind_Pressure 11 0.6Dead+0.6Wind_Right2+0.6Wind_Suction 12 0.6Dead+0.6Wind_Right2+0.6Wind_Pressure _ 13 0.6Dead+0.6Wind_Suction+0.6Wind_Long2 14 0.6Dead+0.6Wind_Pressure+0.6Wind_Long2 15 Dead+Collateral+0.75Live+0.45Wind Leftl+0.45Wind Suction Page 8 U15E0708A KMB A38 of 41 DesCalc.Out 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 0.60 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.: Basic Surf No.- ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 27.50 1.00 30.23 0.65 WINDRI 3 2 2.73 0.65 30.23 1.00 WINDL2 2 2 27.50 1.00 -30.23. 0.40 WINDR2 3 2 2.73 0.40 .30.23 1.00 4 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U15E0708A Reactions, Anchor Bolts, & Base -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Plates:10/12/15 3:33pm ----- ---------- Foundation _Loads(k )----- --------- ----------------- Frame Col Max _Pos_Val Max_Neg Val Anc._Bolt Base -Plate Line Line Id Horz Vert Id Horz Vert No. Diam Width Len Thick ------ .1 ------ -- ----- A 6 0.6 ----- -- -1.2 7 ----- -0.6 ----- --- -1.2 4 ----- ----- ----- ------ 0.750 8.00 7.94 0.375 8 0.5 2.1 6 0.6 -1.2 1 B 9 1.7 -2.8 10 -1.6 -2.8 4 0.750 8.00 7.94 0.375 1 0.0 7.5 9 1.7 -2.8 1 C 11 1.7 -2.8 12 -1.6 -2.8 4 0.750 8.00 7.94 0.375 1 0.0 7.5 11 1.7 -2.8 1 D 13 0.6 -1.2 14 -0.6 -1.2 4 0.750 8.00 7.94 0.375 15 0.5 2.1 13 0.6 -1.2 ----`- 3 ------ -- ----- D 6 0.6 ----- -- -0.8 7 ----- -0.6 ----- --- -0.8 4 ----- ----- ----- ----- 0.750 8.00 7.94 0.375 1 0.0 2.0 6 0.6 -0.8 3 C 6 1.7 -2.9 7 -1.6 -2.9 4 0.750 8.00 7.94 0.375 1 0.0 7.5 6 1.7 -2.9 3 B 13 1.7 -3.1 14 -1.6 -3.1 4 0.750 8.00 7.94 0.375 1 0.0 7.5 13 1.7 -3.1 3 A 11 0.6 -1.4 12 -0.6 -1.4 4 0.750 8.00 7.94 0.375 1 0.0 2.0 11 0.6 -1.4 ----- 2 ------ -- ----- A 1 14.8 ----- -- 16.4 2 -6.8 -6.9 4 0.750 8.00 13.00 0.375 3 -3.7 -7.4 2 D 4 6.8 -6.9 1 -14.8 16.4 4 0.750 8.00 13.00 0.375 1 -14.8 16.4 5 3.7 -7.4 LOAD COMBINATIONS: ------------------ Id Combination 1 Dead+Collateral+Live 2 0.6Dead+0.6Wind_Left1 3 0.6Dead+0.6Wind Longl 4 0.6Dead+0.6Wind Rightl 5 0.6Dead+0.6Wind_Long2 6 0.6Dead+0.6Wind_Suction+0.6Wind_Longl 7 0.6Dead+0.6Wind_Pressure+0.6Wind_Longl 8 Dead+Collateral+0.75Live+0.45Wind Rightl+0.45Wind_5uction 9 0.6Dead+0.6Wind_Left2+0.6Wind_Suction' 10 0.60ead+0.6Wind_Left2+0.6Wind_Pressure 11 0.6Dead+0.6Wind_Right2+0.6Wind_Suction 12 0.6Dead+0.6Wind_Right2+0.6Wind_Pressure _ 13 0.6Dead+0.6Wind_Suction+0.6Wind_Long2 14 0.6Dead+0.6Wind_Pressure+0.6Wind_Long2 15 Dead+Collateral+0.75Live+0.45Wind Leftl+0.45Wind Suction Page 8 U15E0708A KMB A38 of 41 DesCalc.Out -------------------------------------------------------------------------------- UlSE0708A Bracing Reactions Report: 10/12/15 3:33pm BUILDING BRACING REACTIONS: --------------------------- ------ Reactions(k --------------------------------Reactions(k )------- --- Wall- - Col ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seismic Notes ---- ----------- ----- ----- ----- ----- ------ ------- ----- L-EW 1 (i) F_SW D 1 ,2 3.52 1.58 2.61 1.18 R EW 3 B ,A 1.30 , 0.94 1.43 1.03 B_SW A 2 ,1 3.52 1.58 2.61 1.18 ---- ---- ------- ----- ----- ----- ----- ------ ------- ----- (i)Bracing in roof to rigid frame Reaction values.shown are unfactored. Maximum load combination factors are: Wind : 0.60 Seismic: 0.70 -------------------------------------------------------------------------------- U15EO708A Additional Reactions Report: 10/12/15 3:33pm Rigid Frame Column Reactions(k ) Frame Col ----Dead--- Collateral ---- Live --- Wind_Leftl Wind_Rightl Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 A 2.6 3.0 3.6 4.0 8.6 9.4 -13.8 -14.4 -7.1 -10.3 2 D -2.6 3.0 -3.6 4.0 -8.6 9.4 7.1 -10.3 13.8 -14.4 Frame Col Wind Left2 Wind_Right2 Wind_Longl Wind_Long2-Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 A -9.7 -8.1 -3.0 -3.9 -8.7 -13.8 -9.4 -11.2 -2.3 -0.8 2 D 3.0 -3.9 9.7 -8.1 9.4 -11.2 8.7 -13.8 -2.3 0.8 Frame Col-5eis_Right Line Line Horz Vert ----- ------ ----- ----- 2 A 2.3 0.8 2 D 2.3 -0.8 Endwall Column Reactions(k ) ----------------------------- Wind Wind Wind Wind Wind Frame Col Dead Collat Live Leftl Rightl Left2 Right2 Press Line Line Vert Vert Vert Vert Vert Vert Vert Horz ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 A 0.4 0.3 1.3 -1.9 -1.7 -1.9 -1..7 -0.9 1 B 1.1 1.3 5.1 -5.7 -3.2 -5.7 -3.2 -2.6 1 C 1.1 1.3 5.1 -3.2 -5.7 -3.2 -5.7 -2.6 1 D 0.4 0.3 1.3 -1.7 -1.9 -1.7 -1.9 -0.9 Wind Wind Wind Seismic Seismic Frame Col Suct Longl Long2 Left Right Line Line Horz Vert Vert Vert Vert Page 9 U15E0708A KMB A39 of 41 DesCalc.Out 1 A 1.1 -2.6 -1.1 0.03 0.1 1 B 2.9 -5.2 -3.8 -0.04 -0.1 1 C 2.9 -3.8 -5.2 -0.1 -0.04 1 D 1.1 -1.1 -2.6 0.1 0.03 -------------------------------------------------------------------------- Wind Wind Wind Wind Wind Frame Col Dead Collat Live Leftl Rightl Left2 Right2 Press Line Line Vert Vert Vert Vert Vert Vert Vert . Horz ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 3 D 0.4 0.3 1.3 -1.7 -1.1 -1.7 -1.2 -0.9 3 C 1.1 1.3 5.1 -5.9 -3.8 -5.9 -3.7 -2.6 3 B 1.1 1.3 5.1 -3.9 -5.8 -3.9 -5.8 -2.6 3 A 0.4 0.3 1.3 -1.0 -1.8 -1.0 -1.7 -0.9 Wind Wind wind Seismic Seismic Frame Col Suct Longl Long2 Left Right Line Line Horz Vert Vert Vert Vert 3 D 1.1 -1.8 -0.9 0.1 -0.1 3 C 2.9 -6.0 -4.0 -0.1 0.1 3 B 2.9 -3.9 -6.0 -0.2 -0.01 3 A 1.1 -0.9 -1.7 0.2 0.00 ---------------------------------------------------------------- ------------- -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U15EO708A Seismic Design Report: 10/12/15 3:33pm Building Data ------------- Code =IBC 12 Length = 40.00 Width = 60.00 Left Eave Height = 11.00 Right Eave Height = 11.00 . Seismic Formula --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R) T(Moment_Frame) = 0.191 T(Braced_Frame) = 0.121 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.807 Zone/Design Category= D Ie = 1.000 S1 = 0.276 Shc = 0.340 Sds = 0.538 Seismic Dead Load, W ---------------- Roof Dead+Collateral= 8.00 (psf ) Frame Dead = 3.00 (psf ) ' Roof Total = 11.00 (psf ) weight= 26.40 (k ) L_EW Dead = 3.00 (psf ) Weight= 1.16 (k ) F_SW Dead = 3.00 (psf ) Weight= 0.66 (k ) R_EW Dead = 3.00 (psf ) Weight= 1.16 (k ) B_SW Dead = 3.00 (psf ) Weight= 0.66 (k ) Total = 30.04 (k ) Seismic Forces Page 10 U15EO708A KMB A40 of 41 OesCalc.Out -------------- Roof Bracing R = 3.25, Rho= 1.30 Cs = 0.1656 W = 28.72 (k ) Force, V = 4.76 (k ) Force, E = 6.18 (k ) Sidewall Bracing Front R = 3.25, Rho= 1.30, Omega=• 2.00 Cs = 0.1656 W = 15.02 (k ) Force, V = 2.49 (k ) Force, Em = 4.97 (k ) Force, E = 3.23 (k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1656 W = 15.02 (k ) Force, V = 2.49 (k ) Force, Em = 4.97 (k ) Force, E = 3.23 (k ) Endwall Bracing Left R = 3.2S, Rho= 1.30, Omega= 2.00 • Cs = 0.1656 W = 8.21 (k ) e Force, V = 1.36 (k ) Force, Em = 2.72 (k ) Force, E = 1.77 (k ) Right R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1656 W. = 8.21 (k ) Force, V = 1.36 (k ) Force, Em = 2.72 (k ) Force, E = 1.77 (k ) Rigid Frames R = 3.50, Rho= 1.30 Cs = 0.1538 Frame 1 W = 17.31 (k ) Force, V = 2.66 (k ) Force, E = 3.46 (k ) End Plates - Frame R -= 3.50, Omega= 3.00 Total Base Shear Longitudinal Force, V = 4.97 (k ) Transverse Force, V = 5.38 (k ) Page 11 U15EO708A KMB A41 of 41 MINIMUM ER05ION AND SEDIMENT ` CONTROLS FOR PROJECTS D15TUR5IN6 LE55 THAN ONE ACRE , 6-10 THE BMP S (BEST MANAGEMENT PRACTICES) L15TED BELOW MUST BE IN PLACE DURING THE RAINY SEASON (OCTOBER 15 THROUGH APRIL 15) AND MAY BE REQUIRED AT OTHER TIMES BASED ON WEATHER AND SITE CONDITIONS THROUSHOUT THE YEAR. THE BMP'S LISTED ARE MINIMUM REGUIREMENTS AND - `> ADDITIONAL BMPS COULD BE REQUIRED BASED ON O Z SITE CONDITIONS. I. STABILIZED ENTRY, PROVIDE MINIMUM 5" TO 6° FRACTURED ROCK 50' LONG x 15' WIDE BY b° DEEP e..— — — — _ — OVER CONSTRUCTION GRADE FABRIC. 2. ALL SOILS TRACKED ONTO PAVED ROADWAYS MUST BE GLEANED ON A DAILY BASIS. WHEN SHALL BE NO TR GOKIRNB OF SOILS ONTO�THE THERE � I . STREET. I a6-6 5. WATTLES SHALL BE INSTALLED PROPERLY, BEHIND CURB OR SIDEWALKS. 4.' ROCK BA65 (MINIMUM 2 PER SIDE) AT ALL DRAIN(MIN.) PROPOSED 5'-0" MIN.. . INLET LOCATIONS WITHIN 150' OF THE PROJECT METAL BLDC7. GLR. SITE. , S. INTERNAL FILTERS SHALL BE PLACED INSIDE EACH DRAIN INLET. 6. TRASH BARS SHALL BE PLACED ACROSS THE BAOC OF ALL DRAIN INLETS. T. STABILIZE ALL DISTURBED SOILS IN THE FRONT YARD AREAS WITHIN 15'01' THE BACK CURB OR SIDEWALK. (STRAW OR EROSION BLANKETS MAY BE USED FOR THI5 APPLICATION) D. STABILIZE ALL SLOPES WHERE EROSION COULD OGGUR AND CAUSE SILT RUN OFF. (STRAW, V15OUEEN OR E-RO51ON BLANKETS MAY BE USED FOR THIS APPLICATION) 9. ALL PAINT, FUEL, CONSTRUCTION PRODUCTS ETC. SHALL BE 5TORED IN A COVERED LOCATION AWAY I FROM SIDEWALKS AND STORM DRAIN INLETS. 10. PORTABLE CHEMICAL TOILETS IF PROVIDED ON THE 51TE MUST BE KEPT OFF OF STREETS AND SIDEWALKS AND A LEAST 50' FROM THE NEAREST STORM DRAIN. II. ALL TRASH MUST BE COLLECTED AND STORED PROPERLY. DO NOT LET ITEMS SUCH AS DRYWALL ; 1 MUD BOXES, PAINT BUCKETS, GLEANING MATERIAL +_ - GONTAINER5, ETC. DOME IN CONTACT WITH ANY RAINFALL OR STORM WATER RUNOFF. I O 12. PROVIDE A DESIGNATED AREA FOR CONCRETE WASHOUT. HAY BAILS LINED WITH VISGUEEN MAY BE I EXISTING USED FOR THIS APPLICATION. ROLLAWAY BINS MAY SEPTIC AL50 BE USED. ALL CONCRETE WASHOUT SYSTEMS . SHALL BE PLACED OFF OF THE PAVED STREETS. SYSTEM 13. AFTER INSTALLATION OF THE ABOVE ITEMS ARE COMPLETE, A MAINTENANCE PROGRAM NEEDS TO BE DEVELOPED TO INSURE THE CONTINUED EFFECTIVENESS OF YOUR BMP'S. EXISTING \� RESIDENCE EXISTIN5 WELL &A' EX I5TI NG DRIVEWAY — ----�— - - - ` ---- --- ----- — //T t----- NO CONSTRUCTION IN I z Lu EASEMENTS /� w ALL PORTIONS OF STRUCTURE TO BE OUT O OF EASEMENT -INCLUDING FOOTINGS, / 1 Q FOUNDATIONS, WALL S, EAVES AND ROOF W CAMERON,/ LANE �N w BUTTE COUNTY OCT 29 2015 DEVELOPMENT SERVICES ens-a6g7 �PERMIT # 2417? . BUTTE C0lA\rT" Di"'.+f:t 6l1� rvl NT SERVICES REWE NED FOR CODE L`OMPLIANCE DATE %/°�IZ?) BY�N®1;?,TH SITE PLAN. Ol�INER: BRYAN HENDER50N SITE INFO:1a16 CAMERON LANE SHEET GREGORY A. P E I T Z ADDRESS: 1916 CAMERON LANE CHICO CA ARCHITECT CHICO, CA 1.22_ACRE5 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894-5719 PHONE: (550) 514-4865 AAPN: 042-160-062 of: ONE r4U=C3Fq. BUILD/NG SYSTEMS A DIVISION OF NUCOR CORPORATION Notes and Specifications r Building Erection Notes 1) Thegeneral contractor and/a,, erector is responsible to Batey and properly emet the metal building system in conformance with these drawings. OSHA requirements and metal building system in conformance with thew drawings, OSHA requirements and either MBMA or CSA SIB standards pertaining to proper eroetion. This includes, but h 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 (girls or bar joists) aro not designed to function as o work platform or provide safety taroH attachment in accordance with OSHAirements. -- 5ndory roof framing members (purlins or bar Joiss) arc not designed to provide safety tie—off attachment in accordance with OSHA requirements. 2) A325 3 A490 Boni ttghtenbq reglmemmds It is the responsibility of the erecter to ensure proper bolt tightness in accordance with applicable regulations. See the ctnmNr,ral��o;nts ll.;og • 5 or µon Bd . er CAN/CSA 518 'limit States Design of Steel Structures' for more inforroo9on. The foriowing criterio may be used to determine the telt tightness (i.e.. 'enug—Ught' or 'fully—pretensioned'), unless required otherwise by 'local juriedctim or contract requirements: ' 8) AN A325 bolts In primary framing (rigid frames end bmrJng) may ho snug—t�ht A325 ws: except as follo ' Yully—erateneioo boll. H: a) Building supports a cone system with a capacity greater than 5 tons. b) Building supports machinery that creates vibration. Impact orslren—revenah on the connections. The Fsgineer—of— Record for the project should be consulted to evaluate for this condition. e) The projectsits h located in o high seismic area. For IBC—based es, 'High igh Seismic Mea is defined as Seismic Design Category' of D', T', or 'i. Sae the 'Building leads' section of this page for the defnad seismic design category for this project d) Any connection designated in these drawings as A325—SC'. Slip—CriticaI (SC)' connections must be free of paint, oil, or other materials that reduce friction at contact surfaces. GoAvnized or righty rusted surfaces are acceptable. C) In Canada, all A325 and A490 Does shall be 'fully pre—tensioned', except far secondary members (purlins, Arts, opening framing, etc.) and Donge braces. D) Secondary members (purfins. gats, opening framing, etc.) and Range broce connections may always be 'snug—tight', unlese indicated otherwise in then drawings. 3) The metal building supplier shall be notified prior to any field moddicetioris. Modifications suit be approved by the metal buildup supplier before work is undertaken. 4) Common Abbrevlations: a TYP UNO — Typkwl Unhn Noted Otherwise SIM — Similar D SLV —ShortLeg Vertical g) NIC — Not In Contract t LL11 —long tag Verticil A SL — Steel line d 15 h FS —Near Side and Far Side N/A — Not Applicable e OJLL — Overall Length J MBS — Metal Building Supplier 5) Construction loads shell rat be placed on any structural steel framework unless such framework is Batey belted. Raddled, or othendaq ise ouatey secured. 8) Puffins and girt' shall not be ,used as an onchoroge ppoint for a fall onset system unless written approval Is obtained from the metal building supplier. 7) Puriin may onlybe used as a wlking/working surface when klstelrirp safety systems, after ere perimlanent bridging has been installed and fall protection is prodded. 8) Construction loods may be placed only within a zona that is within 8 fest of the center One of the primary support member. CFR bundles should be placed directly over the algid frames. 9) NI fift'ug device must meet OSHA or MSHA standards and in no can is it acceptable tome structural members supplied by the MBS w o spreader bar or nMng deWce. 1 PI.Ml atructural ns end welded plate members are designed in ' accordance with ANSI/AISC 360 'Specification far Structural steel Buildag: or the CAN/CSA SIS'imdt states Design of steel Structures. as required by the specified building code. 2) NI we" of structural steel Is based an either AWS D1.1 'Structured Welding Code — steel- or CAN/CSA W59 'Welded Steel Construction .(metal Arc Welding)', m required by the specified building code. - 3) NI who formed member aro designed. in accordance with ANSI/A61 SI I or CAN/CSA 5136 'Specifications for the Design of Cold Formed steel Structural Members. as required by the spedf ed building code. 4) NI welda9 of cold formed steel is based an AWS D1.3 Structural Welding Code — sheet, Steal' or CAN/CSA W59 'Welded Steel Construction (Meted Arc Welding)% as required by the specified building code. 5) This Metal Building Supplier facility b IAS AC -472 Accredited and GAN/CSA A660 and w47.1 Certified (if applicable) for the design and manufacturing of Metal Building Systems. 6) if joists are Included with this project they are supplied as o part of the systems engines metal buddirg and am fabricated In accordance with the requirements of Section 1926.758 of the OSHA safety standards for steel eraction. dated January 18, 2001. Mnterfal Soeeifiratione Plata and perp Malaria: 5' — 12' Wide. to 1 1/4' Th. — A529 Grude 55 Others A572 Grade so Built—Up Structural Web A1olI SS (or HSIAS Class 1) Grade 55 Clot—Raged Structural A36 or A572 Grade 50 w A992 Grade 50 Structural Tube ASOO Gratin B (46 KSI) al pipe A500 Grode B (42 KSI) Cold—Formed Stru-tu al A1011 or A7039 SS (or hISI.AS goes 1) Croda 55 Clank Reef Pand A792 Grade 8o CFR / VRI8 II Roof Panel A792 Grave So. pass 1 AD Wag Panel Profiles A6S1 Grade 80, Class -1 or A792 Grads 80, Class 1 Rod Bracing A529 Grade 50 We AWS D1.1/01.3 or CSA W59 per Building Code High -Strength Belt A325 Type 1 or A490 Type 1 Heavy Flex Machine Boos A307 Grade A Has TRADEMARK 1998. NUCOR BURRING SfSTOA PROJECT NUMBER: U 15EO708A PROJECT NAME: HPC' CONSTRUCTION SHOP PROJECT LOCATION: CHICO, CA 95926 CUSTOMER: HPC CONSTRUCTION BI.I'I"TE COUNW FOR EV1Lp1t4G OCT 2 9 2015 DEVELOPMENT E�� Rrzv1EW SERVICES pAppRTM CBC SECTION 1704 SPECIAL INSPECTION REQUIRED See attached Special Inspection Note MBMA M E M B E R ACCREDITED AC472 BUILDING LOADS DESIGN CODE: CBC 13 ROOF WE LOAD: 20,00 PSF MBMA OCC. CLASS: II a J LIVE LOAD REDUCIBLE Yes m GROUND SNOW LOAD: .0 SNOW EXP. FACTOR, Ce: 1.00 SNOW IMPORTANCE FACTOR, Is: 1.00 a WIND -t_-110 MPH WIND IMPORTANCE FACTOR, Iw: N/A �n EXPOSURE: C $ a UL 90 NO Classic Roof—Const. No. 161; Classic Roof w/ Translucent Panel—Const. No. 167' CFR Roof—Corot. No. 552; CFR Roof w/ Translucent Panel—Const No. 590; Composite CFR Roof—Const No. 552A; VR16 II Roof—Const. No. 332. Y$ vat 3 SEISMIC INFORMATION Ss:0.818 S1:0.276 S 7 fZ } Design Sds/Sdi: 0.538 / 0.340 Site Class: D 3 w n Seismic Imp. Factor: 1.00 Seismic Design Category: D S Z) to Analysis Procedure: Equivalent Lateral Force Method = r� & Basic SFRS: Ordh" Steal Moment Frames 3 Ordinary SteelConc. — BmcFrames1�0 a A<' U) U 12 00 iWOTES: 2 � � U s it 1) COLLATERAL DEAD LOADS. UNLESS OTHERWISE NOTED. ARE ASSUMED TO BE l ¢¢ '� UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, UGHnNG, HVAC w 0 X g EOUIPMENT. CEILINGS, ETC., ARE SUSPENDED FROM ROOF MEMBERS. CONSULT TETE M.B.S. , F IF THESE CONCENTRATED LOADS EXCEED 500 POUNDS (USING THE WEB MOUNT DETAIL) OR 200 POUNDS (USING THE FIANCE MOUNT DETAIL), OR IF INDNIDWIL MEMBERS �A{ 0 ARE LOADED SIGNIFICANTLY a MORE THAN OTHERS. 2) THE DESIGN OF STRUCTURAL MEMBERS SUPPORTING GRAVITY LOADS IS CONTROLLED BY THE MORE CRW AL EFFECT OF ROOF LIVE LOAD OR ROOF SNOW LOAD, AS DETERMINED BY THE APPLICABLE CODE BUIUM PERMIT # ►` _ ✓_-._ L BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE L I l PIF BY. ERECTION MANUALS REQUIRED (ERECTION MANUALS ARE SHIPPED WITH THE BUILDING IN A WAREHOUSE PACKING CRATE) ❑ CFR ROOF ❑ H9700 OR ❑ H8260❑ SINGLE CURB (H9850) ® CLASSIC ROOF ® H9420 OR ❑ H8201 10 DOUBLE CURB (H9800) INWALL SHEETING ®H9430 OR ❑ H8300 ❑ VR16 II H9925 DRAWING INDEX COVERSHEET C1 — C3 ANCHOR BOLT DRAWINGS F1, F2 STRUCTURAL/SHEETING DRAWINGS E1 — EB DETAILS Q. 0 Z 0 Z 0. F w n Z) LO Z) to 0) U) U Z 00 Z X00 w U 00 ti �UU az: UU oro WU W U U m a= v= 0 312016 w 9 �oUI o B $ �_ Aw �F�d�pgsypp€€y� U �o -6 E PvCi.e'm 8� a MATERIALS SUPPLIED BY NUCOR WILL BE DESIGNED IN ACCORDANCE WITH THE APPLICABLE STRUCTURAL LOADING REQUIREMENTS AS CONTAINED IN CHAPTER16 OF THE SELECTED r EDITION OF THE CALIFORNIA BUILDING CODE. CHAPTERS 16a THROUGH 22a, WHICH FALL UNDER THE JURISDICTION OF EITHER THE DIVISION OF STATE ARCHITECTS THE OFFICE 8 _ (DSA/SS) OR OF HEALTH PLANNING AND DEVELOPMENTS $ .STATEWIDE (OSHPD), St } HAVE NOT BEEN CONSIDERED WITH THE DESIGN OF THIS a B 5 PROJECT. $ m . r0�li����� K 18 J? 8 Rig.* THE 18'x12' ROLL UP DOOR FRAMED OPENING SUPPLIED ON THIS PROJECT HAS BEEN DESIGNED TO SUPPORT A TOTAL U =4 C $ A gm HANGING DEAD WEIGHT OF2160 LBS. IN ADDITION, THE FRAMED ' - J� u u u; u OPENING HAS BEEN DESIGNED TO SUPPORT WIND LOAD, NORMAL TO THE DOOR,- BASED ON THE STANDARD BUILDING CODE Mai x $ € o 21 _ 8 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 LIMIT 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. BUTTE COUNTY o BUILDING DIVISION z APPROVE®w o o w - - Cfl (o w L) CN • �u • �0 �Q �Q STRUCTURAL TESTS AND INSPECTION:U U Q 1 THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN SPECIAL INSPECTION. THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN IBC 1704.3 AND IBC 1705 Z Z O O a O O 00 O 2 ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND .INSPECTION AGENCY EMPLOYED BY THE OWNER OR ARCHITECT. a U U w U U m 3 THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WORK. F U 2 o U,= W 3 4 PORTIONS OF WORK REQUIRING SPECIAL INSPECTION: w Uteri= U Ln AGENCY RESPONSIBLE FOR INSPECTION AND TESTING TO BE NAMED BY OWNER LATER: a= .� A. 1. STRUCTURAL STEEL: MILL REPORTS AND IDENTIFICATION OF STEEL (AFFIDAVIT OF COMPLIANCE) YES NO N/A QROFESS/ 2. ................................................................................................................................ 1:1❑ SAMPLING AND TESTING OF SPECIMENS..................................................................................................:..........................................................:....................:..... .497 B. WELDING: ❑ 0 13y L 1. ALL STRUCTURAL WELDING (INCLUDES DECKING AND WELDED STUDS), EXCEPT WELDING IN APPROVED SHOPS PER IBC 1704.2.2 ................ .................... ❑ ElP. w C 77055 m 2. ULTRASONIC TESTING OF FULL PENETRATION WELD CONNECTIONS AT MOMENT FRAMES, BRACED FRAMES, BEAM SPLICES, AND FIELD WELDS . .................... ❑ ■ ❑ .312016 3. STRUCTURAL LIGHT GAGE METAL FRAME WELDING......................................................................................................................................................................... El N ❑ C. BOLTING: r P � 1. HIGH STRENGTH BOLT A325SC AND A490SC (PRETENSION -VERIFICATION).............................................................................:........................................................... ❑ ❑' 9AF CJVIV aQ�' OF 2. HIGH STRENGTH BOLT A325N AND A490X (PER COVER SHEET NOTES)....................................................................................................................................... CAFE 3. EXPANSION/ADHESIVE ANCHORS IN CONCRETE OR MASONRY...................................................................................................................................................... ❑ ❑ - m ❑ ❑ m - g �8 � 5 w w ' E�SPgse�y 9E C% • $ $INH .gaa1 ffi 1-g� R 94 s 0 3 if 8�ih$g N U £ll§ E am3€S�.: j. -J: STANDARD WELDS AND LEGEND ^� n o 0 0 TNdlest Mat Joined Weld FWS$ - FILLET WELD, ONE SIDE Y > E 1/2' ny 3 FlLLET LEG NEAP SIDE WELD: FAR SIDE WELD: FWSf � U > 3/4' FIN 5 a va• �PWSS - ENLARGED DETAIL - FWSFIN 4 4 FG -5 s v1s f FILLET sFILLET Y Y FWS4 FG -5 r W I FWD$ - FILLET WELD, BOTH SIDES rn v1 FWS# FG -5 J FILLET LEG FM fFlLLET Z M FG -5 FWS4 3 6• FAM s f\ FG -5 • FG -5 a 1,a• � OR j -�- c �@ _ FWS4 FG -5 FWS4 s s,1c �— f sRLJET Z EAVE STIFFENER cJP1 WPS9 Knee FG -5 FWS4 FWR -Full length fillet On near side with REFERENCE EAVE Notch PL '(Max 0/5 or 31 fillet return at both ends on o STIFFENER DETAIL opposite side of plate. CO FOR WELDS FWS3 FG -5 Typ. _ FILLET LEG D FG -5 3 3116• RNRE $ (MSD S or 37 FG s FWR# Typ Stiffener Detail Section A -A �ro4 < „A• s °R Q FWS4 SEE OETAIL F.S.MIE FG -5 FVJS3 'A• N.S. 21, min WPI$ = Full length fillet on near side of web with 6 a 3' of fillet past inner most hole in from each Range o 0 Typ along the opposite side of web. 0 0 3 FG -5 �* � C� RLLET LEG WPtf f t\ Ha°fiNIIOmo°y um� ,sws wPSB FWS3 WPS7 Structural Column ; ;;;: Yp1f OR TO R CJP1 5 O O 3 3SW5 2FR FW54 B � � � 5,. CJP1 - COMPLETE JOINT PENETRATION, SINGLE BEVEL WELD^oL 3° WPS4 NEAR SOLE WELD: FAR SIDE WELD: sk' .. L .. CJPI ,IV#: RANGES FROM FWE3 TO FWD5 PER ENG. /�{ GJPI BACK GOUGE CJP2 °°e''�0 ~� ^ g F g BACKGWGE 2FR FG -5 cJP1 0 /=� mil rm°"°' °' m FG.S WP## FWS4 FWS4 dS. Jy}I�TII�-. WP##: WELD SIZE PER ENG. FULL LENGTH FILLET NEAR 3• BEVEL SIDE ateen _ SIDE OF WEB WITH 3.OF FILLET PAST INNER MOST HOLE IN FROM EACH FROM FLANGE ALONG THE OPPOSITE SIDE OF WEB. FG -5 FWR# FWS4 FG 5 BUTTEU �$ 30 09 ? • THIS WELD TYPICAL FOR ALL FLANGE TO ENDPLATE WELDS SHOWN. o Pipe or Tube Column PURLIN/GIRT /CHANNEL T' �""' "' DETAIL •A° BUR DING DINS , ?jjsf�p f T liestMatJoined Weld Tube Bracket QTY SHAPE ARP�1' \ / " f 1/2° FW_3 r ®® ll 9/�E C 3/4° Ry 4 �l Perpendicular Knee Column Typical Column >3'4 FINS Structural Details 2) oso 2) 8E2075 Y THICKNESS Y Y THICKNESS See Weld Standard sheet See Weld Standard sheet See Weld Standard sheet ` X % ` X for WPS description for WPS description for WPS description SIZE 1000 SIZE 1000 71odcastMatJwled Weld i>-< X X X X X X X X X X X X X X X X X X I X X X X X X X X X X X X X XIX X £ 1/2• FW 3 0 f 3/4° FW 4C-.3 X X X X X X X X X X I X X X I X I X X X X X X X X X X X X X XIX X X X X X 3° >3/4' FIN5 CJp1 •WPS9 R z X X X X XIX X X X XIX X X X X X X X X X X X X X X X X X X X X X X X FG -5 ZFsSEE DETAILWP#. A FWD# *FG-5FGS =DX 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 1/4• 47-1T d o e 1/4 4-12' c FG -5g ..: b a a FWS3 O 11 O -,° 71 PNs3 � itip N�0 hS� N(r a tie DETAIL 'A° e �ti Sn's'ia1=ero o 76 >„ .6 76 =ro =�ro J yp.angeracep Runway Beam o 0 Z_ Z j O__O F J¢ `" co s^ c� c� c� c� c� c� N c^ cro a c� a cv N t 5 5 0 0 0 0 0 0 0 0 ¢ o •o o ~ N ~ (V d LL Q LL x x x x x x x x x x x x 0 0) s s s s s rc x ac s s s s ,GFG Q 71WS3 S Pre a¢ a d a a d d E a d a d a a a a d I— E- 3GFG R Ill d a a �" �" �" > �" �". �" Q. Q v � FG -5 :FWS3:-3':r-Nn weu PGs _ x e rn U CQ O.:r_8 o g$�tW Z O15 1SWS 335 3 $ O O OOa3= r $ $ a s ztJU¢V V wOLU 3SW5 L WPS3 $? �- ®®_ a 4 M 4 a� s e E E i=_ w U= o U= Sg U F Z II! N C _ 3 3 Y 3 o e - o' 3 = m E 3 �' 9 3 .i .v 3 3` ?.r .i 3 3 s °S� O a U 2 0- 0 z r C/) c a = u FESS/ o Interior Wide Flanqe Fixed Base Plate Crane Stop -0 a> a o_ o 0 4 4 4 4 4 4 e _7 4 4 o 0 0 0 m W a a °' a P C 77055Z rz p 7�g N o 12016 a W Y x > z o a H � om 3� � o s 3 sT„ 3� a � 9 FG -5 0 = _ _ __ x eY s`Y o s sY s 8 _ = s s a ss o2 9l CIV 11 P? Q aha FlND4 'Q n NS N� �5 n5 3 �5 �5 = Eem�� ge Y'.d E 9 o A� rd o �� un _�„ F e 6=y o� FOF CA��F� E! W� N FG -5 FWD4 rU a _ o _ - �� off _ A kg pa; a gb of € eo o o�� y"' _ - w a WoLL N ai ae a� = Y� _ o o = 3a0 sa" z @ €` 8 E 3 - mUS US d �c € _o s 1 1a w y Runway End „e s` a e a o a 9 w A m3 x� s- - d - o mho $ AJ Zfige $s yg 93i Z -e ; i 3 io ¢ a S S S 5a o s€ € €o 51 o� € s< .58§ M SPECIAL DETAILS 282 o _ o - as §� $ g�m8 0 ti p.oLL�m �, 3y2 Z Y') LL tai LL to in N W r Q N Ip n W Q) ^ r N N t0 r LL See Weld Standard sheet ED �; g � N h o �; a a a N ii N �, CA,y N N N. o E U for WPS description N N N N m 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 33eyg�me STEEL LINE 40'-0" STEEL LINE 20'-0" 20'-0" w w JJ w w w w F - (n N q A II I BS W r; p rl I► II O" B J uj (n O� O 0 0 I w SHOP ,w 0 I I O n J O (D CV w N (D O N J E u - D r-3 Og 0 (D FSW rl w w E z_ z J 1'-0" J J J ww w w V) 20'-0" 20'-0" V) STEEL LINE 40'-0" STEEL LINE ANCHOR BOLT SCHEDULE QUANTITY SIZE MAT'L PROJECTION 32 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 U a aha_ sass g�}gig? ANCHOR BOLT PLAN (ROD SHOWN WASHER GENERAL NOTES - - 1.THE SPECIFIED ANCHOR ROD DIAMETER ASSUMES F1554 7.THE ANCHOR BOLT LOCATIONS PROVIDED BY THE METAL GRADE 55 UNLESS NOTED OTHERWISE. ANCHOR ROD BUILDING MANUFACTURER SATISFY ANY PERTINENT J W MATERIAL OF EQUAL DIAMETER MEETING OR EXCEEDING REQUIREMENTS FOR THE DESIGN OF THE MATERIALS Ln THE STRENGTH REQUIREMENTS SET FORTH ON THESE SUPPLIED BY THE METAL BUILDING MANUFACTURER. COLUMN DRAWINGS MAY BE UTIUZED AT THE DISCRETION OF THE PLEASE NOTE THAT THESE REQUIREMENTS MAY NOT HQ FOUNDATION DESIGN ENGINEER. ANCHOR ROD EMBEDMENT SATISFY ALL ANCHOR BOLT CONCRETE EDGE DISTANCE 4 V1 OLi LENGTH SHALL BE BY THE FOUNDATION REQUIREMENTS DEPENDING ON THE DETAILS OF THE - _DETERMINED DESIGN ENGINEER. FOUNDATION DESIGNBECAUSE FOUNDATION DESIGN IS . - COLUMN r? NOT WITHIN THE SCOPE OF WORK OF THE METAL AT SLOT -HILLSIDE WASHER LOCATION 2.THE METAL BUILDING MFR. IS NOT RESPONSIBLE FOR BUILDING MANUFACTURER, IT IS THE RESPONSIBILITY OF PROJECT FOUNDATION DESIGN. THE FOUNDATION DESIGN THE QUALIFIED PROFESSIONAL DESIGNING THE FOUNDATION IS TO VERIFY THAT SUFFICIENT CONCRETE EDGE DISTANCE IS FINISH THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL PROVIDED FOR THE ANCHOR BOLTS IN THE DETAILS FLOOR ENGINEER, FAMILIAR WITH LOCAL SITE CONDITIONS. THEREOF. 3ALL ANCHOR RODS, FLAT WASHERS FOR ANCHOR RODS, B.THE ANCHOR BOLT SETTINGS SHOWN ON THESE DRAWINGS •�'•` •'0'•,� EXPANSION BOLTS, AS WELL AS ALL CONCRETE/MASONRY NOT ONLY INDICATE WHERE THE ANCHOR BOLTS ARE TO o " •. EMBED PLATES ARE NOT BY THE METAL BUILDING MFR. BE PLACED, BUT ALSO THE FOOTPRINT OF THE METAL P' " V • ,• • • BUILDING. IT IS ESSENTIAL THAT THESE BOLT PATTERNS w •� ' 4.THIS DRAWING IS NOT TO SCALE. BE FOLLOWED. IN THE EVENT THAT THESE SETTINGS a ANCHOR BOLT DIFFER FROM THE ARCHITECTURAL FOUNDATION PLANS, a 5•FINISHED FLOOR ELEVATION = 100'-0' UNLESS NOTED THE METAL BUILDING MANUFACTURER MUST BE CONTACTED • ' '/;'.. OTHERWISE. IMMEDIATELY, PREFERABLY BEFORE CONCRETE IS PLACED. t • ''" •' ' 9 BP 6.'SINGLE' CEE COLUMNS SHALL BE ORIENTED WITH THE 'TOES" TOWARD THE LOW EAVE UNLESS NOTED - CROSS BRACING TYPICAL COLUMN BASE PLATE DETAIL OTHERWISE. m 10" ORIENT THE "TOES' OF THESE COLUMNS uV I f - TOWARD THE LOW EAVE f JO I 8 1/4" - BASEPLATE MAY HAVE MORE THAN (4) HOLES. ANCHOR BOLTS ARE REQUIRED ONLY AS SHOWN. B (4) 3/4' 0 ANCHOR BOLTS WITH A 3" PROJECTION BU4TX C (4) 1' 0 ANCHOR BOLTS WITH A 3" PROJECTION WIND BRACE SLOT HILLSIDE Z (ROD SHOWN WASHER FOR REFERENCE ASSEMBLY W ONLY) w z 04 J W F— 0 L Ln U O COLUMN h r HQ Z ZV 4 V1 OLi 0 .,ANCHOR - BOLTS 0 X00 ., D_ r? TYPICAL COLUMN BASE. PLATE DETAIL AT SLOT -HILLSIDE WASHER LOCATION FOUNDATION -DESIGN NOTE: A Y 2. O p OI p Irk CLR. OPENING *k VARIES �i (2 3/4'-3 5, (USE (2) 1/2" DIA EXPANSION BOLTS PER COLUMN) GIRT DEPTH + 2' n , SECTION A (RECOMMENDED) OHI TYPICAL OVERHEAD DOOR FRAMED OPENING ORIENT THE 'TOES' n OF THESE COLUMNS c TOWARD THE LEW 00 BASEPLATE MAY HAVE MORE THAN (4) HOLES. ANCHOR BOLTS ARE REQUIRED ONLY AS SHOWN. A (4) 3/4' 0 ANCHOR °�12! It = BOLTS WITH A 3' PROJECTION hi S BUTTE COUNTY BUILDING DIVISION APPROVED THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON PAGE F1. PLEASE REFERENCE THE STEEL LINES AND/OR CENTER LINE OF ADJACENT COLUMN, SHOWN ON THE ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN ON PAGE F1 DURING LAYOUT OF COLUMN AND ANCHOR BOLT LOCATIONS. h ■ J Z Z w F o W _o 04 04 L to CD 0) F -Q HQ ZV Z - DO X00 00 r? ZUUwUU ww wU2oU2 �Lo 'oaUHO_U m. - a 2 U = O' 0 ",?FESS /,, azo s 1s 9 N �•$o� � �'E 8 O 11-21 s. �g ���� f l gN 9�mfin pll ISAMAM ROOF SURFACE 3 )F SURFACE 2 MAR01 D C D 0 00000 0 t' O O N n D I' y4 g r C 0 - \1,500\ 7O 00 N T 1 \\'D0� 00 COaO Ln DA . D �� O m N ° (O��r1, Z N . nZ vo O A T - V I o 0 C Z a R ROOF SURFACE 3 )F SURFACE 2 MAR01 D 7 D N 00000 0 T1 O O N i1 Pl O fl m D I' y4 g r O 0 - \1,500\ 7O 00 \\'D0� 00 COaO 1r'1 v O . D �� O m �i � A.� it ."0 0 0 0 Z N O (O��r1, Z -� 03 . vo O P N. I o 0 O D iC toa m • rn z zo O - rn m 9 9 F 0 +n G) m I 0 itZ I A y� A -0 0®0 I r I X y o - IN o Z Fn z y II I 'I O O 0.O ' Fn Fn f z O rn Tnb seal pertains oroyrothe matorlab 'c=- mVd= " PROJECT NAME C° CONST. ANCHOR BOLT PIAN NBS EOP KMB CKC 10/13/15 and Ore otkh Ls � HPC CONSTRUCTION SHOP IY/LO/NI riYTIMj ' W&gs mewovumnp°wNcbmayyrepresent the are Me product of Nucor 8u0ding � '9 A CHICO, CA 95926. I 308 w9uSrB1Al pumas, wA7rnLoo. as 18793 PHONE (280) 837-7991 FAX: (280) 837-7384 I Systems, Theregbter Professional o I i p° BOX o enghiemw•tpeo °Del avroery an Mesa d ,,14, ompwyed 9y a 'dirge System° and doe° t eons �1 n CS •n m r r- Fn CUSTOMER NAME ,908. 200 tna7sreNe RD, s9wsFw x 29,80 PI10NE (BOJ) 888-2,00 'FAX: (803) 868-2121 sear �r�antMepprgqetlonginee of Cl O 900 MAONE 79A� 7ERRQ� yx 7s,eo PHONE (972) 521-81°7 FAX: (942) 5N-8417 rewrd antl atoll no(be caueued �� o —a o� CHICO CA 95926 '°'° ""' ",ANE, Brlxtuu Ctrl; ur 91302 4.101 - SHEE �. ^ QZ/q r (NB) 919-3100 FAX: (W) 919-3101 JOB NUMBER SHEET TITLE � *rn�3N�\^ U15EO708A 7 D N 00000 0 T1 O O N i1 Pl O fl m D I' y4 g r O 0 - \\'D0� 00 COaO 1r'1 v O . D �� O m �i � A.� it ."0 0 0 0 Z N O (O��r1, Z -� 03 . vo O P N. I o 0 O D iC toa m • rn z zo O - rn m 9 9 F +n G) m 0 itZ II II 11 A y� A -0 0®0 o r u � X y C - n o Z Fn z MAR01 v 30'-2 3/4" 30'-2 3/4" n g mo 14 14 m0 rn Z o 0 O (. r C 00000 0 O N i1 Pl O fl m m _ y4 g 11 II 11 II II 0 - \\'D0� 00 COaO 1r'1 v . D �� O m �i � A.� it ."0 0 0 0 Z N O (O��r1, Z -� 03 . vo D P o 0 D iC toa m • rn z zo Z —0 - rn m 9 9 F +n G) m 0 itZ II II 11 A y� A -0 0®0 rn u � X y C - 09 mN gym? Z Fn z m O O 0.O ' Fn Fn f z rn Tnb seal pertains oroyrothe matorlab 'c=- mVd= " PROJECT NAME n`i ri/�A CONST. ANCHOR BOLT PIAN NBS EOP KMB CKC 10/13/15 and Ore otkh Ls � HPC CONSTRUCTION SHOP IY/LO/NI riYTIMj ' W&gs mewovumnp°wNcbmayyrepresent the are Me product of Nucor 8u0ding � '9 A CHICO, CA 95926. 308 w9uSrB1Al pumas, wA7rnLoo. as 18793 PHONE (280) 837-7991 FAX: (280) 837-7384 PERMIT MBS GIT KMB G1R 10/20/15 Systems, Theregbter Professional o y� p° BOX . enghiemw•tpeo °Del avroery an Mesa d ,,14, ompwyed 9y a 'dirge System° and doe° t eons �1 n CS •n m r r- Fn CUSTOMER NAME ,908. 200 tna7sreNe RD, s9wsFw x 29,80 PI10NE (BOJ) 888-2,00 'FAX: (803) 868-2121 sear �r�antMepprgqetlonginee of HPC CONSTRUCTION 900 MAONE 79A� 7ERRQ� yx 7s,eo PHONE (972) 521-81°7 FAX: (942) 5N-8417 rewrd antl atoll no(be caueued �� o —a o� CHICO CA 95926 '°'° ""' ",ANE, Brlxtuu Ctrl; ur 91302 4.101 - SHEE �. ^ QZ/q r (NB) 919-3100 FAX: (W) 919-3101 JOB NUMBER SHEET TITLE E1 of 6 *rn�3N�\^ U15EO708A n RGA15 (14) Z s 30 _2 4„ 10 3/44 10 3/4" 1 4 30'-2 4.. m 3 1'-" .-"01 3 5 1/4" " 1 1` Galvalume 5 ®5. _ 0" 1" 26 GO. CR. 5 ®5'-0" t o w 3,_10 13/16" 3'-10 13/16" Q1 1/2" FBC3�2) FBC� (2)2A 1 FBC32A 1) - � FBC�) 2q(1)12 FBC3�,1FBC3 ) e0�- � FBC34A 1) - - 2 - FBC34A(1) FBC34A 1)- FBC33 (1). s F13C36A(2) - - $ Q- 2 3 -- FBCQ (2) D �g2s N N 0 gQ g Da X.P. g �S7 �I o (D I° 00 00 co c 8,. 56'-6 3/4" 1 '-0 5/8" A RIGID FRAME ELEVATION: FRAME LINE 2 GENERAL NOTES 1. 0 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. 1'-0 5/8" BUTTE COUNTY BUILDING DIVISION APPROVED Bolt Schedule ID Qty Bolt Description Bolt #. Material Schedule 1 8 3/4" X 3" A325 H0633 ID Width Low Plate Thick Width High Plate Thick Outside Flange Inside Flange Width Thick Width Thick De tht Web Thick De th2 1 8.00 0.38 6.00 0.63 6.00 0.25 6.00 0.38 12.00 0.16 23.50 - - - 23.50 0.25 23.50 2 6.00 0.63 6.00 0.37 5.00 0.38 5.00 0.50 22.50 0.16 11.38 - - - - 5.00 0.25 5.00 0.25 11.38 0.13 11.38 3::11,00 0.63 6.00 0.37 5.00 0.36 5.00 0.50 22.50 0.16 11.38 - - 5.00 0.25 5.00 0.25 11.38 0.13 11.38 4.00 - 0.38 6.00 - 0.63 6.00 0.25 6.00 0.38 12.00 23.50 0.16 0.25 23.50 23.50 GENERAL NOTES 1. 0 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. 1'-0 5/8" BUTTE COUNTY BUILDING DIVISION APPROVED Bolt Schedule ID Qty Bolt Description Bolt #. Nut # 1 8 3/4" X 3" A325 H0633 H0320 2 8 5/ " X 2 1/ " A325 H0610 H0310 0 � w Z' z 0 O w w Urn Urn �rn Z3rn ZU Z U 00 w CD M00100CD ZUU�UU LUL w U 1 LULL o CL 0 Cl - a= B2 q7 -)- FESS/ Pat JSm RO! Lu 77055 ma .312016 s Q 4j Civl� F OF Clu A��F� s$ CD N 1 40'-0" OUT—TO—OUT OF STEEL.. 20'-0" MAG10 I I GIRT LAPS3/4- SIDEWALL FRAMING: FRAME LINE E Gutter with 2 downspouts) El O i i O O O O O O O O O O. O O O O SIDEWALL - SHEETING & TRIM: FRAME LINE E PANELS: 26 Go. CW — Fox Gray SP BUTTE COUNTY o BUILDING DIVISION U) z z APPROVED 0 0 10 IDw �. Dto D� afM 0) SIDEWALL FRAMING PLAN� Q .Q U U Q GENERAL NOTES ` z w O O z a O O < p 1. STD. ROD/CABLE SIZES' PER PART PREFIX ARE: UC) w U= 0 V wo W ROD CABLE RDB- = 5/8" ROD CAA- = 1/4- CABLE = U o U = 3/4" Z to mo RDC- = ROD CAB- = 3/8" CABLE RDD- - 7/8' ROD CAC- - 1/2' CABLE RDE- = 1' ROD FESS/ RDF- = 1 1/8" ROD i' Rpt PAZ RDG- = 1 1/4' ROD 7 5 m 2. ROD/CABLE BRACING THAT_OCCURS IN FLUSH OR w 2016 INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. CIv1� r R 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL OF % REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4. THIS DRAWING IS NOT TO SCALE. R .91�g€ w N g5�8� ma_ co g O W 40'-0" OUT -TO -OUT OF STEEL MAG10 H j H I . GIRT 1'-3 3/4'1_ LAPS 1 -3 3/4' SIDEWALL FRAMING: FRAME LINE A I T (Gutter with 2 downspouts) ❑ ❑ O O O O O O O O O O O O O O SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Go. CW - Fox Gray SP s a . OJO m N O U c � W 1 + � 2 N 0• U d BUTTE COUNTY BUILDING DIVISION `" z z AP6-1O�9 ® � W uj U m U m " n Ln. Z) Ln Of rn am SIDEWALL FRAMING PLAN �-Q Q U Z U Z 00 GENERAL NOTES O O a O O 1 1. STD. ROD/CABLE SIZES PER PART PREFIXARE: z U U w U= z V ULLJ U w O ROD CABLE RDB- = 5/8' ROD CAA- = 1/4' CABLE X =. U V v = i Ln o RDC- = 3/4' ROD CAB- = 3/8' CABLE FESS/ P CYq� RDD- = 7/8' ROD CAC- = 1/2' CABLE RDE- = 1' ROD RDF- = 1 1/8' ROD R RDG- = 1 1/4' ROD 6 2 2 ? _ Z Lu 77055 m w 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR . DEC. 16 INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. J �P rF civlt- 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL OF CALF REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. $� ? �g i 4. THIS DRAWING IS NOT TO SCALE.. YL _O O - 8���� W 12 1 1/2" 1 60'-0" OUT -TO -OUT OF STEEL B (D� 17'-6" YT 25'-0" '1' 17'-6" 85075 6'-3.. C 7 � 8S075 8SO75 6'-3" I. 3'-6" I 18'-0" 3'-6"� ENDWALL FRAMING: FRAME LINE 1 y MAR01 12SO99 BS075 -o" I2'-6" ENDWALL SHEETING & TRIM: FRAME . LINE 1 PANELS: 26 Go. CW - Fox Gray SP BOLT TABLE 08ZO54 D `� > I QUAN TYPE DIA LENGTH o o Columns Rof 4 A325 1 2" 2" coo F08C060 000 o U) iO is ®® ®- 9®V*E® Z Z to 1=1 — ----- ---F w U 04 U BS075 -o" I2'-6" ENDWALL SHEETING & TRIM: FRAME . LINE 1 PANELS: 26 Go. CW - Fox Gray SP BOLT TABLE FRAME LINE 1 LOCATION I QUAN TYPE DIA LENGTH ER -1 ER -1 4 A325 5 8 2 1 4 Columns Rof 4 A325 1 2" 2" FLANGE BRACE TABLE FRAME LINE 1 z m VIDI QUAN I MARK LENGTH 1 1 8 1 FBC30 30.000 5 1 1/2' 12 C> . o } ZUZ Q O • U d 3s ^ 5 G Ij „ §WSW GENERA NOTES _ i l a f - I 1. 0 INDICATES FLANGE BRACING LOCATIONS. (1) ONE SIDE. (2) - TNO SIDES. 2. IF FIANCE 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 5OX OF THEIR BOLTS INSTALLED AND r0ITENED ON BOTH SIDES OF THE WEB AMMCENT TO EACH FLANGE BEFORE THE HOISTING EQUIPMENT IS RELEASED. 1 1/2'h�, 12 BUTTE COUNTY o BUILDING DIVISION U) ®® ®- 9®V*E® Z Z w F ~ N ~ w U 04 U y rn DLo am 0 L �rn �rn �U �U Q ENDWALL FRAMING PLAN z w z o w0030 U V W U U GENERAL NOTES G TZ a2 m W �Ln 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: a = U V = ROD CABLE RDB- = 5/8' ROD CAA- = 1/4' CABLE RDC- - 3/4' ROD CAB- - 3/8' CABLE P�OFESS��y RDD- = 7/8' ROD CAC- = 1/2' CABLE RDE- = 1' ROD RDF- = 1 1/8' ROD 55j� RDG- = 1 1/4' ROD !2 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR s �P INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING 9l CIV1� Q� F OF GIRT WEBS TO ALLOW FOR BRACING. OF CAJ,%T 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL w REQUIRE FIELD CUTTING OF GIRTS AND SHEETING.�eg�� = ti 4. THIS DRAWING IS NOT TO SCALE. ggig sL'gS� cg�188l g n. B $m :52 O 91 In LLI omciE m�i'ogoJ. a Q1 1/2" 12 I 0 I I 8S075 GIRT LAPS 60'-0" OUT= OF STEEL 8SO75- 8SO75 1'-3 3/� 1'-3 3/4" 1 -3 3/4' —'— 3/4" ENDWALL FRAMING: FRAME LINE 3 Q O 8SO75 FLANGE BRACE TABLE FRAME LINE 3 VID1 QUAN I MARK ILENGTH 1 1 8 1 FBC30 1 30.000 d _ 12 C> 0 ZUZ Q �q Ow U 0- 2It2 It 8AIA Q B 8 GENERAL NOTES ;8 8 I. Q INDICATES FLANGE BRACING LOCATIONS. (1) - ONE SIDE; (2) - TWO SIDES. 2. IF FLANGE BRACING IS REWIRED ON BOTH SIDES OF AN EXPANDABLE RIGID FRAME, THE OPPOSITE SIDE FLANGE BRACES WILL HAVE TO BE INSTAL -0 AT THE TIME OF FUTURE EXPANSION. THESE FLANGE BRACES HAVE BEEN PROVIDED, AS REWIRED, FOR THIS FUTURE CONDITION. 1. RIGID FRAMES SHALL HAVE 502 OF THEIR BOLTS INSTALLED AND TIGHTENED ON BOTH SIDES OF THE WEB ADJACENT TO EACH FLANGE BEFORE THE HOISTING EQUIPMENT IS RELEASED. 12 ENDWALL SHEETING '& TRIM: FRAME LINE 3 PANELS: 26 Go. CW — Fox Gray SP BUTTE COUNTY BUILDING BOLT TABLE DIVISION APPROVED ENDWALL FRAMING PLAN GENERAL NOTES 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ROD CABLE cn 0 z p(D Urn D U,) ()f a) cn0 � o o z V _U -0 o 1 o' = U z 0 . p(o._ Urn D Lo crrn U) Q o o V U c) U = U p < Co 0 w O I 1 o FRAME LINE 3 FESS/ P G1tq RDB- = 5/8' ROD CAA- - 1/4' CABLE RDC- = 3/4' ROD CAB- = 3/8" CABLE RDD- = 7/8" ROD CAC- = 1/2" CABLE RDE- = 1' ROD RDF- = 1 1/8" ROD RDG- = 1 1/4' ROD Q) 2016 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. d, �e TF CIVIk. OQ� OF CALF m m + 9 s g5gi mg £$5 N94", lgipf.� Hi 2 m - ��3. �S5'g-3s 9 W = (O o W LOCATION QUAN -TYPE DIA LENGTH ER-2/ER-2 4 A325 5.8 -T7F/ x Y Columns Rafe 4 A325 1/2" 2"1 o FLANGE BRACE TABLE FRAME LINE 3 VID1 QUAN I MARK ILENGTH 1 1 8 1 FBC30 1 30.000 d _ 12 C> 0 ZUZ Q �q Ow U 0- 2It2 It 8AIA Q B 8 GENERAL NOTES ;8 8 I. Q INDICATES FLANGE BRACING LOCATIONS. (1) - ONE SIDE; (2) - TWO SIDES. 2. IF FLANGE BRACING IS REWIRED ON BOTH SIDES OF AN EXPANDABLE RIGID FRAME, THE OPPOSITE SIDE FLANGE BRACES WILL HAVE TO BE INSTAL -0 AT THE TIME OF FUTURE EXPANSION. THESE FLANGE BRACES HAVE BEEN PROVIDED, AS REWIRED, FOR THIS FUTURE CONDITION. 1. RIGID FRAMES SHALL HAVE 502 OF THEIR BOLTS INSTALLED AND TIGHTENED ON BOTH SIDES OF THE WEB ADJACENT TO EACH FLANGE BEFORE THE HOISTING EQUIPMENT IS RELEASED. 12 ENDWALL SHEETING '& TRIM: FRAME LINE 3 PANELS: 26 Go. CW — Fox Gray SP BUTTE COUNTY BUILDING o m DIVISION APPROVED ENDWALL FRAMING PLAN GENERAL NOTES 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ROD CABLE cn 0 z p(D Urn D U,) ()f a) cn0 � o o z V _U -0 o 1 o' = U z 0 . p(o._ Urn D Lo crrn U) Q o o V U c) U = U p < Co 0 w O I 1 o FESS/ P G1tq RDB- = 5/8' ROD CAA- - 1/4' CABLE RDC- = 3/4' ROD CAB- = 3/8" CABLE RDD- = 7/8" ROD CAC- = 1/2" CABLE RDE- = 1' ROD RDF- = 1 1/8" ROD RDG- = 1 1/4' ROD Q) 2016 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. d, �e TF CIVIk. OQ� OF CALF 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4. THIS DRAWING IS NOT TO SCALE. + 9 s g5gi mg £$5 N94", lgipf.� Hi 2 m - ��3. �S5'g-3s 9 W = (O o W RAKE ANGLE_ (L.L.V.) MK. MAR01 • �- FASTENER MK: H1020 AT EACH SUPPORT �PURLIN a ERECTOR NOTE: CLIP IS SHOP WELDED IN PLACE. RAFTER WELDED CLIP ® ENDWALL RAFTER USE (4) 1/2" x 1 1/4" A307 BOLTS H0500 / NUTS HO400 A7 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS PURLIN LAP SEE PLAN OO O O O O O ' O RAFTER SHOP WELDED CLIP ¢, COLUMN ENDWALL 4' 2" O 8•/12' GIRT COLUMN O 10' GIRT CUP GCC03 im"mmmp-mm : E/W GIRT SHOP WELDED O - GIRT ANGLE MK. MAGOI GIRT CUP CUT WITH(2) )( O LENGTH) BYPASS ENDWALL GIRT AT CORNER o USE (8) 1/2• x 1 1/4' A307 F) REFERENBOLTS NCEOER CTOR NOTENUTS FORTYPICAL WASHER REQUIREMENTS D 1 2 U 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 FIRST GIRT TO THE GIRT CLIP. THE BOLT/NUTS ASSEMBLY MUST BE WRENCH TIGHT PRIOR TO THE LAPPED GIRT BEING INSTALLED. REFERENCE THE STANDARD "LAPPED GIRT DETAIL" FOR MORE INFORMATION. COLUMN SHOP WELDED CLIP--\ GIRT O O O O ® O O O 0 ' In , om EW RAFTER RIDGE CONN PURLIN TO INTERIOR ' FRAME RAFTER GIRT. TO COLUMN o USE (8) 1/2' x 1 1/4' A307 Q o USE (7) 1/2• x 1 1/4' A307 H2 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS ABO150 8 REFERENCE ERTS HOSOD ECTOR NOOTTE FOR TYPICAL WASHER REQUIREMENTS G2 o REFERENBOLTS NCEEEERECTOR NONUTS TE FOR TYPICAL WASHER REQUIREMENTS m U (2) H1020 (1) PER END ANGLE MK. MAH BOLTS REO'D AS SHOWN WLPLATE WASHER MK. ESWO1 (2) RAFTER SL CAP PLATE 0Q LOW EAVE EAVE STRUT AT BYPASS GIRTS to USE (4) 1/2' x 2' A325 BOLTS H0803 / NUTS H030D J2 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS NSE: INSTALL CLIPS ON JAMB BEFORE STANDING JAMB. USE LEVEL TO ALIGN GIRTS ADJUST CLIP AS REQUIRED. FRICTION CLIP 1 1 4" MK. JCA02 ® 8" MK. JCA01 0 10" 4^ MK. JCA03 0 12" 1 2" I CLEAR OPENING I -EQ DOOR JAMB FRICTION CLIP 4"/8" MK. JCP02 0 8" MK. JCP01 0 10" MK. JCP03 ® 12" EQ GIRT GIRT TO JAMB USE (4) 1/2' x 1 1/4" A307 BOLTS HO500 / NUTS H04M K 1 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS 4 1 4" 0234' CEE FIANCE CEE FLANGE FRICTION CLIP MK. JCP02 0 8" EQ MK. JCPO1 0 10" MK. JCP03 0 12" 4"/8" CLEAR OPENING (4) 1/2"0 X 2" BOLTS 6 BOLTS ® SINGLE CEE RAFTER) RAFTER A325 BOLTS H0603 NUTS H0300 1 1 2 T1 C OF 4" RAFTE MK. JCA03 0 12" j 0 CLIP REQ'D 2 U4" or CHANNEL TJX(D 0 a) $ IRAFTER MK. EWA01 X 0) A 1$ 1 4' AT SINGLE 1 1/2^ A325 BOLTS H0603 Z U MK. NCR_ Z ,0.0100 NUTS H03M CEE RAFTER 2' ENDWALL COLUMN IL)0 Q0 SECTION A . EW COLUMN TO RAFTER CONNECTION (CONTINUOUS RAFTER) a a- 5 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS 63 PURLIN LAP SEE PLAN OO O O O O O ' O RAFTER SHOP WELDED CLIP ¢, COLUMN ENDWALL 4' 2" O 8•/12' GIRT COLUMN O 10' GIRT CUP GCC03 im"mmmp-mm : E/W GIRT SHOP WELDED O - GIRT ANGLE MK. MAGOI GIRT CUP CUT WITH(2) )( O LENGTH) BYPASS ENDWALL GIRT AT CORNER o USE (8) 1/2• x 1 1/4' A307 F) REFERENBOLTS NCEOER CTOR NOTENUTS FORTYPICAL WASHER REQUIREMENTS D 1 2 U 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 FIRST GIRT TO THE GIRT CLIP. THE BOLT/NUTS ASSEMBLY MUST BE WRENCH TIGHT PRIOR TO THE LAPPED GIRT BEING INSTALLED. REFERENCE THE STANDARD "LAPPED GIRT DETAIL" FOR MORE INFORMATION. COLUMN SHOP WELDED CLIP--\ GIRT O O O O ® O O O 0 ' In , om EW RAFTER RIDGE CONN PURLIN TO INTERIOR ' FRAME RAFTER GIRT. TO COLUMN o USE (8) 1/2' x 1 1/4' A307 Q o USE (7) 1/2• x 1 1/4' A307 H2 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS ABO150 8 REFERENCE ERTS HOSOD ECTOR NOOTTE FOR TYPICAL WASHER REQUIREMENTS G2 o REFERENBOLTS NCEEEERECTOR NONUTS TE FOR TYPICAL WASHER REQUIREMENTS m U (2) H1020 (1) PER END ANGLE MK. MAH BOLTS REO'D AS SHOWN WLPLATE WASHER MK. ESWO1 (2) RAFTER SL CAP PLATE 0Q LOW EAVE EAVE STRUT AT BYPASS GIRTS to USE (4) 1/2' x 2' A325 BOLTS H0803 / NUTS H030D J2 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS NSE: INSTALL CLIPS ON JAMB BEFORE STANDING JAMB. USE LEVEL TO ALIGN GIRTS ADJUST CLIP AS REQUIRED. FRICTION CLIP 1 1 4" MK. JCA02 ® 8" MK. JCA01 0 10" 4^ MK. JCA03 0 12" 1 2" I CLEAR OPENING I -EQ DOOR JAMB FRICTION CLIP 4"/8" MK. JCP02 0 8" MK. JCP01 0 10" MK. JCP03 ® 12" EQ GIRT GIRT TO JAMB USE (4) 1/2' x 1 1/4" A307 BOLTS HO500 / NUTS H04M K 1 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS 4 1 4" 0234' CEE FIANCE CEE FLANGE FRICTION CLIP MK. JCP02 0 8" EQ MK. JCPO1 0 10" MK. JCP03 0 12" 4"/8" CLEAR OPENING FRICTION CLIP MK. JCA02 0 8" 1~ 12' COLD -FORMED EQ MK. JCA01 0 10" 8tCOW-FORMED R MK. JCA03 0 12" j 0 DOOR JAMB 2 U4" or CHANNEL TJX(D 0 a) $ IRAFTER X 0) Q' 0) 1$ 1 4' A325 BOLTS H0603 Z U MK. NCR_ Z ,0.0100 NUTS H03M Do O� IL)0 Q0 wo woF: RIDGE L PURLIN LAP SEE PLAN OO O O O O O ' O RAFTER SHOP WELDED CLIP ¢, COLUMN ENDWALL 4' 2" O 8•/12' GIRT COLUMN O 10' GIRT CUP GCC03 im"mmmp-mm : E/W GIRT SHOP WELDED O - GIRT ANGLE MK. MAGOI GIRT CUP CUT WITH(2) )( O LENGTH) BYPASS ENDWALL GIRT AT CORNER o USE (8) 1/2• x 1 1/4' A307 F) REFERENBOLTS NCEOER CTOR NOTENUTS FORTYPICAL WASHER REQUIREMENTS D 1 2 U 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 FIRST GIRT TO THE GIRT CLIP. THE BOLT/NUTS ASSEMBLY MUST BE WRENCH TIGHT PRIOR TO THE LAPPED GIRT BEING INSTALLED. REFERENCE THE STANDARD "LAPPED GIRT DETAIL" FOR MORE INFORMATION. COLUMN SHOP WELDED CLIP--\ GIRT O O O O ® O O O 0 ' In , om EW RAFTER RIDGE CONN PURLIN TO INTERIOR ' FRAME RAFTER GIRT. TO COLUMN o USE (8) 1/2' x 1 1/4' A307 Q o USE (7) 1/2• x 1 1/4' A307 H2 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS ABO150 8 REFERENCE ERTS HOSOD ECTOR NOOTTE FOR TYPICAL WASHER REQUIREMENTS G2 o REFERENBOLTS NCEEEERECTOR NONUTS TE FOR TYPICAL WASHER REQUIREMENTS m U (2) H1020 (1) PER END ANGLE MK. MAH BOLTS REO'D AS SHOWN WLPLATE WASHER MK. ESWO1 (2) RAFTER SL CAP PLATE 0Q LOW EAVE EAVE STRUT AT BYPASS GIRTS to USE (4) 1/2' x 2' A325 BOLTS H0803 / NUTS H030D J2 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS NSE: INSTALL CLIPS ON JAMB BEFORE STANDING JAMB. USE LEVEL TO ALIGN GIRTS ADJUST CLIP AS REQUIRED. FRICTION CLIP 1 1 4" MK. JCA02 ® 8" MK. JCA01 0 10" 4^ MK. JCA03 0 12" 1 2" I CLEAR OPENING I -EQ DOOR JAMB FRICTION CLIP 4"/8" MK. JCP02 0 8" MK. JCP01 0 10" MK. JCP03 ® 12" EQ GIRT GIRT TO JAMB USE (4) 1/2' x 1 1/4" A307 BOLTS HO500 / NUTS H04M K 1 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS 4 1 4" 0234' CEE FIANCE CEE FLANGE FRICTION CLIP MK. JCP02 0 8" EQ MK. JCPO1 0 10" MK. JCP03 0 12" 4"/8" CLEAR OPENING FRICTION CLIP MK. JCA02 0 8" EQ MK. JCA01 0 10" STEEL LINE MK. JCA03 0 12" j 0 DOOR JAMB 2 U4" or CHANNEL TJX(D 0 a) 3 5/8- FLANGE JAMB TO FINISHED FLOOR USE (2) 1/2' x 1 1/4" A307 BOLTS HDS00 / NUTS H0400 E6 "ATTACHMENT TO SLAB BY OTHERS- E6 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS (2)ESW01 WASHERS EAVE STRUT TO ENDWALL RAFTER I� USE (4) 1/2• x 2' A325 BOLTS H0603 / NUTS H0300 0 REFERIENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS 18 BUTTE COUNTY BUILDING DIVISION! A!ILPRVtu". Ell Tv CL 0 U) j 0 O TJX(D 0 a) U 0) X 0) Q' 0) U Z U Q Z ,0.0100 Do O� IL)0 Q0 wo woF: o1 L a a- 5 a- o � a= a= 2 Z) Z9. �< .731 2016 P g! ti 0 0 ERECTOR NOTES: -IF THE T -CUP IS LOCATED IN THE SAME LOCATION AS NESTED GIRT BOLTS, THE NESTED GIRT BOLTS CAN BE REMOVED. -PRE-DRILL HOLES AT NESTED ZEE GIRTS AND DOUBLE CEE GIRTS AS REQUIRED. 4" ZEE GIRT 4" CLIP U JAMB EXTENSION MK. JCT02 (IF REQ D) MK. JB - (3) B = SCREWS H1020-1 -II i_� MKIP JCT02 4" ZEE GIRT 4 1/4 I I 1 CLIP MK. JCT01 — (6) TEK 3 _ SCREWS H1020 FRAMED OPENING i DOOR JAMB TO GIRT USE (2) 1/2' x.1 1/4' A307 BOLTS H0500 / NUTS H04W REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS L9 9 (UNLESS NOTED OTHERWISE ON DRAWINGS) BOLT HEAD SLOT SLOT TO SLOT CONNECTIONS WASHER WASHERS ARE REQUIRED ON H0250 - 1 1/8" FLAT WASHER BOTH SIDES OF MATERIAL IF WASHER SLOTS ARE USED ON BOTH NUT SLOT SIDES(NOTE LAPPED ZEE MEMBER EXCEPTION). BOLT HEAD SLOT SLOT TO HOLE CONNECTIONS WASHER ONE WASHER REQUIRED ON SLOTTED SIDE ONLY. NUT _ HOLE BOLT HEAD HOLE HOLE TO HOLE CONNECTIONS NO WASHERS ARE REQUIRED WHEN SLOTS ARE NOT USED. NUT HOLE WASHER PART NUMBERS H0200 -1/2- FLAT WASHER H0240 - 1" FLAT WASHER H0210 - 5/Bp FLAT WASHER H0250 - 1 1/8" FLAT WASHER H0220 - 3/4 FLAT WASHER H0260 - 1 1/4" FLAT WASHER H0230 - 7/8 FLAT WASHER 1 1/4, (2) 1/2"X 1 1/4" A307 THIN HEAD BOLTS H0515/NUTS JAMB H0400 I CLIP MK. HCJ01 ® 8" OR 10" MK. HCJ02 ® 12" HEADER/SILL HEADER./SILL TO JAMB USE (2) 1/2' x 1 1/4' A307 BOLTS HOSOO / NUTS H0400 M REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS BOLT/NUT ASSEMBLY REQUIRED AT LAPPED ZEE MEMBERS. (NO WASHERS REQUIRED) SECTION i4" 0 W N y LAPPED ZEE MEMBERS, PURLINS OR GIRTS 0 WASHERS REQUIRED AT BOLTS USED I THE LAPPED REGIONS OF ZEE MEMBERS. SECTION 'B" 1 r-- SPREADER BAR 6'-0" MINIMUM 8'-0" MAXIMUM GIRTS (TYPICAL) WIND— BRACING MAXIMUM PICK POINT 1 3 SPANS MAXIMUM LIFT LIFT COLD -FORMED RAFTER COLD-FORMEDTHIS WILL CAUSE RAFTER THE RAFTER TO STS TWIST. STRAP CORRECT INCORRECT SECTION A COLD FORMED ENDWALL ERECTOR DETAIL 1) GIRTS, CLIPS, RAFTERS AND COLUMNS MUST BE SECURELY AND TIGHTLY BOLTED TOGETHER PRIOR TO STANDING UP THE ENDWALL SECTION. (NOTE: THE GIRTS PROVIDE STABILITY TO THE ENDWALL SYSTEM DURING THE ERECTION PROCESS) 2) BUILT-UP COLUMNS/RAFTERS MUST BE ERECTED INDIVIDUALLY WHEN USED WITH COLD FORMED ENDWALL PARTS 3) THIS DETAIL IS SUGGESTED IN ORDER TO MAINTAIN STRUCTURAL INTEGRITY OF ENDWALL PARTS AFTER ERECTION. SOUND JUDGEMENT BASED ON ERECTION KNOWLEDGE AND EXPERIENCE SHOULD BE APPLIED REGARDING SAFETY AND PRACTICALITY OF INDIVIDUAL SITUATIONS. 4) REGULATIONS SET FORTH BY THE OCCUPATIONAL SAFETY AND HEALTH ACT, LOCAL, STATE, AND/OR FEDERAL AGENCIES SHOULD BE ADHERED TO AT ALL TIMES. THE METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR INJURY, DAMAGE, OR FAILURE WHICH MAY RESULT FROM FAILING TO MEET ANY OF THESE REGULATIONS. BUTTE COUNTY BUILDING DIVISION APPR � 5 a J $� a A p �m 7 gig gi fl Z! —log- rau 3091 u�u u L 31 2016 w -t$ 5$41FF ' s 0 �ri8g_ (V 0 � a5e sg a TYPICAL FIELD WELD TYPICAL FLANGE BRACE MARK NUMBERS '-4 " '-6" REQUIREMENTS ERECTOR NOTE: OR PURLIN FLANGE BRACE OPPOSITE SIDE REQUIREDERECTION RE INDICS. ATED �� ACTUAL FLANGE BRACES DO NOT HAVE MARK NUMBERS ON THEM (UNLESS NOTED OTHERWISE ON DRAWINGS) & FS" o 0 FBG__ ALL FIELD WELDING MUSE BE PERFORMED BY AWS/GWB CERTIFIED WELDERS INDICATES LENGTH OF FLANGE BRACE IN INCHES NOTE: U WHO ARE QUALIFIED FOR THE WELDING PROCESSES AND POSITIONS INDICATED. LENGTH 1 2 X 2" A325 BOLTS ALL WORK MUST BE COMPLETED AND INSPECTED IN ACCORDANCE WITH THE H06033 BOLT E REQ'D FOR BOLTINGH FLANGE BRACES. Y Y APPUCABLE AWS/CWB SPECIFICATKINS. aE H030NUT w WELD ELECTRODES USED FOR THE SMAW (OR STICK) WELD PROCESS H0200 WASHERS FLANGE BRACE FBD MUST BE 70 KSI 483 MPa MATERIAL AND LOW HYDROGEN CONTENT. FLANGE BRACE H0603 BOLT MARK FB z m �-INDICATES LENGTH OF MARK FB RAFTER H0300 NUT H0200 FLANGE BRACE IN INCHES LENGTH NOTE: 1/2 x 2~ A325 WASHERS COLUMN H0603 BOLT GALVANIZED STEEL FIELD WELDING RECOMMENDATIONS BOLTS ARE REQ'D H0300 NUT FOR BOLTING H0603 BOLT FLANGE BRACES. WASHERS FBE-- COUNTER LENGTH PREPARATION OF WELD AREA H0300 NUT H0200 WASHERS AWS D-19.0, WELDING ZINC COATED STEEL, CALLS FOR WELDS TO BE 01 35 7 8" -� MADE ON STEEL THAT IS FREE OF ZINC IN THE AREA TO BE WELDED. FOR COUNTER - SEE CHART 02 37 1 8- FLANGE BRACE OPPOSITE SIDE _ 2" WALL GIRT z _ GALVANIZED STRUCTURAL COMPONENTS, THE ZINC COATING SHOULD BE 03 49 1/2- REQUIRED WHERE INDICATED (OR 3'1/2" REMOVED AT LEAST ONE TO FOUR INCHES (2.5-10 cm) FROM EITHER SIDE 04 50 1 4' ON ERECTION DWGS. AS NS & FS" OF THE INTENDED WELD ZONE AND ON BOTH SIDES OF THE GRINDING LENGTH TYP FLANGE BRACE ® PURLIN & RAFTER TYP FLANGE BRACE ® BU COL & GIRT BACK THE ZINC COATING IS THE PREFERRED AND MOSTOST COMMON ON METHOD; BURNING THE ZINC AWAY OR PUSHING BACK THE MOLTEN p o sS� o 0o c ZINC FROM THE WELD a NOTE: SEE PLANS AND ELEVATIONS FOR NOTE: SEE PLANS AND ELEVATIONS FOR Y $ 8 i 7 AREA ARE ALSO EFFECTIVE. FLANGE BRACE PART MARKS < FLANGE BRACE PART MARKS M2 TOUCH-UP OF WELD AREA � $ � -9 COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE ERECTOR NOTE:• UNLESS SPECIFICALLY NOTED OTHERWISE, WELDING ON GALVANIZED SURFACES DESTROYS THE ZINC COATING ON UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, UGHTING, HVAC EQUIPMENT, CEILINGS, ETC. ARE SUSPENDED FROM ROOF MEMBERS, STANDARD ZEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED STD. 1/2' A307 BOLTS MK. Hosooo to AND AROUND THE WELD AREA. RESTORATION OF THE AREA WILL BE CONSULT ENGINEER OF RECORD IF THESE CONCENTRATED LOADS EXCEED 500 DOWN AT THE STEEL LINE AS SHOWN IN THE DETAIL BELOW. (NO WASHERS REQUIRED PERFORMED IN ACCORDANCE WITH ASTM A 780, STANDARD PRACTICE FOR REPAIR OF DAMAGED AND UNCOATED POUNDS (USING THE WEB MOUNT DETAIL) OR 200 POUNDS (USING THE FLANGE MOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY D ;13a y� AREAS OF HOT-DIP GALVANIZED MORE THAN OTHERS. .UNLESS SPECIFICALLY NOTED OTHERWISE, STANDARD CEE GIRT OUTSIDE FLANGE 5 COATINGS, WHICH SPECIFIES THE USE OF PAINTS CONTAINING ZINC DUST, ZINC-BASED SOLDERS OR SPRAYED ZINC. ALL TOUCHUP AND REPAIR ORIENTATION IS TO HAVE THE GIRT TOED UP AS SHOWN IN THE DETAIL BELOW. STANDARD CLIP ATTACHMENT IS BELOW THE V = � Y o METHODS ARE CAPABLE OF BUILDING A PROTECTIVE LAYER TO THE THICKNESS REQUIRED BY ASTM A 780.. PURLIN FLANGE PURLIN STIFFENING UP GIRT, HOWEVER SOME DETAILS REQUIRE THAT THE CLIP BE ABOVE THE GIRT. (REFER TO THE GIRT DETAILS ON THE GIRT LAP BOLTS NOT SHOWN FOR CLARITY. e REFERENCE THE STD. w , r ^ S u u SAFETY &HEALTH PURLIN WEB ERECTION DRAWINGS FOR REQUIREMENTS) BOTH CLIP ATTACHMENTS ARE SHOWN IN THE DETAIL BELOW. LAPPED GIRT DETAIL SECOND LAPPED FOR THOSE GIRT WHEN WELDING DIRECTLY ON GALVANIZED STEEL IS UNAVOIDABLE, OSHA GENERAL RESTRICTION: TTBOLTED COLUMj,' REQUIREMENTS. PERMISSIBLE EXPOSURE LIMITS (PELS) MAY BE EXCEEDED AND EVERY PRECAUTION, INCLUDING HIGH-VELOCITY CIRCULATING FANS WITH FILTERS, UNDER NO CIRCUMSTANCES CAN THE PURLIN STIFFENING UP OPTIONAL CLIP CONNECTION OR THIN HEAD 1/2" BOLT WELDED GIRT MK. H0515** CUP AIR RESPIRATORS AND FUME-EXTRACTION SYSTEMS SUGGESTED BY AWS, BE FIELD MODIFIED FROM THE FACTORY SUPPLIED CONDITION. ALSO DO NOT HANG ANYTHING FROM PURUN STIFFENING LIP. ZEE GIRTCOLUMN (NO WASHER REQUIRED) BE EMPLOYED. FUMES FROM WELDING GALVANIZED'STEEL CAN1-1 ��SHOULD CEE CONTAIN ZINC, IRON, AND LEAD. FUME COMPOSITION TYPICALLY DEPENDS GRT w FIRST LAPPED GIRTON THE COMPOSITION OF THE MATERIALS USED, AS WELL AS THE HEAT _Z STANDARD CLIP APPLIED BY THE PARTICULAR WELDING PROCESS. IN ANY EVENT, GOOD OPTIONS FOR SUPPORT ATTACHMENTS C IP-' CONNECTION STD. 1/2' A307 VENTILATION MINIMIZES THE AMOUNT OF EXPOSURE TO FUMES. A OPTION B w GIRTPRIOR NUTS MK. H0400 (2OO LBS MAXI (500 LBS MAX) N CLIP TO WELDING ON ANY METAL CONSULT ANSI/ASC Z-49.1, SAFETY IN WELDING, CUTTING AND ALLIED PROCESSES, WHICH CONTAINS INFORMATION ON THE PROTECTION DRILL SUPPORT SUPPORT ANGLE OR SOME THROUGH THE OTHER TYPE OF ZEE GIRT ORIENTATION CEE GIRT ORIENTATION LAPPED GIRT DETAIL a OF PERSONNEL AND THE GENERAL AREA, VENTILATION AND FIRE PREVENTION. BOTTOM FLANGE OF BRACKET. (NOT BY Nes) THE PURLIN. SUPPORT THROUGH STANDARD GIRT ORIENTATION DETAIL 0 _ U � vaPID c�Rrs O INTERIOR BAY COLUMNS PURLIN WEB. r� o q THE THIN HEAD 1 2 A307 BOLT MUST BE INSTALLED INTO THE U 1/2'0 MAXIMUM BOLT d NOTE: BYPASS GIRT CONDITION IS SHOWN FOR REFERENCE FIRST GIRT AND CUP OF A LAPPED CONDITION. THE BOLT/NUT /NUT INFORMATION COURTESY OF AMERICAN GALVANIZERS ASSOCWTION NOT BY MBS)GIRT v ONLY. YOUR PROJECT MAY HAVE FLUSH OR INSET GIRTS. ASSEMBLY MUST BE WRENCH TIGHT PRIOR TO THE SECOND LAPPED BEING INSTALLED 0Z 0Z F ANGLE SUPPORT (NOT BY MBS) f- N U ~ N N U Z) Lo =) v) 1 MAXIMUM FROM 1 1 1" MAXIMUM FROM CENILRUNE OF UN CENTERUNE OF PURUN < < WEB TO CENTERUNE OF WEB TO CENTERUNE OF U) U N U < SUPPORT SUPPORT Z ,,, Z X00 00 ZUU UU wIo wU2oU= z� OPTION C: =U�=U g� 200 LBS MAX IF PURUN FLANGE =:=±1' QROFESS/� SUPPORT CLAMPS 'X' — TOTAL PROJECTED J' Rpt ARE USED. DISTANCE FROM THE CENTERUNE OF THE BUTTE COUNTY 02016 PURUN WEB TO THE END BUILDING DIVISION _ _ w OF THE END STIFFENER LIP. (= 3 5/88 " +/- 1/16' APPROVED �TlF CLAMP i' MAXIMUM NOTE: CIVIL (NOT BY NBS) THE CENTERUNE OF THE SUPPORT OF CALF MUST BE WITHIN 1' FROM CENTERUNE OF THE PURLIN WEB. s $s w CENTERLINE OF SUPPORT CENTERLINE OF PURLIN L �$�� fill, O CO g PURLIN SUPPORT METHODSE -elfI'a o r \ HIGH EAVE. RIDGE. & END LAP � Ic is x 1 1/4' 17-14 WITH WITH WASHER �91 N 7" N N 7" N N 7' N N N 3/8' HEAD 5/16' HEAD r \ HIGH EAVE. RIDGE. & END LAP A A 1 \ INTERMEDIATE PURLINS � IL is x 1 1/4' 17-14 WITH WITH WASHER �91 N 9 1/2" "1 9 1/2" N N N 3/8' HEAD 5/16' HEAD A A 1 \ INTERMEDIATE PURLINS SEE THE CLASSIC ROOF SIDE LAP FASTENER SPACING DETAIL FOR' SIDE LAP FASTENER SPACING .END LAP — IF REQUIRED STRUCTURAL FASTENER MK. H1030--------\ LOW EAVE END OF P e e e \ LAVE MEMBER (VARIES), SAVE f \—INTERMEDIATE LOW EAVE STRUT SHOWN FOR REFERENCE PURUN CLASSIC ROOF STRUCTURAL FASTENER SPACING (STANDARD) RIDGE OR HIGH EAVE PURUN — END LAP PURUN (IF END LAP IS REQUIRED) 6. SEE DETAILS BELOW LEFT FOR SIDE LAP FASTENER O.C. 6. 6" 6' O.C. SPACING AT THE REMAINDER OF THE PANEL RUN 6. MAX 6" 6" SIDE LAP FASTENERS (MK. H1050) AT EACH SUPPORT AND 6' ON CENTER BETWEEN SUPPORTS AT THE FIRST TWO LOW EAVE PURLIN SPANS ROOF PANEL EAVE MEMBER URLI TYPICAL SIDE LAP VARIES, EAVE STRUT SHOW SEE THE CLASSIC ROOF STRUCTURAL FASTENER SPACING DETAIL FOR STRUCTURAL FASTENER SPACING SECOND PURUN FIRST TWO LOW SAVE SPANS UPSLOPE FROM EAVE (EACH SUPPORT AND 6' ON CENTER BETWEEN SUPPORTS) * FIRST PURLIN EQUAL' EQUAL UPSLOPE FROM EAVE EQOAL EQUAL EQUAL EAVE MEMBER (VARIES), EAVE STRUT SHOWN FOR REFERENCE :t!UOOF PANEL3/32" x 1/2" TAPE ROOF PANEL RU MASTIC MK. H3010 —//Pq< URLI SPANS LESS THAN 5'-0" SPANS > OR = TO 5'-0" NON -UL 901 -EACH SUPPORT AND MIDPOINT BETWEEN SUPPORTS. UL 90 EACH SUPPORT AND SPACED EQUALLY BETWEEN SLAP MASTIC DETAIL (EACH SUPPORT AND 1/3 POINTS BETWEEN SUPPORTS) SUPPORTS. NOT TO EXCEED 20" (1'-8"). AT FULL LENGTH OF ALL SIDE LAPS CLASSIC ROOF SIDE LAP FASTENER SPACING (STANDARD) STANDARD FASTENER SCHEDULE H1000 SELF -TAPPING SCREW (GOOF SCREW) Hi�1,�� SELF-DRIWNG SCREW H1042 is x 1 1/4' 17-14 WITH WITH WASHER N N N N N N N N N N N N 3/8' HEAD 5/16' HEAD DRILLING CAP wD2qSELF-DRIWNG SCREW /4-14 1 1/4' 1CP3 H1045 SELF-DRIWNG SCREW N n n N N r7 n N N n n N SEE THE CLASSIC ROOF SIDE LAP FASTENER SPACING DETAIL FOR' SIDE LAP FASTENER SPACING .END LAP — IF REQUIRED STRUCTURAL FASTENER MK. H1030--------\ LOW EAVE END OF P e e e \ LAVE MEMBER (VARIES), SAVE f \—INTERMEDIATE LOW EAVE STRUT SHOWN FOR REFERENCE PURUN CLASSIC ROOF STRUCTURAL FASTENER SPACING (STANDARD) RIDGE OR HIGH EAVE PURUN — END LAP PURUN (IF END LAP IS REQUIRED) 6. SEE DETAILS BELOW LEFT FOR SIDE LAP FASTENER O.C. 6. 6" 6' O.C. SPACING AT THE REMAINDER OF THE PANEL RUN 6. MAX 6" 6" SIDE LAP FASTENERS (MK. H1050) AT EACH SUPPORT AND 6' ON CENTER BETWEEN SUPPORTS AT THE FIRST TWO LOW EAVE PURLIN SPANS ROOF PANEL EAVE MEMBER URLI TYPICAL SIDE LAP VARIES, EAVE STRUT SHOW SEE THE CLASSIC ROOF STRUCTURAL FASTENER SPACING DETAIL FOR STRUCTURAL FASTENER SPACING SECOND PURUN FIRST TWO LOW SAVE SPANS UPSLOPE FROM EAVE (EACH SUPPORT AND 6' ON CENTER BETWEEN SUPPORTS) * FIRST PURLIN EQUAL' EQUAL UPSLOPE FROM EAVE EQOAL EQUAL EQUAL EAVE MEMBER (VARIES), EAVE STRUT SHOWN FOR REFERENCE :t!UOOF PANEL3/32" x 1/2" TAPE ROOF PANEL RU MASTIC MK. H3010 —//Pq< URLI SPANS LESS THAN 5'-0" SPANS > OR = TO 5'-0" NON -UL 901 -EACH SUPPORT AND MIDPOINT BETWEEN SUPPORTS. UL 90 EACH SUPPORT AND SPACED EQUALLY BETWEEN SLAP MASTIC DETAIL (EACH SUPPORT AND 1/3 POINTS BETWEEN SUPPORTS) SUPPORTS. NOT TO EXCEED 20" (1'-8"). AT FULL LENGTH OF ALL SIDE LAPS CLASSIC ROOF SIDE LAP FASTENER SPACING (STANDARD) STANDARD FASTENER SCHEDULE H1000 SELF -TAPPING SCREW (GOOF SCREW) Hi�1,�� SELF-DRIWNG SCREW H1042 H1070 SELF-DRIWNG S x 1 1/4' 17-14 WITH WITH WASHER 12-14 x 7/8" TCP3 W/0 WASHER 12-24 x 1 1/2" W/0 WA 5/16" LONG LIFE FASTENER 2. IF THIS PROJECT 1/2' THK 3/8' HEAD 5/16' HEAD DRILLING CAP wD2qSELF-DRIWNG SCREW /4-14 1 1/4' 1CP3 H1045 SELF-DRIWNG SCREW (PANf1S 36' NET LAY) . x 12-14 x 2" TCP3 W/0 WASHER OF ELBOWS, SEE OWASHER 5/16" HEAD WNE5F'''`��� DOWNSPOUT ^S' TO GUTTER (4) H1060 FASTENERS. WITH {-- 3. —� I I 3/16'16' THK MAX TYPICAL AT ELBOWS AS REQUIRED DRIWNG CAPACITY 5/16' HEAD FULL OR PARTIAL H1030 SELF -DRILLING SCREW H1047 SELF-DRIWNG SCREW H1100 1/8' z 3 12-14 x 1 1/4' lk TCP2 WITH WASHER 12-14 x 2' TCP3 FLAT TOP STAINLESS S BUND POP I H0340 WITH WASHER H0750 LONG LIFE FASTENER BCCO2 —I- 5/16' HEAD 5/16'0 HEAD I H0760 H1035 SELF -DRILLING SCREW H1050 SELF-DRIWNG SCREW �Q 3/8"0 STAINU 12-14 z 1 1/2' TCP2 WITH WASHER mllIUUoLONG 1/4-14 x 7/8" TCPIROMMEi WITH WASHER 3Mr FASTI UFE FASTENER LONG LIFE FASTENER 5/16' HEAD 5/16' HEAD H1040 SELF-DRIWNG SCREW H1060 SELF-DRIWNG SCREW H1220 SELF-DRIWNG SC 12-14 x 1 1/$ 12-14 x 7/8' TCPI 12-14 x 1"' ,a TCP2 W/O WASHER � W/O WASHERn W/0 WA: 011miy 5/16'0 HEAD 5/16' HEAD PHILLIPS I H1041 SELF-DRIWNG SCREW H1061 SELF-DRIWNG SCREW 12-14 x 1 1/4_ 12-14 x 7/8' oTCP2 RAT TOP 0 WITH WASHER TCPI MT TOP WITH WASHER 0 _ 5/16' HEAD 5/16'0 HEAD 0 0 0 USE a POP RIVETS GURER OUTLET °" G E "CLASSIC PANEL" ERECTION NOTES ' MK. H1100 AT ALL WITH THE DOWNSPOUT. OVAL AREA NEXT, CUT 2. IF THIS PROJECT FULL ELBOW, _5 AND DOWNSPOUT CONNECTIONS U.N.O. ALONG THE DASHED LINES. BEND TABS 4' DOWN ALONG THE SOLID LINES AND ATTACHERECTOR 'S' SHAPES AT THE BCS02 BOTTOM OF THE (PANf1S 36' NET LAY) . 1060 •H1060 SRTCH FASTENER "H1040 STRUCTURAL FASTENER 1 MITERING S" OF ELBOWS, SEE BCS03 DOWNSPOUT ^S' TO GUTTER (4) H1060 FASTENERS. WITH {-- 3. —� I I ERECTOR NOTE 1/2' SIDELAP E rte' ' WILL BE REQUIRED AT GURER SLOPES OVER 4:12 A325 BOLT FOR PROPER UNE UP DOWNSPOUT 'S_ MK. H2326-�-_ WITH THE DOWNSPOUT. BCSO4 2. IF THIS PROJECT FULL CONTRACT SPECIFIES SECTION —� 'S' SHAPES AT THE BCS02 BOTTOM OF THE MALE ENDS DOWNSPOUT IN UEU 3/4- 0 ROD OF ELBOWS, SEE BCS03 DETAIL .�/ FEANLE END 3. FIELD WORK (2) TYPICAL AT ELBOWS AS REQUIRED ALL SPED AT INSET/OUTSET FULL OR PARTIAL WALL CONDITION. SECTION ASS, DOWNSPOUT STRAP BRACKET MK. DDA01 FOR USE WITH "ACCENT' PANEL ATTACH AT PANEL RIB ONLY. USE (2) H1060 SCREWS DOWNSPOUT STRAP MK. DPA01 (SCREW STRAP TO WALL USING (1) H1O60 SCREW). FIELD BEND AND 4. LOCATE DS REQUIRED THEN FASTEN STRAP TO DS WITH (2) H1060 STRAPS ONE AT ELBOW IF FASTENERS. EVERY 's', ELBOW REQUIRED AND DS SPLICE MK. H2330 DOWNSPOUT STRAP (MK. / DPA01) 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. H1060 FASTENERS ARE PROVIDED FOR COLUMN ATTACHMENT APPLICATIONS. PRE-DRIWNG WILL BE REQUIRED. STANDARD GUTTER AND DOWNSPOUT REFERENCE GUTTER AND DOWNSPOUT SCHEDULE FOR TRIM -21D 1 DOWNSPOUT MARK NUMBERS BASE Man" MASTIC (H3010) IS REQUIRED M SNOWDRIFT CONDITIONS. LAVE MEMBER REFER TO THE ELEVATIONS FOR LOCATION REQUIREMENTS. WALL PANEL .m -H1060 AT EACH END AND AT 30' O.C. MAX. SUPPORTS ML; STITCH FASTENERS MAY OR MAY NOT UNE UP WITH GRT ELEVATIONS. 1. BLOCK GIBS TO iEVEL' pomm BFRIRE STARTING PANE EIWDK MAMM WOOD EAOMW (NOT BY IL85) UNTIL mmm TD SIRUCRVAL FASTENERS ARE MSIALLED, 2 ALCM AND PLLNB FIRST WALL PANEL 1 TO PREVDR'OL-CkV ', ALL FAEL FASID4ES SIDIAD SEMS nW Ila MOM. AND THEN BE SMIRED TO EKH SI KRft GDT TMW THE FAV£ 4. EUMTON MST BE MUNE LEVEL AND CORK I TO THE OUT -M -OR STEEL LIE 0101 ION& S EDFL'TON CREII 5 TO CLEAN ALL OIL PANELS BEFORE LEWI G JOB SITE L ERECTOR 6 TO DELT PANELS SD THAT SOEIAPS ARE AWAY FROM THE MMM IILA M AREAS LIE OF SIM. 7. STORE AMS PWMY TO PREWXT M ]LURE. SEE E ECIM MANLIC BRACE TYPE TURNBUCKLE BRACE FLOOR CLEVIS ANCHOR A325 BOLT A325 NUT CABLE ANY H0730 BCSO4 BCC01 H0640 H0330 5/8- 0 ROD H0710 BCS02 BCC01 H0640 H0330 3/4- 0 ROD H0720 BCS03 BCC01 H0640 H0330 7/8- 0 ROD I H0730 BCS041 BCC01 I H0640 I H0330 1" 0 ROD I H0740 BCL05 BCCO2 H0660 H0340 0 RODI H0750 SCLO1 BCCO2 H0660 H0340 ROD I H0760 BCL02 BCCO2 H0660 H0340 BRACE ROD (OR EYEBOLT SEE PLANS AND ELEVATIONS IF CABLE ASSY) FOR BRACING MARK NUMBERS TURNBUCKLE A— BRACE CLEVIS BRACE CLEVIS T -CLIP MARK BCC_ (SEE ANCHOR BOLT PLAN FOR ANCHORING REQUIREMENTS) ROD MARK HILLSIDE I FLAT A307//A325 COUPLING ROD ASSEMBLY �1 VWEB DIAMETER NUMBER WASHERS WASHERS Nl?TS NUTS 0 0 5/8" 0 ROB -- (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) H0330 H0840 RAFTER FLAT WASHER, m 1 1/8" 0 RDF (2) H0960,(2) H0250 1 (2) H0450 H0850 AND NUT (QUANTITY VARIES) 1 1/4" 0 RDG _ (2) H09601(2) H02601(2) H0340 H0860 w U CL SEE PLANS AND ELEVATIONS FOR BRACING MARK NUMBERS ROD BRACE WEB TO WEB $ $ « o Q3 "s I^gg11 s 32 7i^n�a - + START (SEE ROOF PLAN) !�� 2>� 9§ RIB USE 0" START TI. RIB IF NOT NOTED Q 80,18 CRIB FIELD CUT �� -AS REQ'D. H1050 111 =i88 (4" D.C.) 2 1/4 " TAPE MASTIC 0 8 g (BETWEEN TRIM AND PANEL) ' r u x W$ W R W RAKE TRIM MK. H3020 MK. RTA I /-ROOF PANEL a O" TO 3" w z d wl H1060 —/ O !1,7" nrl CLIIo_ WALL PANEL - H1020 AT EACH SUF RAKE ANGLE (L.L.V.) MK. MAR01 mr," OUTSIDE PANEL CLOSURE MK. H3400 ® "CLASSIC PANEL" MK. H3420 ® "ACCENT PANEL" MK: H3410 ®'REV. "CLASSIC PANEL" DIAGONAL BRACE TO FLOOR ANCHOR SCULPTURED RAKE AT "CLASSIC" ROOF Q6 o Q6 . W SEE WALL SHEETING ERECTKXJ NOTES FOR FASTENER LOCATIONS TRIM -2 O BUTTE COUNTY BUILDING DIVISION APPROVED a- 0 0 U) Z O P: (o UN rn U Q U w O O (.5 .0 wU2 =U a 1 2016 ROD ASSEMBLY VWEB MK. RD_ OF COLUMN OR HILLSIDE WASHER, t RAFTER FLAT WASHER, o COUPLING NUT AND NUT (QUANTITY VARIES) U CL ROD BRACE WEB TO WEB $ $ « o Q3 "s I^gg11 s 32 7i^n�a - + START (SEE ROOF PLAN) !�� 2>� 9§ RIB USE 0" START TI. RIB IF NOT NOTED Q 80,18 CRIB FIELD CUT �� -AS REQ'D. H1050 111 =i88 (4" D.C.) 2 1/4 " TAPE MASTIC 0 8 g (BETWEEN TRIM AND PANEL) ' r u x W$ W R W RAKE TRIM MK. H3020 MK. RTA I /-ROOF PANEL a O" TO 3" w z d wl H1060 —/ O !1,7" nrl CLIIo_ WALL PANEL - H1020 AT EACH SUF RAKE ANGLE (L.L.V.) MK. MAR01 mr," OUTSIDE PANEL CLOSURE MK. H3400 ® "CLASSIC PANEL" MK. H3420 ® "ACCENT PANEL" MK: H3410 ®'REV. "CLASSIC PANEL" DIAGONAL BRACE TO FLOOR ANCHOR SCULPTURED RAKE AT "CLASSIC" ROOF Q6 o Q6 . W SEE WALL SHEETING ERECTKXJ NOTES FOR FASTENER LOCATIONS TRIM -2 O BUTTE COUNTY BUILDING DIVISION APPROVED a- 0 0 U) Z O P: (o UN rn U Q U w O O (.5 .0 wU2 =U a 1 2016 NOTE 1 "CLASSIC PANEL" ERECTION NOTES WALL PANEL INSIDE PANEL CLOSURE FILTER TRIM MK. MFBOI (SHOWN) IS NW REQUIRED WHERE START/FINISH DIMENSION IS LESS 7WJJ OR T LEA REFER O n 0 o 0 (PANELS H1060 STITCH FASTENER 11 ^H1040 36' NET LAIC MK. H3410 ®"CLASSIC PANEL' 'CLASSIC WALL' EQUAL 70, J t/2'. SEE ELEVATIONS I STRUCTURAL F/STENER �/�-- MK. H3430 0 'ACCENT PANEL" MK. H3400 0 REV. 'CLASSIC PANEL" (ONLY USED ON UNINSULATED BLDGS) H1060 12' Q.C. T H E ROOF A.N D 36' —t ERECTOR NOTE 1/2' SIDELAP MASTIC (H3010) IS REQUIRED IN z DIRTs SNOWDRIFT CONDITIONS. 4 m x m x BASE ANGLE MK. w z WALL SHEETING FAVE MEMBER REFER TO THE ELEVATIONS FOR LOCATION REQUIREMENTS, o w MAR02 (S.LV.)rA 0 NOTE 1 C OIRMNER t. 6loac cans TD TEVEL' Po511nN 1M PANEL i 5 � a '--WALL P�'� m Z m TOP OF SLAB ~ N ERECTION UWAIN W WIMA91 WOOD BIDl;O1G (NOT BY DO=EIMM(T BY NUCDR) UNTIL PANEL TD Si'1RT11Ra1 OR MASONRY Z SIDE LAP AST FINERS ARE INSIALLM _ J FASTEN AT w MANUALS FO R H1 2. uxxl AND P11A18 FB6T WALL PANEL d 4 o w 3'-0' O.C. MAX. z c0, 12 GIRTS 1 m PMENT T1rl-utln8', ALL PANEL o a (FASTENERS NOT o BY NUCOR), J OUTSIDE CORNER MK. OCAOI NOTE 1 'CLASSIC WALL' FURTHER TRIC. AT TRIM FASTENERS SI0" STNn FADM BASE 140,1601 AND THEN BE SEM® M EACH SIR XMIRAL an TDM THE EAVE m o J M 3 srART/ FINISH DIMENSION H1040 AT EACH SUPPORT 060 AT EACH END AND AT 30' O.C. MAX. 4. FT1AIpI1gN MUST BE SOIYJ✓£, LEVO AND aRREcr l0, THE our-TD-0Ur s1Ea lD1E OMf161d6 En C H1060 12' O.C. SEE PLAN BETWEEN SUPPORTS � o RIB ASSEMBLY S STITOT 00 6 ALL WALL a $ � I X $ BASE NOTCH 'WITH ANGLE OUTSIDE CORNER AT "CLASSIC" WALL I N S T R U C T I 0 N S BASE_PANELS °� UNE AY UP WITH GIRT ELLVATIONs. TNAT ARE An PANELS THE wm TWFC AREAS LINE OF MIT. T. STOVE PANELS PROPEILY M PREVENT L1oeT1al� SEE ETifLTgN SEE WALL SHEETING ERECTION NOTES FOR FASTENER LDClQ1oN5 T3 o TR I M_7 `c MAt,ML u gl s GENERAL NOTES ABOUT THE PLACEMENT OF CENTERLINE of PANEL RIB 2 1/2' 3 1/2' 3 1/2' 5' 3 1/2' 3 1/2' S" 3 1/2' 3 1/2' 1/2' FASTENER SPACING B _ zt rag v H1030 FASTENERS TYPICAL AT STRUCTURAL SUPPORTS CLASSIC ROOF TRANSLUCENT PANELS 1)'END TO END, TRANSLUCENT PANELS SHOULD BE SPACED SO THAT a 9. . r� 0g gFn {{55 g THE METALS PANELS ABOVE, BETWEEN, AND BELOW ARE RESTING ON A UPSLOPE PANEL T tf n MINIMUM OF (3) PURLIN, PREFERABLY (4). NO SIMPLE -SPAN ROOF PANEL CONDITONS ARE ALLOWED. TRANSLUCENT PANELS SHALL NOT 3/32" 1/2" TAPE ,a u s� n Yr e BE PLACED END TO END. x MASTIC MK. H3010 (AT 3/32" x 1/2' TAPE MASTIC -a S 4' ll 2) SIDE TO SIDE, NUCOR RECOMMENDS THERE BE A MINIMUM OF 4 () METAL PANELS BETWEEN METAL PANEL SIDELAPS) MK. H3010 (AT METAL: 1030 FASTENERS AT 6' O.C. MAXIMUM AT TRANSLUCENT PANEL SIDELAPS PANEL SIDELAPS) -am W _ D to E{ S a TRANSLUCENT PANEL LOCATIONS. TRANSLUCENT PANELS SHALL NOT BE PLACED SIDE BY SIDE. 3/4' TAPE MASTIC H1050 FASTENERS 3/4' TAPE MASTIC MK. " 3) TRANSLUCENT PANELS SHALL NOT BE PLACED FROM EAVE TO EAVE. MK. H3000 AT ENDLAPS H3000 (FULL LENGTH OF PREVIOUS TRANSLUCENT PANEL) 4) TRANSLUCENT PANELS SHALL NOT BE PLACED AT THE LOW SAVE OF ERECTOR NOTE: PANEL RUN THE BUILDING. PANEL RUNS WITH TRANSLUCENT PANELS HAVE BEEN PLACED NEXT PANEL RUN 5) BUILDINGS WITH LESS THAN A 60'-0- PANEL RUN CAN TYPICALLY ACCORDING TO THE AMOUNT ORDERED.'PANEL RUNS WITH ONLY HAVE (1) TRANSLUCENT PANEL PER RUN. TRANSLUCENT PANELS CAN BE "EXCHANGED' WITH SIMILAR PANEL RUNS ACROSS THE LENGTH OF THE BUILDING TO BETTER INSULATION BY OTHERS. STRIP FIBERGLASS 6) THE LOCATION OF THE FIRST TRANSLUCENT PANEL UP FROM THE SUIT THE BUILDING'S REQUIREMENTS. FROM FACING AND LAP OVER TPCO1. LOW SAVE SHOULD BE SET SO THAT THE LOW EAVE METAL PANEL IS DOUBLE—FACED TAPE SHOWN ON TOP OF TPCO1 SUPPORTED BY (4) PURUNS (OR APPROXIMATELY 15 FEET). SIDE STRAP MK. TPCO1 FOR INSULATION ATTACHMENT (NOT BY NBS). off,., (TYPICAL 2 PLACES) COUNTY 7) POLAR WHITE COLORED FASTENERS ARE SUPPLIED WITH BUILDING TRANSLUCENT PANELS FOR USE WHERE THE TRANSLUCENT PANEL IS "EXPOSED' TRANSLUCENT PANEL NOTE: THIS DETAIL ASSUMES ROOF PANEL DIVISION THE MATERIAL IN THE DETAIL Sal translucent panels are to be used strictly ERECTION SEQUENCE FROM LEFT TO RIGHT. 3/4" TAPE MASTIC MK. H3000 THE DETAIL IS FROM RIGHT T D IF SEQUENCE IS FROM RIGHT TO LEFT. E APPROVPD d t AT ENDLAPS (SEE DETAIL BELOW) o ver overtical wall app lica tions. This panel is not to be installed CL in o Too/ application where fall hazards cold occur. Nes assumes no responsibility for the misuse of this panel. � - _ FASTENER SPACING AND MATERIALS PLACEMENT DETAIL Z Z J O O UPSLOPE PANEL H1030 FASTENERS AT 6" ERECTOR NOTES U � U 0) . n O.0 MAXIMUM 3/4' TAPE MASTIC 1. ERECT TRANSLUCENT PANEL IN THE SAME SEQUENCE AS A METAL PANEL (U.N.O.). Z) Lo D MK. Lo H3000 AT' SIDELAP Q of Q TRANSLUCENT PANEL fi MK. H9320 (SHOWN, 2. BE SURE TRANSLUCENT PANEL & MASTIC ARE FREE OF DUST & DEBRIS BEFORE T% U C7 Z u Z U Q 00 O INSTALLATION. M 0 a tJ CUT -AWAY FOR CLARITY) — _ -_ () U w 3. FASTENERS MUST PENETRATE THE MASTIC. _U Eu w U = U _V 2 W LO PREVIOUS PANEL RUN _-__='_ 'CLASSIC x U d U Z 4. SEE ROOF ERECTION NOTES' DETAIL FOR METAL PANEL INSTALLATION. n:= = o 5. NEVER STEP, STAND OR APPLY WEIGHT TO TRANSLUCENT PANELS. QRpFESS/ SIDE STRAP MK. 312 16 TPCO1 UNDER BOTH -= SIDELAPS AS SHOWN IN THE DETAIL ABOVE ROOF PANEL (THE STRAP DOES lF OF ICAI�E�� �t NOT ATTACH TO THE 3/4' TAPE MASTIC SCOP PURLINS) �— n s. w MK. H3000 AT ENDLAPS Je ROOF PURLIN TRANSLUCENT dags`5 ` 2 11,41glf sN h o PANEL E UNINSULATED TRANSLUCENT PANEL DETAIL METAL PANEL gM Isp5 o 'CLASSIC' ROOF AT 5'-0' PURUN SPACING LAP DIMENSIONS 1/4• WIDE MAX. SLIT S �.R&T;K. PANEL SLIT STEP 4 HEADER AND SILL SHOWN GIRT B FASTENER KEY STITCH FASTENER = H106_ OPENING "ACCENT PANEL" DOOR WINDOW STRUCTURAL FASTENER = H104_ WITH COLD—FORM STRUCTURAL FASTENER = H1070 WITH HOT—ROLLED STRUCTURAL FASTENER) \-JAMB TRIM 12' O.C. MK. JTD NOTE: FIELD TRIM LEG AS REQUIRED -A ALTERNATE DETAIL 1 SLIT PANEL 2' AT HEAD AND SILL TRIM AND SLIDE ON (SEE WALL PANEL ABOVE) STEP 4 `JAMB TRIM WALL PANEL MK. JTA STRUCTURAL FASTENER 12" O.C. GIRT --\JAMB REVERSE 'CLASSIC WALL' PANEL --i Fj ...,.., STRUCTURAL FASTENER) \-JAMB TRIM 12' O.C. MK. JTD NOTE: FIELD TRIM LEG AS REQUIRED -A ALTERNATE DETAIL 1 SLIT PANEL 2' AT HEAD AND SILL TRIM AND SLIDE ON (SEE WALL PANEL ABOVE) STEP 4 CAU FROM EDGE OF TRIM TO FIRST MAJOR RIB MK. H3152 STEP 5 HEAD TRIM. MK. WA_ STEP 1 'JAMB TRIM MK. JT STEP 3 O WALL PANEL SILL TRIM - MK. STA_ SEE PREP SKETCH TO STEP 2 THE RIGHT SAA SLR UNE, MK. H3152 STEP 5 WINDOW FRAMED OPENING TRIM DETAIL FOR ALL STD WALL PANEL TYPES. TYPICAL INSTALL TRIM 99 LE HAND SHOWN, RIGHT HAND SIMILAR GIRT DOOR / WINDOW OPENING STRUCTURAL FASTENER) JAMB TRIM 12' O.C. MK. JTA JAMB TRIM STEP 3 NOTE: FIELD CUT PANELS AS REQUIRED TRIM OVERHANG HEAD T^"' JAMB TRI Z WALL PANEL 0 HEADER ISI Urn I IIWIe CAU FROM EDGE OF TRIM TO FIRST MAJOR RIB MK. H3152 STEP 5 HEAD TRIM. MK. WA_ STEP 1 'JAMB TRIM MK. JT STEP 3 O WALL PANEL SILL TRIM - MK. STA_ SEE PREP SKETCH TO STEP 2 THE RIGHT SAA SLR UNE, MK. H3152 STEP 5 WINDOW FRAMED OPENING TRIM DETAIL FOR ALL STD WALL PANEL TYPES. TYPICAL INSTALL TRIM 99 LE HAND SHOWN, RIGHT HAND SIMILAR GIRT DOOR / WINDOW OPENING STRUCTURAL FASTENER) JAMB TRIM 12' O.C. MK. JTA JAMB TRIM STEP 3 NOTE: FIELD CUT PANELS AS REQUIRED TRIM OVERHANG HEAD T^"' JAMB TRI TOP FRO FRONT VIEW 2" 2" SILL TRIM OPENING SILL TRIM PREP STEP 2 3 1/2" CLIP MK. GCC_ LOCATIONS VARY SEE DRAWING --� RAFTER WEB 3" ® 8" OR 12" GIRT ® 10" GIRT 0 0 ENDWALL "'�- GIRT BYPASS GIRT to HR f BU RAFTER WEB USE (4) 1/2' x 1 1/4" A307 BOLTS H0500 / NUTS H0400 W7 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS I GIRT 1 1/4' WIDE MAX. SLI FLAT OF JAMB OF PANEL SLIT STEP 3 SLR PANEL 2' AND--:-' SLIDE ONTO HEAD TRIM (SEE ABOVE) STEP 3 "ACCENT PANEL GIRT REVERSE 'CLASSIC WALL' PANEL BUTTE COUNTY BUILDING DIVISION APPROVE® W13 FASTENER KEY STITCH FASTENER. = H106_ DOOR /WINDOW OPENING STRUCTURAL FASTENER = H104_ WITH COLD—FORM STRUCTURAL FASTENER = H1070 WITH HOT—ROLLED / `JAMB TRIM MK. JTA STRUCTURAL FASTENER 12' O.C. DOOR / WINDOW STRUCTURAL FASTENER -J JAMB TRIM 12' O.C. MK. JTD NOTE: FIELD TRIM LEG AS REQUIRED ALTERNATE DETAIL 1 WALL PANEL CAU FROM EDGE OF . TRIM TO FIRST MAJOR RIB MK. H3152 STEP 4 HEAD TRIM.. MK. HTA_ STEP 1 'JAMB TRIM MK. JT_ STEP 2 .DOOR FRAMED OPENING TRIM DETAIL jFOR ALL STANDARD WALL PANEL TYPES TRIM 9 8 LEFT HAND SHOWN, RIGHT HAND SIMILAR GIRT DOOR / WINDOW STRUCTURAL FASTENER) `JAMB TRIM 12' O.C. MK. JTA JAMB TRIM STEP 2 NOTE: FIELD CUT PANELS'AS REQUIRED TRIM OVERHANG nrnu JAMB TRI WALL 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 E a z 0 U a C Q w U d I• J Z Z WALL PANEL 0 HEADER STRUCTURAL FASTENER Urn U m 12' O.C. 'ACCENT" 12' O.C. 'REV. CLASSIC" Ofa) a'C7 6" O.C. 'CLASSIC" 3 HEAD TRIM 0 MK. HTA_ U Z Z 0o 3a. L)T HEAD TRIM STEP 1 LUg m� 0 JAMB TRIM INDICATED BY DASHED UNE. THE SILL TRIM EXTENDS 2' PAST EACH SIDE OF THE OPENING. THE JAMB TRIM THEN RESTS ON T= TAB UP THE SILL TRIM. TAB LEG OF SILL w TRIM BEHIND THE JAMB TRIM TO CL 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 BEND 1" TOP VIEW 1 3/8" r -TAB UP -i TOP FRO FRONT VIEW 2" 2" SILL TRIM OPENING SILL TRIM PREP STEP 2 3 1/2" CLIP MK. GCC_ LOCATIONS VARY SEE DRAWING --� RAFTER WEB 3" ® 8" OR 12" GIRT ® 10" GIRT 0 0 ENDWALL "'�- GIRT BYPASS GIRT to HR f BU RAFTER WEB USE (4) 1/2' x 1 1/4" A307 BOLTS H0500 / NUTS H0400 W7 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS I GIRT 1 1/4' WIDE MAX. SLI FLAT OF JAMB OF PANEL SLIT STEP 3 SLR PANEL 2' AND--:-' SLIDE ONTO HEAD TRIM (SEE ABOVE) STEP 3 "ACCENT PANEL GIRT REVERSE 'CLASSIC WALL' PANEL BUTTE COUNTY BUILDING DIVISION APPROVE® W13 FASTENER KEY STITCH FASTENER. = H106_ DOOR /WINDOW OPENING STRUCTURAL FASTENER = H104_ WITH COLD—FORM STRUCTURAL FASTENER = H1070 WITH HOT—ROLLED / `JAMB TRIM MK. JTA STRUCTURAL FASTENER 12' O.C. DOOR / WINDOW STRUCTURAL FASTENER -J JAMB TRIM 12' O.C. MK. JTD NOTE: FIELD TRIM LEG AS REQUIRED ALTERNATE DETAIL 1 WALL PANEL CAU FROM EDGE OF . TRIM TO FIRST MAJOR RIB MK. H3152 STEP 4 HEAD TRIM.. MK. HTA_ STEP 1 'JAMB TRIM MK. JT_ STEP 2 .DOOR FRAMED OPENING TRIM DETAIL jFOR ALL STANDARD WALL PANEL TYPES TRIM 9 8 LEFT HAND SHOWN, RIGHT HAND SIMILAR GIRT DOOR / WINDOW STRUCTURAL FASTENER) `JAMB TRIM 12' O.C. MK. JTA JAMB TRIM STEP 2 NOTE: FIELD CUT PANELS'AS REQUIRED TRIM OVERHANG nrnu JAMB TRI WALL 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 E a z 0 U a C Q w U d I• J Z Z 0 ~ w Urn U m " Ofa) a'C7 U CO U Z -00100 3UU�UU COCO ro wo WU2oU= 3a. L)T LUg m� C Z25 7W TLS 31 2016 ERECTOR NOTE: REFER TO THE RIDGE VENT SUPPLIERS INSTRUCTIONS FOR PROPER RIDGE VENT INSTALLATION RIDGE PURUN (TYPICAL) — o, a o• p RIDGE VENT H3151 TUBE CAULK ENDS OF BOTH VEP (AS SHOWN) CLASSIC ROOF PANEL S� CION 4 q' RIDGE VENT (10' SECTIONS) •DRAIN/END SKIRT ASSEMBLY. FIELD BEND TO THE CORRECT ROOF SLOPE AND FASTEN TO THE END CAP WITH (4) H1100 POP RIVETS. DIE -FORMED RIDGE CAP �1­11050 FASTENERS AT 12' ON CENTER 3/4' TAPE MASTIC (MK. H3000) CONTINUOUS ACROSS THE TOP AND BOTTOM OF THE OUTSIDE CLOSURES SEE RIDGE VENT.. TERMINATION DETAIL 3/4' TAPE MASTIC ENLARGED VIEW OF (MK. H3000) 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 OUTSIDE PANEL CLASSIC CLOSURE MK. H13400ROOF PANEL WITH 3/4TAPE MASTIC (MK. H3000) TOP &BOTTOM RIDGE VENT LAP COVER 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 PANEL CLOSURE MK. H3400 WITH 3/4' TAPE MASTIC (MK. H3000) 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 LAP *RIDGE VENT END LAP COVERS (2) REQ'D (AS SHOWN) RIDGE 'MYUKIANI NUILN: VENT DO NOT FASTEN INTO THE DRAIN/SKIRT DRAIN/ END PORTION OF THE END LAP COVERS. SKIRT DO NOT CREATE HOLES IN THE PAW ASSEMBLY PORTION OF THE DRAIN/END SKIRT ASSEMBLY. DETAIL 1 DRAIN/ END 4. SKIRT ASSEMBLY 3/4' TAPE MASTIC NK. H3000 12' PIECE OF TAPE AASTIC FOLDED AND 'LACED AGAINST )RAIN/END SKIRT kSSEMBLY AS SHOWN. DETAIL 3 •RIDGE VE' LAP COVEI REQUIRED (1 EACH ! VENT) ATTACH Wf (2) H1050 FASTENERS 3/4' TAPE MASTIC MK. H3000 (TYPICAL) _\ 0 CENTERLINE UP RIDGL0 0 DRAIN/ END SKIRT ASSEMBLY DETAIL 4 DETAIL 2 RIDGE 1 5 OF ROOF PANEL 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 w F ROOF SLOPE, MARK NUMBER PURLIN LOCATION 1} - 2:12 RGA15 RIDGE VENT U w W W OUTSIDE PANEL Ma 0 D Lo CLOSURE MK. H3400 p WITH 3/4' TAPE F -Q H1050 FASTENERS p W W MASTIC (MK. H3000) AT 12' O.C. TOP & BOTTOM o vi ROOF E -Z o FIELD BEND u PANEL H1030 FASTENER (SEE THE END SKIRT z PURLIN CLASSIC ROOF STRUCTURAL THE CORRECT ROOF SLOPE FASTENER SPACING DETAIL FOR SPACING) SECTION "A" AT RIDGE VENT 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 r SYMMETRICAL ABOUT z w F ROOF SLOPE, MARK NUMBER z J 1} - 2:12 RGA15 p U w W W Uc Ma 0 D Lo p w �o F -Q p W W ZU M a 0 co o vi 0 E -Z o FIELD BEND u THE DRAIN/ w ;3 L) END SKIRT z ASSEMBLY TO THE CORRECT ROOF SLOPE r SYMMETRICAL ABOUT RIDGE CAP OPTIONS w F ROOF SLOPE, MARK NUMBER } - 1:12' RGA05 1} - 2:12 RGA15 2j - 3:12 RGA25 3} - 4:12 RGA35 RIDGE CAP SIDELAP 3' 1 -4. (6) H1050 FASTENERS 1/2' TAPE MASTIC MK. H3010 3/4' TAPE MASTIC MK. H3000 •H1030 FASTENER (SEE THELROOF PANEL CLASSIC ROOF STRUCTURAL FASTENER SPACING DETAIL PURLIN FOR SPACING) FASTENERS MUST ENGAGE STRUCTURAL SUPPORT MEMBER FOR AN EFFECTIVE SEAL BETWEEN RIDGE CAP & PANEL SECTION "A" AT DIE -FORMED RIDGE CAP RIDGE VENT BUTTE COUNTle BUILDING DIVISION Appo•DRAIN D K" MBLY (SHIPPED LOOSE) 3/4' TAPE MASTIC (MK. H3000) DIE -FORMED RIDGE CAP OUTSIDE PANEL CLOSURE MK. H3400 WITH 3/4' TAPE MASTIC (MK. H3000) TOP & BOTTOM— RIDGE VENT TERMINATION RIDGE VENT TO DIE -FORMED RIDGE CAP TRANSITION n L CL J 2 A• Z Z w F .O O CO CC• w Ua Uc D Lo D Lo Q.'0)wO) F -Q F -Q U Z ZU oblooo. co 0 0 wo u 1 u 'DLLCL), w ;3 L) z 22,11 77055 J 2016 1 - ROOF PANEL- 9g$s�e• v� gig ,, $Fz O DG0040 �Um1 �gaR