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B16-0762 000-000-000
P_ Summit Structural Design 383 Rio Lindo Ave.,Suite 2Q`(Y',cC��x96, • • � (� 3 592.4407 wvUR � ic�q MIT # �\ � —C)� C��/iPLIANCE BUTTE COUNTY DEVELOPMENT SERVICES JUL 0 2016 REVIEWED FOR CQDI COMPLIANCE 06/17/16 �Afi€ ` ff __ BY -T INTERWEST SULTING GROUP Re: NVAG 80x60 Un -permitted Tent Building, 4936 Bell Road, Chico, CA (Permit App: B16-0762) To Whom It May Concern: We completed a site visit on 01/26/16 for the purposes of visual observation of the existing 80ft x 60ft un - permitted, pre-engineered tent building that sits between (2) 80ft x 100ft permitted pre-engineered tent buildings that were originally constructed in 2006. It was determined that the un -permitted portion was constructed by the same tent company approximately 3 months after the permitted portions were completed. We have also produced a set of as -built schematic drawings that depict the existing structure as well as documents to provided adequate foundations for the un -permitted portion of the tent structure. At the time of the visit the entire building was being used to store potash fertilizer. The 80ft x 60ft x 12.5ft eave pre-engineered tent building appears to have been manufactured by a now defunct company called Cover -All Building Systems from Sakatoon, Sasketchewan, Canada. The building structural system appears to be very similar to the modern structural systems utilized by pre-engineered metal building companies such as Butler, Varco Pruden, Star Buildings, with the exception of the building covering which is 25 mil fabric in lieu of 26 gauge metal sheets. Lateral forces are resisted in the transverse direction by moment resistance provided by the steel building frames, and in the longitudinal direction by braced frame action provided by cross bracing in the form of cables. The entire structure has a slab on grade foundation that was poured 4" thick. We have reviewed the Cover -All Building Systems loading criteria and have found that the loads used in the original design meet the current code loading requirements. At the time of the site visit the majority of the structure appeared to be in good condition however there are several items that must be addressed for the building to be considered "structurally sound": 1) As per structural sheet S1E of the submittal set, the tent frames must be supported on adequate foundations as currently they are only supported by a uniform 4" thick concrete slab -on -grade. 2) Additionally, as per submittal set page AH, the existing tent non -fire treated fabric must be replaced with fire treated fabric. The scope of our review has been limited to written verification by an engineer licensed to practice in the State of California that the building is structurally sound as per Butte County Building Department Form DBP -81. If you have any questions with regard to our observation of this structure or requice further clarification about particular elements of this letter do not hesitate to contact me. I L"� vti► Q'OFESS N Sincerely, �w�� ��W C. Jpy�F,JUN 2 7 2016 c, Q 8 2 �` P.E. u jLAIINTiE.- Andrew.lohnson,11vL ?r�CccP s\,qT clv \`F OFC O(oIk-j/1b PERMIT # `� 1 J BUTTE COUNTY DEVELOPMENT SERVICES K REVIEWED FOR CODE COMPLIANCE DATE 9 f '� 1 � 6 BY_!i �- i. E: UU MM JUL 0 S 2016 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchic NINTERWEST ULTING GROUP Structural Calculations For: Client: Troy Ferguson - North Valley Building Systems Project: North Valley Ag 80x160 Metal Building Foundation APR 2 2 2016 �L�� IIUG C;R Address: 4936 Bell Road, Chico, CA QE;OFESS/pN JOh, F2�� w 8 �� 2m of EXP. !2 (p di CIVI�i .P OFC 04/ it It (0 B u'rrE COUNTY APR 1.8 2016 B16-0762 Note: These calculations and details are based on permit drawings by Butler 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 Butler Building, Company without the written consent of this Engineer is strictly prohibited and shall render these calculations and specifications void. Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically 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. 0 - Project: t Engineer: Design of: Foundation P, Summit Structural Design Page: Date s �rC �7 z M ®o® <<C M Fn Z oi Oz y „,•, u,. u,,,r , nt, -r� ,� CK2013. Section 1,605.3-1- Basic, Load Combos Soil Bearing 1500 psf ....,a. OL+CL+LL Soil capacity to resist uplift T. varies ,.r.> 0L +CL ->6ev r Sqr Ftg for ,-,mo Resistive OL + CL +.75(.6W) i •75LL Gravity (kips) OL + CL + .75(.7Q + .75LL (kips) Soil Bearing Thickness .60L+.6W Width Uplift Factor .60L +,7E b DL CL LL AT , �rC �7 z M ®o® <<C M Fn Z oi Oz Sqr Ftg for Resistive Unity Gravity (kips) Uplift (kips) Soil Bearing Thickness Length Width Uplift Factor Grid Line DL CL LL Wind Eq Min Sze (ft) (ft) (ft) (ft) load (kips) (must be. > 1) lA 1.67 0.57 1.99 -555 -1.49 1.93 3 3.00 x 3.00 5.03 , > 2.0 16 2.85 0.98 3:42 -9.61 4.11 2.53 3 4.00 z 4.00 7.77 1.92. 1C 3.19 1.01 3-53 -1.84 -0.39 2.•27 3 4.00 x 4.00 7.77 > 2.0 1D. 2.86 0.97 3.41 -10.02 -1.44 2-56. 3' 4.00 4.00 7.77 1.81 IE 1.69 0.57. 2..00 -6.14 -1.91 1.99 3 3.00 x 3.00. 5.03 1.88 2A & 2E 10.71 3.95 9.48 -1.6.40 -9.28 4.04 1.5 5.00 x 4.00 3.53 1.03 3-7A & 3.7E 10.83 4.00 9.60 -14.81 -9.24 4,04 1.5 5:00 x 4.00 3.53 1.48 8A & 8E 10.36 3.80 9:1.2 45.64 -9.28 3.96 1.5 5.00 x 4.00 3.53 1.11 9A & 9E 6.27 2.22 5.33 -11.30 -1.15 3.19 *1.5 S.00 x 4.00 3.53 1.17 �rC �7 z M ®o® <<C M Fn Z oi Oz BUTTE CGUNly BUILDING DIV1a1 PROVE Summit Structural Design g Project: Engineer: Date 1/11/2016 Hairpin Design (worst case Line) Note: All Loads are ULT F -Horizontal Force DL= 5.46 kips •� CL= 2.13 kips � LL= 5.11 kips i 1 W= 6.06 kips EQ= 2.25 kips > Angle t q= 30 deg . Steel Grade fs= 60 ks Vu= 1.4'DL = 10.626 kips 1.2`DL + 0.5'LL = 11.663 kips 1.2"DL + 1.6'LL + 0.5W .= 20.314 kips governs 1.2'DL + 0.5'LL + 1.OW = 17.723 kips 1.2'DL + 1.0EQ = 11.358 kips 0.9DL + 1.OW = 12.891 kips 0.91DL + 1.OEQ = 9:081 kips ACl 318-11 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= 0.434 in2 Use: 1 N 5 bar As= 0.614 in2 BUTTE CGUNly BUILDING DIV1a1 PROVE - - 'r`i:.•;-��,.=m� ..was�,•w�rr �., r�. ,r r�: � �lya'74 "-;toys rct�..,,.�.,,ry� � ,•,•fr y.^�.. y. L•�-..,. ... .. . Summit Structural Design Cantilever Retaining Wall Design " project: /\ r 2.24 - . Comments: c�,�iiiv, ,r F Heel Moment 2.24 8.00 Date: 1/1 V2016 ti • ft ' -- 0.00 = Add'I Hor. Load 2 (k) 0.01 0.0 ft , r ' . '�--' 0.00 ' 0.0 0.0• Unit �- 0.00 Add'I Hor. Load 4 (k) 0.0 0.0 Weight xbar ybar. r Input 1fllid.t.h Heigh.tlD_epth (pcf.) ft ft Wail 8.0 • in 8.0 It 150 2.24 4.00 - ' • Footing ' 5.00 It .' 18.0 in 'i 50 2.50 -0.75 Key 0.0 'in 0.0 -in 0 0.00 1.50 Passive Soil - Uniform (pst) Load Height If xbar. ybar Vertical Load at top of wall„(k) 0.0 r Vertical Load at top of wall„(k) 0.0 Wall Mom. c� 'Base of Wall 2.24 8.00 Moment at top of wall (k -ft) 0.0 Heel Moment 2.24 8.00 Add'I Hor. Load 1 (k) -3.250 0.0 • ft ' -- 0.00 = Add'I Hor. Load 2 (k) 0.01 0.0 ft , r ' . '�--' 0.00 Add'I Hor. Load 3 (k). 0.0 0.0• It �- 0.00 Add'I Hor. Load 4 (k) 0.0 0.0 If ' ' - 0.00 Add'I Hor. Load 5 (k) 0.0 :` 0:0 It - 0.00 Uniform Surcharge (psf) 0.0 Y 0.0 It -- 0.00 - Active Soil -Eq, Fluid Wt. (pcf) _64.. 8,0' f1. Wt: 110' pcf Passive Soil • Eq. Fluid (pcf) 250 '0.0 f1 Passive Soil - Uniform (pst) 0.0 0.0 `' If Sliding Friction Coeff. 0.25 ; Overturning Safety Factor- Sliding actor Sliding Safety Factor t 1:53 Toe Soil Bearing e- 1 iO4 ksf ' Heel Soil Bearing • '� 0 40' ksf. ' Soil Pressure -Length r .,,<";t5 00 ft moments: Wall Mom. c� 'Base of Wall t==ji' T:5;46.kip -•tt Toe Moment >1:94ikip - ft Heel Moment `2.01"kip ft (Positive = Right hand Rule) Overturning Moment `', ,.a 1.5,k -ft ' Righting Moment, t't=� {' ,1.6 83 k -ft Sliding,Force LSur H abv TOF TOF • x.y=0 rir�� Tl1' Resisting Force 3`44'324 - - BUTTE COUNTY ` . BUILDING DIVISION APPROVED. �, � r Summit Structural Design Cantilever Retaining. Wall Design Project: Comments: ° ` d 1 Date: 1/11/2016 Input Width , 1,84 Wall 8.0 in Footing 5.00 it Key 0.0 in Weight xbar Load • Vertical Load at top of wall (k) 0.0 Moment at top of wall (k -ft) 0.0 Add1 Hor. Load 1 (k) -3.250 Add'I Hor. Load 2 (k) 0.0 Add'I Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psi) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 64 Passive Soil - Eq. Fluid (pcf) 250 Passive Soil - Uniform (psi) 0.0 Sliding Friction Coeff, 0.25 OW1R111t1 Overturning Safety Factor , 1,84 Unit Toe Soil Bearing°f.04Fksf Heel Soil Bearing Weight xbar ybar He.i.ghlVDepth (P -c-0 ft ft 8.0 it 150 2.25 4.00 18.0 in 150 2.50 -0.75 0.0 in 0 0.00. -1.50 Height xbar ybar.. 2.25 8.00 2.25 8.00 0.0 it -- 0.00 0.0 it -- 0.00 0:0 it -- 0.00 0.0, it -- 0.00 0.0 it - 0.00 0.0 it -- 0.00 8.0 it Wt: 110 pct 0.0 it 0.0 it Overturning Safety Factor , 1,84 Sliding Safety Factor`�1.5.4 Toe Soil Bearing°f.04Fksf Heel Soil Bearing �0 4641ksf Soil Pressure Length 5.00ft moments : Wall Mom. @ Base of Wall 5.46'kip ft Toe Moment :t 93',kip - it Heel Moment2.03''kiq - ft. (Positive _ Right hand Rule) Overturning Moment " 9.15 k -ft Fighting Moment 16.85 k -ft Sliding Force 2888 # Resisting Force 4434 # I_Sur -� H alae TOF TOF xy-0 BUTTE COUNTY BUILDING DIVISION APPROVED 4 s .--° Summit Structural Design' t - , _Retaining. Wail Design Flexure Design based on ULT Loads ❑ Residential, No Insp.? iD Wail Thickness in Restrained? _ Qoncrele Re.i.nf. Retaining_Wall-Loads M„ 9.28 k4l EO Point Load lbs/ft Apply at H { d 6 in EQ PSF pst b 12 in 4 Pa 64 pcf f'c2.5 ksi Height Retained 8 ft fy 60 ksi Soil Moment 5461 ft -Ib EO Moment 0 ft -Ib rho b 0.018 M„ 9284 ti -Ib AS max 0.962 in -2 As reqd 0.371 in A2 Min A,.i (per code) 0.192 In^2 Min Av (per code) 0:1152 In A2 Bar Size Bar Dia. Bar Area *Number of Bars: -1 ° . ; �. 2 <' :3 ` ... ;. "4 5 " 3 ................................................................................................................................................................................................... 0.375 0.11 0.11 0.22 0.33 0.44 0.55 4 0.5 0.20 .0.20 0.39 0.59 .0.79 0.98 .........5 .0.625 .................................. 0.31 ................................................................................. 0.31 0.61 . 0.92 1.23 1.53 ................. 6 0.75 0.44 0.4 4 ..............................:....:...................... 0.88 1.33 1.77 2.21 7 0;875 0; 60 0:60 1.20 . 1.80 . 2.41 ...................... . 3.01 8 ..................................................:....................................................................... 1 0.79 0.79 157 2.36 3.14 3.93 9 ...............................................................I......I.............. 1128 100 1.00 ... 2.00 .. 3.00 4.00 .5.00 10 1:27 1.27 1.27 ...............,..,.....................................,,,,..,.......................I........... 2.53 '3.80 5.07 6.33 11 1.41 1.56 1.56 .......,...3.12 4.68 6..25 7.81 14 1.693 2.25 ........................•................................... - 2.25+ 4.50 .......... 6.75 ......... 9.00 .... 11.26 18 2.257 4.00 4.00 8.00 12.00 16.00 ........... 2.0.00 D Co'C _ C � Z 0vC) Bar Size Bar Dia Bar Area EquivalenVareaJor o.c.barspacing bf,: 6. 8 ~9 F ' 12 16° .................3 0.375 ..•.......................................I......�........ 0.11 0.22 .. ..............:....... 0.17 0.15 0.11 0.08 0.07 0.5 0 20. 0.39 . ................. 0.29 ..... . ............0.1.5 .............0.13 ......................4 ................. 5 ................. 0.625 .............:;... ... 0.31 ......... ............ ...... 0.61 ..............I.......... 0.46 ............'0.26 0.41 ...........0.20 ........ 0.31 0.23 0.20 ......... 6 0.75 .. .............. 0:44 ......,....... .0:88 ....... ................. - 0.66 ................... ........... . 0.59 0.44 0.33 0.29 7 0.875 .... . ........................................................................................................... 0.60 120 0.90 . 0.80 0.60 0.45 0.40 8 .1 ..............0.70...............1. 57...............1...18.............1..05 0.52 9 1.128 1.00 2.00 1.50 1.33 I.0.791,0.59 1.00 -0.75 0.67 ............. 10 ........... 1.21.7 ... 1.27 ......... 2.53 ......1. ;90 ::...:......1.69 ............1.27 ..........0.95 .0.84 11 ...............1:41 ..........1.:.56 3:12...............2.34 ...........2..0.8 2.08 ............ .. 1..56 117 1.04 .............. 14 1.693 2.25 ..,' .... `1:50 ....... 3 :38 3.00 ...........2.25 1.69 1..50 18 2.257 4.00 8.00 6.00 1 5.331 4.001 100 2.67 r PRD/ECT (�is I Q 1 PAGE: �fr SUMMIT STRUCTURAL DESIGN ENGINEER: www.suininitchico.com DATE: _ DESIGN OF C Z Ili opo Fn �T w } o) Chi.+ijC..�a. �, z �.. �_ t.? F��.04 { CUs _ i _ ._w� �, '� . '_�._C��3►-�v tit_ , _4 _ - 1 1-7 i , I -V� Anchor Designer"Software �- - - Version 2„4.5673.30 Company: Summit Structural Design Date: 1!12/2016 Engineer, ' Page: 1/4 Project: ,+ Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 1530.592.4407 Anchor Designer"Software �- - - Version 2„4.5673.30 Company: Summit Structural Design Date: 1!12/2016 Engineer, Andy Johnson, P.E. Page: 1/4 Project: Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 1530.592.4407 E-mail. I andy@summitchico.com 1:Prolect Information Customer company: Project descriptioih: Customer contact name: Location: Customer a -mail: ' Fastening description: Comment: 2, Innut Data & Anchor Pararnolors General Base Material Design mothod:ACI 318-11 Concrete: Normal -weight Units; Imperial units Concrete thickness, h (inch): 18.00 State: Untracked Anchor Information: Compressive strength, f', (psi): 2500 Anchor type: Cast -In-place 4),y: 1.4 Material; AS Reinforcement condition: B tension, B shear Diameter (inch): 0.750 Supplemental reinforcement: No Effective Embedment depth, het (inch): 15.000 Reinforcement provided at comer's: No Anchor category: - Do not evaluate concrete breakout in tension: No Anchor ductility: Yes Do not evaluate concrete breakout In shear, No tt ;*, (Inch): 17,25 Ignore tido requirement: Yes , C.i. (Inch): 1.50 Build-up grout pad: No S„w, (inch): 3.00 Base Plato Load and Geometry Length x Width x Thickness (inch): 10.00 x 8.00 x 0.38' Load factor source; ACI 318 Section 9.2 Lead combination: U = 0.90 + 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 Z <Figure 1> 134674/ - .. ou /Y r a n. re . 1W, bR T y R 4, + UTTE r YrS BUILDING DIVISION APPROVED _t 1. Input data and results mist be Checked for agreement will) the existing clrcurnstsnces, the standards and guidelines must be checked ror plausibility, SrnOean Sirartg.7i.=CeimrC.,sv. i:tc 5956 W. Las Ponitas Boulevard Pleasenton, CA 94588 Phone: 925.560.9000 Fax: 925.847,3871 www,stronglic.com �O s" Anchor Designer' w ° FY' "11 1111 1 Software Version 2.4.5673.30 m Company: Summit Structural Design Date: 1/1212016 Engineer: Andy Johnson, P.E. I Page: 1214 Project. o Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530,592.4407 E-mail: I andy@summitchico.com <Figure 2> a It 7_ u X k k}tsa;.: �t e ! 3 IZ Al Rocommonded Anchor Anchor Name: PAO Pre -Assembled Anchor Boll- PAB6 (314°0) BUTTE COUNTY BUILDING DIVISION APPROVE® Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked far plausibility. Stn<psan SlMn1j: io t_"•orrWny Inc 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Farr. 92.5.847-3871 Mvw.sirongtte.com Anchor Designer TM - Software Version 2.4.5673.30 Company: Summit Structural Design Date; 1!12/2016 Engineer Andy Johnson, P.E. Page: 314 Project: Shear load x, Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592,4407 E-mail: 1 andy@summitchico.com 3. Resultipg Anchor Forces BUILbING DIVISION Shear perpendicular toedge lnx-direction: Status Anchor Tension load, Shear load x, Shear load y, Shear load combined, Vo. (lb) Nue (Ib) Vuer (lb) Vu.v (Ib) (lb) 1 0.0 3160.3 0.0 3160.3 2 0.0 3160.3 0.0 3160.3 3 0.0 3160.3 0.0 - • • 3160.3 4 0.0 3160.3 0.0 3160.3 Sum 0.0 12641.0 0.0 12641.0 Maximum concrete compression strain (%.); 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, On (inch): 0.00 ' Eccentricity of resultant tension forces in y-axis, e'ov (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v, (inch): 0.00 - Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 t, Heol Strength of Anchor in Shear (Sec Q.6.1 V... (lb) 00n" 0 Ov wlrti V�o (Ib) 11625 1.0 0.65 7556 BU178 COUNTY Concrol Breakout Strend(h of Anchorin Shear (Sec D.6.21 Shear Forces fSec Q.71 Factored Load, W. (lb) BUILbING DIVISION Shear perpendicular toedge lnx-direction: Status APPROVED Vo.=minJ7(1./d.)°•'Jd.A,-r�c.d 5: 9d. f'uc. " (Eq. D-33 & Eq. D-34) 7556 H) 1D 1. (in) d. (in) 1, r,; (psi) c.+ (in) Vo. (lb) - 6.00 0.75 1,00 2500 52.87 172992 Pass 01/ off, = 0(Avo%Av�m)'I°.Gv'f.A.vyIgvq'A,vVO.. (Sec. 0.4,1 & Eq. D-31) 12641 91086 Att (W) Ave. Gni*) Y'.o.v Y°.d.v '/cV '1?, v V.. (lb) 6 avcop (ib) 2926.98 12578.57 1.000 1.000 1.400 2.099 '172992 0.70 82805 10. Concrete Prvout Strength of Anchor in Shear (Sec Q.6,31 c3V = dkcoNrvr= dkca(A�t/AMcn)'/°ocNY°od,N'l°tN'loar:Ne(Eq. D-41) k.p Ant (1112) A*. (ink) /°.ctu '.tN Ye,H /KP,N No (lb) ti Wc,n (Ib) 2.0 1816.62 2025.00 1.000 0.795 1.250 1.000 72986 0.70 91086 _ 41. Results intoraction of Tensile and Shear Shear Forces fSec Q.71 Factored Load, W. (lb) ` Design Strength, oV„ (lb) Ratio Status Steel 3160 7556 0.42 Pass (Governs) T Concrete breakout xo 12641 82805 0,15 Pass Pryout 12641 91086 0.14 Pass PAB6 (314"0) with hef = 15.000 Inch meets the selected design criteria. - Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibility. 64110son Sinant{-Tia CO."vatly Inc. 5956-W Lao Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3671 www.strongtie,com 0 B[/TLER r Date: 1.2/22/2015 • = ButicrM------turing #1502256501 Letter of Certification Time: 12:58 PM ....a,«b.....,.d,a...,.,,....K. Page: I. of 2 Letter. of Certificatroi►� ., r . �i . �, z ...4 .: r ,, i_ Contact: Jessica Hopper Project: North Valley Ag Name: North Valley Building Systems, Inc. Builder PO #: RFQ Address: 30 Seville Court Jobsite: 4936 Bell Rd City, State: Chico, California 95928 = City, State: Chico, California 95973 Country: United States County, Country: -Butte, United States This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. r All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. Overall Ruildinv Decrrintinn i Shape Overall Width Overall Length Floor Area (sq. ft.) Wall Area (sq. ft.) Roof Area (sq. ft.) Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak I Heijzht Bulk Stora a 80/0/0 160/0/0 .12800 9413 14557 16/0/0 16/0/0 6.500:12 6.500:12 37/8/0 Loads and Codes - Shape: Bulk Storage •City: Chico County: Butte State: California Country: United States Building Code: CAI Structural IOAISC - ASD Rainfall: 1: 4.00 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: lI (Standard Occupancy Structure)- Dead and Collateral Loads Roof Live Load Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: 10.39 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf , Wind Load Snow Load f Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf Mapped MCE Acceleration: Ss: 62.00 %g The 'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf - ' Mapped MCE Acceleration: S 1: 28.00 %g Wind Exposure: C - Kz: 0.959 Design Snow (Sloped): ps: 0.00 psf Site Class: Stiff soil (D) Parts Wind Exposure Factor: 0.959 Rain Surcharge: 0.00 ' Seismic Importance: Ie: 1.000 Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0.5390 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1: 0.3435 Thermal Factor: Unheated - Ct: 1.20 Seismic Design Category: D NOT Windbome Debris Region Ground / Roof Conversion: 0.70 ' ,. Seismic Snow Load: 0.00 psf Base Elevation: 0/0/0 Unobstructed, Slippery % Snow Used in Seismic: 0.00 ' Primary Zone Strip Width: 2a: 16/0/0 Diaphragm Condition: Flexible Parts / Portions Zone Strip Width: a: 8/0/0� Fundamental Period Height Used: 16/0/0 Basic Wind Pressure: q: 25.26 psf R IF 77�Imo,;, 0 V Transverse Direction Parameters • APR`' 2016 Redundancy Factor: Rho: 1.30 �, Fundamental Period: Ta: 0.2573 R -Factor. 3.50 Overstrength Factor: Omega: 2.50 i IfVTERWESi Deflection Amplification Factor: Cd: 3.00 CONSULTING GROUP Base Shear: V: 0.1540 x W Ui W co Longitudinal Direction Parameters 1 - V Redundancy Factor: Rho: 1.30 w QZ I i. - ESSION Fundamental Period: Ta: 0.1600 all. Q r �QF q� F R -Factor: 3.25 C• p J • Q O A G �C Overstrength Factor: Omega: 2.00 , . W , �. 4 ���� �/Yl9 �� ` Deflection Amplification Factor: Cd: 3.25 f a 3: Q Base Shear: V: 0.1658 x W FOR R CUI%® . - • .40 ®C.�C �Xp,1213112�1'�" OD . ` • - E COMPLIANCE * v� s JUL 0 2016 W�. N7 CONSULTIN GR r OUP File: 15-022565-01 Version: 2015.2a r Butler Manufacturing, a division of BlueScope Buildings North America, lnc'. - -• '; � , Pit BUTLE%2� Date: 12/22/2015 Butler Manufacturing #1502256501. Letter of Certification Time: 12:58 PM Page: 2 of 2 Building design loads and governing building code is provided by the Builder and is not validated by Butler Manufacturing, a division of BlueScope Buildings North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Butler Manufacturing, a division of BlueScope Buildings North America, Inc. design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Butler Manufacturing, a division of BlueScope Buildings North America, Inc., nor does it apply to unauthorized modifications to building components. Furthermore, it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract documents. The undersigned engineer in responsible charge certifies that this building has been designed.in accordance with the contract documents as indicated in this letter. Date: Z Engineer's Seal: �OFESS/O/V + En a responsible 11 arge fQ Q& �1/,2 . w C 75014 E)(P.12131/201,+ T 1 OFC \ O . Zglss REVIEWED FOR CODE COMPLIANCE JUL 0 2016 INTERWEST CONSULTING GROUP PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES P REVIEWED FOR �RD MPLIANCE \ APR 2 2 2016 DATE INTERWEST CONSULTING GROUP File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inca •',. I _ ., ,� �. • ` . R� '� �! � `. • •. r •?,-' Date: 12%21/2015 #1502256501 Calculations Package Time: 04:15 PM But Mlo vM'an�}actur�irp � •' .. f' Page: 1 of 121 = Butler Manufacturing Company, 1540 Genes_see Street ,Kansas City, MO 64102 STRUCTURAL DESIGN .DATA .• ` }_ Project: North Valley'4FESSIONASF Name: 15-022565-01. Builder PO #: RFQ �� ��� 0 , AGv�I 'vc� ' ..a .. .Jobsite: 4936 Bell Rd ti� �� . 9� n , i j •, t . , •: . City, State:'Chico, California 959K73d•t. � 1213 112O County: Butte Countiy: United States OF TABLE_ OF CONTENTS . Reactions - Expanded'Report ..............................:........:~... .............. .... .:.... 2 ................................ ........................... .................... Building Loading -Expanded Report ........................... :.......... :................................. _:...... ...................... .................................... 34 Bracing - Summary Report..........................................................:...........................e............ ...:.... . 41 ` ........................ ... Secondary -Summary Report .................................`. � r • '.'.49 Framing- Summary Report..........:................................................................................................................................ ......... 61 Covering - Summary Report :.....................'. .. ... ....:.. ...'..'. ' :..'':'........ .............. 121 i PERMIT# _ - - ' BUTTE COUNTY DEVELOPMENT SERVICES' - yf� REVIEWED FOR , w CODE COMPLIANCE BUTTE COU FRUT w �UNTY i BUILDING.DIVISION,BUILDING DIVISION } s APPROVE® _ �. Y 4 -APPROVED File: 15-022565-01 i l Version: 2015.2a . Butler Manufacturing, a division of BlueScope Buildings N_orth'America, Inc..'•.. Pel B[/TLER� e�.maooroem.��µ #1502256501 Calculations Package Date: 12/21/2015 Time: 04:15 PM Page: 2 of 121 1Retictions� Exptinded:sRe ortz Shape: Bulk Storage Builder Contact: Jessica Hopper Project: North Valley Ag Name: North Valley Building Systems, Inc. Builder PO #: RFQ Address: 30 Seville Court Jobsite: 4936 Bell Rd City, State Zip: Chico, California 95928 Country: United States Loads and Codes - Shape: Bulls Storage City: Chico County: Butte Building Code: CAI Based on Building Code: 2012 International Building Code Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:5.00 psf Collateral Uplift: 0.00 psf windioadi Wind Speed: Vult 110.00 (Vasd: 85.21) mph ,�. The'Envelope Procedure'is Used Wind Exposure: C - Kz- 0.959 ! Parts Wind Exposure Factor: 0.959 Wind Enclosure: Enclosed Topographic Factor: Kzt: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 16/0/0 Parts / Portions Zone Strip Width: a: 8/0/0 Basic Wind Pressure: q: 25.26 psf Load Type Descriptions City, State Zip: Chico, California 95973 County, Country: Butte, United States State: California Structural: l OAISC - ASD Cold Form: 12AISI - ASD Roof Covering + Second. Dead Load: 10.39 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: pg: 0.00 psf Flat Roof Snow: pf: 0.00 psf Design Snow (Sloped): ps: 0.00 psf Rain Surcharge: 0.00 Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 Ground / Roof Conversion: 0.70 Unobstructed, Slippery BUTTE COUNTY B®UILDING DIVISION AILPRO Q/ E® D Material Dead Weight CG Collateral Load for Gravity Cases L Roof Live Load AASL Alternate Span Live Load, Shifted Left L> Live - Notional Right S Snow Load' ' *USI Unbalanced Snow Load 1, Shifted Left . *US2 Unbalanced Snow Load 2, Shifted Left SS Sliding Snow Load PFI Partial Load, Full, l Span PF2 Partial Load, Full, 2 Spans S> Snow - Notional Right SMS Specified Min. Roof Snow <SMS Specified Min. Roof Snow - Notional Left PS2 Partial Load, Half Span 2 W I> Wind Load, Case 1, Right W2> Wind Load, Case 2, Right C CU ASLA PL2 <L' USI* US2* SD RS PHI PH2 . <S SMS> PSI W <WI <W2 Country: United States Rainfall: 1: 4.00 inches per hour fc: 3000.00 psi Concrete Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Mapped MCE Acceleration: Ss: 62.00 %g Mapped MCE Acceleration: S1: 28.00 %g Site Class: Stiff soil (D) Seismic Importance: Ie: 1.000 Design Acceleration Parameter: Sds: 0.5390 Design Acceleration Parameter: Shc : 0.3435 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 16/0/0 Transverse Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2573 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1540 x W Longitudinal Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1600 R -Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1658 x W Collateral Load Collateral Load for Wind Cases Alternate Span Live Load, Shifted Right Partial Live, Full, 2 Spans Live - Notional Left Unbalanced Snow Load 1, Shifted Right Unbalanced Snow Load 2, Shifted Right Snow Drift Load Rain Surcharge Load Partial Load, Half, 1 Span Partial Load, Half, 2 Spans Snow - Notional Left Specified Min. Roof Snow - Notional Right Partial Load, Half Span 1 Wind Load Wind Load, Case 1, Left Wind Load, Case 2, Left File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aur�Ea. Date: 12/21/2015 Butler ManuTaturlrtp #1502256501 Calculations Package Time: 04:15 PM Page: 3 of 121 W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPB I Wind Parallel - Ref B, Case I WPB2 WPC2 Wind Parallel - Ref B, Case 2 Wind Parallel - Ref C, Case 2 WPC1 W PD l Wind Parallel - Ref C, Case l Wind Parallel - Ref D, Case I WPD2 Wind Parallel - Ref D, Case 2 WB I> Wind Brace Reaction, Case 1, Right <WB 1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction; Case 5, Right® <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <*AL - Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL*>(I) Auxiliary Live Load, Right, Right, Aisle 1 *AL>(I) Auxiliary Live Load, Right, Left, Aisle 1 <AL*(1) Auxiliary Live Load, Left, Right, Aisle I <*AL(l) Auxiliary Live Load, Left, Left, Aisle 1 AL*(I) Aux Live, Right, Aisle l *AL(1) Aux Live, Left, Aisle l AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL*(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(1) Aux Live Bracing Reaction, Right, Aisle I <ALB(I) Aux Live Bracing Reaction, Left, Aisle I WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle I <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load . UI User Defined Load - I U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB 1 User Brace Reaction - 1 UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. CD C W L Z m G) n 00 C C Fn z z eurc6R. Date:. 12/21/2015 aaie. Mamec� .��g. #1502256501 Calculations Package Time: 04:15 PM �.�._. Page: 4 of 121 Shape Overall Width Overall Length Floor Area (sq. ft. Wall Area (sq. ft. Roof Area (sq. ft.) Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak Hei ht Bulk Storage 80/0/0 160/0/0 12800 9413 14557 16/0/0 l6/0/0 6.500:12 6.500:12 37/8/0 Overall .7 M 4 a <*> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. BLrTTE GUMB BUILDING DIVISION PPR.®VD File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 12/21/2015 BL/TLER armru,m�„� #1502256501 Calculations Package Time: 04:15 PM . „,.. _ ....... r._ Page: 5 of 121 Wall: 4, Frame at: 0/6/0 YNo. Y Origin Factor A b lication Description I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASLA D + CG + ASLA 4 System 1.000 1.0 D + 1.0 CG + 1.0 AASL D + CG + AASL 8 System 1.000 1.0D+1.0CG+0.6W1> D+CG+WI> 9 System 1.000 1.0 D + LO CG + 0.6 <W l D + CG + <W1 10 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> I l System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 12 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG +WPR 14, System 1.000 0.6 MW MW -Wall: 1 15 System 1.000 0.6 MW MW - Wall: 2 16 System 1.000 0.6 MW MW - Wall: 3 17 System 1.000 0.6 MW MW - Wall: 4 18 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 19 System 1.000 0.6 D + 0.6 CU + 0.6 <Wl,D+CU+<WI 20 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 21 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 22 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU +WPL 23 System 1.000 0.6D+0.6CU+0.6WPR D+CU+WPR 24 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+WI> 25 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W I D+CG+L+<W1 26 System 1.000 1.0 D + 1.0 CG + 0.75 L +_0.45 W2> D + CG + L + W2> 27 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 28 System 1.000 LO D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 30 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 31 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 32 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 33 Sys em 1.000 0.6 D+0.6 CU+0.91 <E+0.7 EG- D+CU+<E+EG- . BUTTB cOUNTY BUILDING DIVISION APP®VE® File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sur�ER. Date: 12/21/2015 sutler Manutw-WrIrM #1502256501 Calculations Package Time: 04:15 PM .�...>_..�.».. Page: 6 of 121 Wall: 4, Frame at: 0/6/0 Frame ID: 14 Rigid Endwall Frame Type:Continuous Beam Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvoe at Frame Cross Section: 1 Type Exterior Column X -Loc 0/0/0 Grid -Grid2 1-E Base Plate W x L (in.) 8X16 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-0" Interior Column Interior Column Interior Column Exterior Column 20/0/0 40/0/0 60/0/0 80/0/0 1-D 1-C 1-B I -A 8X13 8X13 8X13 8X14 0.375 0.375 0.375 0.375 4-0.750 4-0.750 4-0.750 4-0.750 100'-0" 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Vy Hx Hz Vy Hx Hz V . Hx Hz I VrH VD Frm 0.23 1.69 2.86 3.19 2.85 1.67 CG Frm 0.09 0.57 0.97 1.01 0.98 0.57 L> Frm 0.31 2.00 3.41 3.53 3.42 1.99 <L Frm 0.31 2.00 3.41 3.53 3.42 1.99 ASL^ Frm 0.17 0.06 1.78 1.75 1.62 1.97 ^ASL Frm 0.14 1.94 1.63 1.78 1.80. 0.02 W I> Frm -4.45 -5.25 6.20 5.49 8.65 0.13 6.17 -8.36 -3.33 1.56 <W1 Frm 4.21 2.85 -5.57 -9.38 -7.76 -0.43 -5.54 4.46 3.57 -3.94 W2> Frm -4.51 -3.51 - 7.70 -0.29 - -6.14 -3.27 3.29 <W2 Frm 4.15 4.60 -7.17 -0.85 6.68 3.63 -2.20 WPL Frm -1.76 -6.14 -1.99 0.59 -9.61 -1.23 -3.01 WPR Frm 1.62 -2.46 -10.02 0.34 -2.46 1.38 -5.55 MW Frm - - - - - - - MW Frm 1.83 2.72 -2.04 -1.84 1.39 2.57 -0.23 MW Frm - - - - - - - MW Frm -2.98 -0.83 1.85 -1.58 -1.56 -1.43 2.12 Cu Frm - - - - - - - L Frm 0.31 2.00 3.41 3.53 3.42 -0.31 1.99 E> Frm -1.31 -1.91 0.06 1.44 0.09 0.09 0.06 -1.11 -1.03 1.49 EG+ Frm 0.03 0.22 - 0.38 - 0.39. - 0.38 -0.03 0.22 <E Frm 1.31 1.91 -0.06 -1.44 -0.09 -0.09 -0.06 1.11 1.03 -1.49 EG- Frm -0.03 -0.22 - -0.38 - -0.39 - -0.38 0.03 -0.22 BUTTE COUNTY i BUILDING DIVISION APPROVE® r File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 4 • y BL/TLER Date: 12/21/2015 ------ uer --- #1502256501 Calculations Package Time: 04:15 PM Page: 7 of 121 Frame Reactions - Factored Load Cases at Frame Cross Section: 1 Maximum Combined Reactions Summary with Factored Loads - Framing. X -Loc 0/0/0 Load 20/0/0 Load 40/0/0 Load 60/0/0 Load 80/0/0 Load Gridl -Grid2 1-E Mom cw I -D Mom ccw I -C I -B (-Hx) I -A (Hx) Ld Description Hx Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx V Cs (application factor not shown k k) k k k k k k k k k k k 1 D + CG + L> 0.63 4.27 7.24 l -E 2.57 7.74 2.85 7.25 -0.63 4.23 2 D + CG + <L 0.63 4.27 5.84 7.24 7.74 7.25 -0.63 4.23 3 D + CG + ASL^ 0.49 2.33 9 5.61 8 4.30 5.95 9.86 5.45 -0.49 4.20 4 D + CG + ^ASL 0.46 4.21 5.47 5.99 9 5.63 -0.46 2.26 8 D + CG + W 1> -2.35 -0.89 3.72 7.13 5.19 4.28 3.70 -1.19 -2.32 3.17 9 D + CG + <W I 2.85 3.98 -3.34 -1.79 9.40 -4.66 3.94 -3.33 6.50 1.82 -0.13 10 D'+ CG + W2> -2.38 0.16 - 8.46 - 4.03 - 0.14 -2.28 4.21 11 D + CG + <W2 2.81 5.03 -0.46 3.69 7.84 1.85 0.91 12 D+CG+WPL -0.73 -1.42 2.64 4.55 -1.94 -1.06 0.43 13 D+CG+WPR 1.29 0.79 -2.18 4.40 2.35 0.50 -1.09 14 MW - Wall: 1 - - - - - - 15 MW - Wall: 2 1.10 1.63 .1.22 -1.10 0.83 1.54 16 MW - Wall: 3 - - - - - - l7 MW - Wall: 4 -1.79 -0.50 - 1.11 -0.95 -0.94 -0.86 1.27 18 D + CU + W 1> -2.53 -2.13 3.72 5.01 5.19 1.99 3.70 -3.31 -2.14 1.93 19 D + CU + <W l 2.66 2.73 -3.34 -3.91 -4.66 1.66 -3.33 4.39 2.00 -1.36 20 D + CU + W2> -2.57 -1.09 - 6.34 - 1.74 - -1.97 -2.10 2.98 21 D + CU + <W2 2.63 3.78 -2.58 1.40 5.72 2.04 -0.32 - 22 D + CU + WPL -0.92 -2.67 0.53 2.27 -4.06 -0.88 -0.80 23 D + CU + WPR 1.11 -0.46 -4.30 2.12 0.23 0.69 -2.33 24 D + CG + L + W 1> -1.45 1.41 2.79 8.86 3.89 6.91 2.78 2.63 -2.05 4.43 25 D + CG + L + <W 1 2.45 5.05 -2.51 2.17 -3.49 6.66 -2.49 8.40 1.05 1.96 26 D + CG + L + W2> -1.47 2.19 - 9.86 6.72 - 3.63 -2.03 5.21 27 D + CG + L + <W2 2.42 5.84 3.17 6.47 ' 9.40 1.08 2.74 28 D + CG + L + WPL -0.24 1.01 5.50 7.12 2.07 -1.11 2.38 29 D + CG + L + WPR 1.28 2.66 1.88 7.00 5.29 0.06 1.23 30 D + CG + E> + EG+ -0.85 0.68 0.06 5.41 0.08 4.55 0.06 3.08 -1.28 3.74 31 D+ CG + <E + EG+ 1.54aL -0.06 2.79 -0.08 .4.39 -0.06 5.10 0.59 1.04 32 D + CU + E> + EG- -1.080.06 2.77 0.08 1.72 0.06 0.44 -1.05 2.20 33 D + CU + <E + EG- 1.31-0.06 0.14 -0.O8 1.56 0.06 2.46 0.82 _0.51 Maximum Combined Reactions Summary with Factored Loads - Framing. Grid Note: All reactions are based on I st order structural anal sis. Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vn Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vn Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) k) (k) k)(k) k (in -k 0/0/0 l -E 2.57 20 2.85 9 - - - - 2.67 22 5.84 27 20/0/0 I -D 3.34 9 3.72 8 4.30 23 9.86 26 40/0/0 1-C 4.66 9 5.19 8 1.10 15 7.74 • l 60/0/0 I -B 3.33 9 3.70 8 4.06 22 9.40 27 80/0/0 l -A . 2.32 8 2.04 21 - - 2.33 23 5.21 26 - BUTTE COUNTY BUILDING DIVISION .� APPR®VED File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Bur�ER Date: 12/21/20.15 Butfer ManufmtuNnp, #1502256501 Calculations Package Time: 04:15 PM Page: 8 of 121 Wall: 4, Frame at: 20/0/0 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + LO CG + 1.0 <L D + CG + <L 3 System 1.000 LO D + LO CG + 0.6 W 1> D + CG + W 1> 4 System 1.000 I.0D+I.0CG+0.6<W1 D+CG+<WI 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 z D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL ® ® D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR C D + CG +WPR 9 System 1.000 0.6 MW MW -Wall: l 10 System 1.000 0.6 MW ®5 MW - Wall: 2 11 System 1.000 0.6 MW f � MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> kLI v D+CU+WI> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 �`"" *' 7 D + CU + <W l 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL ill D + CU +WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU +WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+WI> 20 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<WI 21 System 1.000 LO D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L +WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L +WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + I.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D+CU+<E+EG- 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB I > D+CG+WPR+WBI> 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > D+CU+WPR+WB1> 39 System Derived 1.000 I.OD+I.0CG+0.75L+0.45WPR +0.45WBI> D+CG+L+WPR+WB1> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W B l D + CG + WPR + <WB 1 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W B 1 D + CG + L + WPR + <WB 1 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W132 D + CG + WPR + <WB2 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <W132 D + CU +WPR + <W B2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <W132 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W B3 D + CG + WPL + <W133 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W133 D+CU+WPL +<W63 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W134 D + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU +WPL + <W B4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <W B4 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 62 System Derived 1.000 0.6 MWB MWB - Wall: 2 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 64 System Derived 1.000 0.6 MWB MWB - Wall: 4 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 12/21/2015 #1502256501 Calculations Package Time: 04:15 PM Butler Manufmtarfivp ���'•��~��.� Page: 9 of 121 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D+CU+<E+EG-+<EB ' BUTTE COUNTY BUILDING DIVISION } APPROVE®.. File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc.. r aurcER. Date: 12/21/2015 Butler. Manufacturing #1502256501 Calculations Package Time: 04:15 PM Page: 10 of 121 Wall: 4, Frame at: 20/0/0 Frame ID: 12 Clear Span Frame Type:Rigid Frame 0 5� 5 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Rpnetions - Unfartnred Losid Tame at Frame Crncs Spetinnt 2 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 2-E 8 X 25 0.375 4-0.750 100'-0" Exterior Column 80/0/0 2-A 8 X 25 0.375 4-0.750 100'-0" Load Type Desc. Hx Hz Vy Hx Hz V D Frm 5.46 10.71 -5.46 10.71 CG Frm 2.13 3.95 -2.13 3.95 L> Frm 5.11 9.48 -5.11 9.48 <L Frm 5.11 9.48 -5.11 9.48 WI> Frm -8.82 -5.69 -4.15 -6.14 <W1 Frm 4.15 -6.14 8.82 -5.69 W2> Frm -6.92 1.50 -6.06 1.05 <W2 Frm 6.06 1.05 6.92 1.50 WPL Frm -6.85 -15.31 2.65 -16.40 WPR Frm -2.65 -16.40 6.85 -15.31 MW Frm - - - - MW Frm 1.47 1.15 7.01 -1.15 MW Frm - - - - MW Frm -7.01 -1.15 -1.47 1.15 CU Frm - - - L Frm 5.11 9.48 -5.11 9.48 E> .' . Frm -2.25 -2.03 -2.25 2.02 EG+ • Frm 0.82 1.52 -0.82 1.52 <E Frm 2.25 2.03 2.25 -2.02 EG- Frm -0.82 - -1.52 0.82 -1.52 WB1> Brc 0.13 -4.93 4.10 -0.13 4.65 -3.91 <WB1 Brc -0.13 - 4.10 0.13 - 3.88 WB2> Brc 0.13 4.93 4.17 -0.13 4.65 -3.98 <W92 Brc -0.13 - 4.17 0.13 - 3.95 WB3> Brc 0.14 4.65 -3.93 -0.14 4.93 4.19 <WB3 Brc -0.13 - 3.93 0.13 - 4.15 WB4> Brc 0.14 4.65 -3.93 -0.14 4.93 4.19 <WB4 Brc -0.13 - 3.93 0.13 - 4.15 `- MWB Brc 0.11 4.30 -3.42 -0.11 4.30 -3.46 MWB Brc - - - L - - - MWB Brc -0.I1 - 3.43 0.11 - 3.43 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 1 �BurcER Date: 12/21/2015 autlurMan6hwtunQ� #1502256501 Calculations Package Time: 04:15 PM d .. r..... Page: 11 of 121 MWB Brc EEB 1 Brc 1-0 30 1 10.901 9.20 1 0.30 1 10.901 -9.28 1 1 1 1 9.10 Frame Reactions - Factored Load Cases at Frame Cross Section: 2 Nm - All --fl- - h. -,l nn lo -d- cr-m-1 an 1.6. File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. n X -Loc 0/0/0 80/0/0 Gridl -Grid2 2-E 2-A Ld Description Hx Hz Vy Fix• Hz V Cs (application factor not shown k k k k) k k 1' D + CG + L> 12.70 24.14 -122.70 24.14 2 D + CG + <L 12.70 24.14 -12.70 24.14 3 D + CG + W 1> 2.30 11.25 -10.09 10.98 4 D + CG + <W I 10.09 10.98 2.30 11.25 5 D + CG + W2> 3.44 15.56 -11.23 15.29 6 D + CG + <W2 11.23 15.29 -3.44 15.56 7 D + CG + WPL 3.48 5.48 -6.00 4.82 8 D + CG + WPR 6.00 4.82 -3.48 5.48 9 MW -Wall: l - - - - 10 MW - Wall: 2 0.88 0.69 4.20 -0.69 I 1 MW - Wall: 3 - - - - I2 MW - Wall: 4 -4.20 -0.69 -0.88 0.69 13 D + CU + W I> -2.01 3.01 -5.77 2.74 14 D+CU+<WI 5.77 2.74 2.01 3.01 15 D+CU+W2> 0.87 7.33 6.91 7.06 16 D+CU+<W2 6.91 7.06 0.87 7.33 17 D+CU+WPL -0.83 -2.76 -1.69 -3.41 18 D + CU +WPR 1.69 -3.41 0.83 -2.76 19 D+CG+L+WI> 7.46 19.21 -13.30 19.01 20 D+CG+L+<Wl 13.30 19.01. -7.46 19.21 21 D + CG + L + W2> 8.31 22.44 -14.15 22.24 22 D + CG + L + <W2 14.15 22.24 -8.31 22.45 23 D + CG + L + WPL 8.34 14.88 -10.23 14.39 24 D + CG + L + WPR 10.23 14.39 -8.34 14.88 25 D + CG + E> + EG+ 6.12 13.88 -10.21 17.57 26 D + CG + <E + EG+ 10.21 17.57 -6.12 13.88 27 D + CU + E> + EG- 0.66 3.52 -4.75 7.20 28 D + CU + <E + EG- 4.75 7.20 -0.66 3.52 37 D+CG+WPR +WB1> 6.08 -2.96 2.36 -3.56 -2.79 3.13 38 D + CU + WPR + WB I> 1.77 -2.96 -5.87 0.75 -2.79 -5.11 39 D + CG + L + WPR + WB I> 10.29 -2.22 12.55 -8.40 -2.09 13.12 40 D+CG+WPR+<WBI 5.92 - 7.28 -3.40 - 7.80 41 D+CU+WPR+<WBI 1.61 -0.96 0.91 -0.43 42 D + CG + L + WPR + <WB I 10.17 16.23 -8.28 16.63 43 D + CG +WPR + W B2> 6.08 -2.96 2.32 . -3.56 -2.79 3.09 44 D + CU + WPR + WB2> 1.77 -2.96 -5.91 0.75 -2.79 -5.15 45 D + CG + L + WPR + W B2> 10.29 -2.22 12.52 -8.40 -2.09 13.09 46 D + CG + WPR + <W B2 5.92 7.32 -3.40 - 7.84 47 D + CU + WPR + <WB2 1.61 -0.91 0.91 -0.39 48 D+CG+L+WPR+<WB2 10.17 16.27 -8.28 16.66 49 D + CG + WPL + WB3> 3.56 -2.79 3.12 -6.08 -2.96 2.30 50 D + CU + WPL + WB3> -0.75 -2.79 -5.11 -1.77 -2.96 -5.93 51 D + CG + L + WPL + WB3> 8.40 -2.09 13.12 -10.29 -2.22 12.50 52 D + CG + WPL + <W B3 3.40 - 7.83 -5.92 - 7.31 53 D + CU + WPL + <WB3 -0.91 -0.40 -1.61 -0.92 54 D + CG + L + WPL + <WB3 8.28 16.65 -10.17 16.26 BUTTE COUNTY 55 D + CG + WPL + WB4> 3.56 -2.79 3.12 -6.08 -2.96 2.30 56 D + CU + WPL + WB4> -0.75 -2.79 -5.11 -1.77 -2.96 -5.93 BUILDING DIVISION 57 D + CG + L + WPL + WB4> 8.40 -2.09 13.12 -10.29 -2.22 12.50 58 D + CG + WPL + <WB4 3.40 - 7.83 -5.92 - 7.31 APPROVED ��®���\��� 59 D + CU + WPL + <WB4 -0.91 '=0.40 -1.61 -0.92 60 D + CG + L + WPL + <WB4 8.28 ' 16.65 -10.17 16.26 61 MWB - Wall: 1 0.07 -2:58 -2.05 -0.07 -2.58 -2.08 62 MWB - Wall: 2 - 63 MWB - Wall: 3 -0.07 2.06 0.07 2.06 64 MWB - Wall: 4 - - - - File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. n �BIJTLER. Date: 12/21/2015 Butlor Manufacturlip #1502256501 Calculations Package Time: 04:15 PM Page: 12 of 121 Grid 65 D + CG + E> + EG+ + EB> 7.83 -9.92 6.90 -9.06 -9.92 7.83 Uplift Load 66 D + CG + E> + EG+ + EB> 6.20 -2.97 11.40 -10.30 -2.97 15.04 - (Hx) Case (-Hz) Case 67 D + CG + <E + EG+ + EB> 9•.06 -9.92 8.00 1 7.83 -9.92, 6.73 (Mzz) Case 68 D + CG + <E + EG+ + EB> 10.30 -2.97 15.09 -6.20 -2.97 11.35 k k 69 D + CU + E> + EG- + EB> 2.37 -9.92 -3.47 -3.59 -9.92 -2.53 14.15 22 1 9.92 65 70 D + CU +,E> + EG- + EB> 0.74 -2.97 1.03 -4.83 -2.97 4.67 80/0/0 2-A 71 D + CU + <E + EG- + EB> 3.59 -9.92 -2.37 -2.37 -9.92 -3.64 5.93 56 24.56 75 72 D + CU + <E + EG- + EB> 4.83 -2.97 4.72 -0.74 -2.97 0.98 75 D + CG + E> + EG+ + <EB 7.28 - 23.54 -8.51 - 24.56 76 D + CG + E> + EG+ + <EB 6.04 16.40 -10.13 20.06 77 D + CG + <E + EG+ + <EB 8.51 24.65 -7.28 23.46 78 D + CG + <E + EG+ + <EB 10.13 20.08 -6.04 16.37 79 D + CU + E> + EG- + <EB 1.82 13.18 -3.05 14.20 80 D + CU + E> + EG- + <EB 0.57 6.03 4.67 9.69 81 D+CU+<E+EG-+<EB 3.05 14.28 -1.82 13.09 82 D + CU + <E + EG- + <EB 4.67 9.71 -0.57 6.00 Maximum Combined Reactions Summary with Factored Loads - Framing Al.,ro• All roor ;- oro 1.o A - 1 et -1- cr-.1 on 1-;. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Mom cw Load Mom ccw Load (-Hx) Case - (Hx) Case (-Hz) Case (Hz) Case (-Vy) ILoad;VrtDown Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k in -k in -k 0/0/0 2-E 4.20 12 14.15 22 1 9.92 65 -5.91 44 24.65 77 80/0/0 2-A 1 14.15 21 4.20 10 9.92 65 1 5.93 56 24.56 75 Iracin X -Loc Grid Description 0/0/0 2-E Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 80/0/0 2-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. BUTTE COUNTY 1 BUILDING DIVISIONq, APPROVED File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: • 12/21/2015 BuBVTLEwRi"g. - #1502256501 Calculations Package Time: a.15 PM Page: 13 of.121 Wall: 4, Frame at: 40/0/0 Frame ID: 12 Clear Span Frame Type:Rigid Frame Q Q BUTTE COUNTY BUILDING DIVISION APPROVED •7 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete 0......ti..-.. ■1-.r....,..-...1 i --A T-.--- - L`-...-... /`-....- C....&:--.'2 ' Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column '0/0/0 3-E 8 X 25 0.375 4 - 0.750 100'-0" Exterior Column 80/0/0 3-A 8 X 25 0.375 .4-0.750 100'-0" - Load Type Desc. Hx Hz • Vy Hx Hz V D Frm 5.53 10.83 -5.53 10.83 CG Frm 2.16 4.00 -2.16 4.00 L> Frm 5.18 9.60 -5.18 9.60 <L Frm 5.18 9.60 -5.18 9.60 - WI> Ftm' -8.38 -5.65 -3.79 -6.08~ <W1 Frm 3.79 -6.08 5.38 -5.65 W2> Frm -0.46 1.63 -5.72 1.20 <W2 Frm 5.72 1.20 6.46 1.63 WPL Frm -5.84 -13.90 2.34 -14.81 WPR Frm -2.34 -14.81 5.84 -13.90 MW Frm MW Frm 1.49 1.16 7.10 -1.16 MW Frm - - - - 1 MW Frm -7.10 -1.16 -1.49 1.16 ' Cu Frm - - - - L Frm 5.18 9.618 0 -5. 9.60 E> Frm -2.28 -2.05 -2.28 2.05 EG+ Frm ` 0.83 1.54 -0.83 1,54 <E Frm 2.28 - 2.05 2.28 -2.05 EG- Frm -0.83 -1.54 0.83 -1.54 WBl> Brc -0.13 4.12 0.13 3.89 <W B I Brc 0.13 •4.90 4.12 -0.13 4.63 -3.86 - WB2> Brc -0.13 - 4.19 0.13 - 3.96 <WB2 Brc 0.14 •4.90 4.19 -0.14 4.63 -3.93 WB3> Brc -0.13 3.95 0.13 - 4.17 <WB3 Brc 0.13 4.63 -3.95 -0.13 4.90 4.13 WB4> Brc . -0.13 - 3.95 0.13 - 4.17 <WB4 Brc 0.13 4.63 -3.95 -0.13 4.90 -4.13 MWB Brc -0.11 - 3.44 0.11 3.44 MWB Brc MWB Brc 0.11 4.28 -3.45 -0.11 4.28 -3.41 - File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BLITL6'l4 Date: 12/21/2015 atlor Manufmturing - #1502256501 Calculations Package Time: 04:15 PM Page: 14 of 121 <M BB Brc 1 0.30 10.85 -9.24 030 1 10.85 9.06 Frame Reactions - Factored Load Cases at Frame Cross Section: 3 M-- All . oh o.l.... 1cr-A., arr.•ro l �Ivcie File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. X -Loc 0/0/0 801010 Gridl -Grid2 3-E 3-A Ld I Description Hx Hz Vy Hx Hz V Cs (application factor not shown k k k k k k 1 D + CG + L> 12.86 24.43 -12.86 24.43 2 D + CG + <L 12.86 24.43 -12.86 24.43 3 D+ CG + W 1> 2.65 11.44 -9.96 11.18 4 D + CG + <W l 9.96 11.18 -2.65 11.44 5 D+CG+W2> 3.81 15.81 -11.11 15.55 6 D + CG + <W2 11.12 15.55 -3.81 15.81 7 D + CG +WPL 4.18 6.49 -6.28 5.94 8 D + CG + WPR 6.28 5.94 -4.18 6.49 9 MW -Wall: 1 - - - 10 MW - Wall: 2 0.89 0.70 4.26 -0.70 11 MW - Wall: 3 - - - - 12 MW - Wall: 4 4.26 -0.70 -0.89 0.70 13 D+CU+WI> -1.71 3.11 -5.59 2.85 14 D+CU+<WI 5.59 2.85 1.71 3.11 15 D + CU + W2> -0.56 7.47 -6.75 7.22 16 D + CU + <W2 6.75 7.22 0.56 7.47 - 17 D+CU+WPL -0.19 -1.84 -1.91 -2.39 18 D+CU+WPR 1.91 -2.39 0.19 -1.84 19 D+CG+L+W1> 7.79 19.49 -13.27 19.30 20 D + CG + L + <W 1 13.27 19.30 -7.79 19.49 21 D + CG + L + W2> 8.66 22.76 -14.14 22.57 22 D + CG + L + <W2 14.14 22.57 -8.66 22.76 23 D + CG + L + WPL 8.94 15.77 -10.51 15.37 24 D + CG + L + WPR 10.51 15.37 -8.94 15.78 25 D + CG + E> + EG+ 6.19 14.04 -10.34 17.78 ' 26 D + CG + <E + EG+ 10.34 17.78 -6.19 14.04 27 D + CU + E> + EG- 0.66 3.55 -4.81 7.28 28 D + CU + <E + EG- 4.81 7.28 -0.66 3.55 37 D + CG + WPR + WBI> 6.20 8.41 4.10 8.83 38 D+CU+WPR+WBI> 1.84 0.08 0.27 0.49 39 D + CG + L + WPR + WBI> 10.45 17.22 -8.88 17.53 40 D + CG + WPR + <W B l 6.36 2.94 3.47 4.26 2.78 4.18 41 D + CU +WPR + <W B 1 1.99 2.94 4.86 0.11 2.78 4.15 42 D + CG + L + WPR + <WB I 10.57 2.21 13.51 -9.00 2.08 14.04 43 D + CG + WPR + W B2> 6.20 - 8.46 4.10 - 8.87 44 D + CU + WPR + WB2> 1.83 0.12 0.27 0.53 45 D + CG + L + WPR + WB2> 10.45 17.25 -8.88 17.56 46 D + CG + WPR + <WB2 6.36 2.94 3.43 -4.26 2.78 4.13 47 D + CU + WPR + <WB2 1.99 2.94 4.90 0.11 2.78 -4.20 48 D + CG + L + WPR + <WB2 10.57 2.21 13.48 -9.00 2.08 14.01 49 D + CG + WPL + W B3> 4.10 - 8.86 -6.20 - 8.45 50 D+CU+WPL+WB3> -0.27 0.53 -1.83 0.11 B07Ti4r 51 D + CG + L + WPL + WB3> 8.88 17.55 -10.45 17.24 52 D + CG + WPL + <WB3 4.26 2.78 4.12 -6.36 2.94 3.46 BUIL,;! !� 53 D + CU + WPL + <WB3 -0.11 2.78 -4.21 -1.99 2.94 4.87 54 D + CG + L + WPL + <WB3 9.00 2.08 14.00 -10.57 2.21 13.51. ` NR 55 D + CG + WPL + WB4> 4.10 - 8.86 -6.20 - 8.45 56 D + CU + WPL + WB4> -0.27 0.53 -1.83 0.12 57 D + CG + L + WPL + WB4> 8.88 17.55 40.45 17.24 58 D + CG + WPL + <W B4 4.26 2.78 4.12 -6.36 2.94 3.46 59 D + CU + WPL + <WB4 -0.11 2.78 4.21 -1.99 2.94 4.87 60 D + CG + L + WPL + <W B4 9.00 2.08 14.00 -10.57 2.21 13.51 61 MWB -Wall: 1 -0.07 - 2.07 0.07 - 2.07 62 MWB - Wall: 2 - - - - - - 63 MWB - Wall: 3 0.07 2.57 -2.07 -0.07 2.57 -2.05 64 MWB - Wall: 4 - - - - - - File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. X-Loc Grid Description 0/0/0 80/0/0 E-3 A-3 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. BL/TLER� Date: 12/21/2015 ----�,,,�, #1502256501 Calculations Package Time: 04:15 PM 8u0oi Manuf.�........~��� • (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case Page: 15 of 121 Case 65 D + CG + E> + EG+ + EB> 7.37 23.67 -8.62 k 24.87 k k(k) • 66 D + CG + E> + EG+ + EB> 6.11 16.54 -10.26 0/0/0 20.30 .4.26 - 12 14.14 22 - 67 D + CG + <E + EG+ + EB> 8.62 47 24.79 -7.37 23.75 80/0/0 3-A 1 14.14 21 68 D + CG + <E + EG+ + EB> 10.26 20.27 -6.11 4.87 16.56 24.87 65 69 D + CU + E> + EG- + EB> 1.84 13.18 -3.08 14.38 70 D + CU + E> + EG- + EB> 0.58 6.05 11.72 9.81 f 71 D+CU+<E+EG-+EB> 3.08 14.30 -1.84 13.26 72 D+CU+<E+EG-+EB> 4.73 9.78 -0.58 6.07. 75 D + CG + E> + EG+ + <EB 7.92 9.87 6.94 -9.16 9.87 8.23 76 D + CG + E> + EG+ + <EB 6.28 2.96 11.52 -10.42 2.96 15.30 77 D + CG + <E + EG+ + <EB 9.16 9.87 8.06 -7.92 9.87 7.11 78 D + CG + <E + EG+ + <EB 10.42 2.96 15.25 -6.28 2.96 11.57 79 D + CU + E> + EG- + <EB 2.39 9.87 -3.55 -3.63 9.87 -2.26 80 D + CU + E> + EG-,+ <EB 0.74 2.96 1.03 -4.89 2.96 4.81 81 D + CU + <E + EG- + <EB 3.63 9.87 -2.43 -2.39 9.87 -3.38 82 D + CU + <E + EG- + <EB 4.89 2.96. 4.76 -0.74 2.96 1.08 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw, X-Loc Grid Description 0/0/0 80/0/0 E-3 A-3 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Load Mom ccw Load • (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k(k) k in -k) (in -k 0/0/0 3-E .4.26 - 12 14.14 22 - 9.87 75 4.90 47 24.79 67 80/0/0 3-A 1 14.14 21 1 4.26 10 9.87 75 4.87 53 24.87 65 X-Loc Grid Description 0/0/0 80/0/0 E-3 A-3 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. BUTTE COUNTY BUILDING DIVISION APPROVE® File: 15-022565-01 ` Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i , ' T eBUTLE/2. - ----- #1502256501 Calculations Package Wall: 4, Frame at: 60/0/0 Desien Load Combinations - Framine Date: 12/21/2015 Time: 04:15 PM Page: 16 of 121 No. Origin Factor Application Description System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0D+I.0CG+0.6W1> D+CG+WI> 4 System 1.000 1.0 D + LO CG + 0.6 <W 1 D + CG + <W 1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 9 System 1.000 0.6 MW MW -Wall: l 10 System 1.000 0.6 MW MW - Wall: 2 I I System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W I 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + W PL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + W PR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W 1 21 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26- System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 28 System 1.000 0.6 D + 6.6 CU + 0.91 <E + 0.7 EG- D+CU+<E+EG- BUTTE COi!ff-I X BU, ILDING DIVI -.ON 'PPROVE File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 12/21/2015 ' BUTLER. Butler Manufacturing #1502256501 Calculations Package Time: 04:15 PM Page: 17 of 121 Wall: 4, Frame at: 60/0/0 Frame ID: 12 Clear Span Frame Type:Rigid Frame i b Hx Hx r Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Raartinnc . rinfartnrad Lnad Tvn at Frame Crncc Rw•tinn- d Type X -Loc Gridl -Grid2 Base Plate W x L (in.)' Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4-E 8 X 25 0.375 4-0.750 1001-01' Exterior Column 80/0/0 4-A 8 X 25 0.375 4-0.750 1001-0" + Load Type Desc. Hx Vy Hx V D Frm 5.53 10.83 -5.53 10.83 CG • Frm 2.16 4.00 -2.16 4.00 L> Frm 5.18 9.60 -5.18 9.60 <L Frm 5.18 9.60 -5.18 9.60 - WI> Frm -8.38 -5.65 -3.79 ' -6.08 <W1 Frm 3.79 -0.07 8.38 . -5.65 + W2> Frm -6.46 1.63 -5.72 1.20 , - <W2 Frm 5.72 1.20 6.46 1.63 WPL • Frm -5.84 =13.90 2.34 -14.81 _.. . WPR Frm -2.34 -14.81 5.84 -13.90 MW Frm - - MW Frm 1.49 1.16 7.10 -1.16 MW Frm - - - - MW Frm -7.10 -1.16 -1.49 1.16 Cu Frm - - L Frm 5.18 9.60 -5.18 9.60 E> Frm -2.28 -2.05 -2.28 2.05 EG+ Frm 0.83 1.54 -0.83 1.54 <E Frm 2.28 2.05 2.28 -2.05 EG- Frm -0.83 -1.54 0.83 -1.54 BUTTE COUNTY BUILDING DIVISION APPROVED File: 15-022565-01. Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North'America, Inc..' B�T�ER. Butter ManufactuAip #1502256501 Calculations Package Frame Reactions - Factored Load Cases at Frame Cross Section: 4 Note: All reactions are based on l st order structural analysis. Date: 12/21/2015 Time: 04:15 PM Page: 18 of 121 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analvsis. X -Loc X -Loc Hrz left 0/0/0 80/0/0 Load Hrz In Load Gridl -Grid2 Load 4-E 4-A Vn Down Load Ld Description Hx Vy Hx V (-Hx) Case Cs (application factor not shown) (k) (k) (k) (k) (-Vy) Case 1 D + CG + L> 12.86 24.43 -12.86 24.43 2 D + CG + <L 12.86 24.43 -12.86 24.43 (k) 3 D+ CG + W I > 2.65 11.44 -9.96 11.18 in -k 4 D + CG + <W 1 9.96 11.18 -2.65 11.44 5 D+CG+W2> 3.81 15.81 -11.12 15.55 6 D + CG + <W2 11.12 15.55 -3.81 15.81 4.26 10 7 D + CG +WPL 4.18 6.49 -6.28 5.94 24.43 I 8 D + CG + WPR 6.28 5.94 -4.18 6.49 9 MW -Wall: l - - - - 10 MW - Wall: 2 0.89 0.70 4.26 -0.70 1 I MW - Wall: 3 - - - - 12 MW - Wall: 4 4.26 -0.70 -0.89 0.70 13 D+CU+WI> -1.71 3.11 -5.59 2.85 14 D+CU+<WI 5.59 2.85 1.71 3.11 15 D + CU + W2> -0.56 7.47 -6.75 7.22 16 D+CU+<W2 6.75 7.22 0.56 7.47 17 D+CU+WPL -0.19 -1.84 -1.91 -2.39 18 D+CU+WPR 1.91 -2.39 0.19 -1.84 19 D+CG+L+WI> 7.79 19.49 -13.27 19.30 20 D + CG + L + <W 1 13.27 19.30 -7.79 19.49 21 D + CG + L + W2> 8.66 22.76 -14.14 22.57 22 D + CG + L + <W2 14.14 22.57 .-8.66 22.76 23 D + CG + L + WPL 8.94 15.77 -10.51 15.37 24 D + CG + L + WPR 10.51 15.37 -8.94 15.78 25 D + CG + E> + EG+ 6.19 14.04 -10.34 17.78 26 D + CG + <E + EG+ 10.34 17.78 -6.19 14.04 27 D + CU + E> + EG- 0.66 3.55 4.81 7.28 28 D + CU + <E + EG- 4.81 7.28 -0.66 3.55 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analvsis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vn Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-M-) Case (Mzz) Case (k) k) k) (k) k k) in -k) in -k 0/0/0 4-E 4.26 12 14.14 22 2.39 l8 24.43 1 80/0/0 4-A 14.14 21 4.26 10 2.39 17 24.43 I SUrTE COUN Y BUILDING D9V SUH APPR0V - File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 1 BL/TLER� ' Date: 12/21/2015 sono. Manurocm„� #1502256501 'Calculations Package - Time: 04:15 PM Page: 19 of 121 Wall: 4, Frame at: 80/0/0 - - Frame ID: 12 Clear Span Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete ooa..r:.,..� _ n..e4�r,,.� r ,.fla m.,.,o o� F.•umu !`.•nee saw.:,,..- c . Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 5-E 8 X 25 0.375 4-0.750 100'-0" Exterior Column 80/0/0 5-A 8 X 25 0.375 4-0.750 100'-0" - Load Type Desc. Hx Vy Hx V D Frm 5.53 10.83 -5.53 10.83 • CG Frm 2.16 4.00 -2.16 4.00 ,L> Frm 5.18 -9.60 -5.18 9.60 <L Frm 5.18 9.60. -5.18 9.60 �- W1> Frm -8.38 -5.65 -3.79 -6.08 <W1 Frm 3.79 -6.07 8.38 -5.65 W2> Frm -66.46 1.63 -5.72 1.20 - <W2 Frm 5.72 1.20 6.46 1.63 '- WPL Frm -5.84 -13.90 2.34 .-14.81 WPR Frm -2.34 -14.81 5.84 -13.90 MW Frm - -, MW Frm 1.49 1.16 7.10 -1.16 MW Frm - - - - MW Frm -7.10 -1.16 -1.49 1.16 Cu Frm - - - - L Frm 5.18 9.60 -5.18 9.60 E> Frm -2.28 -2.05 -2.28 2.05 EG+ Frm 0.83 1.54 -0.83 1.54 <E Frm 2.28 2.05 2.28 -2.05 EG- Frm -0.83 -1.54 0.83 -1.54 BUTTE COUNTY ' BUILDING DIVISION - APPR®��® File: 15-022565-01 - v - Version: 2015.2a Butler Manufacturing,.a division of BlueScope Buildings North America, Inc. I BurcEiz . Butler Manutacturirp #1502256501 Calculations Package Frame Reactions - Factored Load Cases at Frame Cross Section: 5 Nntr• 411-rtinnc - hacad nn 1 Qt nrdvr onirtural nnalvcic Date: 12/21/2015 Time: 04:15 PM Page: 20 of 121 X -Loc 0/0/0 80/0/0 Hrz left Gridl -Grid2 5-E 5-A Load Ld Description Hx V Hx V I Load Cs (application factor not shown) (k) (k) k) (k) Load 1 D + CG + L> 12.86 24.43 -12.86 24.43 Case 2 D + CG + <L 12.86 24.43 -12.86 24.43 Case 3 D+CG+WI> 2.65 11.44 -9.96 11.18 Case 4 D + CG + <W 1 9.96 11.18 -2.65 11.44 - 5 D+CG+W2> 3.81 15.81 -11.12 15.55 - 6 D + CG + <W2 11.12 15.55 -3.81 15.81 - 7 D + CG +WPL 4.18 6.49 -6.28 5.94 - 8 D+CG+WPR 6.28 5.94 -4.18 6.49 - 9 MW - Wall: I - - - - 10 MW - Wall: 2 0.89 0.70 4.26 -0.70 10 1 I MW - Wall: 3 - - - - 17 12 MW - Wall: 4 -4.26 -0.70 -0.89 0.70 13 D+CU+W1> -1.71 3.11 -5.59 2.85 14 D+CU+<WI 5.59 2.85 1.71 3.11 15 D + CU + W2> -0.56 7.47 -6.75 7.22 16 D + CU + <W2 6.75 7.22 0.56 7.47 17 D+CU+WPL -0.19 -1.84 -1.91 -2.39 18 D + CU +WPR 1.91 -2.39 0.19 -1.84 19 D+CG+L+W1> 7.79 19.49 -13.27 19.30 20 D + CG + L + <W I 13.27 19.30 -7.79 19.49 21 D + CG + L + W2> 8.66 22.76 -14.14 22.57 22 D + CG + L + <W2 14.14 22.57 -8.66 22.76 23 D + CG + L + WPL 8.94 15.77 -10.51 15.37 . 24 D + CG + L + WPR 10.51 15.37 -8.94 15.78 25 D + CG + E> + EG+ 6.19 14.04 -10.34 17.78 26 D + CG + <E + EG+ 10.34 17.78 -6.19 14.04 27 D+CU+E>+EG- 0.66 3.55 -4.81 7.28 28 D + CU + <E + EG- 4.81 7.28 -0.66 3.55 Maximum Combined Reactions Summary with Factored Loads - Framing X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out ILoad Uplift I Load Vrt Down Load Mom cw Load I Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) k) k) k) (k) (k) (in -k) (in -k) 0/0/0 5-E 4.26 12 14.14 22 2.39 18 24.43 1 80/0/0 5-A 14.14 21 4.26 10 2.39 17 24.43 1 BUTTE COUNTY 13UILDING DIVISION APR.OVED File: 15-022565-01 Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I L rsL/TLER Date: 12/21/2015 8u0efNanu1 �,,;� #150225650]. Calculations Package Time: 04:15 PM Page: 21 of 121 Wall: 4, Frame at: 100/0/0 Frame I13:12 Clear Span Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete D-#;- _ TTnf-# .nd T nod 7- o! V -...o 1'-, Cn.•Nnn• 6 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) ' Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 6-E" - 8 X 25 0.375 4-0.750 100'-0" Exterior Column 80/0/0 6-A 8 X 25 0.375 4-0.750 100'-0" s Load Type Desc. Hx . Vy Hx V D Frm 5.53 10.83 -5.53 10.83 CG ! Frm 2.16 4.00 " -2.16 4.00 L> Frm 5.18 9.60 -5.18 9.60 <L Frm 5.18 9.60 '-5.18 9.60 W I> r Frm -8.38 -5.65 -3.79 -6.08 <W l Frm 3.79 -6.07 8.38 -5.65 W2> Frm -6.46 1.63 -5.72 1.20 <W2 Frm 5.72 1.20 6.46 ' 1.63 WPL Frm -5.84 -13.90 2.34 -14.81 WPR Frm -2.34 -14.81 5.84 -13.90 MW Frm MW .: Frm 1.49 1_16 7.10. -1.16 MW Frm - - - MW Frm -7.10 -1.16' -1.49 1.16 Cu Frm - L Frm 5.18 9.60 -5.18 9.60 E> Frm -2.28 -2.05 -2.28 2.05 EG+ Frm 0.83 1.54 -0.83 1.54 <E Frm 2.28 2.05 2.28 -2.05 EG- Frm -0.83 -1.54 0.83 -1.54 BUTTE COUNTY BUILDING DIVISION APPROVED' File: 15-022565-01 Version: 2015.2a , Butler Manufacturing, a division of BlueScope Buildings North America, Inc: �ureEEr Date: 12/21/2015 Butler Manufacturing#1502256501 Calculations Package Time: 04:15 PM •,.._._..�.....,.e,�._ Page: 22 of 121 Frame Reactions - Factored Load Cases at Frame Cross Section: 6 Nnte• All renrtinnc are hated nn I o nrder onirmml nnnl"is Maximum Combined Reactions Summary with Factored Loads - Framing Nnt- All renrtinnc are hated nn I ct nrder onirnirnl nnnlvcic X -Loc X -Loc Hrz left 0/0/0 80/0/0 Load Gridl - Grid2 Load 6-E 6-A + Ld Description Hx V Hx V Cs (application factor not shown) k) (k) (k) (k) I D + CG + L> l 2.86 24.43 -12.86 24.43 2 D + CG + <L 12.86 24.43 -12.86 24.43 3 D+CG+WI> 2.65 11.44 -9.96 11.18 4 D + CG + <W I 9.96 1 11.18 -2.65 11.44 - 5 D+CG+W2> 3.81 15.81 -11.12 15.55 - 6 D + CG + <W2 11.12 15.55 -3.81 15.81 7 D+CG+WPL 4.18 6.49 -6.28 5.94 - 8 D + CG + WPR 6.28 5.94 4.18 6.49 - 9 MW -Wall: I - - - - 10 MW - Wall: 2 0.89 0.70 4.26 -0.70 1 I MW - Wall: 3 - - - - 12 MW - Wall: 4 4.26 -0.70 -0.89 0.70 13 D+CU+WI> -1.71 3.11 -5.59 2.85 14 D+CU+<WI 5.59 2.85 1.71 3.11 15 D + CU + W2> -0.56 7.47 -6.75 7.22 16 D + CU + <W2 6.75 7.22 0.56 7.47 17 D+CU+WPL -0.19 -1.84 -1.91 -2.39 18 D + CU +WPR 1.91 -2.39 0.19 -1.84 19 D+CG+L+W1> 7.79 19.49 -13.27 19.30 20 D+CG+L+<W1 13.27 19.30 -7.79 19.49 21 D + CG + L + W2> 8.66 22.76 -14.14 22.57 22 D + CG + L + <W2 14.14 22.57 -8.66 22.76 23 D + CG + L + WPL 8.94 15.77 -10.51 15.37 24 D + CG + L + WPR 10.51 15.37 -8.94 15.78 25 D + CG + E> + EG+ 6.19 14.04 -10.34 17.78 26 D + CG + <E + EG+ 10.34 17.78 -66.19 14.04 27 D + CU + E> + EG- 0.66 3.55 -4.81 7.28 28 D+CU+<E+EG- 4.81 7.28 -0.66 3.55 Maximum Combined Reactions Summary with Factored Loads - Framing Nnt- All renrtinnc are hated nn I ct nrder onirnirnl nnnlvcic X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw i Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) (k) k) k k) k) in -k) (in -k) 0/0/0 6-E 1 4.26 12 14.14 22 2.39 18 24.43 1 80/0/0 6-A 14.14 21 4.26 10 2.39 17 24.43 1 BUTTE C0Uj BUILDING DIVISION APPROVED , ED File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 12/21/2015 ------------- B!/TLER Butler Manufacturleg #1502256501 Calculations Package Time: 04:15 PM Page: 23 of 121 Wall: 4, Frame at: 120/0/0 Desien Load Combinations - Fran I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 LO D + LO CG + 0.6 W 1> D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG +WPR 9 System 1.000 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 , System 1.000 0.6 MW W MW - Wall: 3 12 System 1.000 0.6 MW >q C= MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> v r D+CU+WI> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 ®:1 D+CU+<WI 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> Z til D+CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 G) D+CU+<W2 17 System 1.000 n 0.6 D + 0.6 CU + 0.6 WPL ®o © D + CU + WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR ® D + CU +WPR 19 System 1.000 I.0D+I.0CG+0.75L+0.45W1> !„ z D+CG+L+W1> 20 System 1.000 1.0 D + LO CG + 0.75 L + 0.45 <W1 �_ D + CG + L + <W1 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> r -p .0 D + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 N.0 Z D + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CO + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 37 System Derived 1.000 1.0D+1.0 CG+0.6WPR +0.6WB1> D+CG+WPR+WBI> 38 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WBI> D+CU+WPR+WBI> 39 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WBI> D + CG + L + WPR + WB I > 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W B 1 D + CG + WPR + <WB 1 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB I D + CG + L + WPR + <W B 1 43 System Derived 1.000 1.0 D + Lo CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D+CU+WPR+WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L +WPR + W B2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <W132 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D+CU+WPR +<WB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 54 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPL +0.45<WB3 D + CG + L + WPL + <WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG +' L + WPL + <WB4 61 System Derived 1.000 0.6 MWB MWB - Wall: l 62 System Derived 1.000 0.6 MWB MWB - Wall: 2 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 64 System Derived 1.000 0.6 MWB MWB - Wall: 4 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> File:, t5-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 12/21 /201 5 sur�ER� #1502256501 Calculations Package Time: 04:15 PM Page: 24 of 121 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB BUIT JPPI (-,P,' � File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 12/21/2015 B[JFLER� Butler Ma6ufactuAng' #1502256501 Calculations Package 'Time: 04:15 PM Page: 25 of 121 Wall: 4, Frame at: 120/0/0 Frame ID: 12 Clear Span Frame Type:Rigid Frame Q BUTTE COUNTY BUILDING DIVISION APPROVE® Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 7 Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 7-E 8 X 25 0.375 4-0.750 100'-0" Exterior Column ; 80/0/0 7-A 8 X 25 0;375 4-0.750 100'-01, Load Type Desc. Hx I Hz Vy Hx I Hz V D Frm 5.53 10.83 -5.53 10.83 CG Fnn 2.16 4.00 -2.16 4.00 L> Frm 5.18 9.60 -5.18 9.60 , <L Frm 5.18 9.60 .-5.18' 9.60 W1> Frm -8.38 -5.65 -3.79 -6.08 <W I Frm 3.79 -6.08 8.38 -5.65 W2> - Frm -6.46 1.63 -5.72 1.20 <W2 Frm 5.72 1:20 6.46 1.63, WPL Frm -5.84 -13.90 2.34 -14.81 WPR Frm -2.34 -14.81 5.84 -13.90 MW Frm - - - - MW Frm 1.49 1.16 7.10 -1.16 MW Frm MW ; Frm -7.10 1.16 -1.49 1.16 CU Frm - - - L Frm 5.18 9.60 -5.18 9.60 E> Frm -2.28 -2.05 -2.28 - 2.05 EG+ Frm 0.83 1.54 -0.83 1.54 <E Frm 2.28 2.05 2.28 -2.05 EG- Frm -0.83 -1.54 0.83 -1.54 WBl> Brc 0.13 4.90 4.08 -0.13 4.63 -3.89 <WBI Brc -0.13 - 4.12 6.13 - 3.89 WB2>. Brc 0.13 -4.90 -4.15 -0.13 -4.63 -3.96 <WB2 Brc -0.13 - 4.19 0.13 3.97 WB3> Brc 0.13 4.63 -3.91 -0.13 -4.90 4.17 <WB3 Brc -0.13 - 3.95 0.13 - 4.17 WB4> Brc 0.13 4.63 -3.91 -0.13 '4.90 -4.17 <WB4 Brc -0.13 3.95 0.13 - 4.17 MWB Brc 0.11 4.28 -3.41 -0.I1 4.28 73.45 MWB Brc MWB Brc -0.11 3.44 .0.11" 3.44 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 12/21/2015 Butler Manufacturing #1502256501 Calculations Package Time: 04:15 PM ..,.......,_......~-�� Page: 26 of 121 Brc B B I Brc I 0.30 I -10.85 I -9.06 I -0.30 I -10.85 I -9.24 _ SFR R- -n in o,)d n in O 1 S Frame Reactions - Factored Load Cases at Frame Cross Section: 7 Note- All reactions are hated on I st order stnlctural analvsis. File: 15-022565-01 r Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. X -Loc 0/0/0 80/0/0 Gridl -Grid2 7-E 7-A Descri tion Hx Hz V Hx Hz V a lication factor not shown k kr24.43 k k k) r D + CG + L> 12.86 -12.86 - 24.43 - D + CG + <L 12.86 - -12.86 - 24.43 - D+ CG + W1> 2.65 - -9.96 - 1l.l8 - D + CG + <W1 9.96 - -2.65 - 11.44 - 5 D+CG+W2> 3.81 - -11.11 - 15.55 - 6 D+CG+<W2 11.12 - . -3.81 - 15.81 - 7 D + CG +WPL 4.18 - 6.49 -6.28 - 5.94 8 D + CG + WPR 6.28 - 5.94 -4.18 - 6.49 - 9 MW - Wall: I - - - - 10 MW - Wall: 2 0.89 0.70 4.26 -0.70 I 1 MW - Wall: 3 - - - - 12 MW - Wall: 4 4.26 -0.70 -0.89 0.70 13 D+CU+WI> -1.71 3.11 -5.59 2.85 14 D+CU+<WI 5.59 2.85 1.71 3.11 15 D + CU + W2> -0.56 7.47 -6.75 7.22 16 D + CU + <W2 6.75 7.22 0.56 7.47 17 D+CU+WPL -0.19 -1.84 -1.91 -2.39 18 D+CU+WPR f 1.91 -2.39 0.19 -1.84 19 D+CG+L+W1> 7.79 19.49 -13.27 19.30 20 D+CG+L+<W1 13.27 19.30 -7.79 19.49 21 D + CG + L + W2> 8.66 22.76 -14.14 22.57 22 D + CG + L + <W2 14.14 22.57 -8.66 22.76 23 D + CG + L + WPL 8.94 15.77 -10.51 15.37 24 D + CG + L + WPR 10.51 15.37 -8.94 15.78 25 D + CG + E> + EG+ 6.19 14.04 -10.34 17.78 26 D + CG + <E + EG+ 10.34 17.78 -6.19 14.04 �+ 27 D + CU + E> + EG- 0.66 3.55 -4.81 7.28 �. 28 D+CU+<E+EG- 4.81 7.28 -0.66 3.55 37 38 D + CG + WPR + WB 1> D + CU + WPR + WB I> 6.36 1.99 -2.94 -2.94 3.50 4.26 4.84 0.11 -2.78 -2.78 4.15 4.18 39 D + CG + L + WPR + WB 1> 10.57 -2.21 13.53 -9.00 -2.08 14.02 LU 40 D+CG+WPR+<WB1 6.20 - 8.41 4.10 - 8.83 41 D+CU+WPR+<WB1 1.84 0.08 0.27 0.49 42 D + CG + L + WPR + <WB1 10.45 17.22 -8.88 17.53 43 D + CG + WPR + WB2> .6.36 -2.94 3.46 11.26 -2.78 4.11 m 44 D + CU + WPR + WB2> 1.99 -2.94 -4.88 0.11 -2.78 -4.22 45 D + CG + L + WPR + WB2> 10.57 -2.21 13.50 -9.00 -2.08 13.99 46 D + CG + WPR + <W B2 6.20 - 8.46 4.10 - 8.87 47 D+CU+WPR+<WB2 1.83 0.13 0.27 0.54 48 D + CG + L + WPR + <W B2 10.45 17.25 -8.88 17.56 49 D + CG + WPL + WB3> 4.26 -2.78 4.15 -6.36 -2.94 3.44 50 D + CU + WPL + WB3> -0.11 -2.78 4.19 -1.99 -2.94 4.89 51 D + CG + L + WPL + WB3> 9.00 -2.08 14.02 -10.57 -2.21 13.49 52 D + CG + WPL + <WB3 4.10 - 8.86 -6.20 - 8.45 53 D + CU + WPL + <WB3 -0.27 0.53 -1.83 0.12 54 D + CG + L + WPL + <WB3 8.88 17.55 -10.45 17.24 55 D + CG + WPL + W B4> 4.26 -2.78 4.15 -6.36 -2.94 3.44 56 D + CU + WPL + WB4> -0.11 -2.78 11.19 -1.99 -2.94 4.89 57 D + CG + L + WPL + W B4> 9.00 -2.08 14.02 -10.57 -2.21 13.49 58 D + CG + WPL + <W134 4.10 - 8.86 -6.20 - 8.45 59 D + CU + WPL + <W134 -0.27 0.53 -1.83 0.12 60 D+CG+L+WPL+<WB4 8.88 17.55 -10.45 17.24 61 MWB - Wall: 1 0.07 -2.57 -2.05 -0.07 -2.57 -2.07 62 MWB - Wall: 2 - - - - 63 MWB - Wall: 3 -0.07 2.07 0.07 2.07 64 MWB - Wall: 4 - - - - File: 15-022565-01 r Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. t X -Loc Date: 12/21/2015 aur�ER #1502256501 Calculations Package Time: 04:15 PM Butte, Ma-factwing ~� Page: 27 of 121 Load 65 D + CG + E> + EG+ + EB> 7.92 -9.87 7.11 -9.16 -9.87 8.06 Mom cw Load Mom ccw Load 66 D + CG + E> + EG+ + EB> 6.28 -2.96 11.57 -10.42 -2.96 15.25 Case (Hz) Case (-Vy) 67 D + CG + <E + EG+ + EB> 9.16 -9.87 8.23 -7.92 -9.87 '6.94 - k 68 D + CG + <E + EG+ + EB> 10.42 -2.96 15.30' -6.28 -2.96 11.52 k) (in -k) 69 D + CU + E> + EG- + EB> 2.39 -9.87 -3.38 -3.63 -9.87 -2.43 22 9.87 65 70 D + CU + E> + EG- + EB> 0.74 -2.96 1.08 4.89 -2.96 4.76 80/0/0 7-A 71 D + CU + <E + EG- + EB> 3.63 -9.87 -2.26 -2.39 -9.87 -3.55 4.89 50 24.79 1 75 72 D + CU + <E + EG- + EB> 4.89 -2.96 4.81 -0.74 -2.96 1.03 75 D + CG + E> + EG+ + <EB 7.37 - 23.76 -8.61 - 24.79 76 D + CG + E> + EG+ + <EB 6.11 16.57 -10.26 20.27 77 D + CG + <E + EG+ + <EB 8.62 24.88 7.37 23.67 78 D + CG + <E + EG+ + <EB 10.26 20.30 -6.11 16.54 79 D + CU + E> + EG- + <EB 1.84 13.26 -3.08 14.30 80 D + CU + E> + EG- + <EB 0.58 6.07 4.72 9.78 81 D + CU + <E + EG- + <EB 3.08 14.38 -1.84 13.18 82 D+CU+<E+EG-+<EB 4.73 9.81 -0.58 6.05 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reac0nnc - hmerl nn I ct nrdrr Qt-miral analvcic i 1 X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in -k) (in -k V 0/0/0 7-E 4.26 12 1 14.14 22 9.87 65 4.88 44 24.88 77 80/0/0 7-A 1 14.14 21 1 4.26 10 9.87 65 4.89 50 24.79 1 75 0 It X -Loc Grid Description 0/0/0 80/0/0 E-7 A-7 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. � r ' F } BUTTE COUNTY BUILDING DIVISION APPROVED File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I e-n-15-r-L-2--frio Date: 12/21/2015 Bu�lerMa��, ;,,�o #1502256501 Calculations Package Time: 04:15 PM Page: 28 of 121 Wall: 4, Frame at: 140/0/0 Frame ID: 12 Clear Span Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Dea..64- _ TT.0-M-A T nod T- of R�omn (`.•nee B-6- A Type Exterior Column X -Loc 0/0/0 Gridl - Grid2 8-E Base Plate W x L (in.) 8 X 25 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base El v. 100'-0" Exterior Column 80/0/0 8-A 8 X 25 0.375 4-0.750 1001-0" Load Type Desc. Hx I Hz ` Vv Hx I Hz I V D Frm 5.27 10.36 -5.27 10.36 CG Frm 2.05 3.80 -2.05 3.80 L> Frm 4.92 9.12 -4.92 9.12 <L Frm 4.92 9.12 -4.92 9.12 W1> Frm -8.44 -5.47 -3.96 -5.89 <W I Frm 3.96 -5.89 8.44 -5.47 W2> Frm -6.61 1.45 -5.79 1.02 <W2 Frm 5.79 1.02 6.61 1.45 WPL Frm -66.51 -14.60 2.52 -15.64 WPR Frm -2.52 -15.64 6.51 -14.60 MW Frm - - - - MW Frm 1.42 1.10 6.74 -1.10 MW Frm - - - - MW Frm -66.74 -1.10 -1.42 1.10 CU Frm - - - - L Frm 4.92 9.12 -4.92 9.12 E> Frm -2.16 -1.95 -2.16 1.95 EG+ Frm 0.79 1.47 -0.79 1.47 - <E Frm 2.16 1.95 2.16 -1.95 EG- Frm -0.79 -1.47 0.79 -1.47 WBI> Brc -0.13 4.10 0.13 3.87 <WB I Brc 0.13 4.93 -4.14 -0.13 4.65 -3.87 WB2> Brc -0.13 - 4.17 0.13 - 3.94 <WB2 Brc 0.14 4.93 -4.21 -0.14 4.65 -3.94 WB3> Brc -0.13 - 3.93 0.13 - 4.15 <WB3 Brc 0.13 4.65 -3.97 -0.13 4.93 4.15 WB4> Brc -0.13 - 3.93 0.13 - 4.15 <WB4 Brc 0.13 4.65 -3.97 -0.13 4.93 4.15 MWB Brc -0.11 - 3.43 0.11 - 3.43 MWB Brc - - - - - - MWB Brc 0.11 4.30 -3.46 -0.11 4.30 -3.42 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BL/TLER Date: 12/21/20.15 Butlor Manufaeturinp #1502256501 Calculations Package Time: 04:15 PM r .... ... �... Page: 29 of 121 EBB I BrcR_n10.30 I 19.10 10.30 I 120 'I 'FR R'tl In On AIR _n i1 In Qn 9Q. -In Frame Reactions - Factored Load Cases at Frame Cross Section: 8 NntP• All ranrtinm are hnwd nn I qt nrdrr ctnirrnml nnnlvcic File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. t X -Loc 0/0/0 80/0/0 Grid -Grid2 8-E 8-A Ld Description Hx Hz Vr-1 Hz V Cs (application factor not shown k k k k 1 D + CG + L> 12.24 - 23 - 23.28 2 D + CG + <L 12.24 - 23 - 23.28 3 D + CG + W l> 2.25 - 10 - 10.62 - 4 D + CG + <W1 9.70 - 10 - 10.88 - 5 - D + CG + W2> 3.35 - 15.. - 14.77 - 6 D + CG + <W2 10.80 - 14.77 -3.35 - 15.03 - 7 D + CG +WPL 3.42 - 5.39 -5.81 - 4.77 - 8 D + CG +WPR 5.81 - 4.77 -3.42 - 5.39 - . 9 MW -Wall: 1 - - 10 MW - Wall: 2 0.85 0.66 4.04 -0.66 I 1 MW - Wall: 3 - - - 12 MW - Wall: 4 -4.04 -0.66 -0.85 0.66 13 D + CU + W 1> -1.90 2.93 -5.54 2.68 14 D + CU + <W1 5.54 2.68 1.90 2.93 15 D + CU + W2> -0.80 7.08 -6.64 6.83 16 D + CU + <W2 6.64 6.83 0.80 7.08 17 D+CU+WPL -0.74 -2.55 -1.65 -3.17 18 D+CU+WPR 1.65 -3.17 0.74 -2.55 19 D+CG+L+WI> 7.21 18.54 -12.79 18.34 20 D+CG+L+<W1 12.79 18.34 -7.21 18.54 21 D + CG + L + W2> 8.03 21.65 -13.62 21.46 22 D + CG + L + <W2 13.62 21.46 -8.03 21.65 23 D + CG + L + WPL 8.08 14.42 -9.87 13.96 24 D + CG + L + WPR 9.87 13.96 -8.08 14.42 25 D + CG + E> + EG+ 5.90 13.41 -9.84 16.96 26 D + CG + <E + EG+ 9.84 16.96 -5.90 13.41 27 D + CU + E> + EG- 0.64 3.42 -4.58 6.96 28 D+CU+<E+EG- 4.58 6.96 -0.64 3.42 37 D+CG+WPR +WB1> 5.73 7.23 -3.34 7.72 38 D+CU+WPR+WB1> 1.57 -0.71 0.82 -0.22 39 D+CG+L+WPR+WBI> 9.81 15.80 -8.02 16.17 40 D + CG + WPR + <W B I 5.89 2.96 2.29 -3.50 2.79 3.07 41 D+CU+WPR+<WB1 1.73 2.96 -5.65 0.66 2.79 -4.87 42 D+CG+L+WPR +<WB1 9.93 2.22 12.10 -8.14 2.09 12.68 43 D + CG + WPR + WB2> 5.73 - 7.27 -3.34 - 7.76 44 D + CU + WPR + WB2> 1.57 -0.67 0.82 -0.18 45 D + CG + L + WPR + W B2> 9.81 15.83 -8.02 16.20 46 D + CG + WPR + <WB2 5.89 2.96 2.25 -3.50 2.79 3.03 - 47 D + CU + WPR + <W B2 1.73 2.96 -5.70 0.66 2.79 -4.92 48 D + CG + L + WPR + <W132 9.93 2.22 12.06 -8.14 2.09 12.65 49 D + CG + WPL + WB3> 3.34 - 7.75 -5.73 - 7.26 50 D + CU + WPL + WB3> -0.82 -0.19 -1.57 -0.68 51 D + CG + L + WPL + WB3> 8.02 16.19 -9.81 15.83 52 D + CG + WPL + <W B3 3.50 2.79 3.01 -5.89 2.96 2.28 53 D + CU + WPL + <W B3 -0.66 2.79 -4.93 -1.73 2.96 -5.66 54 D + CG + L + WPL + <W B3 8.14 2.09 12.64 -9.93 2.22 12.09 55 D + CG + WPL + WB4> 3.34 - 7.75 -5.73 - 7.26 BUTTE Ci U NT`s 56 D + CU + WPL + WB4> -0.82 -0.19 -1.57 -0.68 BUILDING 57 D + CG + L + WPL + WB4> 8.02 16.19 -9.81 15.83 )WISION 58 D + CG + WPL + <W B4 3.50 2.79 3.01 -5.89 2.96 2.28 59 D+CU+WPL +<W64 -0.66 2.79 -4.93 -1.73 2.96 -5.66 APPROVED 60 D + CG + L + WPL + <W B4 8.14 2.09 12.64 -9.93 2.22 12.09 61 MWB -Wall: 1 -0.07 - 2.06 0.07 - 2.06 62 MWB - Wall: 2 - - - - - - 63 MWB - Wall: 3 0.07 2.58 -2.08 -0.07 2.58 -2.05 64 MWB - Wall: 4 - - - File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. t B[/TLER Date: 12/21/2015 Butler Manufacturina #1502256501 Calculations Package Time: 04:15 PM •�_�_��~��� Page: 30 of 121 Grid 65 D + CG + E> + EG+ + EB> 7.01 Load 22.94 -8.19 Hrz Out 24.08 Uplift Load Vrt Down Load 66 D + CG + E> + EG+ + EB> 5.82 Load 15.90 -9.76 (-Hx) 19.47 (Hx) Case (-Hz) Case 67 D + CG + <E + EG+ + EB> 8.19 Case 24.00 -7.01 (-Mzz) 23.02 (Mzz) Case 68 D + CG + <E + EG+ + EB> 9.76 19.44 -5.82 k 15.92 k k) 69 D + CU + E> + EG- + EB> 1.75 12.94 -2.93 1 4.04 14.09 13.62 22 70 D + CU + E> + EG- + EB> 0.56 47 5.90 -4.50 9.47 80/0/0 8-A 71 D + CU + <E + EG- + EB> 2.93 10 14.00 -1.75 9.92 13.02 5.66 59 24.08 65 72 D + CU + <E + EG- + EB> 4.50 - 9.45 -0.56 - 5.93 75 D + CG + E> + EG+ + <EB 7.56 9.92 6.20 -8.74 9.92 7.43 76 D + CG + E> + EG+ + <EB 5.99 2.97 10.88 -9.93 2.97 14.47 77 D + CG + <E + EG+ + <EB 8.74 9.92 7.27 -7.56 9.92 6.37 78 D + CG + <E + EG+ + <EB 9.93 2.97 14.42 -5.99 2.97 10.93 79 D + CU + E> + EG- + <EB 2.30 9.92 -3.79 -3.48 9.92 -2.56 80 D + CU + E> + EG- + <EB 0.72 2.97 0.88 -4.66 2.97 4.48 81 D + CU + <E + EG- + <EB 3.48 9.92 -2.73 -2.30 9.92 -3.62 82 D + CU + <E + EG- + <EB 4.66 2.97 4.43 -0.72 2.97 0.93 Maximum Combined Reactions Summary with Factored Loads - Framing Nnt- All rear•tinnc are hated nn I Qt nrder onic-mral nnalvsic X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cwv Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) 1, Case (-Mzz) Case (Mzz) Case k) k k k k k) (in -k) (in -k 0/0/0 8-E 1 4.04 12 13.62 22 9.92 75 5.70 47 1 24.00 67 80/0/0 8-A 13.62 21 4.04 10 9.92 75 5.66 59 24.08 65 a...,,.. X -Loc Grid Description 0/0/0 80/0/0 E-8 A-8 I Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surcER. Date: 12/21/2015 euue.Manuro rina, #1502256501 Calculations Package Time: 04:15 PM Page: 31 of 121 Wall: 4, Frame at: 158/0/0 No. Origin Factor Application Description I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0D+I.0CG+0.6W1> D+CG+WI> 4 System 1.000 I.0D+I.0CG+0.6<W1 D+CG+<WI 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 - D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR . D + CG + WPR 9 System 1.000 0.6 MW MW -Wall: I 10 System 1.000 0.6 MW MW - Wall: 2 11 System .1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW -Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D+CU+<Wl 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU +WPR 19 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+W1> 20 System 1.000 I.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<W1 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CO + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 28 System 1.000 0.6D+0.6CU+0.91<E+0.7.EG- D + CU + <E + EG - BUTTE COUNTY BUILDING DIVISION APPROVE® File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ta[BurcER .Date: 12/21/2015 Buller ManutncturUp #1502256501 Calculations Package Time: 04:15 PM Page: 32 of 121 Wall: 4; Frame at: 158/0/0 Frame ID: 12 Clear Span Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Raartinnc . tinfartnrwi Land Tvro nt Frame Crncc 3artinn! 9 Type X -Loc ..Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column Exterior Column 0/0/0 ' 80/0/0 9-E 9-A 8 X 25 8 X 25 0.375 0.375 4-0.750 4-0.750 100'-0" 1001-0" Load Type Desc. Hx Vy Hx V D Frm 3.16 6.27 -3.16 6.27 CG Frm 1.19 2.22 -1.19 2.22 L> Frm 2.86 5.33 -2.86 5.33 ' <L Frm 2.86 5.33 -2.86 5.33 W1> Frm -5.58 -3.33 -2.83 -3.61 <Wl' Frm 2.83 -3.62 5.58 -3.33 W2> Frm -4.53 0.71 -3.88 0.43 <W2 Frm 3.88 0.43 4.53 0.71 WPL Frm -5.09 -10.46 1.86 -11.30 WPR Frm -1.86 -11.30 5.09 -10.46 MW Frm - - - MW Frm 0.84 0.65 3.93 -0.65 MW Frm - - - MW Frm -3.93 -0.65 -0.84 0.65 _ CU Frm - - - - L Frm 2.86 5.33 -2.86 5.33 E> Frm -1.27 -1.15 -1.27 1.15 EG+ Frm 0.46 0.86 -0.46 0.86 <E Frm 1.27 1.15 1.27 -1.15 EG- Frm -0.46 -0.86 0.46 -0.86 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. . 1 : Date: 12/21/2015 � BUTLER i „a, „a��,��,,�; #1502256501 Calculations Package Time: 04:15 PM �....k. Page: 33 of 121 Frame Reactions - Factored Load Cases at Frame Cross Section: 9 Note: All reactions are based on 1 st order structural analysis. w. X -Loc 0/0/0 80/0/0 ' Gridl-Grid2. 9-E 9-A Load Ld Description Load V HX. V - Load Cs (application factor not shown) Load k k k D + CG + L> Case 13.82 -7.20 13.82 Case 2 D + CG + <L r7.2 13.82 -7.20 , 13.82 Case 3 D + CG + W 1 > Case 6.49 -6.04 6.32 - 4 D + CG + <W1 . 6.32 -1.00 ' 6.49 5' D+CG+W2> 8.92 -6.68 8.75 6 D + CG + <W2 6.68 8.75 -1.63. 8.92 , 9-E 7 D + CG +WPL 1.29 2.21 -3.23 1.71 ` ' - 8 D+CG+WPR 3.23' 1.71 -1.29 2.21 1 9 MW -Wall: 1 e 80/0/0 9-A 10 MW - Wall: 2 0.51 0.39r 2.36 '-0.39 11 MW - Wall: 3 3.02 17 13.82 l 12 MW - Wall: 4 -2.36 -0.39 -0.51 0.39 13 D + CU + W l> l -1.46 1.76 - . -3.59 ' 1.59 14 D + CU + <W 13.59 1.59' 1:46 1.76 15 D + CU + W2> -0.82 4.19 -4.22 4.02 16 D + CU + <W2 4.22 4.02 0.82 4.19 17 D+CU+WPL -1.16 -2.52; -0.78 -3.02 - - 18 D + CU + WPR 0.78 -3.02 .. 1.16 -2.52 ' 19 D+CG+L+WI> 3.98 10.99 -7.76 10.86 20 D+ CG + L + <W 1 7.76 10.86 • -3.98 10.99 21 D + CG + L + W2> 4.45 12.81 -8.24 12.68 - • 22 D + CG + L + <W2 ' 8.24 12.68 -4.45 12.81 23 D + CG + L + WPL 4.20 r 7.78 ' -5.65 7.40 • q 24 D + CG + L + WPR ` 5.65 7.40 ' -4.20 I 7.78 25 D + CG + E> + EG+ ' 3.52 8.05 ,, -5.82 10.13 26 D + CG .+ <E + EG+ 5.82 10.13 _ -3.52 8.05 27 D + CU + E> + EG- 0.42 2.12 -2.72 4.20 28 D + CU + <E + EG- 2.72 4.20 -0.42 2.12 Maximum Combined Reactions Summary with Factored Loads - Framing " ' At, Note: All reactions are based on I st order structural analysis. ti ' X -Loc Grid . Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift' Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case ' (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) k k) k) k k) (in -k) (in -k 0/0/0 , 9-E 2.36 ; 12 8.24 22 3.02 1 I S 13.82 1 80/0/0 9-A 8.24 21 2.36 10 3.02 17 13.82 l -'.. -.` 71 ,U, a x„z'•S `. - ,' 2.Eri,}: • ."}�•. . a .lt; ... a,, ,y.,..' .�z R ,. g...; `.r' ;� �. BUTTE.000NTY BUILDING DIVISION APPROVED File: 15-022565-01 .: • ' ` t Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �. •, 1 BL/TLER 110 Date: 12/21/2015 Butler Manufmturfiv #1502256501 Calculations Package Time: O4:15 PM Page: 34 of 121 FB -ii Loaiiiig y Ezpanded'Report_ Shape: Bulk Storage Loads and Codes - Shape: Bulk Storage City: Chico County: Butte State: California Country: United States Building Code: CA13 Structural: IOAISC - ASD Rainfall: 1: 4.00 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: lI (Standard Occupancy Structure) Dead and Collateral Loads Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Collateral Gravity:5.00 psf Wind Enclosure: Enclosed Frame Weight (assumed for seismic):2.50 psf Collateral Uplift: 0.00 psf Height Used: 26/10/0 (Type: Mean) Side Type Mag Units Shape Applied to Description A D 10.390 psf Entire Frm Covering Weight - 8.00 NBBMC - Other + Secondary Weight 2.39: Roof: A A D 8.000 psf Entire Pur Covering Weight - 8.00 NBBMC - Other: Roof: A B D 10.390 psf Entire Frm Covering Weight - 8.00 NBBMC - Other + Secondary Weight 2.39: Roof: B B D 8.000 psf Entire Pur Covering Weight - 8.00 NBBMC - Other: Roof. B Roof Live Load Roof Live Load: 20.00 psf Reducible Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Gust Factor: G: 1.0000 Wind Enclosure: Enclosed Least Horiz. Dimension: 80/0/0 Height Used: 26/10/0 (Type: Mean) Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: NOT Windbome Debris Region z Parts / Portions 16/0/0 Velocity Pressure: qz: 30.98 psf Zone Strip Width: a: 8/0/0 qz= 0.00256 * (1.00) *(11 0.00)A2 * (1.00) Topographic Factor: Kzt: 1.0000 Directionality Factor: Kd: 0.8500Z The'Envelope Procedure' is Used U) LU Wind Exposure: C - Kz: 0.959 ZL Basic Wind Pressure: q: 25.26 psf ®0 Snow Load U Ground Snow Load: pg: 0.00 psf Flat Roof Snow: 0.00 rr Rain Surcharge: 0.00 W Exposure Factor: 2 pf: psf Partially Exposed Ce: 1.00 �' '� Design Snow (Sloped): ps: 0.00 psf Thermal Factor: Unheated - Ct: 1.20 ® Snow Accumulation Factor: 1.000 Snow Is: 1.000 Unobstructed, Slippery '� Importance: Slope Reduction: Cs: 0.76' Ground / Roof Conversion: 0.70 IM Slope Used: 28.443 deg. ( 6.500:12 ) co Seismic Load Mapped MCE Acceleration: Ss: 62.00 %g Transverse Direction Parameters Mapped MCE Acceleration: S 1: 28.00 %g Redundancy Factor: Rho: 1.30 Site Class: Stiff soil (D) Fundamental Period: Ta: 0.2573 Seismic Importance: Ie: 1.000 R -Factor: 3.50 Design Acceleration Parameter: Sds: 0.5390 Overstrength Factor: Omega: 2.50 Design Acceleration Parameter: Shc: 0.3435 Deflection Amplification Factor: Cd: 3.00 Seismic Design Category: D Base Shear: V: 0.1540x W % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Longitudinal Direction Parameters Diaphragm Condition: Flexible Redundancy Factor: Rho: 1.30 Fundamental Period Height Used: 16/0/0 Fundamental Period: Ta: 0.1600 R -Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1658x W Side Type Mag Units Shape Applied to Description 1 E 0.259 psf Entire Firm Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.73: Wall: 1 1 E 0.279 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.73: Wall: 1 2 E 0.336 psf Rect Frm Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 1.23: Wall: 2 2 E 0.362 psf Rect Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 1.23: Wall: 2 4 E 0.336 psf Rect Frm Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 1.23: Wall: 4 4 E 0.362 psf , Rect Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 1.23: Wall: 4 File: 15-022565-01 Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Ili BU f �,"T®� N` Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting: Metal Wall Girts and Panels Date: 12/21/2015 Deflection Limit Override H/60 System Purlins are supporting: Roof Panels #1502256501 Calculations Package Time: 04:15 PM Butlui Manuracturlrp .....�.�~�� � AP P Desien Load Combinations - Framine D + CG + ASLA 4 System 1.000 1.0 D + 1.0 CG + 1.0 AASL Page: 35 of 121 A E 2.755 psf Entire Frm Seismic: Covering Weight - 8.00 NBBMC - Other + Secondary Weight 2.39 + (Includes 5.000 • System 1.000 1.0 D + 1.0 CG + 1.0 PL2 Collateral 2.500 Frame Weight) : Roof: A A E 2.967 psf Entire Brc Seismic: Covering Weight - 8.00 NBBMC - Other + Secondary Weight 2.39 + (includes 5.000 8 System 1.000 I.0D+I.0CG+0.6W1> Collateral 2.500 Frame Weight) : Roof: A B E 2.755 psf Entire Frm Seismic: Covering Weight - 8.00 NBBMC - Other + Secondary Weight 2.39 + (Includes 5.000 10 System 1.000 LO D + 1.0 CG + 0.6 W2> Collateral 2.500 Frame Weight) : Roof: B B E 2.967 psf Entire Brc Seismic: Covering Weight- 8.00 NBBMC - Other + Secondary Weight 2.39 + (Includes 5.000 12 System 1.000 1.0 D + 1.0 CG + 0.6 WPL Collateral 2.500 Frame Weight) : Roof: B Deflection Conditions Ili BU f �,"T®� N` Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting: Metal Wall Girts and Panels � BUILDING 0.-I I V`/ I S I O N DIVISION Deflection Limit Override H/60 System Purlins are supporting: Roof Panels RO� E Girts are supporting:Metal Wall Panels supporting: AP P Desien Load Combinations - Framine D + CG + ASLA I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASLA D + CG + ASLA 4 System 1.000 1.0 D + 1.0 CG + 1.0 AASL D + CG + AASL 5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 3 and 4) 8 System 1.000 I.0D+I.0CG+0.6W1> D+CG+WI> 9 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 10 System 1.000 LO D + 1.0 CG + 0.6 W2> D + CG + W2> 11 System 1.000 LO D + 1.0 CG + 0.6 <W2 D + CG + <W2 12 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG +WPL 13 System 1.000 1.0 D + Lo CG + 0.6 WPR D + CG +WPR 14 System 1.000 0.6 MW MW -Wall: 1 15 System 1.000 0.6 MW MW - Wall: 2 16 System 1.000 0.6 MW MW - Wall: 3 17 System 1.000 0.6 MW MW - Wall: 4 18 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 19 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 20 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 21 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 22 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 23 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 24 System 1.000 1.0D+I.0CG+0.75L+0.45WI> D+CG+L+WI> 25 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<W1 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 27 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 30 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 31 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 32 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 33 System 1.000 0.6D+0.6CU+0.91<E+0.7EG- D + CU + <E + EG - 34 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 35 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ t. 36 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 37 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 38 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 39 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 40 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 41 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 42 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6WB1> D + CG + WPR + WBI> 43. System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > D + CU + WPR + WB I > 44 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45WBI> D+CG+L+WPR+WBI> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB l D + CG + WPR + <WB l 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB l D + CG + L + WPR + <WB 1 48 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 49 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> File: 15-622565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 12/21/2015 Butler ManuTaetur.rft #1502256501 Calculations Package Time: 04:15 PM Page: 36 of 121 1.000 50 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 W B2> D + CG + L + V,/PR + W B2> 1.0 D + 0.6 <W 1 51 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + V,/PR + <WB2 52 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 D + <W2 53 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 6 System 54 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 1.000 55 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 1.0 D + 0.6 <W4 56 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> z CO It a I Ui 57 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <W133 MW - Wall: 2 MW - Wall: 3 58 System Derived 1.000 0.6D+0.6CU+0.6WPL +0.6<WB3 D + CU + WPL + <WB3 13 System 59 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 1.000 1.000 60 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 1.0 D + 1.0 CG + 0.6 <W 1 61 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU +WPL + W B4> ® baa 62 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> + CG + <W2 63 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 20 System Derived 64 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU +WPL + <W B4 1.000 65 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 1.0 D + 1.0 CG + 0.6 <W4 66 System Derived 1.000 0.6 MWB MWB -Wall: 1 67 System Derived 1.000 0.6 MWB MWB - Wall: 2 D + CU + <W 1 68 System Derived 1.000 0.6 MWB MWB - Wall: 3 69 System Derived 1.000 0.6 MWB MWB - Wall: 4 70 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 71 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG++ 0.273 EB> D + CG + E> + EG+ + EB> 72 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 74 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 75 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 76 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 77 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 78 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 79 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 80 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 81 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 82 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 83 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 84 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 85 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 86 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 87 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 88 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 89 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - 1 System 1.000 1.0 D + 0.6 W 1> D + W l> 2 System 1.000 1.0 D + 0.6 <W 1 D + <W 1 3 System 1.000 1.0 D + 0.6 W2> D + W2> 4 System 1.000 1.0 D + 0.6 <W2 D + <W2 5 System 1.000 1.0D+0.6W3> D+W3> 6 System 1.000 1.0 D + 0.6 <W3 D + <W3 7 System 1.000 1.0 D + 0.6 W4>/^y D + W4> 8 System 1.000 1.0 D + 0.6 <W4 ®J 0 D + <W4 9 System 1.000 0.6 MW z CO It a I Ui MW -Wall: 1 " 10 System 11 System 1.000 1.000 0.6 MW 0.6 MW o > > MW - Wall: 2 MW - Wall: 3 12 System 1.000 0.6 MW 00 MW - Wall: 4 13 System 1.000 1.0 D + 0.7 E>U ® D + E> 14 System 15 System Derived 1.000 1.000 1.0 D + 0.7 <E 1.0 D + 1.0 CG + 0.6 WI > MJ D + <E D + CG + W 1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> ® baa D + CG + W2> 18 System Derived 1.000 1.0 D + LO CG + 0.6 <W2D + CG + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> _j D + CG + W3> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> m D + CG + W4> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W l> D + CU + W 1> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W I D + CU + <W 1 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Bu„arManu,ac,ur,n, #1502256501 Calculations Package Date: 12/21/2015 Time: 04:15 PM Page: 37 of 121 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> D + CU + W3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W3 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> D + CU + W4> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 33 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG - 34 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG- Desien Load Combinations - Purlin No. Origin Factor Application Description l System 1.000 1.0 D + 1.0 CG + LO L D + CG + L 2 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WB1> D+CG+W1>+WBI> 3 System Derived 1.000 I.0D+1.0CG+0.6<W2+0.6WBI> D+CG+<W2+WBI> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+WI>+WBI> 5 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB I > D+CU+<W2+WBI> 6 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W'I>+0.45WBI> D + CG + L + WI > + WBI> 7 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WBI> D+CG+L+<W2+WBI> 8 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6<WB I z D+CG+WI>+<WBI 9 10 System Derived System Derived 1.000 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB 1 0.6D+0.6CU+0.6W1>+0.6 <WB 1 ® ® D + CG + <W2 + <WB I D+CU+WI>+ <WB 1 11 12 System Derived System Derived 1.000 1.000 0.6D+0.6CU+0.6<W2+0.6 <WB I� 1.0D+I.0CG+0.75L+0.45WI>+0.45 <WB I A A z Cn Ud D+CU+<W2+<WB1 D+CG+L+W1>+<WBI 13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB 1 > ® D + CG + L + <W2 + <WB I 14 15 System Derived System Derived 1.000 1.000 I.0D+I.0CG+0.6W1>+0.6WB2> 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> ® 00 ® D + CG + WI> + WB2> D + CG + <W2 + WB2> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB2> U D+CU+W1>+WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> CC D+CU+<W2+WB2> 18 System Derived 1.000 1.0 D + LO CG + 0.75 L + 0.45 W1> + 0.45 WB2> z D + CG + L + W l> + WB2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D + CG + L + <W2 + WB2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB2 ® D + CG + W I> + <WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 22 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB2 CO <D+CU+W1>+<WB2 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D+CU+<W2+<WB2 24 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WI>+0.45<WB2 D + CG + L + WI > + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <WB2 26 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB3> D+CG+WI>+WB3> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 28 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB3> D+CU+WI>+WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> D + CU + <W2 + WB3> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W I> + 0.45 WB3> D + CG + L + W 1> + WB3> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> D + CG + L + <W2 + WB3> 32 System Derived 1.000 I.0D+1.0CG+0.6WI>+0.6<WB3 D + CG + WI> + <WB3 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB3 34 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB3 D+CU+WI>+<WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 D+CU+<W2+<WB3 36 System Derived 1.000 I.0D+I.0CG+0.75L+0.45Wi>+0.45<WB3 D+CG+L+WI>+<WB3 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 D + CG + L + <W2 + <WB3 38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB4> D + CG + W I> + WB4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + WB4> 40 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB4> D+CU+W1>+WB4> 41 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6W134> D+CU+<W2+WB4> 42 System Derived 1.000 LO D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB4> D + CG + L + W 1> + W B4> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> D + CG + L + <W2 + WB4> 44 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6<WB4 D+CG+W1>+<WB4 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB4 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WI > + 0.6 <WB4 D + CU + W 1> + <W B4 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 D + CU + <W2 + <WB4 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W I> + 0.45 <WB4 D + CG + L + W 1> + <WB4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W'2 + 0.45 <WB4 D + CG + L + <W2 + <WB4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 51 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG - 52 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 53 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CU + <EB + EG - File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. , . B[/TLER 8u0ef Manu1act,r,,M #1502256501 • Calculations Package Design Load Combinations -Girt Date: 12/21/2015 Time: 04:15 PM Page: 38 of 121 No. Origin I Factor I Application Descri tion l System 2 System 1 1.000 0.6 W1> 1.000 0.6 <W2 WI> <W2 Design Load Combinations - Roof - Panel No. Origin Factor Application Description I System 1.000 D+ 1.0 L D+ L 2 System 1.000 11.0 1.0 D + 0.6 <W2 D + <W2 ID+Wl> 3 System 1.000 0.6D+0.6W1> System Desi n Load Combinations - Wall - Panel No. Origin Factor Application Description 1 System 2 S stem 1.000 1.000 0.6 W1> W1> 0.6 <W2 <W2 Deflection Load Combinations - Framin No. Origin Factor 1DefH DefV1 Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 W1> W1> 3 System 1.000 60 180 0.42 <W 1 <W I 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR VVPR 8 System 1.000 60 0 1.0 E> + 1.0 EG- E> + EG - 9 System 1.000 60 0 1.0 <E + 1.0 EG- ' <E + EG - Deflection Load Combinations - Purtin No. Origin Factor Deflection Application Description 1 System 1.000 150 1.0 L Alternate Span Live Load, Shifted Right 2 System 1.000 180 0.42 WI> I> [<W2 3 System 1.000, 180 0.42 <W2 Deflection Load Combinations - Girt No. Origin Factor Deflection I Application Description 1 System 2 System 1.000 90 1.000 90 0.42 W1> W1> 0.42 <W2 <W2 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASLA Alternate Span Live Load, Shifted Right AASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live - Notional Left S Snow Load USI* Unbalanced Snow Load 1, Shifted Right *USI Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHI Partial Load, Half, 1 Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans S> Snow - Notional Right <S Snow - Notional Left SMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow - Notional Right <SMS Specified Min. Roof Snow - Notional Left PSI Partial Load, Half Span I PS2 Partial Load, Half Span 2 W Wind Load WI> Wind Load, Case 1, Right <W 1 Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI Wind Parallel - Ref A, Case 1 File: 15-022565-01 ersi6n'.'261'5.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ` 3UIL. 'NG A( Date: 12/21/2015 BflTLER Butler Manufacturing #1502256501 Calculations Package Time: 04:15 PM Page: 39 of 121 WPA2 Wind Parallel - Ref A, Case 2 WPB 1 Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPCI Wind Parallel - Ref C, Case l WPC2 Wind Parallel - Ref C, Case 2 WPDI Wind Parallel - Ref D, Case I WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right <WB1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL*>(1) Auxiliary Live Load, Right, Right, Aisle l *AL>(I) Auxiliary Live toad, Right, Left, Aisle 1 <AL*(1) Auxiliary Live Load, Left, Right, Aisle 1 <*AL(I) Auxiliary Live Load, Left, Left, Aisle 1 AL*(1) Aux Live, Right, Aisle 1 *AL(1) Aux Live, Left, Aisle I AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL*>(5)' Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL*(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB • Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(1) Aux Live Bracing Reaction, Right, Aisle 1 <ALB(1) Aux Live Bracing Reaction, Left, Aisle l WALB>(I) Wind, Aux Live Bracing Reaction, Right, Aisle I <WALB(l) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load U0 User Defined Load U1 User Defined Load - I U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB 1 User Brace Reaction - I UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear COUNTY Y BUTTE COUNT BUILDING DIVISION APPROVED File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. <*> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by.this bracing and diagonals may not be relocated without consulting the building-s,,u tier's engineer. BUTTE ef)UNTY . BUILDING DIVISION APPRU EU File: 15-022565-01 Version: 2015.2a. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. J ..- . U ' • � ` k 4+ � . .. - t " : _ t it 4t.t1 p' • J ea ' I, System 1.000 1.0D+0.6W1> D+W1> ' 2 System Date: 12/21/2015 #1502256501 -Calculations Packake Time: 04:15 PM D + <W I .. ,3 System ' • . .r- �.� Page: 41 of 121 Bracing = Su,_ m _ .mart'. R. Port , • =� 7} 77: 7_7707 7 � � 1.000 - Shape: Bulk Storage - • ` ` ' D + <W2 .- Loads and Codes = Shape: Bulk Storage 1.000 City: Chico,- County: • Butte ;' State: California .. ` . , Country: United States • Building Code: CAI i. Structural: . 10A1SC - ASD• Rainfall: L• 4.00 inches per hour + Based on Building Code: 2012 International Building Code - Cold Form:. 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure), - -1.000 1.0 D + 0.6 W4> .: Dead and Collateral Loads Roof Live Load Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: 10.39 psf , Roof Live Load: 20.00 psf Reducible Collateral Uplift:, 0.00 psf .. Frame Weight (assumed for seismic):2.50 psf , �f ' `-J Snow Load Wind Load Seismic Load - Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg:'0.00 psf Mapped MCE Acceleration: Ss: 62.00 %g , The'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf Mapped MCE Acceleration: S1: 28.00 %g r Wind Exposure: C,- Kz: 0.959 , Design Snow (Sloped): ps: 0.00 psf Site Class: Stiff soil (D) Parts Wind Exposure Factor: 0.959' Rain Surcharge: 0.00 Seismic Importance: le: 1.000 • Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0.5390 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1:0.3435 Thermal Factor: Unheated - Ct: 1.20 Seismic Design Category: D - NOT Windbome Debris Region ' Ground/ Roof Conversion: 0.70 Seismic Snow Load: 0.00 psf Base Elevation: 0/0/0 r Unobstructed, Slippery % Snow Used in Seismic: 0.00 ' Primary Zone Strip Width: 2a: 16/0/0 Diaphragm Condition: Flexible - Parts / Portions Zone Strip Width: a: 8/0/0 Fundamental Period Height Used: 16/0/0 Basic Wind Pressure: q: 25.26 psf 3 t Transverse Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2573 ' R -Factor: 3.50 Overstrength Factor: Omega: 2.50 s. r ���"� COUNTY, Deflection Amplification Factor: Cd: 3.00 ' - ' ' '^BUIL ING DIVISION '� Base Shear: V: 0.1540 x W s•• y . ' Longitudinal Direction Parameters •�• Redundancy Factor: Rho: 1.30 APPROVED" Fundamental Period: Ta: 0.1600 R -Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 . _ Base Shear: V:,0.1658 x W S~ Deflection Conditions Frames are vertically supporting: Metal Roof Purlins and Panels' , Frames are laterally supporting: Metal Wall Girts and Panels a Deflection Limit Override H/60 •r f Purlins are supporting: Metal Roof Panels - Girts are supporting:Metal Wall Panels , t Desien Load Combinations - Bracine No. Origin . Factor Application Description I, System 1.000 1.0D+0.6W1> D+W1> ' 2 System 1.000 1.0 D + 0.6 <W1 D + <W I .. ,3 System l .000 1.0 D + 0.6 W2>. t D + W2> 4 System 1.000 1.0 D + 0.6 <W2 _ D + <W2 -.5 System 1.000 1.0 D + 0.6 W3> D + W3> 6 , System 1.000 I.0D+0.6<W3 ,� 1 •. D+<W3 .7 System ! , -1.000 1.0 D + 0.6 W4> D + W4> 8 System 1.000 1.0 D + 0.6 <W4 j `' D + <W4 9 System _ .1'.000 0.6 MW .•,; '+ - MW -Wall: 1 10 ;System 1.000 0.6 MW �'_ y,i -t MW - Wall: 2 11 v System 1.000 _ 0.6 MWMW - Wall: 3 '12 ` .. - 'System 1.000 0.6 MW ; '� w MW - Wall: 4 System 1.000 1.0 D + 0.7 E>'. , D + E> + .'13 14 System 1.000 1.0 D + 0.7 <E `, D + <E 15 , S System Derived 1.000 1.0 D + 1.0 CG + 0.6 W I> D + CG + W I> File: 15-022565-01Version: 2015.2a; .. Butler Manufacturing, a division of BlueScope Buildings,North America, Inc..{- ' Bur�ER� Date: 12/21/2015 6utle, Manuf-hM.9-#1502256501 Calculations Package Time: 04:15 PM .�.�_W.,..�._. Page: 42 of 121 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W l 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W t D + CU + <W 1 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> D + CU + W 3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W3 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> D + CU + W4> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 33 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG - 34 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG - File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �BurcER Date: 12/21/2015 a�nu,Maoorace�„ #1502256501 Calculations Package Time: 04:15 PM Page: 43 of 121 1, BUTTE COUNTY _ BUILDING DIVISION Y ADDpr)®/F=I .N r)iaannni Rrarina Mamhor ilacian Cnmmnrv- Rnnf A Mem. No. Bracing Sha Length ft Angle Design Axial k Seismic Factor Stress Factor Stress Ratio Governing Load Case Design Status Comment I R 0.5 30.08 50.4 -2.98 1.0000 1.0000 0.649 1.013+I.00G+0.7<E+0.7EG+ passed 2 R 0.5 30.08 50.4 -2.97 1.0000 1.0000 0.646 I.OD+I.00G+0.7E>+0.7EG+ passed web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 3 R 0.75 29.31 49.4 -8.63 1.0000 1.0000 0.794 I.OD+I.00G+0.7<E+0.7EG+ passed 4 R 0.75 29.31 49.4 -8.66 1.0000 1.0000 0.796 1.OD+l.00G+0.7E>+0.7EG+ passed 5 R 0.5 30.08 50.4 -2.97 1.0000- 1.0000 0.647 1.OD+I.00G+0.7<E+0.7EG+ passed Slot: Web Thk = 0.134, Load Case LOD+I.00G+0.7E>+0.7EG+, Factored F = 2.97,E factor= 1.000, stress increase= 1.000, slot offset, = 3.000, 6 R 0.5 30.08 50.4 2.97 1.0000 1.000 0.648 I.OD+I.00G+0.7E>+0.7EG+ passed 7 R 0.75 29.31 49.4 -8.65 1.0000 1.000 0.796 1.0D+I.00G+0.7<E+0.7EG+ passed 8 R 0.75 29.31 49.4 -8.64 1.000 1.0000 0.795 1 I.OD+I.00G+0.7E>+0.7EG+ passed Mem. End Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 2.98, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.013+I.00G+0.7<E+0.7EG+, Factored F = 2.98, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 2.97, E factor= 1.000, stress increase= 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case LOD+1.0CG+0.7E>+0.7EG+, Factored F = 2.97, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flan a weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 3 Left Slot: Web Thk = 0.134, Load Case LOD+I.00G+0.7<E+0.7EG+, Factored F = 8.63, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.164, Load Case 1.013+I.00G+0.7<E+0.7EG+, Factored F = 8.63, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 4 Left Slot: Web Thk = 0.164, Load Case 1.013+I.00G+0.7E>+0.7EG+, Factored F = 8.66, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 8.66, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 5 Left Slot: Web Thk = 0.134, Load Case 1.013+1.00G+0.7<E+0.7EG+, Factored F = 2.97, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.013+LOCG+0.7<E+0.7EG+, Factored F = 2.97, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 6 Left Slot: Web Thk = 0.134, Load Case LOD+I.00G+0.7E>+0.7EG+, Factored F = 2.97,E factor= 1.000, stress increase= 1.000, slot offset, = 3.000, 1 web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Burr.E� Date: 12/21/2015 aUnurManwwtuNng #1502256501 Calculations Package Time: 04:15 PM Page: 44 of 121 Ctnd Rravinv MPmher nPsiwn Cnmmarve Rnnf A Mem. Right Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 2.97,E factor= 1.000, stress increase= 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 7 Left lot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 8.65, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, Stress Governing web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Description Right Slot: Web Thk = 0.164, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 8.65, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, ft Axial (k) web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 8 Left Slot: Web Thk = 0.164, Load Case l .OD+I.00G+0.7E>+0.7EG+, Factored F = 8.64, E factor= 1.000, stress increase= 1.000, slot offset, = 3.000, Status web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. FF 2.625xO.079x8.5 Right Slot: Web Thk = 0.134, Load Case LOD+I.00G+0.7E>+0.7EG+, Factored F = 8.64, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, 2.5000 1.0000 web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Ctnd Rravinv MPmher nPsiwn Cnmmarve Rnnf A Mem. Bracing Length Design Seismic Stress Stress Governing Design Description No. Sha ft Axial (k) Factor Factor Ratio Load Case Status 6 FF 2.625xO.079x8.5 20.00 7.33 2.5000 1.0000 1.006 I.OD+I.00G+0.7<E+0.7EG+ passed Eave Strut, Collector 21 FF 2.6250.07%8.5 20.00 7.2 2.5000 1.000 0.992 I.OD+I.00G+0.7E>+0.7EG+ passed Eave Strut, Collector Mem. End Strut Connection Design Information 6 Left Clip I0.00x5.00x0.375 w/ (2) 3/4", Clip tensile rupture and Block shear OK, Clip Buckling OK Clip To Web Weld 0.188 One Clip To Flange Weld 0.188 One => PASSED. Right Clip 10.00x5.000.375 w/ (2) 3/4", Clip tensile rupture and Block shear OK, Clip Buckling OK Clip To Web Weld 0.188 One Clip To Flange Weld 0.188 One => PASSED. 21 Left Clip I0.00x5.00x0.375 w/ (2) 3/4", Clip tensile rupture and Block shear OK, Clip Buckling OK Clip To Web Weld 0.188 One Clip To Flange Weld 0.188 One => PASSED. Right Clip 10.000.000.375 w/ (2) 3/4", Clip tensile rupture and Block shear OK, Clip Buckling OK Clip To Web Weld 0.188 One Clip To Flange Weld 0.188 One => PASSED. rr JBUILM 1� File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BL/TLER� Date: 12/21/2015 Butler ManuTaeturinp #1502256501 Calculations Package Time: O4:15 PM Page: 45 of 121 BUTTE COUNTY BUILDING DIVISION Diaeonal Bracine Member Desien Summary: Roof B Mem. No. Bracing Sha Length (ft) Angle Design Axial k Seismic Factor Stress Factor Stress Ratio Governing Load Case Design Status Comment l R 0.5 30.08 50.4 2.98 1.000 1.000 0.649 I.OD+I.00G+0.7E>+0.7EG+ passed 2 R0.5 30.08 50.4 -2.97 1.0000 1.0000 0.646 IAD+I.00G+0.7<E+0.7EG+ passed web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 3 R 0.75 29.31 49.4 -8.63 1.0000 1.0000 0.794 LOD+I.00G+0.7E>+0.7EG+ passed 4 R 0.75 29.31 49.4 -8.65 1.0000 1.0000 0.796 1.0D+I.00G+0.7<E+0.7EG+ passed 5 R 0.5 30.08 50.4 -2.97 1.000 1.0000 0.647 LOD+I.00G+0.7E>+0.7EG+ passed Slot: Web Thk = 0.134, Load Case 1.013+I.00G+0.7<E+0.7EG+, Factored F = 2.97, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, 6 R 0.5 30.08 50.4 2.97 1.000 1.000 0.648 I.OD+I.00G+0.7<E+0.7EG+ passed 7 R 0.75 29.31 49.4 -8.65 ,.0000 1.0000 0.796 I.OD+I.00G+0.7E>+0.7EG+ passed 8 R0.75 29.31 49.4 -8.64 1.0000 1.0000 0.794 IAD+I.00G+0.7<E+0.7EG+ passed Mem. End Diagonal Connection Design Information 1 Left Slot: Web Thk = 0. 134, Load Case LOD+I.00G+0.7E>+0.7EG+, Factored F = 2.98, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.013+I.00G+0.7E>+0.7EG+, Factored F = 2.98, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7<E+0.7EG+, Factored F = 2.97, E factor= 1.000, stress increase= 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case LOD+I.00G+0.7<E+0.7EG+, Factored F = 2.97, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 3 Left Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 8.63, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.164, Load Case I.OD+I.00G+0.7E>+0.7EG+. Factored F = 8.63, E factor= 1.000, stress increase= 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 4 Left Slot: Web Thk = 0.164, Load Case LOD+I.00G+0.7<E+0.7EG+, Factored F = 8.65, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case IAD+I.00G+0.7<E+0.7EG+, Factored F = 8.65, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 5 Left Slot: Web Thk = 0.134, Load Case 1.0D+I.00G+0.7E>+0.7EG+, Factored F = 2.97, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case LOD+l.00G+0.7E>+0.7EG+, Factored F = 2.97, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 6 1 Left Slot: Web Thk = 0.134, Load Case 1.013+I.00G+0.7<E+0.7EG+, Factored F = 2.97, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Bur�E�a. -Date: 12/21/2015 aUtlurMakut-i�rIng #1502256501 Calculations Package Time: 04:15 PM •.�...•...�..r..»...,..._ Page: 46 of 121 Cfnd R—rinv Mamhar npcion Cnmmnrv- Rnnf R Mem. Right Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7<E+0.7EG+, Factored F = 2.97, E factor= 1.000, stress increase= 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 7 Left lot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 8.65, E factor= 1.000, stress increase = 1.000, slot offset, = 3.000, Stress Governing web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Description Right Slot: Web Thk = 0.164, Load Case LOD+I.00G+0.7E>+0.7EG+, Factored F = 8.65, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, (ft) Axial k) web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 8 Left Slot Web Thk = 0.164, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 8.64, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, Status web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. FF 2.625xO.079x8.5 Right Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7<E+0.7EG+, Factored F = 8.64, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, Iweb-flange 2.5000 1.0000 weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Cfnd R—rinv Mamhar npcion Cnmmnrv- Rnnf R Mem. Bracing Length Design Seismic Stress Stress Governing Design Description No. Sha (ft) Axial k) Factor Factor Ratio Load Case Status 6 FF 2.625xO.079x8.5 20.00 7.3 2.5000 1.0000 1.002 1.OD+I.00G+0.7E>+0.7EG+ passed Eave Strut, Collector 21 FF 2.6250.07%8.5 20.00 7.26 2.5000 1.0000 0.998 1.OD+I.00G+0.7<E+0.7EG+ passed Eave Strut, Collector Mem. End Strut Connection Design Information - 6 Left Clip I0.00x5.00x0.375 w/ (2) 3/4", Clip tensile rupture and Block shear OK, Clip Buckling OK Clip To Web Weld 0.188 One Clip To Flange Weld 0.188 One => PASSED. Right Clip 10.00x5.000.375 w/ (2) 3/4", Clip tensile rupture and Block shear OK, Clip Buckling OK Clip To Web Weld 0.188 One Clip To Flange Weld 0.188 One => PASSED. 21 Left Clip 10.000.000.375 w/ (2) 3/4", Clip tensile rupture and Block shear OK, Clip Buckling OK Clip To Web Weld 0.188 One Clip To Flange Weld 0.188 One => PASSED. Right Clip I0.00x5.00x0.375 w/ (2) 3/4", Clip tensile rupture and Block shear OK, Clip Buckling OK Clip To Web Weld 0.188 One Clip To Flange Weld 0.188 One => PASSED. BUTTE COUNIff- -BUILDING DIVISION ~ A�' File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surcER� Date: 12/21/2015 ButterMe��:���,: #1502256501 Calculations Package Time: 04:15 PM ..,..,.w.�........,�..._. Page: 47 of 121 r nem:.... Q.........- VA -11 9 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Sha (ft) Slot with Backing Plate and Stiffener: Web Thk = 0.164, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 20.91, E factor = 2.000, stress Axial k) Factor Factor Ratio Load Case Status 2 1 R 0.875 25.20 38.7 -10.46 1.3000 1.0000 0.910 I.OD+I.00G+0.7<E+0.7EG+ passed Slot with Backing Plate and Stiffener: Web Thk = 0.164, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 21.10, E factor = 2.000, stress 2 R 0.875 25.20 38.7 -10.55 1.3000 1.0000 0.919 I.OD+I.00G+0.7E>+0.7EG+ passed 3 R 0.875 25.20 38.7 -10.41 1.3000 1.0000 0.906 I.OD+I.00G+0.7<E+0.7EG+ passed 4 R 0.875 25.20 38.7 -10.60 1.3000 1.0000 0.923 1.OD+I.00G+0.7E>+0.7EG+ passed PASSED. Mem. End Diagonal Connection Design Information I Left Slot with Backing Plate and Stiffener: Web Thk = 0.164, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 20.91, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot with Backing Plate and Stiffener: Web Thk = 0.164, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 20.91, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left Slot with Backing Plate and Stiffener: Web Thk = 0.164, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 21.10, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot with Backing Plate and Stiffener: Web Thk = 0.164, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 21.10, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 3 Left Slot with Backing Plate and Stiffener: Web Thk = 0.164, Load Case I.013+I.00G+0.7<E+0.7EG+, Factored F = 20.8 1, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot with Backing Plate and Stiffener: Web Thk = 0.164, Load Case I.OD+I.00G+0.7<E+0.7EG+, Factored F = 20.8 1, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. .4 Left Slot with Backing Plate and Stiffener: Web Thk = 0.164, Load Case I.013+I.00G+0.7E>+0.7EG+, Factored F = 21.20, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot with Backing Plate and Stiffener: Web Thk = 0.164, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 21.20, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. BUTTE COUNTY BUILDING DIVISION APPROVE® File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. C+ BUTLER Date:- 12/21/2015 Butler Manuf=WrlrT �: �•#1502256501-.CalcWad ' s'Packdge - Time: 04:16 PM . �...� ....w...._ Page: 48 of 121 _ ; ntaa„aflt ur„•cna mta.at%ar rnacoaa ca.a.aarv- ciao -all a Mem. Bracing Length Angle - 9 Stress Stress Govemmg Design Comment No. Sha (ft) x' to a° err n• xv.rr 9"-(r MAI t mgr Iry n• �a�° ntaa„aflt ur„•cna mta.at%ar rnacoaa ca.a.aarv- ciao -all a Mem. Bracing Length Angle Design Seismic Stress Stress Govemmg Design Comment No. Sha (ft) Slot with Backing Plate and Stiffener: Web Thk = 0.164,•Load Case 1.0D+I.0CG+0.7E>+0.7EG+; Factored F = 20.9 1, E factor = 2.000, stress Axial k) Factor . Factor Ratio Load Case Status 2 1 R 0.875 25.2 • . 38.7 -10.45 1.3000. 1.0000 0.910 IAD+I.00G+0.7E>+0.7EG+ passed Slot with Backing Plate and Stiffener: Web Thk = 0.164, Load Case 1.0D+I.0CG+0:7<E+0.7EG+, Factored F=21':1_6, E'factor= 2.000, stress' 2 R 0.875 25.20 38.7 -10.55 1.3000 1.0000 `0.919 LOD+f.00G+0.7<E+0.7EG+ passed 3 R0.875 25.20 38.7 -10.41 ,1.3000 1.0000 0.906 ' LOD+I.00G+0.7E>+0.7EG+ passed' 4 R 0.875 25.20 38.7 -10.60 1.3000 1.0000 0.923 1`.OD+I.00G+0.7<E+0.7EG+ passed PASSED. Mem. _End Diagonal Connection Design Information I Left Slot with Backing Plate and Stiffener: Web Thk = 0.164, Load Case LOD+I.00G+0.7E>+0.7EG+, Factored F =20.91, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK,' >> PASSED. Right Slot with Backing Plate and Stiffener: Web Thk = 0.164,•Load Case 1.0D+I.0CG+0.7E>+0.7EG+; Factored F = 20.9 1, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.. 2 Left Slot with Backing Plate and Stiffener: Web Thk = 0.1'64, Load Case LOD+I.00G+0.7<E+0.7EG+, Factored F='21.10, E factor= 2:000, stress increase= 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK; web punching shear OK, tensile fracture of web OK, >> PASSED. " Right Slot with Backing Plate and Stiffener: Web Thk = 0.164, Load Case 1.0D+I.0CG+0:7<E+0.7EG+, Factored F=21':1_6, E'factor= 2.000, stress' increase = 1.000, slot offset, = 3.000, web' -flange weld OK, web direct sheaf OK, web punching shear OK, tensile fracture of web OK, >> PASSED:- ' 3 Left . Slot with Backing Plate and Stiffener: Web Thk = 0.164, Load Case l .OD+I.00G+0.7E>+0.7EG+, Factored F = 20.82, E factor= 2.000, stress increase = 1.000; slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. " Right Slot' with Backing Plate and Stiffener: Web Thk = 0.164, Load Case LOD+I.0CG+0.7E>+0.7EG+, Factored F = 20.82, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK; web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. I 4 Left Slot with Backing Plate and Stiffener: Web Thk=A.164,'Load Case 1.OD+I.00G+0.7<E+0:7EG+, Factored F= 21.20, E factor= 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK; web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot with Backing Plate and Stiffener: Web Thk = 0.164, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 21;20, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. ";z7eti ' .y?� ;'' `''."- ,- r "aBM ha;: a rx -;. sBUTTE COUNTY BUILDING DIVISION APPr'OVE. File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North"America, Inc'.t - No. Origin Factor - Application Description l System 1.000 1.0 D + 1.0 CG + 1.0 L ,. D + CG + L + 2• -System'Derived'' BL/TLER � • ' Date: 12/21/2015 - � - �',•�• 8ut1ofNaw,��,,� . 41502256501 CalculationsPacka� a Time:O4:15PM 1.000 1.0D+I.0CG+0.6<W2+0.6WB1> D + CG + <W2 + WBI> 4 x Page: 49 of 121 - ' �t 1Secondary,=Su6maryReport - D+CU+W1>+WBI> Loads and Codes - Shape: Bulk Storage System Derived .1.000 " City: " Chico County: Butte r ` State: California Country: United States • ' Building Code: CA 13 1 Structural: I OAISC - ASD Rainfall: 1: 4.00 inches per hour `• Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete ' -.Building Risk/Occupancy Category: It (Standard Occupancy Structure) ` •' ` + , " • Dead and Collateral Loads' '. Roof Live Load' Collateral Gravity:5.00 psf Roof Covering +Second. Dead Load: 10.39 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf ` D+CG+<W2+<WBI 10 System Derived ,Wind Load ' Snow Load i Seismic Load ` • •. '' Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf �. Mapped MCE Acceleration: Ss: 62.00 %g ' 1 The'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf t'' Mapped MCE Acceleration: S1: 28.00 %g ' Wind Exposure: C - Kz: 0.959_ ++ Design Snow (Sloped): ps: 0.00 psf ! ' r Site Class- Stiff soil (D) Parts Wind Exposure Factor: 0.959 Rain Surcharge: 0.00 i _ Seismic Importance: Ie: 1.000 Wind Enclosure: Enclosed' • r i Exposure Factor: 2 Partially Exposed - Ce: 1.00 r Design Acceleration Parameter: Sds: 0.5390 ` • +'Topographic Factor: Kzt: 1.0000 Snow Importance: Is -1.000. + Design Acceleration Parameter: Sd1: 0.3435 " t' • . ` , Thermal Factor: Unheated - Ct: 1.20 Seismic Design Category: D NOT Windbome Debris Region: Ground/ Roof Conversion: 0.70 r' . Seismic Snow Load: 0.00 psf Base Elevation: 0/0/0 Unobstructed, Slippery - A ? % Snow Used in Seismic: 0.00 1 Primary Zone Strip Width: 2a: 16/0/0 ' Diaphragm Condition: Flexible i Parts / Portions Zone Strip Width: a: 8/0/0.- r yr' Fundamental Period Height Used: 16/0/0_ Basic Wind Pressure: q: 25.26 psf 0.6 D + 0.6 CU + 0.6<W2 + 0.6 WB2> ' ,t D + CU + <W2 + W B2> • ;. Transverse Direction Parameters 1.0D+I.0CG+0.75L+0.45W1>+0.45WB2> - D+CG+L+WI>+WB2> t Redundancy Factor: Rho: 1.30 SystemDerived 1.000 Fundamental Period: Ta: 0.2573 - t J. • ? _ R -Factor: 3.50 4''_ - ® p 1 r t S UTTE ��UI OverstrengthFactor:Omega:2.50 z Deflection Amplification Factor: Cd: 3.00 ' r _ V l i _ Base Shear: V: 0.1540x W 1.0 D + 1.0 CG + 0.6 <W2 +.0.6 <WB2 BUILDING . System Derived _DIVISION "< Longitudinal Direction Parameters _ 1 D+CU+WI>+<WB2 ® � � � APPROVED Redundancy Factor: Rho: 1.30 • � ®e AY1 _ Fundamental Period: Ta: 0.1600 ' D+CU+<W2+<WB2 } R -Factor: 3.25.. f .* - Overstrength Factor: Omega: 2.00 ' �' �`r' ,' •, 'p i Deflection Amplification Factor: Cd: 3.25' - 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <WB2 Base Shear: V: 0.1658 x W Desivn nand Cnmhinatianc - Pnrlin - - -- - - - - - No. Origin Factor - Application Description l System 1.000 1.0 D + 1.0 CG + 1.0 L ,. D + CG + L + 2• -System'Derived'' 1.000 1.0D+I.0CG+0.6W1>+0.6WB1> i -- D+CG+WI>+WB1>. 3 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6WB1> D + CG + <W2 + WBI> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+W1>+WBI> 5, System Derived .1.000 0.6D+0.6CU+0.6<W2+0.6WB1> D+CU+<W2+WBI> 6 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WI>+0.45W13I> D + CG + L + WI > + WB I > 7 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45 WB I> D+CG+L+<W2+WB1> ' 8 System Derived 1.000 1.OD+I.00G+0.6W1>+0.6<WBI D+CG+WI>+<WB1 9 System Derived 1.000 I.0D+1.0CG+0.6<W2+0.6'<WBI D+CG+<W2+<WBI 10 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB1 D+CU+WI>+<WBI Il System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB I D + CU + <W2 + <WB I 12, System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45<WBI D+CG+L+WI>+<WBI 13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <W B l D + CG + L + <W2 + <W B l 14. 'System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB2> ' D+CG+WI>+WB2> 15 Derived 1.000 I.0D+I.0CG+0.6<W2+0.6WB2> D+CG+<W2+WB2> 16 .System System Derived 1.000 � 0.6D+0.6CU+0.6WI>+0.6WB2> .., D+CU+WI>+WB2> 17 System Derived 1.000' 0.6 D + 0.6 CU + 0.6<W2 + 0.6 WB2> ' ,t D + CU + <W2 + W B2> 18 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB2> - D+CG+L+WI>+WB2> t 19 SystemDerived 1.000 1.0D+1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D+CG+L+<W2+W62> 20 SystemDerived 1.000 I.0D+I.0CG+0.6W1>+0.6<WB2 1. D+CG+WI>+<WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 +.0.6 <WB2 D + CG + <W2 + <WB2 22 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB2 '. D+CU+WI>+<WB2 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D+CU+<W2+<WB2 24 System Derived • 1.000 1.O D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB2 • D + CG + L + W I> + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <WB2 File: 15-022565-01 , r Version,:, 2015.2a • + , _ Butler Manufacturing, a division of BlueScope Buildings. North America, Inc. • f ' t i Bur�ER. ' Date: 12/21/2015 Butler Manufa<tur,rM , #1502256501 -Calculations "Package - - Time: 04:15 PM - " r Page: 50 of 121 No: Ori in Factor 26 System Derived ` 1.000 1.0D+I.0CG+0.6W1>+0.6WB3> D+CG+WI>+.WB3> L 27 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D +,CG + <W2 + WB3> System 1.000 180' 28 System Derived 1.000 0.6D+0.6CU+6.6W1>+0.6WB3> D+CU+WI>+WB3> ' 29 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB3> D+CU+<W2+WB3> 30 System Derived 1.000 LOD+I.0CG. +0.75L+0:45WI>+0.45WB3> D+CG+L+WI>+WB3> ` 31 System Derived" 1.000 1.0 D + 1.0 CG + 0.75L + 0.45 <W2 + 0.45 WB3>" D+CG+L+<W2+WB3> 32 System Derived 1.000 l':0 D + LO CG + 0.6 W I> + 0.6 <WB3 D + CG + W 1> + <WB3 33 System Derived . 1.000 1.0 D + LO CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB3.. 34 System Derived.: 1.000- 0.6D+0.6CU+0.6W1>+0.6<WB3 D+CU+W1>+<WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <W133 D + CU + <W2 + <WB3 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB3 D+ CG + L + W 1> + <WB3 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L `+ 0.45 <W2 + 0.45 <W133 D + CG + L + <W2 + <WB3 38 System Derived 1.000 . 1.0 D + I.0 CG + 0.6 W l> + 0.6 W B4> • D + CG + W 1 > + W B4> • 39 System Derived 1.000" 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> " D + CG + <W2 + WB4> 40 System Derived 1.000 0.6D+0.6CU+0.6WI>+0.6WB4> r D+CU+W1>+WB4> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> " D + CU + <W2 + WB4> - .. 42 System Derived G.006' I.0 D + 1.0 CG t 0.75 L + 0.45 W 1> + 0.45 WB4> D -i CG + L + W 1> + WB4> 43 System Derived 1.000 LO D + 1.0 CG + 0.75 L + 0'45 <W2 + 0.45 WB4.> - ,r ' . D + CG + L + <W2 + WB4> 44 System Derived 1.000 1.0D+LOCIS +0.6W1>+0.6<WB4 D+CG+WI>+<WB4 45 System Derived 1.000 LO D + 1.0 CG + 0.6 <W2 + 0.6 <W134 ` 7 D + CG + <W2 + <WB4 46 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB4 D + CU + WI> + <WB4 47 System Derived 1.000 0.6 D + 0.6- CU + 0.6 <W2 + 0.6 <WB4 - D + CU + <W2 + <WB4 48 System Derived 1.000 1.0 D +,1.0 CG + 0.75 L'+ 0.45 W I> + 0.45 <WB4 D + CG + L + W I> + <WB4 49 System Derived 1.000 '1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 D + CG•+ L +'<W2 + <WB4 50 System Derived ` 1.000 1.0 D + 1.0CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 51 System Derived .... ' 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D +£U + EB> + EG - 52 System Derived 1,.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 53 System Derived 1.000 0.6 D + 0.6 CU +'0.7 <EB + 0.7 EG- ' D + CU + <EB + EG- nPcion i.nad Cnmhinations - Girt - Deflection Load Combinations- Purt'in No. No: Ori in Factor Application. Description Description L System 1.000 2 System 1.000 10.6 0.6 WI> I> <W2 -t t` <W2 Deflection Load Combinations- Purt'in No. Origin Factor " Deflection A lication Description I System. 1.000 150 LO L L 2 System 1.000 180 .. 1 0.42 W1> Wl> 3 System 1.000 180' 0.42<W2' <W2 Deflection Load Combinations - Girt u - No. Origin Factor I, Deflection - Application Description 1 2 System1.000 90 0.42 WI> System 1.000 90 0.42 <W2. WI> ` <W2 .rte ,• .. !��*". :, ' . ` -r •' Date: 12/21/2015 - Bf/TLER� r #1502256501 Calculations Package Time: 04:15 PM - �"Butter Manufaetur�ny . - '' ' �• Page: 51 of 121 •�r • •�•' ' Wall:.l �8>,.':`.,sa; �, a.:Jy p. f"-'::. ei t a k;, a�'r'rta z.•<:'"..xc�bs x�..�`•�':J, a , f. rt r ..31 1 Ai 1 r Ate... ... _ ... - - .. ' . � � ; •. - - - - 1 r ; L M..*-- Q-A- n -i- fns Cham RrJk Cf-- nn CiAp 1 Des Len Description - Fy(ksi)' Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % %- % Ld % % % % Ld Lap Id (ft) Status (in.) Bnd. Shr Cm b We Cs in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs in.) l,l 20.00 8.500.079 C Sim -60.0 Yes 0.0 . 1.03 0.00 0.00 0.00 1 1,2 20.00 8.500.079 C Sim -60.0 Yes 0.0 1.00 0.00 0.00 0.00 1 1,3 20.0 8.500.079 C Sim -60.0 Yes 0.0 1.00 0.00 0.00 0.00 1 - 1,4 20.00 8.500.079 C Sim -60.0 Yes 0.0 1.03 0.00 0.00 0.00 1 2,1 20.00' 8.500.073 C Sim -60.0 Yes 0.0 + • r 0.94 0.00 0.00 0.00 1 2,2 20.00 8.500.068 C Sim -60.0 Yes 0.0 1.02 0.00 0.00 0.00 1' 2,3 20.00 8.500.068 C Sim -60.0 Yes 0.0- 1.02 0.00 0.00 0.00 1 c 2,4 20.00 8.500.073 C Sim -60.0 Yes 0.0 0.93 0.00 0.00 0.00 1 3,1 17.23 8.500.060 C Sim -60.0 Yes 0.0 0.88 0.00 0.54 0.00 1 3,2 20.00 8.500.068 C Sim -60.0 Yes 0.0 1.02 0.00 0.00 0.00 1 3,3 20.00 8.500.068 C Sim -60.0 Yes 0.0 1.02 0.00 0.00 0.00 1 3,4 17.23 8.500.060 C Sim -60.0 Yes 0.0 0.86 0.00 0.53 0.00 1 4,1 8.00 8.500.060 C Sim -60.0 Yes 0.0 0.16 0.00 0.00 0.00 1 4,2 20.00 8.500.073 C Sim -60.0 Yes 0.0 0.91 0.00 0.00 0.00 l 4,3 20.00 8.500.068 C Sim -60.0 Yes 0.0 1.03 0.00 0.00 0.00 1 4,4 8.00 '8.50x0.060 C Sim -60.0 Yes 0.0 0.16 0.00 0.00 0.00 1 5,1 18.77 8.500.068 C Sim -60.0 Yes 0.0 0.86 0.00 0.52 0.00 1 5,2 18.77 8.500.068 C Sim -60.0 Yes 0.0 ' 0.86 0.00 0.00 0.00 1 6,1 9.54 8.500.060 C Sim -60.0 Yes 0.0 0.23 0.000.14 0.00 1 6,2 ' 9.5 8.50x0.060 C Sim -60.0 Yes 0.0 0.23 0.00 0.00 0.00 1 _* BUTTE®IJIVTY BUILDING DIVISION V 1. T -n •.AM, '' � .///��/w��,,II,, V - ' File: 15-M565-01 Version: 2015-2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 1' 'i Date: 1,2/21/2015 Batter Manufuetiuinp' #1502256501 Calculadons Package Time: 04:15 PM .�.....�~� Page: 52 of 121 M-imnm R-nli-v npflpOBnne rnr ghnnP Rit1k CfnrAOP nn Cidp 1 " Design 1d Segment Deflection in. Ratio Location(ft) Load Case Description I 1 0.75 ( U321) 10.00 1 0.42W 1> 1 2 0.72 ( L/332) 30.00 1 0.42W 1> 1 3 0.72. ( L/332) 50.00 1 0.42W 1> 1 4 0.75 ( L/321) 70.00 1 0.42W1> 2 1 0.66 ( L/363) 10.00 1 0.42W i> 2 2 0.68 (L/352) 30.00 1 0.42W1> -2 3 0.68 (L/352) 50.00 I 0.42W I> 2 4 0.65 (L/367) 70.00 l 0.42W I> 3 1 0.41 (L/509) 8.50 1 0.42W 1> 3 2 0.68 (L/352 ) 27.23 1 0.42W1> 3 3 0.68 `( L/352 ) 47.23 1 0.42W 1> 3 4 0.40 ( U518) 65.73 1 0.42W l> 4 1 0.00 ( L/6118) 4.00 1 0.42W I> 4 2 0.64 ( L/376) 18.00 1 0.42W I> 4 3 0.69 ( L/350) 38.00 l . 0.42W 1> 4 4 0.00 ( L/6118) 52.00 1 0.42W 1> . 5 1 0.50 ( L/451) 9.50 - 1 0.42W 1> 5 2 0.50 (L/451) 28.27 1 0.42W1> 6 1 0.03 ( L/3465) 5.00 1 0.42W 1> 6 2 0.03 ( L/3468) 14.04 1 0.42W 1> COU` U` - BUILDING DIVISION EU Version: 2015.2a File: 15-022565-01 Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. Des ` Len Description - Fy(ksi) Design Detail Lap BUTLER Exterior % % Date: 12/21/2015 euaorManufmtuin0 #1502256501, Calculations Package Time: 04:15 PM % % Ld % % ' % Ld - Page: 53 of 121 ft 0.29- Status in. Bnd • • ;,... .• Wall �2� <�� �_ ;>� � � ,'.:� � ,�-� �;:� � �,, ,<� � �,.>�,��� �.��. �� � � � �: < xs ��' , in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. l,l 2.00 8.50x0.060CSim-60.0 Yes 0.0 0.42 ( L/570) 70.00 1 '� 0.01 0.00 0.00 0.00 1 190.00. 1 0.42 W I > ' l 7 ..M17 18.00 8.50x0.060 C Sim -60.0 Yes 0.0 1 " 8 0.42 ( L/570) 0.56 0.00 IQ. 0.00 l Upen • t File: 15-022565-01 1,3 20.00 8.500.060 C Sim -60.0 •.,1 0.0 North America, Inc VJ ` • 0.67 0.00 0.00 0.00 1 ®I. ,. 1,4 20.00 Y Yes 0.0 Dimension Key ' 0.67 0.00 2'-0" k 2 6" 0.00 l 1,5 4 4'-0" .. Yes 0.0 ` Maximum Secondary Designs for Sha pe Bulk Storage on Side 2 - 0.67 0.00 0.00 0.00 l 1,6 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.67 0.00 0.00 0.00 Des ` Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft 0.29- Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. l,l 2.00 8.50x0.060CSim-60.0 Yes 0.0 0.42 ( L/570) 70.00 1 - 0.42W I> 0.01 0.00 0.00 0.00 1 190.00. 1 0.42 W I > ' l 7 1,2 18.00 8.50x0.060 C Sim -60.0 Yes 0.0 1 " 8 0.42 ( L/570) 0.56 0.00 0.35 0.00 l • t File: 15-022565-01 1,3 20.00 8.500.060 C Sim -60.0 Yes 0.0 North America, Inc 0.67 0.00 0.00 0.00 1 1,4 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.67 0.00 0.00 0.00 l 1,5 20.00 8.500.060 C Sim -60.0 Yes 0.0 - 0.67 0.00 0.00 0.00 l 1,6 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.67 0.00 0.00 0.00 1 1,7 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.67 0.00 0.00 0.00 1 1,8 20.00 8.500.060 C Sim -60.0 Yes 0.0 i 0.67 0.00 0.00 0.00 1 19.50 8.500.060 C Sim -60.0 Yes 0.0 0.66 0.00 0.40 0.00 1 -1,9 2,1 2.00 8.500.060 C Sim -60.0 Yes 0.0 (• G 0.02 0.00 0.00 0.00 1 2,2 18.00 8.500.060 C Sim -60.0 Yes 0.0 0.88 0.00 0.54 0.00 1 2,3 20.00 8.500.068 C Sim -60.0 Yes 0.0 0.87 0.00 0.00 0.00 1 2,4 20.00 8.500.068 C Sim -60.0 Yes 0.0 0.87 0.00 0.00 0.00. 1 2,5 20.00 8.500.068 C Sim -60.0 Yes 0.0 0.87 0.00 0.00 0.00 1 2,6 20.00 8.500.068 C Sim -60.0 Yes 0.0 0.87 0.00 0.00 0.00 1 2,7 20.00 8.500.068 C Sim -60.0 Yes 0.0 0.87 0.00 0.00 0.00 1 2,8 20.00 8.500.068 C Sim -60.0 Yes 0.0 0.87 0.00 0.00 0.00 l 2,9 19.50 8.500.060 C Sim -60.0 Yes 0.0 1.03 0.00 0.63 0.00 l 3,1 2.00 8.500.060 C Sim -60.0 Yes 0.0 0.01 0.00 0.00 0.00 1 3,2 18.00 8.500.060 C Sim -60.0 Yes '0.0 0.62 0.00 0.38 0.00 1 3,3 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.74 0.00 0.00 0.00 1 3,4, 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.74 0.00 0.00 0.00 1 3,5 20.00 8.50x0.060 C Sim -60.0 Yes 0.0 0.74 0.00 0.00 0.00 1 3,6 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.74 0.00 0.00 0.00 l 3,7 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.74 0.00 0.00 0.00 1 . 3,8 20.00 8.500.060 C Sim -60.0 Yes 0.0 ' 0.74 0.00 0.00 0.00 1 3,9 19.50 8.500.060 C Sim -60.0 Yes . 0.0 0.72 0.00 0.44 0.00 1 a ' •. Maximum Secondary Deflections for Shape Bulk Storage on Side 2 ` �• Design Id Segment Deflection in. Ratio Location ft Load Case Description 1, ', 2 0.29- (Ln50), - 11.00 1 ' 0.42W1> l ; 30.42 (L/570) 30.00 `"1 r " • 0.42W t> 1 4 0.42 (L/570) 50.00 1 0.42W 1> • 11 5 0.42 ( L/570) 70.00 1 - 0.42W I> _ .1 • 6 0.42 ( L/570) 190.00. 1 0.42 W I > ' l 7 0.42 ( L/570 ) 110.00 1 0.42W 1> 1 " 8 0.42 ( L/570) 130.00 1 . 0.42W 1> • t File: 15-022565-01 'Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc BL/TLER. Date: 12/21/2015 -. .PM #1502256501 Calculations Package Time: 04:15 Butler M nu,tict„rT , Page: 54 of 121 l 9 .0.39 (L/595) 150.00 I 0.42W I>. 2 1 2 2 0.45 ( L/482) 11.00 I 0.42W l'> 2 3 0.58 ( U414) •30.00 1 0.42W 1> 2 4 0.58 (L/414) 50.00 1 0.42W1> 2 5 0.58 ( L/414) 70.00 1 0.42W l> 2 6 0.58 ( L/414) 90.00 1 0.42W 1> 2 7 0.58 ( L/4.14) in.00 I 0.42W I>. 2 8 0.58 ( L/414) 130.00 l 6.42W I> 2 9 0.61 (U382). 150.00 1.' ' 0.42W I> 3 1 3 2 032 (L/682) 11.00 1 0.42W 1> 3 3 0.46 ( L/518 )' 30.00 1 0.42W 1> 3 .4 0.46 (L/518) 50.00 1 -0.42W 1> 3, 5 0.46 ( U518) 70.00 l 0.42W 1> " 3 6 0.46 ( L/518) 90.00 L" 0.42W 1> 3 7 0.46 (L/518) 110.00 - 1 0.42W.1> 3 8 0.46 ( L/518) _130.00 1 0.42W 1> 3 9 0.43 ( L/540) 150.00 1 0.42W l> A ' COUNTY V 1 9 OJ 13UII DING DIVISIOKI @gyp a9 ED File: 15-022565-01 Version: 2015.2a Butler Manufacturing; a division of BlueScope Buildings North America; Inc. ' Des • Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % • BurtEit� - 1 Date: 12/21/2015 % .Butte„„a„�,��,,,� _.•._-_� #1502256501. Calculations•Packag`e Time: 04:15 PM Ld r'p • r • Id Page: 55 of 121 29.50 1 Status in. Bnd . Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 19.50 low W 0.0 � ," 0.42W I> - 1 +; 6 0.42 0.66 0.00 0.40 99 9r 94 98 1 7 - 0.42 ( L/570) 12950 1 1,2 20.0 up n Yes G) (Ln50) 14850 1 0.42W I> , • ,` 0.67 0.00 .. x 0.00 1 MFnz- - 1 : 00 Butler Manufacturing, a division Dimension Key 1,3 , 20.00 8.50x0.060 C Sim -60.0 Yes 0.0 i �. 3 4'-0„ f i 0.00 0.00 ' 4 4'-0" Maximum Secondary Designs for Sha De Bulk Storage on Side 4 Des • Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft 29.50 1 Status in. Bnd . Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 19.50 8.50x0.060CSim-60.0 Yes 0.0 � ," 0.42W I> - 1 +; 6 0.42 0.66 0.00 0.40 0.00 l 1 7 - 0.42 ( L/570) 12950 1 1,2 20.0 8.50x0.060 C Sim -60.0 Yes 0.0 (Ln50) 14850 1 0.42W I> , 0.67 0.00 0.00 0.00 l - 1 : Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings 1,3 , 20.00 8.50x0.060 C Sim -60.0 Yes 0.0 i 0.67 0.00 0.00 0.00 1 1,4 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.67 0.00 0.00 0.00 1 1,5 20.00 8.500.060 C Sim -60.0 Yes 0.0 1 0.67 0.00 0.00 0.00 1 1,6 20.00 8.500.060 C Sim -60.0 Yes 0.0 '9 0.67 0.00 0.00 0.00 1 1,7 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.67 0.00 0.00 0.00 l 1,8 18.00 8.500.060 C Sim -60.0 Yes 0.0 0.56 0.00 0.35 0.00 1 , 1,9 2.00 8.500.060 C Sim -60.0 Yes 0.0- r 0.01 0.00 0.00 0.00 1 2,1 19.50 8.500.060 C Sim -60.0 Yes 0.0 1.03 0.00 0.63 0.00 1 2,2 20.00 8.500.068 C Sim -60.0 Yes 0.0 0.87 0.00 0.00 0.00 1 2,3 20.00 8.50x0.068 C Sim -60.0 Yes 0.0 0.87 0.00 0.00 0.00 1 2,4 20.00 8.5020.068 C Sim -60.0 Yes 0.0 0.87 0.00 0.00 0.00 1 2,5 20.00 8.500.068 C Sim -60.0 Yes 0.0 t 0.87 0.00 0.00 0.00 1 2,6 20.00 8.500.068 C Sim -60.0 Yes 0.0 y _ 0.87 0.00 0.00 0.00 1 2,7 20.00 8.500.068 C Sim -60.0 Yes 0.0 0.87 0.00 0.00 0.00 1 2,8 18.00 8.500.060 C Sim -60.0 Yes 0.0 0.88 0.00 0.54 0.00 l 2,9 2.00 8.500.060 C Sim -60.0 Yes 0.0 c 0.02 0.00 0.00 0.00 1 , 3,1 19.50 8.500.060 C Sim -60.0 Yes 0.0' '� 0.72 0.00 0.44 0.00 1 , 3,2 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.74 0.00 0.00 0.00 1 3,3 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.74 0.00 0.00 0.00 1 3,4 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.74 0.00 0.00 0.00 I 3,5 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.74 0.00 0.00 0.00 l 3,6 20.00 8.5020.060 C Sim -60.0 Yes 0.0 0.74 0.00 0.00 0.00 1 3,7 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.74 0.00 0.00 0.00 1 3,8 18.00 8.500.060 C Sim -60.0 Yes 0.0 0.62 0.00 0.38 0.00 l 3,9 2.00 8.500.060 C Sim -60.0 Yes 0.0 0.01 0.00 0.00 0.00 1 • N 'y Maximum Secondary Deflections for Sha a Bulk Stora eon Side 4 Design Id Segment Deflection in. Ratio Location(ft) Load Case Description 0.39 ( U595) 9.50 I 0.42W 1> l .'. 1•_, < ; +� �2 ` 0.42 (L/570) 29.50 1 k .. 0.42W1>'. r { l 3 '^ 0.42 (L/570) 49.50 1 , ,1 • 4 0.42 (L/570) 69.50 l t,0.42W1> L 0.42W 1> • 1 ` � � 5 0.42 (L/570) ' 89.50 l � ," 0.42W I> - 1 +; 6 0.42 (L/570) 10950 1 , •0.42WI> 1 7 - 0.42 ( L/570) 12950 1 .. # 0.42W 1> u 1 8 0.29 (Ln50) 14850 1 0.42W I> , File: 15-022565-01 ' s`f - 1 : Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North Amebca, Inc. ' - , BflTLER. < Date: 12/21/2015 #1502256501 Calculatiofts Package Time: 04:15 PM Butter Manutecturl,, .w... Page: 56. of 121 1 9 2 1 0.61 (0382) 9.50 1 0.42W1> . 2 2 0.58 ( L/414) 29.50 1 0.42W 1> 2 3 0.58 ( U414) 49.50 1 0.42W I> 2 4 0.58 ( L/414) 69.50 1 0.42W,1> 2 5 0.58 ( U414) 89.50 1 0.42W 1> 2 6 0.58 ( L/414) 109.50 1 0.42W 1> 2 7 0.58 ( L/414) 129.5.0, 1 0.42W 1> 2 8 0.45 (L/482) .148.50 1 0.42W 1> 2 9 3 1 0.43 ( U540) 9.50 1 0.42W I> 3 2 0.46: ( L/518) 29.50 1 , 0.42W I> . 3 3 0.46 ( U518) 49150 1 0.42W 1> 3 4 0.46 ( L/518) 69.50 1 0.42W1> 3 5 0.46 ( L/518) 89.50 1 0.42W.1> 3 6 " -0.46 (L/518) ' 109.50 1 - 6.42W 1> , 3 7 0.46 ( L/518 ) 1 129.50 1 0.42W I> 3 _ " 8 0.32 (U682) 148.50 1 0.42W I> 3 9 gg ■ " BUTTE COUNTY .. .. BUILDING ®1V11S1®N AV File: 15-022565-01 Version: 201.5.2a ' Butler Manufacturiug,'athvision of BlueScope Buildings North•America, Inc: B[/TLER' Date: 12/21/2015 eu„a.Manuftcrurfn#1502256501'.Calculations Package ' . Time: 04:15 PM Page: 57 of 121 'C 7.-�`'"`�b., _ .ti<r,:ar,' -77 --77777777 BUTTE COUNTY _` BUILDING DIVISION W, APPROVED zC r t Maximum Secondary Designs for Sha Pe Bulk Storage on Side A Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld LapFBn % % % Ld % % % % Ld Lap Id (ft) Status in. Bnd Shr Cmb We Cs in.) Shr Cmb We Cs Bnd Shr Cmb We Cs in.) 1,l 20.0 8.50x0.060 Z Sim -60.0 Yes 0.0 0.29 0.00 0.88 7 1,2 20.0 8.50x0.060 Z Sim -60.0 Yes 0.0 0.29 0.00 0.90 7 1,3 20.00 8.50x0.060 Z Sim -60.0 Yes 0.0 0.29 0.00 0.90 7 l,4 20.00 8.50x0.060 ZSim-60.0 Yec 0.0 . 0.29 0.00 0.90 7 1,5 20.00 8.500.060 Z Sim -60.0 Yes 0.0 ` 0.00 0.29 0.00 0.90 7 1,6 20.00 8.500.060 Z Sim -60.0 Yes 0.0 0.00 0.29 0.00 0.90 7 1,7 20.00 8.500.060 Z Sim -60.0 Yes 0.0 0.00 0.29 0.00 0.90 7 1,8 20.00 8.500.060 Z Sim -60.0 Yes 0.0 0.00 0.26 0.00 0.85 7 2,1 20.00 8.500.068 Z Sim -60.0 Yes 0.0 0.78 0.05 0.91 0.00 43 2,2 20.00 8.500.068 Z Sim -60.0 Yes 0.0 0.67 0.05 1.01 0.00 19 2,3' 20.00 8.500.068 Z Sim -60.0 Yes 0.0 0.81 0.06 0.88 0.00 43. 2,4 20.00 8.500.068 Z Sim -60.0 Yes 0.0 0.81 0.06 0.88 0.00 43 2,5 20.00 8.500.068 Z Sim -60.0 Yes 0.0 0.81 0.06 0.88 0.00 43 2,6 20.00 8.500.068 Z Sim -60.0 Yes 0.0 0.81 0.06 0.88 0.00 43 2,7 20.00 8.500.073 Z Sim -60.0 Yes 0.0 0.56 0.04 0.95 0.00 25 2,8 20.00 8.500.068 Z Sim -60.0 Yes 0.0 0.44 0.02 0.97 0.00 21 - 3,1 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.26 0.00 0.39 0.00 19 0.13 0.08 0.19 0.00 19 10.5 3,2 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.13 0.07 0.15 0.00 7 10.5 0.26 0.13 0.24 0.00 7 0.10 0.06 0.12 0.00 7 10.5 3,3' 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.04 0.03 0.14 0.00 52 10.5 0.09 0.05 0.28 0.00 52 0.05 0.03 0.14 0.00 52 10.5 3,4 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.11 0.07 0.13 0.00 25 10.5 0.20 0.12 0.25 0.00 25 0.10 0.07 0.13 0.00 25 10.5 3,5 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.10 0.07 0.13 0.00 19 .10.5 0.20 0.12 0.25 0.00 19 0.11 0.07 0.13 0.00 19 10.5 3,6 20.001 8.500.060 Z Con -60.0 Yes 10.5 0.05 0.03 0.16 0.00 50 10.5 0.09 0.05 0.31 0.00 50 0.05 0.03 0.16 0.00 50 10.5 3,7 20.00 8.50x0.060 Z Con -60.0 Yes 10.5 0.10 0.06 0.12 0.00 7 10.5 0.23 0.12 0.22 0.00 7 0.12 0.07 0.14 0.00 7 10.5 3,8 20.001 8.500.060 Z Con -60.0 Yes 10.5 0.12 0.07 0.18 0.00 25 10.5 0.18 0.11 0.36 0.00 21 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �• , BurtER. Date:_ 12/21/2015 #1502256501 Calculations Package Time: 04:15 PM '_ ..,..,._...,....,,,._. Page: 58 of 121 MaYimnm Sernndnry neflertinns fnr Shane Rnik Stnraoe nn Side A ' Desi Id 'Segment Ratio Location ft Load Case Descrition 1 1 ( L/632) 10.50 I LOL l rDeflection -2 ' .(L/584) . 30.00 1 LOL 1 3 ( L/584) 50.00 1 I.OL 1 4(L/584) 70.00 1 LOL l 5 (L/584) 90.00 l LOL l 6 -0.41 (L/584) 110.00 1 LOL l 7 -0.41 ( L/584) 130.00 1 IAL 1 8 -0.26 ( L/826) 149.00 1 LOL 2 l -0.4010.50 10.50- I LOL 2 2 -0.45 '(L/539) 30.00 l LOL, 2 3 -0.45. ( L/539) 50.00' 1 LOL 2 4 -0.45 ( L/539) -70.00, 1 LOL 2 5 -0.45(L/539) 90.00 1 LOL 2 6 -0.45 (L/539) 110.00 1 LOL 2 7 -0.41 ( L/590) 130.00 1 LOL 2 8. --0.28 ( Ln61) 149.00 " , l LOL 3 1 -0.07 ( L/3264) 9.00 , I LOL 3 2 3 3 -0.03 ( L/7291) - 49.88 1 -' LOL 3 4 0.00 ( L/8383) 69.88 - 1 LOL 3 5 0.00 (U8186) 89.88 l LOL 3 6' 0.00 ". (Ln738) 109.88 1 LOL 3 7 3 8 -0.05 L/4612 150.38 1 LOL . BL/TLER Date: 12/21/2015 „o,M-����_�� #1502256501 Calculations Package • Time: 04:15 PM w.a Page: 59 of 121 ...,,d t .�,:. - .pec 7477, 77 - 77-7 „• r yp'w 4 ° a^- #,.. r w. �` ea' • .fi.. -pi. BUTTE COUNTY BUILDING [DIVISION APPROVE t 50 ZL T^ �a n• I Iry tr r 2a:a I MIX icy -A" Ir b Maximum Secondary Designs for Sha Pe Bulk Stora a on Side B DesF20.00 Ratio " Description - Fy(ksi) Design Detail Lap - Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id 1.01, 1 5 -0.41 Status in.) Bnd Shr Cmb We Cs (in.) Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 8.50x0.060 Z Sim -60.0 Yes 0.0 ; 0.00 0.26 0.00 0.85 7 1,2 8.50x0.060 Z Sim -60.0 Yes 0.0 4' 0.00 0.29 0.00 0.90 7 1,3 8.50x0.060 Z Sim -60.0. Yes 0.0 0.00 0.29 0.00 0.90 7 1,4 . 8.50x0.060 Z Sim -60.0 Yes 0.0 Maximum Secondary Deflections for Shape But Storage on 0.00 0.29 0.00 0.90 7 1,5 20.00 8.50x0.060 Z Sim -60.0 Yes 0.0 0.00 0.29 0.00 0.90 7 1,6 20.00 8.50x0.060 Z Sim -60.0 Yes 0.0 0.00 0.29 0.00 0.90 7 1,7 20.00 8.50x0.060 Z Sim -60.0 Yes 0.0 0.00 0.29 0.00 0.90 7 1,8 20. 8.50x0.060 Z Sim -60.0 Yes 0.0 0.00 0.29 0.00 0.88 7 2,1 20.00 8.50x0.068 Z Sim -00.0 Yes 0.0 0.44 0.02 0.97 0.00 45 2,2 20.00 8.50x0.073 Z Sim -60.0 Yes 0.0 0.56 0.04 0.95 0.00 49 2,3 20.00 8.50x0.068 Z Sim -60.0 Yes 0.0 0.81 0.06 0.88 0.00 43 2,4 20.00 8.50x0.068 Z Sim -60.0 Yes 0.0 0.81 0.06 0.88 0.00 43 _ 2,5 20.00 8.50x0.068 Z Sim -60.0 Yes 0.0 0.81 0.06 0.88 0.00 43 2,6 20.00 8.50x0.068 Z Sim -60.0 Yes 0.0 0.81 0.06 0.88 0.00 43 2,7 20.0 8.50x0.068 Z Sim -60.0 Yes 0.0 0.67 0.05 1.01 0.00 43 2,8 20.0 8.50x0.068 Z Sim -60.0 Yes 0.0 0.78 0.05 0.91 0.00 43 3,1 20.00 8.50x0.060 Z Con -60.0 Yes 10.5 0.18 0.11 0.36 0.00 45 0.12 0.07 0.18 0.00 49 10.5 3,2 20.00 8.50x0.060 Z Con -60.0 Yes 10.5 0.12 0.07 0.14 0.00 7 10.5 0.23 0.12 0.22 0.00 7 0.10 0.06 0.12 0.00 7 10.5 3,3 20.00 8.50x0.060 Z Con -60.0 Yes 10.5 0.05 0.03 0.15 0.00 50 10.5 0.09 0.05 0.30 0.00 50 0.05 0.03 0.15 0.00 50 10.5 3,4 20.00 8.50x0.060 Z Con -60.0 Yes 10.5 0.1 P 0.07 0.13 0.00 43 10.5 0.20 0.12 0.25 0.00 43 0.10 0.07 0.13 0.00 43 10.5 3,5 20.00 8.50x0.060 ZCon-60.0 Yes 10.5 0. l0 0.07 0.13 0.00 49 10.5 0.20 0. l2 0.25 0.00 49 VAI 0.07 0.13 0.00 49 10.5 3,6 20.00 8.50x0.060 ZCon-60.0 Yes 10.5 0.05 0.03 O.15 0.00 52 10.5 0.09 0.05 0.29 0.00 52 0.04 0.03 0.14 0.00 52 10.5 3,7 20.00 8.50x0.060 ZCon-60.0 Yes 10.5 0.10 0.06 0.12 0.00 7 10.5 0.26 0.13 0.24 0.00 7 0.13 0.07 0.15 0.00 7 10.5 3,8 20.00 8.50x0.060 ZCon-60.0 Yes 10.5 0.13 0.08 0.19 0.00 43 10.5 0.26 0.00 0.39 0.00 43 ' Design Id Segment Deflection in.) Ratio Location ft) Load Case - Description 1 1 -0.26 ( L/826) • 1 1.00 1 < 1.0L - 1 2 -0.41 ( L/584) 30.00 1 LOL 1 ,' 3 -0.41 ( L/584) 50.00 1 LOL , 1' - 4 -0.41 ( U584) 70.00 1 1.01, 1 5 -0.41 (L/584) 90.00 1 LOL a 4' Maximum Secondary Deflections for Shape But Storage on Side B ' Design Id Segment Deflection in.) Ratio Location ft) Load Case - Description 1 1 -0.26 ( L/826) • 1 1.00 1 < 1.0L - 1 2 -0.41 ( L/584) 30.00 1 LOL 1 ,' 3 -0.41 ( L/584) 50.00 1 LOL , 1' - 4 -0.41 ( U584) 70.00 1 1.01, 1 5 -0.41 (L/584) 90.00 1 LOL a • r File: 15-022565-01 .• Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �.. ,. BfJTLER.. ,, Date: 12/21/2015 #1502256501 Calculations Package Time:04:15 PM Butler Manufmtutl�p: ._ .. Page: 60 of 121 1 6 -0.41 ( L/584) 110.00 1. LOL l 7 -0.41 (L/584) 130.00 1 1.01- 1 8 -0.37 ( L/632) 149.50 1 1.01- .012., 2.,... '1 `.. .-0.28 (L/761) 11.00 .1 1.01- 2 2 -0.41 ( U590) 30.00 1 1.01- `2 3 -0.45 (U539) 50.00 l 1.01- 2 4 ' -0.45 (U539) 70.00 1 1.01- 2 5 -0.45 ( L/539) 90.00 1 1.01- 2 6 0.45 ( L/539) 110.00 1 LOL 2 7 -0.45 ( L/539.) 130.00 1 LOL 2 8 . -0.40 ( L/582) 149.50 1 LOL . 3 1 -0.05 ( L/4682) 9.50 1 LOL 3 2 0.00 (L/9954) 30.38 11 LOL 3 3 0.00 (U1745) 49.88 1 LOL 3 4 0.00 ( U8183) 69.88 1 LOL 3 5 0.00 (L/8388) 89.88 1 LOL 3 6 -0.03 WL 278) 110.38 l 1.01 3 7 3 8 -0.07 L/3219') 150.88 l LOL Purlin Anchorage Forces for Shape Bulk Storage, Roof B, Panel Type is NBBMCO, Pitch = 6.500:12 AR Clip if req'd - EPC3 The panel type used does not comply with requirements of the purlin anchorage design guide. The purlin anchorage must be designed according to AISI 07 section D3.2.1. BUTTE COUIN B LU - .., APP .V `. File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. . - J BUTLER " Date: 12/21/2015 #1502256501 Calculations Package Time: 04:15 PM - - . .•Butler Manult. rinpK � ....w Page: 61 of 121 .l Ecamng umma . `SyReport � '7777'77777 • , Loads and Codes - Shape: Bulk Storage t, "City: Chico County: Butte y State: California Country: United States Building Code: CAI 3 Structural: 10A1SC - ASD Rainfall: L• 4.00 inches per hour -� Based on Building Code: 2012 International Building Code Cold Form: ' 12AISI - ASD fc: 3000.00 psi Concrete , • `Building Risk/Occupancy Category: lI (Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:5.00 psf Roof Covering +Second. Dead Load: 10.39 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf • Wind Load ' , " Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf Mapped MCE Acceleration: Ss: 62.00 %g The'Envelope Procedure' is Used - Flat Roof Snow: pf: 0.00 psf Mapped MCE Acceleration: S1: 28.00 %g Wind Exposure: C - Kz: 0.959 Design Snow (Sloped): ps: 0.00 psf Site Class: Stiff soil (D) Parts Wind Exposure Factor: 0.959 Rain Surcharge: 0.00 } Seismic Importance: le: 1.000 _ Wind Enclosure: Enclosed ' " Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0.5390 Topographic Factor_: Kzt: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Shc : 0.3435 ` Thermal Factor: Unheated - Cr. 1.20 Seismic Design Category: D NOT Windbome Debris Region Ground/ Roof Conversion: 0.70 Seismic Snow Load: 0.00 psf Base Elevation: 0/0/0 Unobstructed, Slippery % Snow Used in Seismic: 0.00 Primary Zone Strip Width: 2a: 16/0/0 Diaphragm Condition: Flexible Parts / Portions Zone Strip Width: a: 8/0/0 i F Fundamental Period Height Used: 16/0/0 Basic Wind Pressure: q: 25.26 psf Transverse Direction Parameters • Redundancy Factor: Rho: 1.30 ' Fundamental Period: Ta: 0.2573 R -Factor: 3.50 ' Overstrength Factor: Omega: 2.50 - • Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1540 x W Longitudinal Direction Parameters ' t ' _ Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1600 ' R -Factor. 3.25 f r •s ' Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1658 x W t Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels - Frames are laterally supporting: Metal Wall Girts and Panels Deflection Limit Override H/60 Purlins are supporting: Metal Roof Panels ` Girts are supporting: Metal Wall Panels r `d.'c •. �•.�' S ..a,,.:''i.,rt "''t;>?'' F:'3'.' �.4._3p"'r• tY p ""�.'. 1 '",;. l f • ' , :_ BUTTE COUNTY i 13UILDING DIVISI®N .. {APPROVED z File: 15-022565-01. Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc.` `� ; . uimension ney 1 15/8" 2 4'-6;' 34'-0"' 4 2-0 5 I'' l 5/8" 6 2 @ l'-03/8" 7 31/2" 8 37'-8" Ridge Ht. Frame Clearances Horiz. Clearance between members I(CX001) and IO(CX002): 77'- 1/4" Vert. Clearance at member l (CX001): 14'-5 13/16" Vert. Clearance at member I O(CX002): 14'-7" Vert. Clearance at member 1 I(EPX001): 25'-2 1/8" Vert. Clearance at member 12(EPX002): 34'-5" Vert. Clearance at member 13(EPX003): 25'4 1/8". . Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) BUTTE TE COUKI 4 i BUILDING..DIVISION ��ED File: 15-022565-01 Version: 2015.2a'- Butler 015.2aButler Manufacturing, a division of BlueScope Buildings North America, Inc: surcER Date: 12/21/2015 . Butler MariufwturlrM #1502256501 Calculations Package Time: 04:15 PM ' �•���•��� Page: 63 of 121 Frame Location Design Parameters. Location I Avg. Bay Space Description Angle I Group Trib. Override Design Status 0/6/0 1 10/3/0 114 Rieid Endwall 1 90.0000 Stress Check •• nacian i.nad C-hinatinnc - Framina No. Origin Factor Application Description I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASLA D + CG + ASLA 4 System 1.000 1.0 D + 1.0 CG + 1.0 AASL D + CG + AASL 5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans l and 2) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 3 and 4) 8 System 1.000 1.0D+1.0CG+0.6W1> D+CG+W1> 9 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W I 10 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> I 1 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 12 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 10 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR � C 14 System 1.000 0.6 MW MW -Wall: 1 --• 15 System 1.000 0.6 MW MW - Wall: 2 16 System 1.000 0.6 MW MW - Wall: 3 17 System 1.000 0.6 MW MW - Wall: 4 18 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 19 System 1.000 0.6 D +. 0.6 CU + 0.6 <W I D+CU+<W1 20 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2>' 21 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 22 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU +WPL 23 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU +WPR 24 System 1.000 LO D + LO CG + 0.75 L + 0.45 WI > D + CG + L + WI > 25 System 1.000 1.0D+I.0CG+0.75L+0.45<WI D+CG+L+<Wl e 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 27 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 dg 28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 30 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 31 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 32 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 33 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 34 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 35 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 36 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 37 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 38 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 39 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 40 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 41 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - Frames Mamhar Ci7PQ Mem. No. Fig Width in.) Flg Thk in.) Web Thk in. Depth in.) Depth' in. Length (ft) Weight O Flg Fy ksi Web Fy ksi Splice lt.I Codes R.2 Shape 1 5.00 0.1875 0.1345 15.00 15.00 15.27 228.2 55.00 55.00 BP KN 3P 2 5.00 0.1875 0.1345 15.00 9.00 13.59 166.6 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1345 9.00 9.00 9.17 94.7 55.00 55.00 SS SS 3P 4 5.00 0.1875 0.1345 9.00 9.00 18.83 200.6 55.00 55.00 SS SP 3P 5 5.00 0.1875 0.1345 9.00 25.80 3.75 54.4 55.00 55.00 SP SS 3P 6 5.00 0.1875 0.1345 25.80 9.00 3.75 54.4 55.00 55.00 SS SP 3P 7 5.00 0.1875 0.1345 9.00 9.00 18.83 200.6 55.00 55.00 SP SS 3P 8 5.00 0.1875 0.1345 9.00 9.00 9.15 94.5 55.00 55.00 SS SS 3P 9 5.00 0.1875 0.1345 9.00 13.00 13.60 159.9 55.00 55.00 SS KN 3P 10 5.00 0.1875 0.1345 13.00 13.00 15.27 211.1 55.00 55.00 BP KN 3P Il 5.00 0.1875 0.1644 12.00 12.00 25.17 343.6 55.00 55.00 BP CP 3P 12 5.00 0.2500 0.1875 12.00 12.00 34.42 563.6 55.00 55.00 BP CP 3P 13 5.00 0.1345 0.1875 12.00 12.00 25.17 322.7 55.00 55.00 BP CP 3P Total Frame Weight = 2694.9 (p) (Includes all plates) File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surtER Date: 12/21/2015 Bu~tler Manuf=tu��� #1502256501 Calculations Package Time: 04:15 PM _ Page: 64 of 121 Frame Memher ReleaSOC Member Joint l Joint 2 11 No Yes 12 No Yes 13 No Yes Rnnndary t'nnd:f:nn c,�mma�., k Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10 80/0/0 0/0/0 Yes Yes No .0/0/0 0/0/0 0.0000 11 20/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 12 40/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 13 60/0/0 010/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. ' Base Connection Design is Based on 3000.00 (psi) Concrete R nonf:nne - rinfaof-A I nod T- of 1W--. (`...cc Co..f:..... 1 Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 1-E 8X16 0.375 4-0.750 100'-01• Interior Column 20/0/0 t -D 8X13 0.375 4'- 0.750 100'-0" Interior Column Interior Column 40/0/0 60/0/0 1-C 1-B 8X13 8X13 0.375 0.375 4-0.750 4-0.750 1001-0" 100'-0" Exterior Column 80/0/0 l -A 8X14 0.375 4-0.750 100'-0•, Load Type Desc. Hx Vy Hx Hz Vy Hx Hz Vy Hx Hz I V - Hx V D Frm 0.23 1.69 ASLA 0.0 2.86 7.2 7.2 3.19 0.0 2.85 -0.23 1.67 CG Frm 0.09 0.57 6.4 <W1 0.97 7.8 6.4 1.01 W2> 0.98 • -0.09 0.57 L> Frm 0.31 2.00 a 1.1 1.1 3.41 3.0 3.0 3.53 20.2 , 3.42 -0.31 1.99 <L Frm 0.31 2.00 0.0 0.0 3.41 - 3.53 3.42 -0.31 1.99 ASLA Frm 0.17 0.06 1.78 1.75 1.62 -0.17 1.97 AASL Frm 0.14 1.94 1.63 1.78 1.80 -0.14 0.02 W1> Frm 4.45 ' -5.25 6.20 5.49 8.65 0.13 6.17 -8.36 -3.33 1.56 <WI Frm 4.21 2.85 -5.57 -9.38 -7.76 -0.43 -5.54 4.46 3.57 -3.94 W2> Frm 4.51 -3.51 7.70 - -0.29 - -6.14 -3.27 3.29 <W2 Frm 4.15 4.60 -7.17 -0.85 6.68 3.63 -2.20 WPL Frm -1.76 -6.14 -1.99 0.59 -9.61 -1.23 -3.01 WPR Frm 1.62 -2.46 -10.02 0.34 -2.46 1.38 -5.55 MW Frm - - - - - - MW Frm 1.83 2.72 -2.04 -1.84 1.39 2.57 -0.23 MW Frm - - - - - - - MW Frm -2.98 -0.83 1.85 -1.58 -1.56 -1.43 2.12 Cu Frm - - - - - - - L Frm 0.31 2.00 :3.41 3.53 3.42 -0.31 1..99 E> Frm -1.31 -1.91 0.06 1.44 0.09 0.09 0.06 -1.11 -1.03 1.49 EG+ Frm 0.03 0.22 - 0.38 - 0.39 - 0.38 -0.03 0.22 <E Frm 1.31 1.91 -0.06 -1.44 -0.09 -0.09 -0.06 1.11 1.03 -1.49 EG- Frm -0.03 -0.22 -0.38 -0.39 - -0.38 0.03 -0.22 R..m nF Fnrnec .Afh Rnonf:nnc Ch -1, - From:nn Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 12.4 12.3 CG 0.0 0.0 4.1 4.1 L> 0.0 0.0 14.4 14.4 <L 0.0 0.0 14.4 14.4 ASLA 0.0 0.0 7.2 7.2 AASL 0.0 0.0 7.2 7.2 +" WI> 7.8 7.8 6.4 6.4 <W1 7.8 7.8 6.4 6.4 W2> 7.8 7.8 1.1 1.1 <W2 7.8 7.8 1.1 1.1 WPL 3.0 3.0 20.1 20.2 , WPR 3.0 3.0 20.1 20.2 MW 0.0 0.0 0.0 0.0 BUTTE Ctjl, File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BliteScope Buildings North America, Inc. Date: 12/21/2015 BUTLER ------------ Butler Manufmtur,rp #1502256501 Calculations Package Time: 04:15 PM Page: 65 of 121 Grid MW MW 4.4 0.0 4.4 0.0 0.0 0.0 0.0 0.0 Num. Of Rods ` MW CU � 4.4 0.0 4.4 0.0 0.0 0.0 0.0 0.0 BUTTECOUNTY V' ! �J � �lc� 1 Load L E> 0.0 2.3 0.0 2.3 14.4 0.0 14.4 0.0 A' IILDIN � DIVISIO V u �J , `r �.+t BUILDING (Hx) EG+ <E 0.0 2.3 0.0 2.3 1.61.6 0.0 0.0 APPROVED Case EG- 0.0 0.0 1.6 1.6 Case Maximum Combined Reactions Summary with Factored Loads - Framing r Ar...e. A u .o.,,.r.- - k -A ,.., r � -A.-t-- I - I - X-Loc Grid Hrz left Thickness in. Hrz Right Load Hrz In Num. Of Rods Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load 8 16 (-Hx) 4 (Hx) Case (-Hz) Std (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std k OS -0.1875 k I -C k 0.375 k 13 k 4 On -k) 5.0 On -k) Std 0/0/0 I -E 2.57 F20 2.85 9 - rLoad - - 2.67 22 5.84 27 OS -0.1875 OS -0.1875 80/0/0 I -A 20/0/0 1-D - 14 No 4 3.34 5.0 3.72 8 4.30 23 9.86 26 27 0.147 0 80/0/0 40/0/0 1-C 1 21 1 0.84 1 -2.52 1 23 4.66 1 5.52 5.19 8 1.10 15 8.64 6 0.045 1 26 0.095 23 60/0/0 I -B r 26 0.069 26 3.33 3.70 8 4.06 22 9.40 27 80/0/0 1-A 2.32 8 2.04 21 - 2.33 23 5.21 1 26 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter f'- R. , rrh rr.,..A-A, k -A ..., err_•t IQ e....o.,r:;v n rr;-A. F r -h- M. IM;. d*drndi X -Loc Grid Mem. No. Thickness in. Width in. Length in. Stiff. Num. Of Rods Rod Diam. in. Pitch in. Gage in. Hole T Welds to Flange Welds to Web 0/0/0 l -E 1 0.375 8 16 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 20/0/0 I -D 11 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 40/0/0 I -C 12 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 60/0/0 I -B 13. 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 80/0/0 I -A 10 0.375 8 14 No 4 1 0.750 5.0 5.0 1 Std OS -0.1875 OS -0.1875 .:__-A n...... m,..., r,.__.....:,,., IF ,...a:.... X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin WA Case X -Loc Shear Axial LoadffShearTension Conc. Bearing Load Case Load Shear Comp Load Shear Axial rame Shea Load 0/0/0 k k) Case 36 k) Case k) k) Case k) k k Case 0/0/0 2.91 -1.54 20 27 -2.77 36 2.54 6.22 27 N/A 0 2.000 0 20/0/0 3.91 7.66 8 0.171 -4.41 23 0.23 10.60 26 40/0/0 0.228 8 0 40/0/0 5.27 4.46 8 0 -1.09 15 0.00 8.65 6 6 0.108 6 0 60/0/0 3.67 -1.16 8 0.101 -3.88 22 0.21 9.95 27 0.087 27 0.147 0 80/0/0 1 2.27 -0.65 1 21 1 0.84 1 -2.52 1 23 1 2.11 1 5.52 26 1 23 0 0 X -Loc Rod Shear Load Case Rod Tension Load Case Rod V+T Load Case Rod Bendin Load Case Conc. Bearing Load Case Plate Tension Load Case Plate Comp Load Case Flange Weld Load Case Web Weld Load Case 0/0/0 0.126 20 0.072 36 1 0 S9 0 0.044 27 0.105 36 0.081 27 0.071 27 0.072 27 20/0/0 0.170 8 0.115 23 N/A 0 2.000 0 0.092 26 0.167 23 0.171 26 0.122 26 0.127 8 40/0/0 0.228 8 0.028 15 S2 0 8.625 0 0.075 6 0.041 15 0.139 6 0.108 6 0.154 8 60/0/0 0.159 8 0.101 22 0 0 0.087 27 0.147 22 0.160 27 0.088 27 0.122 27 80/0/0 1 0.098 1 21 1 0.066 1 23 0 0 0.045 1 26 0.095 23 1 0.083 26 1 0.067 26 0.069 26 Mem. No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 1 *** MUST Use Alternate Web Thick.= 0.1875 ■ 1 2 S9 13.82 14.506 107.85 N/A N/A 0.2500 2.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 3 1 S2 8.60 8.625 64.13 N/A N/A 0.1875 2.000 Both F -OS -0.1250,W -OS -0.1 250,F -OS -0. 1250 5 1 S2 3.74 32.961 245.06 N/A N/A 0.1875 2.000 Both F -OS -0. 1250,W -OS -0. I 250,F -OS -0. 1250 8 l S2 0.57 8.625 64.13 N/A N/A 0.1875 2.000 Both F -OS -0. I 250,W -OS -0. I 250,F -OS -0. 1250 10 *** MUST Use Alternate Web Thick.= 0.2500 10 2 1 S9 1 14.01 1 12.505 92.98 N/A N/A 0.2500 2.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. z D ®0 WZ co sur�Ea Butler Manufacture_ #1502256501 Calculations Package Bolted End -Plate Connections (Plate Fy = 55.00 ksi) Date: 12/21/2015 Time: 04:15 PM Page: 66 of 121 Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions Bolt Outside Flange Inside Flange Thick. Width Length Diam. Spec/Joint Gages Irt/Out Configuration I Pitches Ist/2nd Configuration Pitches Ist/2nd Mem. it. Type No. No. No. (in.) (in.) in.) in.) in -k) in.) ID Desc. in.) ID Desc. in.) 1 2 KN(Face) 0.625 6.00 16.00 0.750 A325N/PT 3.00 12 Flush 2.00 12 Flush 2.00 2 1 KN(Face) 0.625 6.00 16.00 0.750 A325N/PT 3.00 12 Flush 2.00 12 Flush 2.00 4 2 SP 0.375 6.00 10.00 0.750 A325N/PT 3.00 ll Flush 2.50 it Flush 2.50 5 1 SP 0.375 6.00 10.20 0.750 A325N/PT 3.00 ll Flush 2.50 ll Flush 2.50 6 2 SP 0.375 6.00 10.20 0.750 A325N/PT 3.00 11 Flush 2.50 ll Flush 2.50 7 1 SP 0.375 6.00 10.00. 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 9 2 KN(Face) 0.625 6.00 14.00 0.750 A325N/PT 3.00 12 Flush 2.00 12 Flush 2.00 10 2 KN(Face) 0.625 6.00 14.00 0.750 A325N/PT 3.00 12 Flush 2.00 12 Flush 2.00 11 2 CP 0.375 6.00 13.00 0.500 A325/- 3.00 ll Flush 3.00 ll Flush 3.00 12 2 CP 0.375 6.00 13.00 0.500 A325/- 3.00 ll Flush 3.00 11 Flush 3.00 13 2 CP 0.375 6.00 13.00 0.500 A325/- 3.00 Il Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Strength Design Strength Ratios * Mem. it. I Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k) (k) in -k) Proc. Tension Shear Bendin Yieldin Ru ture Tearing Weld Weld 1 2 39 -5.5 4.1 611.9 AISC DG-16/Thin plate 0.638 0.056 0.651 0.000 0.000 0.036 0.799 0.516 2 l 39 -5.5 4.1 611.9 AISC DG-16/Thin plate 0.638 0.056 0.651 0.000 0.000 0.036 0.799 0.516 4 2 6 1.2 2.7 86.8 AISC DG-16/rhin plate 0.395 0.054 0.635 0.000 0.000 0.088 0.719 0.516 5 l 6 1.2 2.7 86.8 AISC DG-16/rhin plate 0.395 0.054 0.635 0.000 0.000 0.088 0.719 0.516 6 2 6 0.4 2.9 86.8 AISC DG-16/Thin plate 0.381 0.059 0.612 0.000 0.000 0.095 0.719 0.516 7 1 6 0.4 2.9 86.8 AISC DG-16/rhin plate 0.381 0.059 0.612 0.000 0.000 0.095 0.719 0.516 9 2 38 -4.4 3.6 494.1 AISC DG-16/Thin plate 0.623 0.049 0.632 0.000 0.000 0.031 0.799 0.516 10 2 38 4.4 3.6 494.1 AISC DG-16/rhin plate 0.623 0.049 0.632 0.000 0.000 0.031 0.799 0.516 Inside Flan a Required Strength Design Strength Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k) k) in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 40 3.8 2.0 538.2 AISC DG-16/Thin plate 0.632 0.027 0.646 0.000 0.000 0.018 0.799 0.516 2 1 40 3.8 2.0 538.2 AISC DG- 16/rhin plate 0.632 0.027 0.646 0.000 0.000 0.018 0.799 0.516 4 2 22 4.3 0.7 34.5 AISC DG- 16/rhin plate 0.230 0.014 0.369 0.000 0.000 0.023 0.719 0.516 5 1 22 4.3 0.7 34.5 AISC DG-16/Thin plate 0.230 0.014 0.369 0.000 0.000 0.023 0.719 0.516 6 2 23 3 4.3 4.3 0.4 0.4 39.6 39.6 AISC DG-16/Thin plate AISC DG-16/Thin plate 0.252 0.252 0.008 0.008 0.405 0.405 0.000 0.000 0.000 0.000 0.013 0.013 0.719 0.719 0.516 0.516 1 2.7 1.5 419.0 AISC DG-16/Thin plate 0.583 0.020 0.591 0.000 0.000 0.013 0.791 0.516 10 2 41 2.7 1.5 419.0 AISC DG-16/rhin plate 0.583 0.020 0.591 0.000 0.000 0.013 0.791 0.516 111 7 1 2 9 2 4 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. • Pinned Connections: IL Flanee Brace Summary Member Maximum Shear Case Maximum Tension Case Stren th Ratios Mem it. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Tension Shear V + T BendingYieldingBearingWeld 19 3 9/0/0 Weld 11 2 26 -9.3 5.1 23 3.9 2.1 0.122 0.238 0.00 0.125 0.063 0.128 0.138 0.137 12 2 8 -4.4 4.2 15 1.1 0. 0.034 0.200 0.00 0.035 0.013 0.081 0.117 0.133 13 2 25 8.8 6.0 18 4.3 4. 0.135 0.285 0.00 0.139 0.097 0.153 0.139 0.162 Flanee Brace Summary Member From Member Joint I From Side Point 1 Part Axial Load per FB k Load Case Design Note 1 10/0/0 10/0/0 GFB2035 0.507 11 1 14/0/0 14/0/0 GFB2035 0.676 11 2 0/9/11 44/2/0 GFB2063 0.667 Il 2 9/10/2 35/1/10 GFB2037 0.407 19 3 9/0/0 23/1/10 GFB2033 0.880 11 4 15/10/0 7/1/10 GFB2037 0.094 4 4 17/10/0 5/1/10 GFB2037 0.148 4 5 1/0/0 3/1/10 GFB2063 0.160 6 6 2/9/0 3/1/10 GFB2063 0.160 6 7 15/0/0 19/1/10 GFB2037 0.180 Il 8 0/2/0 23/1/10 GFB2033 0.000 0 9 5/0/2 37/1/10 GFB2037 0.375 18 9 12/0/9 44/2/0 GFB2050 0.604 10 File: 15-022565-01 Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 12/21/2015 BUTLE Butler Manufacturing #1502256501 Calculations Package Time: 04:15 PM ._..�_...�,»..�. ~ Page: 67 of 121 t 10 I 14/0/0. I 14/0/0 I GFB2030 I 0.621 I 10 Top OF Post Summar X -Loc Grid Top Conn. Condition Fig Mn Rb Allow Comp FB Force FB Angle Min FB Typ Purlin Bolt Shear FB/WSF Shear Mom -x Reaction Force Qa Moment Shear Depth RI R2 Purlin Vr Bearin Mry Bearing 20/0/0 I -D 3.17 1.41 Std 0.00 0.00 N 1.60 28.03 0.068 GFB 2.86 5.30 3.07 60/0/0 1-B 3.13 1.36 Std 0.00 0.00 N 1.54 28.03 0.068 GFB 2.86 5.30 3.07 From- n-aiao Mamh-r 4.mm- - r-tr 11- r nad F`aca and MaArnum rnmhinad Ctraceac - Momhor lT.nratinne ara from rnint 1 1 Para --fare Flead F- AA.1 and V11 -r-1 n -ion Mem. No. Controlling Cases Re uired Strength Available Strength Strength Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom- y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx I Mry Pc Vc I Mcx Mcy + Shear No. ft in. Flexure 0.70 k k in -k in -k 8.9 3.84 in -k in -k Flexure 18.39 1 14.52 15.0 11 214.43 -5.1 1.00 -501.5 0.0 68.9 3 510.6 52.6 1.02 144.0 1 2.75 15.0 3.91 11 1.56 -3.0 2.38 0.03 75.87 13.4 1.00 1.11 0.88 0.22 2 0.38 15.0 11 144.0 4.4 0.94 -499.9 0.0 65.7 1.56 510.6 52.6 1.01 75.87 2 0.38 15.0 0.88 27 5 3.9 268.84 24.z 24.4 13.4 0.94 43.60 3.91 0.29 3 8.80 9.0 26 75.87 3.3 1.00 -227.9 0.0 100.2 6 292.8 58.4 0.79 192.4 3 8.80 9.0 3.91 26 1.56 -5.2 2.38 0.03 75.87 21.1 1.00 1.11 0.88 0.25 4 0.00 9.0 26 168.0 -1.9 0.94 -227.8 0.0 28. 1.56 292.8 58.4 0.81 75.87 4 0.00 9.0 0.88 26 8 3.6 260.93 168. 168.0 21.1 0.94 43.60 3.91 0.17 5 0.00 9.0c 6 75.87 0.4 1.00 -86.8 0.0 100.2 9 292.8 58.4 0.30 10.9 5 3.20 25.8 3.91 6 1.56 -4.0 2.40 0.03 160.42 7.7 1.00 1.11 0.83 0.52 6 3.20 9.0 6 7.5 0.4 0.94 -86.8 0.0 100.2 1.56 213.3 58.4 0.41 160.42 6 '0.00 25.8 0.83 6 11 4.0 307.22 120. 120.0 7.7 0.94 86.94 3.91 0.52 7 19.20 9.0 27 136.41 -2.5 1.00 -212.5 0.0 20.9 12 225.0 58.4 1.00 60.0 7 19.20 9.0 5.21 27 2.09 -3.5 3.23 0.08 179.99 21.1 1.00 • 1.14 1.00 0.16 8 0.00 9.00 27 60.0 2.4 0.50 -212.6 0.0 100.2 1.1 235.6 58.4 0.91 98.85 8 0.00 9.0 0.68 27 4.8 21.1 0.23 9 12.95 '13.0( 10 -3.5 403.1 0.0 64.7 442.3 54.5 0.94 9 12.95 13.0 26 -3.6 15.6 0.23 10 14.62 13.0 10 4.3 405.2 0.0 69.1 442.3 54.5 0.95 10 2.75 13.0 10 2.5 15.6 0.16 11 12.50 12.0 8 -7.7 -278.6 0.0 40.8 302.5 58.1 1.01 I l 0.00 12.0 18 -3.7 31.1 0.12 12 17.50 12.00 8 4.5 -543.1 0.0 79.8 577.8 99.0 0.97 12 0.00 12.0 18 -5.2 41.0 0.13 13 12.50 12.0 18 3.1 276.3 0. 112.3 277.2 39.0 1.01 13 0.0 12.0 18 -3.7 40.2 0.09 Para --fare Flead F- AA.1 and V11 -r-1 n -ion Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 14.52 174.28 6.3 6.3 3.84 0.94 137.92 3.91 18.39 1.56 21.08 2.41 0.03 214.43 1.01 1.00 1.07 0.81 0.70 2 0.38 259.76 8.9 8.9 3.84 0.94 137.92 3.91 18.39 1.56 21.08 2.41 0.03 214.43 1.00 1.00 1.07 0.81 0.70 3 8.80 259.76 144.0 144.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 2.01 1.00 1.11 0.88 1.00 4 0.00 268.84 144.10 144.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.92 1.00 1.11 0.88 1.00 5 0.00 268.84 24.z 24.4 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.31 1.00 1.11 0.88 1.00 6 3.20 268.84 192.4 192.4 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 2.14 1.00 1.11 0.88 1.00 7 19.20 268.84 168. 168.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.80 1.00 1.11 0.88 1.00 8 0.00 260.93 168. 168.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.89 1.00 1.11 0.88 1.00 9 12.95 260.93 10.9 10.9 3.57 0.94 99.51 3.91 15.31 1.56 17.37 2.40 0.03 160.42 1.03 1.00 1.11 0.83 0.75 10 14.62 175.47 7.5 7.5 3.57 0.94 99.51 3.91 15.31 1.56 17.37 2.40 0.03 160.42 1.01 1.00 1.11 0.83 0.75 11 12.50 307.22 120. 120.0 3.79 0.94 86.94 3.91 14.49 1.56 16.63 2.42 0.04 136.41 1.02 1.00 1.15 0.87 0.94 12 17.50 425.78 60. 60.0 4.66 1.25 110.07 5.21 18.34 2.09 20.89 3.23 0.08 179.99 1.01 1.00 • 1.14 1.00 0.91 13 12.50 307.22 60. 60.0 3.54 0.50 72.57 2.81 12.09 1.1 14.43 1.78 0.03 98.85 1.03 1.00 1.19 0.68 1.00 Deflection Load Combinations - Framine I System 1.000 0 180 1.0 L IIS 1`Y y 5UTTE COI L 2 System 1.000 60 180 0.42 W I> lJ 9 VI I T W 1> 3 System 1.000 60 180 0.42<W1 BUILDING DIVISION <W1 4 System 1.000 60 180 0.42 W2> v W2> 5 System 1.000 60 180 0.42 <W2®® <W2 6 System 1.000 60 180 0.42 WPL APPLj WPL 7 System 1.000 60 180 0.42 WPR WPR File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER- - Date:, 1.2/21/201.5 8u1o„„anOwturi g #1502256501 Calculations Package Time: 04:15 PM w� Page: "68 of 121' 8 I System I 1.000 I 60 I 0' I1.0',E> + 1.0 EG - 9 + EG - 9 System -1.000 60 0 1.0 <E + 1.0 EG <E + EG- r.,.,r�„n:�a F�9ma nana�e;,,� u9r:.,� r � r••„�� ca�r;.,�• � Description Ratio Deflection in.) Member Joint : . Load Case Load Case Description Max. Horizontal Deflection ( H/71) -2.516 1, 2 3 <W1 Max. Vertical Deflection for Span 1. (U483) 0.478 3 1 3 <W1 Max. Vertical Deflection for Span 2 ( L/10810) 0.022 5 1 2 W l> Max. Vertical Deflection for Span 3. ( 1,/10788) 0.022 7 1 3 <W1 Max. Vertical Deflection for Span 4 U546 '0.424 9 1 2 W1>. -B[/TLER Date: 12/21/2015 Butle, Mam;fwtur6,p #1502256501 Calculations Package Time: 04: 15 PM ._.W .....,.. �._. Page: 69 of 121 Wall:- 4': -Fume aft20T0/,0 ' 7 Frame Cross Section: 2 Ni o Al Dimension Key 1 15/8" 2 4'-6" 3 4'-0" 4 2'-0" 5 1'-1 5/8" 6 2 @ 1'-0 3/8" 7 3 1/2" 8 37'-8" Ridge Ht. Frame Clearances Horiz. Clearance between members I(CX009) and 8(CX009): 75'-8 1/4" Vert. Clearance at member I(CX009): 13'-2 3/16" Vert. Clearance at member 8(CX009): 13'-2 3/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) BUTTE COUNTY • BUILDING DIVISION r . APPROVED File: 15-022565-01 Version: 2015.2a Batter Manufacturing, a division of BlueScope Buildings North America, Inc. B[/TLER� Date: 12/21/2015 a-----------��a� #1502256501 Calculations Package Time: 04:15 PM Page: 70 of 121 I System 1.000 1.0D+I.0CG+I.0L> D+CG+L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + LO CG + 0.6 WI > D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR z D + CG + WPR 9 System 1.000 0.6 MW ® MW -Wall: I 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW z LU MW - Wall: 3 12 System 1.000 0.6 MW > MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 ®� C) D + CU + <W 1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 16 17 System System 1.000 1.000 0.6D+0.6CU+0.6<W2D+CU+<W2 0.6 D + 0.6 CU + 0.6 WPL `.J D+CU+WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU +WPR 19 System 1.000 1.0D+1.0CG+0.75L+0.45W1> ® D+CG+L+W1> 20 System 1.000 1.0D+I.0CG+0.75L+0.45<WI „� D+CG+L+<WI 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2>MD + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 23 System 1.000 1.0 D + LO CG + 0.75 L + 0.45 WPL CO D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 32 Special 1.000 0.6 D+0.6 CU+ 1.75 <E+0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB l > D + CG + WPR + W B 1> 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > D+CU+WPR+WBI> 39 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WBI> D+CG+L+WPR +WB1> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W B 1 D + CG + WPR + <W B 1 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB l D + CG + L + WPR + <W B 1 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 W B2> D + CG + WPR + W B2> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D+CU+WPR+WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 W B2> D + CG + L + WPR + W B2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W B2 D + CG + WPR + <W B2 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W132 D + CG + L + WPR + <WB2 49 System Derived 1.000 LO D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D+CU+WPL +<WB3 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <W133 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W134 D + CU + WPL + <WB4 60 System Derived 1.000 LO D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 File: 15-022565-01 Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 12/21/2015 eur�ER Butler Manufacturing #1502256501 Calculations Package Time: 04:15 PM . _...M..• ..... Page: 71 of 121 Fig Width in. 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 Weight 62 System Derived 1.000 0.6 MWB MWB - Wall: 2 1 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 15.27 64 System Derived 1.000 0.6 MWB z MWB - Wall: 4 3P 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 18.00 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> ® D + CG + E> + EG+ + EB> SS 67 68 System Derived System Derived 1.000 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> Z D LU D + CG + <E + EG+ + EB> D + CG + <E + EG+ + EB> 18.00 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> IID® D + CU + E> + EG- + EB> SS 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG -I+ 0.273 EB> D + CU + E> + EG-+ EB> 0.1345 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> ®® 0 D + CU + <E + EG- + EB> 55.00 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 0.2500 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ rr LU D + CG + EB> + EG+ 55.00 74 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- Z D + CU + EB> + EG - 5.00 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 199.7 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB ® D + CG + E> + EG+ + <EB 7 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D -� D + CG + <E + EG+ + <EB 15.35 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB M z+w? D + CG + <E + EG+ + <EB 3P 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB Y D + CU + E> + EG- + <EB 24.00 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB? D + CU + E> + EG- + <EB KN 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB Frm 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB MW 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 84 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - Via M. -h- V.- Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depth in. Depth2 in. Length ft Weight Fig Fy ksi Web Fy ksi Splice 1t.1 Codes Jt.2 Shape 1 6.00 0.5000 0.1644 24.00 24.00 15.27 544.8 55.00 55.00 BP KN 3P 2 5.00 0.3750 0.1644 33.00 18.00 15.34 424.4 55.00 55.00 KN SS 3P 3 5.00 0.3125 0.1345 18.00 18.00 10.25 • 199.9 55.00 55.00 SS SP 3P 4 5.00 0.2500 0.1345 18.00 11.00 19.75 310.8 55.00 55.00 SP SP 3P 5 5.00 0.2500 0.1345 11.00 18.00 19.75 310.8 55.00 55.00 SP SP 3P 6 5.00 0.3125 0.1345 18.00 18.00 10.24 199.7 55.00 55.00 SP SS 3P 7 5.00 0.3750 0.1644 18.00 33.00 15.35 424.7 55.00 55.00 SS KN 3P 8 6.00 0.5000 0.1644 24.00 24.00 15.27 544.8 55.00 55.00 BP KN 3P Total Frame Weight = 296U.0 (p) (Inclutles all plates) Rnundnry Cnnditinn Cnmmnry Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 10/0/0 8 80/0/0 0/0/0 0/0/0 Yes Yes Yes No Yes No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 2 Type Exterior Column Exterior Column X -Loc 0/0/0 80/0/0 Gridl -Grid2 2-E • 2-A Base Plate W x L (in.) 8 X 25 8 X 25 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4 -0.750 Column Base Elev. 100'-0" ` 100'-0" Load Type Desc. Hx Hz Vy Hx I Hz I V D Frm 5.46 10.71 -5.46 10.71 CG Frm 2.13 3.95 -2.13 3.95 L> Frm 5.11 9.48 -5.11 9.48 <L Frm 5.11 9.48 -5.11 9.48 W 1> Frm -8.82 -5.69 4.15 -6.14 <W I Frm 4.15 -6.14 8.82 -5.69 W2> Frm -6.92 1.50 -6.06 1.05 <W2 Frm 6.06 1.05 6.92 1.50 WPL Frm -6.85 -15.31 2.65 -16.40 WPR Frm -2.65 -16.40 6.85 -15.31 MW Frm - - MW Frm 1.47 1.15 7.01 -1.15 MW Frm - - - - MW Frm -7.01 -1.15 -1.47 1.15 File: 15-022565-01. Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. e Date: 12/21/2015 -04-10 Butler Manufacturinp #1502256501 Calculations Package Time: 04:15 PM •��������� � Page: 72 of 121 Horizontal Load Reaction k k CU Frm - 0.0 . 21.6 21.4 CG 0.0 0.0 7.9 7.9 L> L Frm 5.11 19.0 9.48 -5.11 0.0 9.48 19.0 WI> 13.0 13.0 E> Frm -2.25 13.0 -2.03 -2.25 11.8 2.02 13.0 13.0 2.5 2.5 EG+ Frm 0.82 2.5 1.52 -0.82 4.2 1.52 31.7 31.7 WPR 4.2 <E Frm 2.25 MW 2.03 2.25 0.0 -2.02 MW 8.5 8.5 0.0 EG- Frm -0.82 0.0 -1.52 0.82 MW -1.52 8.5 0.0 0.0 CU WB1> Brc 0.13 -0.93 -4.10 -0.13 -4.65 -3.91 19.0 E> 4.5 4.5 <WBI Brc -0.13 - 4.10 0.13 - 3.88 . 4.5 4.5 0.0- 0.0 WB2> Brc 0.13 -4.93 -4.17 -0.13 -4.65 -3.98 0.0 8.0 <WB 1 0.0 <WB2 Brc -0.13 - 4.17 0.13 - 3.95 <WB2 0.0 0.0 0.0 WB3> Brc 0.14 4.65 -3.93 -0.14 4.93 4.19 0.0 0.0 8.1 ! WB4> <WB3 Brc -0.13 - 3.93 0.13 - 4.15 8.1 MWB 0.0 0.0 WB4> Brc 0.14 4.65 -3.93 -0.14 4.93 4.19 0.0 0.0 0.0 6.9 <WB4 Brc -0.13 - 3.93 0.13 - 4.15 0.0" 18.4 <EB 0.0 MWB Brc 0.11 4.30 -3.42 -0.11 4.30 -3.46 MWB Brc - - - - MWB Brc -0.11 3.43 0.11 3.43 MWB Brc - - - - - EB> Brc 0.31 -10.90 -9.10 -0.31 -10.90 -9.28 <EB Brc -0.30 - 9.20 0.30 9.10 Sum of Fnrrvs with Reartinna Check - Framinw Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 . 21.6 21.4 CG 0.0 0.0 7.9 7.9 L> 0.0 0.0 19.0 19.0 <L 0.0 0.0 19.0 19.0 WI> 13.0 13.0 11.8 11.8 <W1 13.0 13.0 11.8 11.8 W2> 13.0 13.0 2.5 2.5 <W2 13.0 13.0 2.5 2.5 WPL 4.2 4.2 31.7 31.7 WPR 4.2 4.2 31 .7 31.7 MW 0.0 0.0 0.0 0.0 MW 8.5 8.5 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 8.5 8.5 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 19.0 19.0 E> 4.5 4.5 0.0 0.0 EG+ 0.0 0.0 3.0 3.0 <E . 4.5 4.5 0.0- 0.0 EG- 0.0 0.0 3.0 3.0 WB1> 0.0 0.0 0.0 8.0 <WB 1 0.0 0.0 0.0 8.0 WB2> 0.0 0.0 0.0 8.1 <WB2 0.0 0.0 0.0 8.1 WB3> 0.0 0.0 0.0 8.1 <WB3 0.0 0.0 0.0 8.1 ! WB4> 0.0 0.0 0.0 8.1 <WB4 0.0 0.0 0.0 8.1 MWB 0.0 0.0 0.0 6.9 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 6.9 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0" 18.4 <EB 0.0 0.0 0.0 18.3 M V File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER. Butler Manutaaturin #1502256501 Calculations Package Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on I st order structural analvsis. Date: 12/21/2015 Time: 04:15 PM Page: 73 of 121 X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load UpliftLoad Hole Vrt Down Load Mom cw Load Mom ccw Load in. (in.) (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std k) OS -0.1875 k 2-A k 1 0.375 k 25 k) 4 (in -k) 1 5.0 (in -k Std 0/0/0 2-E 4.20 12 14.15 22 19.07 73 0.614 74 10.56 74 31.82 83 0.402 74 0.169 83 80/0/0 2-A 14.15 21 4.20 10 19.07 73 0.3750 3.000 10.89 74 31.66 83 23.50 0.750 A325N/PT 3.00 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Aonendix D criteria for "cast -in-place" anchor rods (Min space = 4*drod) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch I Gage Hole Welds to I Welds to I Axial Frame Shea No. (in.) in. (in.) k Rods in.) (in.) (in.) Type Flange Web 0/0/0 2-E l 0.375 8 25 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 80/0/0 2-A 8 1 0.375 8 25 No 4 0.750 1 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loadinp Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load k k Case k k Case k k Case k k k Case 0/0/0 14.21 22.49 22 3.24 -10.56 74 7.70 31.91 83 19.07 -10.56 3.24 74 80/0/0 14.29 22.64 21 3.24 -10.89 74 7.58 31.62 83 19.07 -10.89 3.24 74 Rnca Pinta Cnnnectinn Ctranath Ratinc X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load 0.5000 Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.839 74 0.275 74 0.596 74 2.000 0 0.144 83 0.390 74 0.171 83 0.379 83 0.213 22 80/0/0 0.839 1 74 0.283 74 0.614 74 Alternate 0 0.143 83 0.402 74 0.169 83 0.376 83 0.214 21 Web Stiffener Summary Mem. No. Stiff. No. Desc.f4.4 Web Depth in.) h/t a/h a in.) Thick. in. Width (in. Side Welding Description l *** MUSTAlternate End -Plate Dimensions Web Thick: 0.5000 Outside Flange Inside Flan e Thick. 1 2 S9 Spec/Joint 23.174 140.96 N/A N/A 0.3750 3.000 Both SP -BS -0.3125,W -BS -0.1250,F -OS -0.1875 2 1 S1 in, 27.686 168.40 1.75 48.45 0.1875 2.000 Both F -OS -0. I 875,W -OS -0. 1875 7 1 S1 I 30.179 183.57 1.75 52.81 0.1875 2.000 Both F -OS -0. I 875,W -OS -0. 1875 8 '*' MUST 12 Alternate Web Thick: 0.5000 KN(Face) 0.625 6.00 36.25 8 2 S9 12.13 23.174 140.96 N/A N/A 0.3750 3.000 Both SP -BS -0.3125,W -BS -0.1250,F -OS -0.1875 nonea nna-mate %-onnecuons triate vy = aa.uu ttst 4 1 SP 1 0.375 1 6.00 1 23.49 10.750 1 A325N/PT 3.00 32 Extended 3.25/2.00 41 1 Ext/Gusset End -Plate Dimensions Bolt Gusset In 2.750 x 0.2500 x 4.88 SP -BS -0.1875, Outside Flange Inside Flan e Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lst/2nd Configuration Pitches Ist/2nd Mem. It. Type No. No. 7.94 in, in. in. in. in. 0.750 10.750 Desc. in. ID Desc. in. I 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 xtended 3.50 12 Flush 2.00 2 1 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 JlExtended 3.50 12 Flush 2.00 3 2 SP 0.375 6.00 23.50 0.750 A325N/PT 3.00 xtended 3.25/2.00 41 Ext/Gusset 3.25/2.00 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Gusset In 2.750 x 0.2500 x 4.88 SP -BS -0.1875, 4 1 SP 1 0.375 1 6.00 1 23.49 10.750 1 A325N/PT 3.00 32 Extended 3.25/2.00 41 1 Ext/Gusset 3.25/2.00 Gusset In 2.750 x 0.2500 x 4.88 SP -BS -0.1875, 4 2 SP 0.500 6.0013.53 0.750 A325N/PT 3.00 11 Flush 7.94 I1 Flush 7.94 12 SP I 10.3075 13.53 123.49 0.750 10.750 A325N I I I2 136.00 Flush I I 7.81 11 141 Flush I I 7.81 5 SP 6.00 A325N/PT 3.00 E xtended 3.25/2.00 Ext/Gusset 3:25/2.00 Gusset In 2.750 x 0.2500 x 4.88 SP -BS -0.1875, 6 1 SP 1 0.375 1 6.00 1 23.50 10.750 1 A325N/PT 3.00 32 Extended 1 3.25/2.00 141 1 Ext/Gusset 1 3.25/2.00 1 Gusset In 2.750 x 0.2500 x 4.88 SP -BS -0.1875, 7 2 KN(Face) 0.625 6.00 36.25 1 0.750 1 A325N/PT 3.00 31 Extended 3.50 ' 12 Flush 2.00 8 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTTE COUNTY BUILDING DIVISION BL/TLER. � Date: 12/21/2015 But ter Manuractuaw 666 I 6501 Calculations Package Time: 04:15 PM Page: 14 of 121 Moment Connections: Outside Flange Required Strength Design Strength Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k) k) in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 22 -22.8 10.9 2490.8 AISC DG- 16/rhin plate 0.919 0.148 0.730 0.383 0.566 0.086 0.959 0.631 2 l 22 -22.8 10.9 2490.8 AISC DG-16/rhin plate 0.918 0.148 0.734 0.382 0.565 0.086 0.906 0.631 3 2 14 -2.8 2.1 603.8 AISC DG- 16/rhin plate 0.371 0.021 0.900 0.337 0.499 0.018 0.799 0.516 4 1 14 t -2.8 2.1 603.8 AISC DG-16/Thin plate 0.371 0.021 0.900 0.337 0.499 0.018 0.799 0.516 4 2 22 -12.4 2.9 202.6 AISC DG-16/rhin plate 0.382 0.059 0.358 0.000 0.000 0.045 0.959 0.516 5 1 22 -12.4 2.9 202.6 AISC DG- 16/rhin plate 0.336 0.059 0.330 0.000 0.000 0.072 0.959 0.516 5 2 13 -2.9 2.1 605.4 AISC DG- 16/rhin plate 0.372 0.022 0.905 0.337 0.499 0.019 0.760 0.516 6 1 13 -2.9 2.1 605.4 AISC DG- 16/rhin plate 0.372 0.022 0.905 0.337 0.499 0.019 0.760 0.516 7 2 21 -22.9 11.0 2505.8 AISC DG- 16/rhin plate 0.923 0.149 0.738 0.385 0.569 0.087 0.912 0.631 8 2 21 -22.9 11.0 2505.8 AISC DG-16/Thin plate 0.925 0.149 0.734 0.385 0.569 0.087 0.959 0.631 Inside Flange Required Stren th Design Strength Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. I No. Cs k k) in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 12 -0.4 1.0 485.6 AISC DG-16/Thin plate 0.218 0.014 0.226 0.000 0.000 0.008 0.959 0.631 2 1 12 -0.4 1.0 485.6 AISC DG-16/Thin plate 0.218 0.014 0.227 0.000 0.000 0.008 0.959 0.631 3 2 5 -8.5 0.0 828.0 AISC DG-16/Thin plate 0.653 0.000 0.945 0.000 0.000 0.000 0.990 0.516 4 1 5 -8.5 0.0 828.0 AISC DG-16/Thin plate 0.653 0.000 0.945 0.000 0.000 0.000 0.990 0.516 4 2 53 7.0 1.5 274.9 AISC DG- 16/rhin plate 0.842 0.031 0.827 0.000 0.000 0.038 0.959 0.516 5 1 53 7.0 1.5 274.9 AISC DG- I6/rhin plate 0.969 0.031 0.895 0.000 0.000 0.024 0.959 0.516 5 2 6. -8.4 0.5 830.0 AISC DG -1 6/Thin plate 0.655 0.007 0.951 0.000 0.000 0.007 0.990 0.516 6 1 6 -8.4 0.5 830.0 AISC DG-16/Thin plate 0.655 0.007 0.951 0.000 0.000 0.007 0.990 0.516 7 2 10 -0. 1.0 485.7 AISC DG-16/Thin plate 0.218 0.014 0.227 0.000 0.000 0.008 0.959 0.631 8 2 10 -0.4 1.0 485.7 AISC DG-16/Thin plate 0.218 0.014 0.226 0.000 0.000 0.008 0.959 0.631 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Flan a Brace Summary Member From Member Joint 1 From Side Point I Part Axial Load per FB k Load Case Design Note 1 10/0/0 10/0/0 (2)GFB2074 1.156 22 Axial 2 0/9/4 44/2/0 (2)GF134027 0.829 22 Axial 2 5/9/10 39/1/10 GFB3021 1.905 22 Mem. 2 13/9/10 31/1/10 GFB2081 1.462 20 Vr 3 5/3/0 25/1/10 GFB2081 1.080 4 Mcy I 3 7/3/0 23/1/10 GFB2081 0.969 4 Flexure 4 3/0/0 17/1/10 GFB2081 0.693 14 k 4 9/0/0 l l/l/l0 GFB2063 0.511 - 14 1 4 19/0/0 1/1/10 GFB2050 0.460 22 5 0/9/0 1/1/10 GFB2050 0.450 21 302.1 5 10/9/0 I1/l/10 GFB2063 0.511 13 5 16/9/0 17/1/10 GFB2081 0.696 13 6 3/0/0 23/1/10 GFB2081 0.976 3 2 6 9/0/0 29/1/10 GFB2081 1.324 3 7 4/9/2 35/1/10 GFB2097 1.691 21 161.7 7 10/9/2 41/1/10 GFB4007 1.555 21 7 13/9/8 44/2/0 (2)GFB4027 0.834 21 8 10/0/0 10/0/0 2 GFB2074 1.163 21 3 r rame vesign iviemoer aummar - %onrroum Loaa Lase ana tviammum v omomea mresses per tviemner Locanons are rrom Jomr > Controlling Cases Re uired Strength Available Strength I Strength Ratios Axial Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy I + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 1 13.22 24.0 22 -22.0 -2366.9 0.0 225.2 2717.1 302.1 0.92 1 2.75 24.0 22 -15.0 15.9 0.95 2 1.17 32.21 22 -22.6 -2393.7 0.0 138.8 2532.6 161.7 1.03 2 3.21 30.11 2 12.0 12.2 0.98 3 0.00 18.0 4 -9.8 -1015.1 0.0 98.3 1066.8 131.5 1.00 3 0.00 18.00 2 7.7 11.4 0.68 4 5.00 16.18 21 -12.4 747.8 0.0 74.7 786.0 95.2 1.03 4 19.26 11.0 21 8.8 19.1 0.46 5 14.51 16.18 22 -12.3 748.1 0.0 74.7 786.0 95.2 1.03 5 0.25 11.0 22 8.8 19.1 0.46 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Mem. No. Loc. ft Lx in. Ly/Lt in. t Ag in.2 Afn in.2 Ixx in.4 lyy • in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 CW in.6 Cb Rpg Rpc Qs Qa ... 13.22 158.68 Date: 12/21/20.15 . BuB�----- 9.78 #1502256501 Calculations Package Time: 04:15 PM Ing 82.93 6.00 92.24 9.16 0.53 2486.30 Page: 75 of 121 ; 0.99 6 ` 10.24 18.0 3. 1.17 -9.9 60.5 , `-1022.4 0.0 98.3 1376.45 1047.6 131.5 1.03 100.36 4.90 t 6 10.24 18.0 1.00 1 0.57 -7.7 ,, ' 531.86 72.0 11.4 5.46 1.56 303.23 0.68 . 33.69 2.61 7 14.58 33.0 21 1.11 -22.9 - -2505.8 0.0 ' 151.9 5.00 2652.2 161.9 1.02 -4.61 1.25 201.89 7 11.77 30.11 28.18 1 0.07 12. 1.01 1.00 1.04 12.2 0.75 5 14.51 0.98 72. • 24.0 8 13.22 24.0 21 24.95 -22.1 V-2381.2 0.0 225.2 1.06 2717.1 302.1 0.93 0.75 e 10.24 8 2.75 24.00 5.46 21 - 303.23 15.1 33.69 2.61 37.79 15.9 : 0.12 509.47 1.09 0.95 1.00 1.00 0.74 7 ' 14.58 531.86 9. _72.1 9.2 9.05 1.88 1457.44 7.82 88.33 '. Parameters Used for Axial and Flexural Design 4.91 Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 lyy • in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 CW in.6 Cb Rpg Rpc Qs Qa 1 13.22 158.68 38.7 38.7 9.78 3.00 995.19 18.01 82.93 6.00 92.24 9.16 0.53 2486.30 1.10 0.99 1.00 1.00 0.73 2 1.17 531.86 60.5 60.5 8.92 1.88 1376.45 7.82 85.48 3.13 100.36 4.90 0.22 1982.01 1.11 0.92 1.00 1.00 0.57 3 0.00 531.86 72.0 72.0 5.46 1.56 303.23 6.51 33.69 2.61 37.79 3.98 0.12 509.47 1.11 1.00 1.00 1.00 0.74 4 5.00 531.86 72.0 24.0 -4.61 1.25 201.89 5.21 24.95 2.08 28.18 3.20 0.07 330.71 1.01 1.00 1.04 0.95 0.75 5 14.51 531.86 72. • 24.0 4.61 1.25 201.89 5.21 24.95 2.0 28.18 3.20 0.07 330.72 1.06 1.00 .1.04 0.95 0.75 6 10.24 531.86 . 72.1 5.46 ' 1.56 - 303.23 6.51 33.69 2.61 37.79 3.98 : 0.12 509.47 1.09 1.00 1.00 1.00 0.74 7 ' 14.58 531.86 9. _72.1 9.2 9.05 1.88 1457.44 7.82 88.33 3.13 103.92 4.91 0.2 2082.07 1.02 0.91 1.00 1.00 0.55 8 13.22 158.68 '38.7 38.7 9.78 3.00 •995.19 18.01 82.93 6. 92.24 9.16 0.53 2486.30 1.101 0.99 1.00 1.001 0.73 Deflection Load Combinations - Frami No. - Origin Factor . Def H Def V Application Description I System 1.000, 0 180 1.0 L L 2 System -1.000 60 180 0.42 W 1> ' , ` • W 1> 3 System 1.000 60 180 0.42 <W 1 <W 1 4 ti System 1.000 60 180 0.42 W2> W2> - .. 5 System _ 1.000 60 180 0.42 <W2 ; <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000. 60 180 0.42 WPR WPR 8 System 1.000 60 0 1.0 E> + 1.0 EG- E> + EG - 9 , System 1.000 60 0 1.0 <E + 1.0 EG- - <E + EG - Controlling Frame Deflection Ratios for Cross Section: 2 Description Ratio Deflection in. Member Joint Load Case I Load Case Description Max. Horizontal Deflection (Hl96) Max. Vertical Deflection for S an 1 U597 1.766 1.561 • ' l • r, 6 2 4 W2> 1 2 W I> Negative horizontal deflection is left *Negative vertical deflection is down , Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated.' ; Frame Lateral Stiffness (K): 4.450 (k/in) + Fundamental Period (calculated) (T): 0.819 (sec.) ,• ' r i ;� v ;�. ,tea-�+ v;:rte �, a. � ,z �. � �. ,� :.; a ,r= :;:a; ,� .,�' , :•..' kid, �. � � �";�;.'i i' , ' r,"{ ..ly'• BUTTE COUNTY, BUILDING DIVISION T" VED p ` w File: 15-022565-01 ". Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 12/21/20.15 BUTLER ButterMa��, �.�� #1502256501 Calculations Package Time: 04:15 PM Page: 76 of 121 Wall 4;>Frame.ats40/0/0�z.�51 FRI Frame Cross Section: 3 M m LL LLLLm cc U. . . M 03 LL LL m , to .. LL•. LL to LL LL_ m m L7 LL (2)G�$ (2)GFB . X FRAME CROSS SECTION AT FRAME LINE(S) 3 Dimension Key 1 1 5/8" 2 4,-6,, 3 4'-0" 4 2'-0,. 5 F-15/8" 6 2 @ I'-0 3/8" 731/2. 8 37'-8" Ridge Ht. Frame Clearances , Horiz. Clearance between members I(CX008) and 8(CX008): 75'-8 1/4" Vert. Clearance at member I(CX008): 13'-2 3/16" Vert. Clearance at member 8(CX008): 13'-2 3/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) r ']BUTTE COUNTTY BUILDING DIVY71 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of .BlueScope Buildings North America, Inc. Date: 12/21/2015 BL/TLER Butler Manufacturing #1502256501 Calculations Package Time: 04:15 PM Page: 77 of 121 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 I.0D+I.0CG+0.6W1> D+CG+WI> 4 System 1.000 I.0D+I.0CG+0.6<WI D+CG+<W1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 W D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL C o D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 9 10 System System 1.000 1.000 0.6 MW 0.6 MW i�- �'• MW -Wall: 1 MW Wall: 2 11 System 1.000 0.6 MW �� - MW - Wall: 3 12 System 1.000 0.6 MW M MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 14 15 System System 1.000 1.000 0.6 D + 0.6 CU + 0.6 <WI 0.6 D + 0.6 CU + 0.6 W2> 0 0 C) D+CU+<W1 D+CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 < D+CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU +WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR(%, D + CU +WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> ® D+CG+L+WI> 20 System 1.000 I.0D+I.0CG+0.75L+0.45<WI D+CG+L+<Wl 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> ZZ D + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 r D + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 32 Special 1.000 0.6 D+0.6 CU+ 1.75 <E+0.7 EG- D+CU+<E+EG- 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ - D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6WBI> D + CG + WPR + WB I > -38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > D+CU+WPR+WBI> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB I> D+CG+L+WPR+WBI> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W B l D + CG + WPR + <W B 1 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WB1 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W B 1 D'+ CG + L + WPR + <W B l 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 W B2> ` D + CG + WPR + W B2> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 W B2> D + CG + L + WPR + W B2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 49 ' System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 W B3> D + CG + WPL + W B3> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + W B3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 W B4> D + CG + WPL + W B4> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D+CU+WPL+WB4> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 W B4> D + CG + L + WPL + W B4> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG +. WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 11.0 D + CU + WPL + <WB4 60 System Derived 1.000 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 12/21/2015 BUTLER ------------ Butler Manuf=turing#1502256501 Calculations Package Time: 04:15 PM .,,._......_....,............ Page: 78 of 121 Fig Width in. 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 Weight 62 System Derived 1.000 0.6 MWB MWB - Wall: 2 1 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 15.27 64 System Derived 1.000 0.6 MWB MWB - Wall: 4 3P 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 18.00 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> SS 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 18.00 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> C D + CG + <E + EG+ + EB> SS 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> z D + CU + E> + EG- + EB> 0.1345 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> > D + CU + E> + EG- + EB> 55.00 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> ® C) D + CU + <E + EG- + EB> 0.2500 72 73 System Derived Special 1.000 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> 1.0 D + 1.0 CO + 1.75 EB> + 0.7 EG+ D + CU + <E + EG- + EB> D + CG + EB> + EG+ 55.00 55.00 SP SP 3P 6 5.00 74 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- Uj D + CU + EB> + EG - 205.7 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB Z D + CG + E> + EG+ + <EB 7 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB ® D + CG + E> + EG+ + <EB 15.35 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 3P 78 79 System Derived System Derived 1.000 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CG + <E + EG+ + <EB D + CU + E> + EG- + <EB 24.00 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB KN 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU+ <E + EG- + <EB 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 84 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - Frame Member Sizes Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depthl in. Depth2 in. Length ft Weight Fig Fy ksi) Web Fy (ksi) Splice Jt.l Codes Jt.2 Shape 1 6.00 0.5000 0.1644 24.00 24.00 15.27 544.8 55.00 55.00 BP KN 3P 2 5.00 0.3750 0.1644 33.00 18.00 15.34 424.4 55.00 55.00 KN SS 3P 3 5.00 0.3125 0.1345 18.00 18.00 10.25 205.9 55.00 55.00 SS SP 3P 4 5.00 0.2500 0.1345 18.00 11.00 19.75 316.8 55.00 55.00 SP SP 3P 5 5.00 0.2500 0.1345 11.00 18.00 19.75 316.8 55.00 55.00 SP SP 3P 6 5.00 0.3125 0.1345 18.00 18.00 10.24 205.7 55.00 55.00 SP SS 3P 7 5.00 0.3750 0.1644 18.00 33.00 15.35 424.7 55.00 55.00 SS KN 3P 8 6.00 0.5000 0.1644 24.00 24.00 15.27 544.8 55.00 55.00 BP KN 3P Total Frame Weight = 2983.9 (p) (Includes all plates) Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Dis lacement Y in. Displacement ZZ rad. 1 0/0/0 8 80/0/0 0/0/0 0/0/0 Yes Yes Yes No Yes No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvoe at Frame Cross Section: 3 Type Exterior Column X -Loc 0/0/0 Gridl -Grid2 3-E Base Plate W x L (in.) 8 X 25 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-0" Exterior Column 80/0/0 3-A 8 X 25 0.375 4-0.750 100'-0" Load Type Desc. Hx I Hz Vy Hx Hzr4.O D Frm 5.53 10.83 -5.53 CG Frm 2.16 4.00 -2.16 - L> Frm 5.18 9.60 -5.18 <L Frm 5.18 9.60 -5.18 WI> Frm -8.38 -5.65 -3.79 <W1 Frm 3.79 -6.08 8.38 . W2> Frm -66.46 1.63 -5.72 1.20 <W2 Frm 5.72 1.20 6.46 1.63 WPL Frm -5.84 -13.90 2.34 -14.81 WPR Frm -2.34 -14.81 5.84 -13.90 MW Frm - - - - MW Frm 1.49 1.16 7.10 -1.16 MW Frm - - - - MW Frm -7.10 -1.16 -1.49 1.16 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �ureEa Date: 12/21/2015 Butlor Manufacturing#1502256501 Calculations Package Time: 04:15, PM •�..�......_......_ Page: 79 of 121 Cu Frm - 0.0 0.0 21.9 21.7 CG 0.0 0.0 8.0 8.0 L Frm 5.18 19.2 9.60 -5.18 0.0 9.60 19.2 19.2 W1> _ 12.2 E> Frm -2.28 <W1 -2.05 -2.28 11.7 2.05 W2> 12.2 12.2 2.8 EG+ Frm" 0.83 12.2' 1.54 -0.83 WPL 1.54 3.5l, - 28.7 28.7 WPR > ' <E Frm 2.28 28.7 - 2.05 2.28 _ - -2.05 0.0 MW 8.6 8.6 EG- Frm -0.83 0.0 -1.54 0.83 0.0 -1.54 8.6 8.6 0.0 0.0 WBI> Brc -0.13 0.0 4.12 0.13: - 3.89 19.2 ,19.2 E> _ 4.6 <WBI Brc 0.13 4.90 -4.12 -0.13 4.63 -3.86 <E 4.6 4.6 0.0 W132> Brc -0.13 - 4.19 0.13 - 3.96 0.0 0.0 8.0 <W131 <W132 Brc 0.14 4.90 4.19 -0.14 4.63 -3.93 ' 8.1 <WB2 0.0 0.0 WB3> Brc -0.13 - 3.95 0.13 - 4.17. 0.0 0.0 0.0 8.1 <WB3 Brc 0.13 4.63 -3.95 -0.13 4.90 4.13 0.0, 8.1 MWB, 0.0 WB4>' Brc -0.13 - 3.95 0.13 - 4.17 .. MWB 0.0 0.0 0.0 <WB4 Brc 0.13 4.63 -3.95 -0.13 '4.90 4.13 0.0 0.0 18.4 <EB MWB Brc -0.11 - 3.44 0.11 - 3.44 MWB Brc - - - - MWB Brc 0.11 4.28 -3.45 -0.11 x4.28 -3.41 MWB Brc - - - - - - EB> Brc -0.30 - 9.14 0.30 - 9.24 <EB Brc 0.30 10.85 -9.24 -0.30 10.85 -9.06 } Sum of Forces with Reactions Check - Framing- Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 21.9 21.7 CG 0.0 0.0 8.0 8.0 L> 0.0 0.0 19.2 19.2 <L 0.0 0.0 19.2 19.2 W1> _ 12.2 12.2 11.7 11.7 <W1 12.2 12.2 11.7 ,11.7 W2> 12.2 12.2 2.8 2.8 <W2 12.2 12.2' 2.8 2.8 WPL 3.5 3.5l, - 28.7 28.7 WPR 3.5 3.5 28.7 28.7 - MW 0.0 0.0 0.0 0.0 MW 8.6 8.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 8.6 8.6 0.0 0.0 CU 0.0 0.06 0.0 0.0 L. 0.0 0.0 ', 19.2 ,19.2 E> _ 4.6 4.6 0.0 0.0 EG+ 0.0 0.0 3.1 3.1 <E 4.6 4.6 0.0 0.0 r EG- 0.0 0.0' 3.1 3.1 WBl> 0.0 0.0 0.0 8.0 <W131 0.0 0.0 0.0 . 8.0 ` WB2> 0.0 0.0 0.0 ' 8.1 <WB2 0.0 0.0 0.0 8.1 WB3> 0.0 0.0 0.0 8.1 <WB3 0.0 0.0 0.0 8.1 WB4> 0.0 0.0 0.0 8.1 <WB4 0.0 0.0 0.0, 8.1 MWB, 0.0 0.0 0.0 6.9 MWB, ; 0.0 0.0 0.0 0.0 .. MWB 0.0 0.0 0.0 6.9 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 18.4 <EB 0.0 0.0 0.0 18.3 PUTTECOUNTY BUILDING DIVISION. APP V E L�. File: 15-022565-01 Version: 2015.2a, Butler Manufacturing, a division of BlueScope Buildings North America, Inc. t i PUTTECOUNTY BUILDING DIVISION. APP V E L�. File: 15-022565-01 Version: 2015.2a, Butler Manufacturing, a division of BlueScope Buildings North America, Inc. t A .. BUTLER Butler Manulacturltp #1502256501 Calculations Package Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on I st order structural analysis. Date: 12/21/2015 Time: 04:15 PM Page: 80 of 121 X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift ad Lo Vrt Down Load Mom cw Load Mom ccw Load (in.) (in.) (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k) Std k OS -0.1875 k 3-A k 0.375 k 25 k) 4 (in -k) 5.0 (in -k Std 0/0/0 3-E 4.26 12 14.14 22 0.271 84 18.98 83 10.76 84 31.91 73 0.386 84 0.172 73 80/0/0 3-A 14.14 21 4.26 l0 N/A N/A 18.98 83 10.43 84 32.07 73 SP 0.500 6.00 18.98 0.750 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4*drod) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Axial Frame Shea No. in.) (in.) (in.) Case Rods (in.) (in.) in.) Type Flange Web 0/0/0 3-E 1 0.375 8 25 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 80/0/0 3-A 8 0.375 8 25 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load Web k k Case k k Case k k) Case k k) k Case 0/0/0 14.20 22.81 22 3.28 -10.75 84 7.68 31.95 73 18.98 -10.75 3.28 84 80/0/0 14.28 22.96 21 3.28 -10.43 84 7.80 32.10 73 18.98 -10.43 1 3.28 84 Base Plate Connection Strength Ratios X -Loc Rod Load Rod jLoadj Rod Load Rod Load Conc. Load I Plate iLoad I Plate Load Flange Load Web Load 0.5000 Shear Case Tension I Case I V + T Case Bending Case 1, Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.835 84 0.280 1 84 0.602 84 2.000 0 0.145 73 0.397 84 0.171 73 0.380 73 0.213 22 80/0/0 0.835 84 0.271 84 0.584 84 Alternate 0 0.145 73 0.386 84 0.172 73 0.381 73 0.214 21 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. ft) Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description I *** MUST Use Alternate Web Thick.= 0.5000 in. in. in. k in. 1 2 S9 12.13 23.174 140.96 N/A N/A 0.3750 3.000 Both SP -BS -0.3125,W -BS -0.1250,17 -OS -0.1875 2 l S1 4.43 27.686 168.40 1.75 48.45 0.1875 2.000 Both F -OS -0. 1 875,W -OS -0. 1875 7 1 SI 12.55 30.179 183.57 1.75 52.81 0.1875 2.000 Both F -OS -0. I 875,W -OS -0. 1875 8 *** MUST Use Alternate Web Thick: 0.5000" 6.00 13.53 0.750 A325N/PT 3.00 8 2 S9 12.13 23.174 140.96 N/A N/A 0.3750 3.000 Both SP -BS -0.3125,W -BS -0.1250,F -OS -0.1875 olted End -Plate Connections Plate Fy = 55.00 ksi Moment Connections: Outside Flange Required Stren th Design End -Plate Dimensions Bolt Outside Flange Inside Flange em. it. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd ID Desc. in.) ID Desc. in. o. 1N�3 No. No. in. in. in. in. k in. 1 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 2 1 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 0.564 2 SP 0.500 6.00 19.00 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 4 1 SP 0.500 6.00 18.98 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 4 2 SP 0.500 6.00 13.53 0.750 A325N/PT 3.00 ll Flush 7.94 11 Flush 7.94 5 1 SP 0.500 6.00 13.53 0.750 A325N/PT 3.00 11 Flush 7.81 ll Flush 7.81 5 2 SP 0.500 6.00 18.98 0.750 A325N/PT 3.00 ll Flush 10.13 13 Flush 2.00/2.00 6 l SP 0.500 6.00 19.00 0.750 A325N/PT 3.00 ll Flush 10.13 13 Flush 2.00/2.00 7 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 Moment Connections: Outside Flange Required Stren th Design Strength Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k) k in -k) Proc. Tension Shear BendingYieldingRupture TearingWeld Weld l 2 22 -23.0 11.2 2488.8 AISC DG-16/Thin plate 0.917 0.152 0.728 0.382 0.564 0.088 0.959 0.631 2 1 22 -23.0 11.2 2488.8 AISC DG-16/Thin plate 0.915 0.152 0.732 0.381 0.56 0.088 0.904 0.631 3 2 14 -2.8 2.0 567.8 AISC DG- I6/rhin plate 0.969 0.041 0.962 0.000 0.000 0.039 0.799 0.516 4 1 14 -2.8 2.0 567.8 AISC DG-16/Thin plate 0.969 0.041 0.962 0.00 0.000 0.039 0.799 0.516 4 2 22 -12.4 3.2 206.4 AISC DG-16/Thin plate 0.392 0.065 0.367 0.000 0.000 0.049 0.9591 0.516 File: 15-022565-01 Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Inside Flange Required Strength Design Strength Ratios' Mem. it. �F Axial Shear , Moment Bolt BUTLER Plate Shear Shear Bearing Flange Web No. No. Cs Date: 12/21/2015 k in -k) Proc. Tension Calculations Package Bending Yielding Time: 04:15 PM Butler Manufacturing#1502256501 Weld Weld 1 2 12 -0.4 1:1 491.8 AISC DG-16/"rhin plate 0.221 0.014 0.229 0.000 0.000 0.008 0.959 0.631 2 1 12 Page: 81 of 121 1.1 491.8 . AISC DG-16/rhin plate 0.221 0.014 0.230 0.000 0.000 0.008 0.959 5 1 22 12. -8.8 3.2 206.4 AISC DG-16/rhin plate 0345 0.065 0.923 0.339 0.000 0.00 0.078 0.959 0.516 w - 5 2 13 -2.8 0.514 2.1 569.3 AISC DG-16/Thin plate 0.970 0.042 0.941 0.967 0.000 0.000 0.040 0.713 0.516 248.8 AISC DG- 16/rhin plate 6 l 13 -2.8 0.000 2.1 569.3 AISC DG-16/rhin plate 0.970 0.042 50 0.967 0.000 0.000 0.040 0.713 0.516 0.804 0.000 7 2 2l -23.1 5 11.2 2502.9 AISC DG- 16/rhin plate 0.921 0.152 AISC DG- 16/rhin plate 0.736 0.384 0.567 0.089 0.909 0.631 0.941 0.516 8 2 21 23.1 0.4 11.2 2502.9 AISC DG-16/rhin late 0.922 0.152 0.00 0.732 0.384 0.568 0.089 0.959 0.631 l0 -0.4 L l 491.8 AISC DG- I6/rhin plate 0.221 0.014 0.230 0.000 0.000 Inside Flange Required Strength Design Strength Ratios' Mem. it. Ld Axial Shear , Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 12 -0.4 1:1 491.8 AISC DG-16/"rhin plate 0.221 0.014 0.229 0.000 0.000 0.008 0.959 0.631 2 1 12 -0.4 1.1 491.8 . AISC DG-16/rhin plate 0.221 0.014 0.230 0.000 0.000 0.008 0.959 0.631 3 2 5 -8.8 0.1 793.8 AISC DG- 16/rhin plate 0.514 0.001 0.923 0.000 0.000 0.001 0.941 0.516 4 1 5 -8.8 0.1 793.8 AISC DG- 16/rhin plate 0.514 0.001 0.923 0.000 0.000 0.001 0.941 0.516 4 2 50 6.0 1.4 248.8 AISC DG- 16/rhin plate 0.757 0.028 0.744 0.000 0.000 0.034 0.959 0.516 5 I 50 6.0 1.4 248.8 AISC DG-16/rhin plate 0.872 0.028 0.804 0.000 0.000 0.021 0.959 0.516 5 2 6 -8.7 0. 795.7 AISC DG- 16/rhin plate 0.515 0.004 0.927 0.00 0.000 0.003 0.941 0.516 6 Y t 6 -8.7 0.4 795.7 AISC DG-16/rhin plate 0.515 0.00 0.927 0.00 0.000 0.003 0.941 0.516 7 2 l0 -0.4 L l 491.8 AISC DG- I6/rhin plate 0.221 0.014 0.230 0.000 0.000 0.008 0.959 0.631 8 2 l0 -0.4 1.1 491.8 AISC DG- 16/rhin plate 0.221 0.014 0.229 . 0.000 0.000 0.008 0.959 0.631 ' Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Tilonoa Rro�e C..mmary Member From Member Joint 1 From Side Point 1, Part Axial Load per FB k Load Case Design Note I, 10/0/0 10/0/0 ' (2)GFB2074 1.156 22 Mom -y 2 0/9/4 44/2/0 (2)GFB4027 0.828 22 Mem. 2 5/9/10 39/1/10 GFB3021 1.890 22 Mrx 2 13/9/10 31/1/10 GFB2081 1.426 20 Shear 3 7/3/0 23/1/10 GFB2081 0.916 4 , k 4 5/0/0 15/1/10 GFB2063 0.601 14 Flexure t 4 13/0/0 7/1/10 GFB2050 0.376 16 -22.3 4 19/0/0 1/1/10 GFB2050 0.466 22 302.1 5 0/9/0 l/l/10 GFB2050 0.457 21 22 5 10/9/0 11/1/10 GFB2063 0.477 13 5 18/9/0 19/l/10 GFB2081 0.697. 13 22 6 3/0/0 23/1/10 GFB2081 0.922 3 6 9/0/0 29/1/10 GFB2081 1.270 3 30.11 7 4/9/2 35/1/10 GFB2097 1.664 21 7 10/9/2 41/1/10 GFB4007 1.547 21 0.00 7 13/9/8 44/2/0 (2)GFB4027 0.833 21 0.0 8 10/0/0 10/0/0 2 GFB2074 1.163 21 3 Frama Me- Momhor Cammary - (`nnfrottina T.nad (`am and Mavi.n- (-Mond Cfrnemc - Mnmhnr !T -#4- oro fram Tninf T 1 BUTTE COUN UT EC4UNT BUILDING DIVISION AR`"" \'n File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Controlling Cases Re uired Strength Available Strength Stren 'Ratios Axial Axial Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in -k . in -k k k in -k in -k Flexure 1 13.22 24.0 22 -22.3 -2365.7 0.0 225.2 2717.1 302.1 0.92 1 2.75 24.0 22 -15.0 15.9 0.94 2 1.17 32.21 22 -22.8 -2389.5 0.0 138.8 2539.0 161.7 1.02 2 3.21 30.11 2 12.1 12.2 0.99 3 0.00 18.0 4 -9.9 -974.3 0.0 85.1 1002.9 131.5 1.03 3 0.00 18.00 2 7.8 11.4 0.69 4 5.00 16.18 21 -12.7 728.0 0.0 68.4 786.0 95.2 1.02 4 19.26 11.0 21 -8.7 19.1 0.45 5 14.51 16.18 22 -12.6 728.4 0.0 68.4 786.0 95.2 1.02 5 0.25 11.00 22 8.7 19.1 0.46 6 10.24 18.0 3 -9.9 -981.1 0.0 98.3 1052.8 131.5 0.98 6 10.24 18.0 1 -7.8 11.4 0.68 7 14.58 33.0 21 -23.1 -2502.9 0.0 151.9 2652.2 161.9 1.02 7 11.77 30.11 1 '12.1 12.2 0.99 8 13.22 24.0 21 -22.4 -2379.4 0.0 225.2 2717.1 302.1 0.93 8 2.75 24.0 21 15.1 15.9 0.95 BUTTE COUN UT EC4UNT BUILDING DIVISION AR`"" \'n File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1.2/21/2015, BfJTLER But1orManufwt,rinq #1502256501 Calculations P.dckage Time: 04:15 Pbv .m_...,.,,......,.... ._. • ' Page: 82 of 121 .PA mPtPrC I1 -A rnr AYi At • 1 F1- 1 n..i.n Mem. No. Loc. ft Lx in. Ly/Lt in. ' Lb in. Ag . in.2 ' Afn in.2 Ixx in.4 lyy in.4 Sx - in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc ' Qs Qa, 1 13.22.158.68 -1 9:000 60 180 . 38.7 38.7 9.78 3.00 995.19 18.01 82.93 6. 92.24 9.16 0.53 2486.3 -'1.10 0.99 1.00 1.0 0.73 2 1.17 531.86 _ 60.5 60.5 8.92 1.88 1376.45 7.82 85.48 3.13 100.36 4.90 0.2 1982.01 -1.12 0.92 1.00 LO 0.57 3 0.00 531:86 96. 96.0 - 5.46 -1.56 303.23 6.51 33.69 2.61 37.79 3.98 - 0.1 ='509.47 1.17 1.00 -1. 1.00. 0.75 4 5:00 531.86 96. 24.0 4.61 '1.25 ' 201.89 5.21 24.95 2.08 • 28.18 . 3.20 - 0.07 330.71 '1. 17 1.0 1.04 0.95 0.76 5 14.51 531.86 96. 24.0 4.61 1.25 201.89 5.21 24.95 2.0 28.18 3.20 0.07 330.72 •1.06 1.0 1.04 0.95 0.76 6 10.2 531.86 72.1 72.1 5.46 1.56 303.23 .6.51 33.69 2.61 37.79 ' 3.98 0.1 .509.47 I.IO 1.00 1.0 1.0 0.7 7 14.58 531.86 9. 9.2 9.05 1.88 .1457. 7.82 88.33 - 3.13 103.92 4.91 0.2 2082.07 1'.02 0.91 1.00 1.00 0.55 8 13:22 158.68 ' 38.7 38.7 , 9.78 3.00 995.19 18.01 82.93 6.0 92.24 9.16 0.53.2486.3 1.10 0.99 1.00 1.00 0.73 s b: nPf1petinn I.nnd Cnmhinatinns - Frnminv No. .. � Ori in Factor Def H Def V F Application Description I System' 1.000 0 180 1.0 L L , 2 System 1.000 60 180 0.42 W1> Wl> 3 System 1.000 60 180 0.42 <W 1` <W l 4 System -1 9:000 60 180 . 0.42 W2> . ' y W2> 5 System 1.000 60 180 0.42 <W2 <W2 ` 6 System 1.000 60 180 .0.42 WPL'. WPL 7 System 1.000 60 180 0.42 WPR YRR 8 System 1.000 60 0 1.0 E> + 1.0 EG- E> + EG - 9 System . . 1.000 " 60 0, 11.0 <E + 1.0 EG- <E + EG- , Controlling Frame Deflection Ratios for`Cross Section: 3 Descri tionRatio Deflection in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span l (H/l02) 1./633) 1.661 1.472 l 6 2 l 4 2 W2> t W 1> ` * Negative horizontal deflection is left i * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably'overstated. Frame Lateral Stiffness (K): 4.451 (Win) ' Fundamental Period (calculated) (T): 0.824 (sec.) fir.J. A. inOUNTY UT T BUILDING DIVISION APPS VES File: 15-022565-01 Version: 2015.2a Butler Manufacturing,'a division of BlueScope Buildings North America,.Inc - s- U BUTLEDate: 12/21/2015 „B ------ #1502256501 Calculations Package Time: O4:15 PM Page: 83 of 121 . Wa11; 4 Frame. at.>60/0/077777777 -Frame Cross Section: 4 .91 Dimension Key 1 1 5/8" 2 4'-6" 3 4'-0" 4 2'-0" 5 I' -I 5/8" 6 2 @ l'-0 3/8" 7 3'1/2" 8 37'-8" Ridge Ht. Frame Clearances Horiz. Clearance between members l(CX010) and 8(CXO10): 75'-8 1/4" Vert. Clearance at member t(CX010): 13'-2 3/16" Vert. Clearance at member 8(CX0l0): 13'-2 3/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) BUTTE COUNTY BUILDING DIVISION APPROVE® File: 15-022565-01 Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. -110 eBurcEa #1502256501 Calculations Package Frame Location Desien Load Combinations - Framine Date: 12/21/2015 Time: 04:15 PM Page: 84 of 121 Design Status Stress Check No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 I.0D+I.0CG+0.6W1> D+CG+WI> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG +WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG +WPR 9 System 1.000 0.6 MW MW -Wall: l 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 14 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<W1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU +WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45WI> D+CG+L+WI> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W l D + CG + L + <W1 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - Frame Member Sizes Mem. No. Flg Width in. Fig Thk in. Web Thk in. Depth in. Depth2 in. Length ft) Weight (p) Fig Fy (ksi Web Fy ksi Splice it.I Codes R.2 Shape 1 6.00 0.5000 0.1644 24.00 24.00 15.27 544.8 55.00 55.00 BP KN 3P 2 5.00 0.3750 0.1644 33.00 18.00 15.34 424.4 55.00 55.00 KN SS 3P 3 5.00 0.3125 0.1345 18.00 18.00 10.25 205.9 55.00 55.00 SS SP 3P 4 5.00 0.2500 0.1345 18.00 11.00 19.75 316.8 55.00 55.00 SP SP 3P 5 5.00 0.2500 0.1345 11.00 18.00 19.75 316.8 55.00 55.00 SP SP 3P 6 5.00 0.3125 0.1345 18.00 18.00 10.24 205.7 55.00 55.00 SP SS 3P 7 5.00 0.3750 0.1644 18.00 33.00 15.35 424.7 55.00 55.00 SS KN 3P 8 6.00 0.5000 0.1644 24.00 24.00 15.27 544.8 55.00 55.00 BP KN 3P Total Frame Weight = 2983.9 (p) (Includes all plates), Rnundary Cnnditinn Summary Member X -Loc Y -Loc Supp. X I Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 0/0/0 0/0/0 8 80/0/0 0/0/0 Yes I Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 File: 15-022565-01 Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sur�ER Date: 12/21/2015 autlu.Manuta tuAnQ #1502256501 Calculations Package Time: 04:15 PM Page: 85 of l21 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete RPartinnc - finfnvtnred f.nnd Tvrw nt Frame Vrncc Srctinn- d Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4-E 8 X 25 0.375 4-0.750 100'-0" Exterior Column 80/0/0 4-A 8 X 25 0.375 4-0.750 100'-0" D Load Type Desc. Hx Vy Hx V 0.0 D Frm 5.53 10.83 -5.53 10.83 0.0 CG Frm 2.16 4.00 -2.16 4.00 19.2 L> Frm 5.18 9.60 -5.18 9.60 11.7 <L Frm 5.18 9.60 -5.18 9.60 W2> W1> Frm -8.38 -5.65 -3.79 -6.08 12.2 <W1 Frm 3.79 -6.07 8.38 -5.65 3.5 W2> Frm -6.46 1.63 -5.72 1.20 28.7 <W2 Frm 5.72 1.20 6.46 1.63 0.0 WPL Frm -5.84 -13.90 2.34 -14.81 MW WPR' Frm -2.34 -14.81 5.84 -13.90 8.6 MW Frm - - - - 0.0 MW Frm 1.49 1.16 7.10 -1.16 19.2 MW Frm - - - - 0.0 MW Frm -7.10 -1.16 -1.49 1.16 <E CU Frm - - - - 0.0 L Frm 5.18 9.60 -5.18 9.60 E> Frm -2.28 -2.05 -2.28 2.05 EG+ Frm 0.83 1.54 -0.83 1.54 <E Frm 2.28 2.05 2.28 -2.05 EG- Frrti -0.83 -1.54 0.83 -1.54 R..m nr Fn -o .. Ath Ro9ofn... vhnr4 _ Ti--. Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 21.9 21.7 CG 0.0 0.0 8.0 8.0 L> 0.0 0.0 19.2 19.2 <L 0.0 0.0 19.2 19.2 WI> 12.2 12.2 11.7 11.7 <W1 12.2 12.2 11.7 11.7 W2> 12.2 12.2 2.8 2.8 <W2 . 12.2 12.2 2.8 2.8 ' WPL 3.5 3.5 28.7 28.7 WPR 3.5 3.5 28.7 28.7 MW 0.0 0.0 0.0 0.0 MW 8.6 8.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 ' MW 8.6 8.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 19.2 19.2 E> 4.6 4.6 0.0 0.0 EG+ .0.0 0.0 3.1 3.1 <E 4.6 4.6 0.0 0.0 EG- 0.0 0.0 3.1 3.1 Maximum Combined Reactions Summary with Factored Loads - Framing Klm- All rPar6- - I. -d nn 1 et -1- o ---I nn 1-;c :- •. ``4' BUILDING DIVISION f .. �� X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load VrtDown Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in -k) (in -k 0/0/0 4-E 4.26 12 14.14 22 2.39 18 24.43 1 80/0/0 4-A 14.14 21 4.26 10 2.39 1 17 24.43 File: 15-022565-01 Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Butter manufacturing #1502256501 Calculations Package Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gaee & oitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4*drod) Date: 12/21/2015 Time: 04:15 PM Page: 86 of 121 X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to k Case No. in. in. in.) I I Rods in. in. in. Type Flange Web 0/0/0 4-E l 0.375 8 25 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 80/0/0 4-A 8 0.375 8 25 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum BracingIWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial rame Shear Load k k Case k k Case k k Case k k k Case 0/0/0 14.20 22.81 22 1.91 -2.40 18 12.98 24.53 2 Comp Case 0 80/0/0 14.28 22.96 21 1.92 -2.38 17 12.98 24.51 1 48.45 0 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod ILoadl Conc. Load Plate Load Plate Load Flange Load Web Load 0.5000 Shear Case Tension Case V + T Case I Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.703 2 0.062 18 48.45 0 2.000 0 0.111 2 0.089 18 0.131 2 0.292 2 0.213 22 80/0/0 0.703 1 0.062 17 MUST 0 Alternate 0 0.111 l 0.088 17 0.131 1 0.291 1 0.214 21 Web Stiffener Summar Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth in. h/t a/h a (in.) Thick. in.) Width in.) Side Welding Description 1 *** MUST Use Alternate Web Thick: 0.5000 Desc. in. No. No. in -k) 1 2 S9 12.13 23.174 140.96 N/A N/A 0.3750 3.000 Both SP -BS -0.3125,W -BS -0.1250,F -OS -0.1875 2 1 S1 4.43 27.686 168.40 1.75 48.45 0.1875 2.000 Both F -OS -0. I 875,W -OS -0. 1875 7 l S1 12.55 30.179 183.57 1.75 52.81 0.1875 2.000 Both F -OS -0. I 875,W -OS -0. 1875 8 *** MUST Use Alternate Web Thick: 0.5000 Flush 2.00/2.00 4 1 SP 8 2 1 S9 1 12.13 23.174 1 140.96 1 N/A I N/A 1 0.3750 1 3.000 1 Both SP -BS -0.3125,W -BS -0.1250,F -OS -0.1875 Bolted End -Plate Connections Plate Fv = 55.00 ksi Moment Connections: Outside Flange Required StrengZth Design End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Conti uration Pitches Ist/2nd Configuration Pitches lst/2nd ID Desc. in. ID Desc. in. No. No. in -k) in. in. in. in. YieldingRupture in. 1 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 2 1 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 3 2 SP 0.500 6.00 19.00 0.750 A325N/PT 3.00 ll Flush 10.13 13 Flush 2.00/2.00 4 1 SP 0.500 6.00 18.98 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 4 2 SP 0.500 6.00 13.53 0.750 A325N/PT 3.00 11 Flush 7.94 11 Flush 7.94 5 1 SP 0.500 6.00 13.53 0.750 A325N/PT 3.00 11 Flush 7.81 11 Flush 7.81 5 2 SP 0.500 6.00 18.98 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 6 1 SP 0.500 6.00 19.00 0.750 A325N/PT 3.00 ll Flush 10.13 13 Flush 2.00/2.00 7 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 Moment Connections: Outside Flange Required StrengZth Design Strength Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k k) in -k) Proc. Tension Shear Bendin YieldingRupture TearingWeld Weld 1 2 22 -23.0 11.2 2488.8 AISC DG- 16/rhin plate 0.917 0.152 0.728 0.382 0.564 0.088 0.959 0.631 2 1 22 -23.0 11.2 2488.8 AISC DG-16/Thin plate 0.915 0.152 0.732 0.381 0.564 0.088 0.904 0.631 3 2 14 -2.8 2.0 567.8 AISC DG-16/Thin plate 0.969 0.041 0.962 0.000 0.00 0.039 0.799 0.516 4 1 14 -2.8 2.0 567.8 AISC DG-16/Thin plate 0.969 0.041 0.962 0.000 0.000 0.039 0.799 0.516 4 2 22 -12.4 3.2 206.4 AISC DG-16/Thin plate 0.392 0.065 0.367 0.000 0.000 0.049 0.959 0.516 5 l 22 -12.4 3.2 206.4 AISC DG-16/Thin plate 0.345 0.065 0.339 0.000 0.000 0.078 0.959 0.516 5 2 13 -2.8 2.1 569.3 AISC DG- I6/I'hin plate 0.970 0.042 0.967 0.000 0.000 0.040 0.713 0.516 6 1 13 -2.8 2.1 569.3 AISC DG-16/Thin plate . 0.970 0.042 0.967 0.000 0.000 0.040 0.713 0.516 7 2 21 -23.1 11.2 2503.0 AISC DG-16/Thin plate 0.921 0.152 0.736 0.384 0.567 0.089 0.909 0.631 8 . 2--j-21-1 - -23.J - .2 2503.01 AISC DG-16/rhin plate 1 0.922 0.152 0.732 0.384 0.568 0.089 0.959 0.631 UU I I t uu .1. 'BUILDING DIMON' A,%oPPROVED File: 15-022565-01 Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Butte, Ma-1--tuNrp #1502256501 Calculations Package Date: 12/21/2015 Time: 04:15 PM Page: 87 of 121 Inside Flange Required Strength Design Strength Ratios * Mem. it. Ld55.9 10/0/0 Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs GFB3021 k in -k Proc. Tension Shear BendingYieldingRupture 1.426 20 Pc Tearing, Weld Weld 1 2 12 4 1.1 491.8 AISC DG-16/rhin plate 0.221 0.014 0.229 0.00 0.000 0.008 0.959 0.631 2 1 12 GFB2050 1.1 491.8 AISC DG-16/rhin plate 0.221 0.014 0.230 0.000 0.000 0.008 0.959 0.631 3 2 5 5 0.1 793.8 AISC DG-16/Thin plate 0.514 0.001 0.922 0.000 0.000 0.001 0.941 0.516 4 l 5 GFB2081 0.1 793.8 AISC DG-16/rhin plate 0.514 0.001 0.922 0.00 0.000 0.001 0.941 0.516 4 2 17 7 1.3 244.0 AISC DG-16/rhin plate 0.743 0.027 0.730 0.000 0.000 0.033 0.959 0.516 5 l 17 5.9 1.3 244.0 AISC DG-16/rhin plate 0.856 0.027 0.790 0.000 0.000 0.021 0.959 0.516 5 2 6 -8.7 0.4 795.8 AISC DG-16/rhin plate 0.515 0.004 0.927 0.000 0.000 0.003 0.941 0.516 6 I 6 -8.7 0.4 795.8 AISC DG- 16/rhin plate 0.515 0.004 0.927 0.000 0.000 0.003 0.941 0.516 7 2 10 -0.4 1.1 491.8 AISC DG-16/rhin plate 0.221 0.014 0.230 0.000 0.000 0.008 0.959 0.631 8 2 10 -0.4 1.1 491.8 AISC DG-16/rhin plate 0.221 0.014 0.229 0.000 0.000 0.008 0.959 0.631 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Flange Brace Summary Member: From Member Joint l From Side Point I Part Axial Load per FB k) Load Case Design Note 1 10/0/0 10/0/0 (2)GFB2074 1.156 22 Shear 2 0/9/4 44/2/0 (2)GFB4027 0.828 22 z 2 5/9/10 39/1/10 GFB3021 1.890 22 LD 2 13/9/10 31/1/10 GFB2081 1.426 20 Pc 3 7/3/0 23/1/10 GFB2081 0.916 4 z 4 5/0/0 15/1/10 GFB2063 0.601 14 k 4 13/0/0 7/1/10 GFB2050 0.376 16 a 4 19/0/0 1/l/10 GFB2050 0.466 22 ® ® 5 0/9/0 I/I/10 GFB2050 0.457 21 225.2 5 10/9/0 I1/l/10 GFB2063 0.477 13 `./ 5 18/9/0 19/1/10 GFB2081 0.697 13 Uj z 6 3/0/0 23/1/10 GFB2081 0.922 3 m-- 6 9/0/0 29/1/10 GFB2081 1.270 3 t 7 4/9/2 35/1/10 GFB2097 1.664 21 138.8 7 10/9/2 41/1/10 GFB4007 1.547 21 co 7 13/9/8 44/2/0 (2)GFB4027 0.833 21 12.1 8 10/0/0 10/0/0 2 GFB2074 1.163 21 1a Frame Design Member Summary - Controlline Load Case and Maximum Combined Stresses ner Member (Locations are from Joint 1 ) n Parameters Used for Axial and Flexural Design Mem. No. Controlling Cases Re uired Strength I Available Strength Strength Ratios Ag in.2 Afn in.2 lxx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem: Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure 0.73 k k in -k in -k k k in -k in -k Flexure 85.48 1 13.22 24.0 22 .1-982:01 -22.3 -2365.7 0.0 225.2 3 2717.1 302.1 0.92 96.0 1 2.75 24.0 6.51 22 2.61 -15.0 3.98 0.12 509.47 15.9 1.00 1.00 1.00 0.94 2 1.17 32.21 22 24.0 -22.8 1.25 -2389.5 0.0 138.8 2.08 2539.0 161.7 1.02 330.71 2 3.21 30.11 0.95 2 514.51 12.1 531.86 96. 24.0 12.2 1.25 201.89 5.21 0.99 3 0.00 18.0 4 330.72 -9.9 1.00 -974.3 0.0 85.1 6 1002.8 131.5 1.03 72.1 3 0.00 18.00 6.51 2 2.61 7.8 3.98 0.1 509.47 11.4 1.00 I.0 1.00 0.69 4 5.00 16.18 21 -12.7 728.0 0.0 68.4 786.0 95.2 1.02 4 19.26 11.0 21 -8.7 19.1 0.45 5 14.51 16.18 22 -12.6 728.3 0.0 68.4 786.0 95.2 1.02 5 0.25 11.00 22 8.7 19.1 0.46 6 10.24 18.0 3 -9.9 -981.2 0.0 98.3 1052.8 131.5 0.98 6 10.24 18.0 l -7.8 11.4 0.69 7 14.58 33.0 21 -23.1 -2503.0 0.0 151.9 2652.2 161.9 1.02 7 11.77 30.11 1 -12.1 12.2 0.99 8 13.22 24.0 21 -22.4 -2379.4 0.0 225.2 2717.1 302.1 0.93 8 2.75 24.00 21 15.1 15.9 0.95 Parameters Used for Axial and Flexural Design Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 lxx in.4 Iyy in.4 Sx in.3 Sy in.3 ZX in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 13.22 158.68 38.7 38.7 9.78 3.00 995.19 18.01 82.93 6.00 92.24 9.16 0.53 2486.30 1.10 0.99 1.00 1.00 0.73 2 1.17 531.86 60.5 60.5 8.92 1.88 1376.45 7.82 85.48 3.13 100.36 4.90, - -0:2 .1-982:01 -1:43--0.92- 1.00 1.00 0.57 3 0.00 531.86 96.0 96.0 5.46 1.56 303.23 6.51 33.69 2.61 37.79 3.98 0.12 509.47 1.17 1.00 1.00 1.00 0.75 4 5.00 531.86 96.0 24.0 4.61 1.25 201.89 5.21 24.95 2.08 28.18 3.20 0.07 330.71 1.17 1.00 1.04 0.95 0.76 514.51 531.86 96. 24.0 4.61 1.25 201.89 5.21 24.95 2.08 28.18 3.20 0.07 330.72 1.06 1.00 1.04 0.95 0.76 6 10.24 531.86 72.1 72.1 5.46 1.56 303.23 6.51 33.69 2.61 37.79 3.98 0.1 509.47 1.10 1.00 I.0 1.00 0.74 File: 15-022565-01 Version: 20 t5.2a Butler Manufacturing, a division of .BlueScope Buildings North America, Inc. Date: 12/21,/2015 SUTLER. Butler ManulnctuNinq #1502256501, Calculations Package Time: 04:15 PM. Page: 88 of 121 1 8 1 13.22153 .86 158.681 38. 38.71 9.7081 3.00 1995:19 l8.011 82.931 6.Oq 192.241 `9.961 0.53 2486.3071 0 I.IOI 0.991 I.00 0.91 I I.00I 0.731 ilaAarHnn i.nud (`nmhinafinne . Framino Controlling Frame Deflection Ratios for Cross Section: 4 No. Origin Factor Def H Def V Application Description I System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 WI> W1> 3 System 1.000 60- 180 ' 0.42-<W 1 <W 1 4 System. 1.000 60 .180 0.42 W2> W2> 5 System " 1.000 60 180 0.42 <W2 . <W2 6 System • 1.000 60 180 0:42 WPL WPL 7 " System 1.000 60 180 0.42 WW PR PR 8 System 7.000 60- 0 1.0 E> + 1.0 EG- E> + EG - 9 System Description Ratio Deflection in.) ., Member Joint Load Case Load'Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 ( H/102) 1.661. 1 ( U633) 1.473 6 2 1 4 ' 2 W2> W 1> 1.000 " 60 0 1.0 <E + 1.0 EG- <E-+ EG- Controlling Frame Deflection Ratios for Cross Section: 4 No. Origin Factor Def H Def V Application Description I System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 WI> W1> 3 System 1.000 60- 180 ' 0.42-<W 1 <W 1 4 System. 1.000 60 .180 0.42 W2> W2> 5 System " 1.000 60 180 0.42 <W2 . <W2 6 System • 1.000 60 180 0:42 WPL WPL 7 " System 1.000 60 180 0.42 WW PR PR 8 System 7.000 60- 0 1.0 E> + 1.0 EG- E> + EG - 9 System Description Ratio Deflection in.) ., Member Joint Load Case Load'Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 ( H/102) 1.661. 1 ( U633) 1.473 6 2 1 4 ' 2 W2> W 1> I Date: 12/21/2015 BUTLER --Q #1502256501 Calculations Package Time: 04:15 PM .._....._....,._._.._. Page: 89 of 12l Wal1:.4„Frame at•M80/0/OX...; � �� _ x Frame Cross Section: 5 0 Dimension Key l 1 5/8” 2 4'-6" 3 4'-0" 4 2'-0" 5 1'-1 5/8" 6 2 @ l'-0 3/8" 7 3 1/2" 8 37'-8" Ridge Ht. Frame Clearances Horiz. Clearance between members I (CX011) and 8(CX01 1): 75'-8 1/4" Vert. Clearance at member 1(CX0l 1): 13'-2 3/16" Vert. Clearance at member 8(CX011): 13'-2 3/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) BUTTE COUNTY i BUILDING DIVISION APPROVED File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inca 4 BurcER. Date: 12/21/2015 Butler Manufacturing 41502256501 Calculations Package Time: 04:15 PM •.�....�.....,.�e�...^ Page: 90 of 121 1 80/0/0 1 20/0/0 112 Clear Soan 190.0000 1 1 - I Stress Check I npgion i.nad Cnmhinatinnc - Framino No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0D+I.0CG+0.6W1> D+CG+WI> 4 System 1.000 1.0D+I.0CIS +0.6<WI D+CG+<WI 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG +WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR. 9 System 1.000 0.6 MW MW -Wall: 1 10 System L000 0.6 MW MW - Wall: 2 1 I System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000.0.6D+0.6CU+0.6W1> 0.2500 D+CU+W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <WI D+CU+<WI 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU +WPR 19 System 1.000 1.0 D.+I.0CG+0.75L+0.45WI> D+CG+L+W1> '20 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<W1 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 34 . OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E+ 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 36 OMT Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- V_. M. -t- Q. - Mem. No.(in.)(in.) Fig Width Fig Thk Web Thk in. Depth in. Depth2 in. Length ft Weight (p) Fig Fy (ksi Web Fy ksi Splice Jt.I Codes Jt.2 Shape 1 6.00 0.5000 0.1644 24.00 24.00 15.27 544.8 .55.00 55.00 BP KN 3P 2 5.00 0.3750 0.1644 33.00 18.00 15.34 424.4 55.00 55.00 KN . SS 3P 3 5.00 0.3125 0.1345 18.00 18.00 10.25 205.9 55.00 55.00 SS SP 3P 4 5.00 0.2500 0.1345 18.00 11.00 19.75 316.8 55.00 55.00 SP SP 3P 5 5.00 0.2500 0.1345 11.00 18.00 19.75 316.8 55.00 55.00 SP SP 3P 6 5.00 0.3125 0.1345 18.00 18.00 10.24 205.7 55.00 55.00 SP SS 3P . 7 5.00 0.3750 0.1644 .18.00 33.00 15.35 424.7 55.00 55.00 SS KN 3P 8 6.00 0.5000 0.1644 24.00 24.00 15.27 544.8 55.00 55.00 BP KN 3P Total Frame Weight = 2983.9 (p) (includes all plates) Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. I 0/0/0 0/0/0 8 80/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 ' 0/0/0 0/0/0 0/0/0 0.0000 0.0000 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �B[/TLER Date: 12/21/2015 ------------ SudorManuraeturing #1502256501 Calculations Package Time:04:15 PM w ..� _....... Page: 91 of 121 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 5 Type Exterior Column X -Loc 0/0/0 Gridl -Grid2 5-E Base Plate W x L (in.) 8 X 25 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-0" Exterior Column 80/0/0 5-A 8 X 25 0.375 4-0.750 l00'-0" Vertical Load Reaction k k D Load Type Desc. Hx Vy Hz V 0.0 0.0 D Frm 5.53 10.83 -5.53 10.83 19.2 19.2 CG Frm 2.16 4.00 -2.16 4.00 WI> 12.2 - L> Frm 5.18 9.60 -5.18 9.60 12.2' 11.7 <L Frm 5.18 9.60 -5.18 9.60 2.8 <W2 W I> Frm -8.38 -5.65 -3.79 -6.08 3.5 3.5 <W I Frm 3.79 -6.07 8.38 -5.65 28.7 28.7 W2> Frm -66.46 1.63 -5.72 1.20 MW 8.6 <W2 Frm 5.72 1.20 6.46 1.63 0.0 0.0 WPL Frm -5.84 -13.90 2.34 -14.81 0.0 CU WPR Frm -2.34 -14.81 5.84 -13.90 0.0 0.0 MW Frm - E> - - 0.0 0.0 MW Frm 1.49 1.16 7.10 -1.16 <E 4.6 MW Frm - - - - 0.0 3.1 MW Frm -7.10 -1.16 -1.49 1.16 CU Frm L . Frm 5.18 9.60 -5.18 9.60 E> Frm -2.28 -2.05 -2.28 2.05 EG+ Frm 0.83 1.54 -0.83 1.54 <E Frm 2.28 2.05 2.28 -2.05 EG- Frm -0.83 -1.54 0.83 -1.54 Q- of Timone ..,Ath 10-fCn..c vhu,4 _ F -:nn Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 21.9 21.7 CG 0.0 0.0 8.0 8.0 L> 0.0 0.0 19.2 19.2 <L 0.0 0.01 19.2 19.2 WI> 12.2 12.2 11.7 11.7 <W1 12.2 12.2' 11.7 11.7 W2> 12.2 12.2 2:8 2.8 <W2 12.2 12.2 2.8 2.8 WPL 3.5 3.5 28.7 28.7 WPR 3.5 3.5 28.7 28.7 MW 0.0 0.0 0.0 0.0 MW 8.6 8.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 8.6 8.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 19.2 19.2 E> 4.6 4.6 0.0 0.0 EG+ 0.0 0.0 3.1 3.1 <E 4.6 4.6 0.0 0.0 EG- 0.0 0.0 3.1 3.1 Maximum Combined Reactions Summary with Factored Loads - Framing Notes All reactinm are haled nn lo order Rtntmnml analvsiR i1 UT 1p�Ep�COUNOi g� BUILDING DIVISION APPRO'NED X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case ,(Mzz) Case k k k k k k) (in -k) (in -k 0/0/0 5-E 4.26 12 14.14 22 2.39 18 24.43 1 80/0/0 5-A 14.14 21 4.26 10 2.39 17 24.43 1 File: 15-022565-01 Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BurcE Butler Manufacturing #1502256501 Calculations Package Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gaee & Ditch standards are based on ACI -318 ADoendix D criteria for "cast -in-place" anchor rods (Min space = 4*drod) Date: 12/21/2015 Time: 04:15 PM Page: 92 of 121 X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to I Welds to Load Flange No. in. in.) I in.) Case k Rods in. in. in. Type Flange Web 0/0/0 5-E 10.375 -2.40 8 25 No 1 4 0.750 1 5.0 5.0 Std OS -0.1875 OS -0.1875 80/0/0 5-A 1 8 0.375 8 25 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load Flange k k Case k k Case k k Case k k k Case 0/0/0 14.20 22.81 22 1.91 -2.40 18 12.98 24.53 2 Case We Case 0 80/0/0 14.28 22.96 21 1.92 -2.38 17 12.98 24.51 l 0.111 2 0.089 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load 0.5000 Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Com Case Weld Case We Case 0/0/0 0.703 2 0.062 18 48.45 0 2.000 0 0.111 2 0.089 18 0.131 2 0.292 2 0.213 22 80/0/0 0.703 1 0.062 17 MUST 0 Alternate 0 0.111 1 0.088 1 17 0.131 1 0.291 1 0.214 21 Web Stiffener Summar Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth in.) h/t a/h a (in.) Thick. in. Width in.) Side Welding Description I *** MUST Use Alternate Web Thick.= 0.5000 Desc. in. ID Desc. in. 1 2 S9 12.13 23.174 140.96 N/A N/A 0.3750 3.000 Both SP-BS-0.3I25,W-BS-0.1250,F-OS-0.1875 2 1 Sl 4.43 27.686 168.40 1.75 48.45 0.1875 2.000 Both F -OS -0.1875,W -OS -0.1875 7 1 Sl 12.55 30.179 183.57 1.75 52.81 0.1875 2.000 Both F -OS -0. I 875,W -OS -0. 1875 8 *** MUST Use Alternate Web Thick: 0.5000 A325N/PT 3.00 11 Flush 8 2 S9 12.13 23.174 140.96 N/A N/A 0.3750 3.000 Both SP -BS -0.3125,W -BS -0.1250,F -OS -0.1875 Bolted End -Plate Connections (Plate Fv = 55.00 ksi) Moment Connections: Outside Flange Required Stren th Design End -Plate Dimensions Bolt Outside Flange Inside Flan e Thick. Width Length Diam. Spec/Joint GagesIn/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd Mem. R. Type ID I Desc. in. ID Desc. in. No. No. Shear in. in. in. in. Weld in. 1 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 2 1 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 3 2 SP 0.500 6.00 19.00 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 4 1 SP 0.500 6.00 18.98 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 4 2 SP 0.500 6.00 13.53 0.750 A325N/PT 3.00 11 Flush 7.94 11 Flush 7.94 5 1 SP 0.500 6.00 13.53 0.750 A325N/PT 3.00 11 Flush 7.81 ll Flush 7.81 5 2 SP 0.500 6.00 18.98 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 6 1 SP 0.500 6.00 19.00 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 7 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 Moment Connections: Outside Flange Required Stren th Design Strength Ratios * Mem. 1t. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k) k) in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 22 -23.0 11.2 2488.8 AISC DG-16/Thin plate 0.917 0.152 0.728 0.382 0.564 0.088 0.959 0.631 2 1 22 -23.0 11.2 2488.8 AISC DG-16/rhin plate 0.915 0.152 0.732 0.381 0.564 0.088 0.904 0.631 3 2 14 -2.8 2.0 567.8 AISC DG-16/Thin plate 0.969 0.041 0.962 0.000 0.000 0.039 0.799 0.516 4 1 14 -2.8 2.0 567.8 AISC DG-16/rhin plate 0.969 0.041 0.962 0.000 0.000 0.039 0.799 0.516 4 2 22 -12.4 3.2 206.4 AISC DG-16/Thin plate 0.392 0.065 0.367 0.000 0.000 0.049 0.959 0.516 5 1 22 -12.4 3.2 206.4 AISC DG-16/rhin plate 0.345 0.065 0.339 0.000 0.000 0.078 0.959 0.516 5 2 13 -2.8 2.1 569.3 AISC DG-16/Thin plate 0.970 0.042 0.967 0.000 0.000 0.040 0.713 0.516 6 1 13 -2.8 2.1 569.3 AISC DG- 16/rhin plate 0.970 0.042 0.967 0.000 0.000 0.040 0.713 0.516 7 2 21 -23.1 11.2 2503.0 AISC DG-16/Thin plate 0.921 0.152 0.736 0.384 0.567 0.089 0.909 0.631 8 2 21 -23.1 I .2. 2503.0 AISC DG-16/rhin plate 0.922 0.152 0.732 0.384 0.568 0.089 0.959 0.631 BUTTE GUUN d Y BUILDING DIVISION APPROVED File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. au -TL ER. sutler Maaufacta„� #1502256501 Calculations Package Date: 12/21/2015 Time: 04:15 PM Page: 93 of 121 Inside Flan a Required Strength I Design I Strength Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear Bendin Yieldin Rupture Tearing Weld Weld 1 2 12 -0.4 1.1 491.8 AISC DG-16/Thin plate 0.221 0.014 0.229 0.000 0.000 0.008 0.959 0.631 2 l 12 -0.4 1.1 491.8 AISC DG-16/Thin plate 0.221 0.014 0.230 0.000 0.000 0.008 0.959 0.631 3 2 5 -8.8 0.1 793.8 AISC DG-16/Thin plate 0.514 0.001 0.922 0.000 0.000 0.001 0.941 0.516 4 1 5 -8.8 0.1 793.8 AISC DG-16/Thin plate 0.514 0.001 0.922 0.000 0.000 0.001 0.941 0.516 4 2 17 5.9 1.3 244.0 AISC DG-16/Thin plate 0.743 0.027 0.730 0.000 0.000 0.033 0.959 0.516 5 l 17 5.9 1.3 244.0 AISC DG-16/Thin plate 0.856 0.027 0.790 0.000 0.000 0.021 0.959 0.516 5 2 6 -8.7 0.4 795.8 AISC DG-16/Thin plate 0.515 ' 0.004 0.927 0.00 0.000 0.003 0.941 0.516 6 1 6 -8.7 0. 795.8 AISC DG-16/Thin plate 0.515 0.004 0.927 0.000 0.00 0.003 0.941 0.516 7 2 10 -0.4 1.1 491.8 AISC DG-16/Thin plate 0.221 0.014 0.23 0.000 0.000 0.008 0.959 0.631 8 2 10 -0. 1.1 491.8 AISC DG-16/Thin plate 0.221 0.014 0.229 0.000 0.000 0.008 0.959 0.631 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Flange Brace Summary Member From Member Joint I From Side Point I Part Axial Load per FB k) Load Case Design Note l 10/0/0 10/0/0 (2)GFB2074 1.156 22 Mom- y 2 0/9/4 44/2/0 (2)GFB4027 0.828 22 Mem. 2 5/9/10 39/1/10 GFB3021 1.890 22 Mrx 2 13/9/10 31/1/10 GFB2081 1.426 .20 Shear 3 7/3/0 23/1/10 GFB2081 0.916 4 Z. 4 4 5/0/0 13/0/0 15/1/10 7/1/10 GFB2063 GFB2050 0.601 0.376 14 16 Flexure 4 19/0/0 l/l/10 GFB2050 0.466 22 -22.3 5 0/9/0 I/l/10 GFB2050 0.457 21 302.1 5 10/9/0 ll/l/10 GFB2063 0.477 13 C 5 18/9/0 19/1/10 GFB2081 0.697 13 1.00 6 3/0/0 23/1/10 GFB2081 0.922 3 r 6 9/0/0 29/1/10 GFB2081 1.270 3 07 2539.0 4/9/2 35/1/10 GFB2097 1.664 21 30.11 7 10/9/2 41/1/10 GFB4007 1.547 21 Z 7 13/9/8 44/2/0 (2)GFB4027 0.833 21 0.00 8 10/0/0 10/0/0 2)GFB2074 1.163 21 0.0 Frame Design Member Summar - Controtli Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 03 M^^ `J z Parama}ars Used for AYtal and Me -gal n --!-- Mem. No. Controlling Cases Require Strength Available Strength Strength Ratios ^Ag in.2 YAfn in.2 Ixx in.4 Axial I Sx in.3 Axial Shear Mom -x Mom- y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure 0.73 k k in -k in -k k k in -k in -k Flexure 85.48 l 13.22 24.0 22 1982.01 -22.3 0.92 -2365.7 0.0 225.2 3 2717.1 302.1 0.92 96.0 l 2.75 24.0 6.51 22 2.61 -15.0 3.98 A.12 509.47 15.9 1.00 1.00 1.00 0.94 2 1.17 32.21 22 24.0 -22.8 1.25 -2389.5 0.0 138.8 2.08 2539.0 161.7 1.02 330.71 2 3.21 30.11 0.95 2 514.51 12.1 531.86 96. 24.0 12.2 1.25 201.89 5.21 0.99 3 0.00 18.0 4 330.72 -9.9 1.00 -974.3 0.0 85.1 6 1002.8 131.5 1.03 72.1 3 0.00 18.00 6.51 2 2.61 7.8 3.98 O.l 509.47 11.4 1.00 1.00 1.0 0.69 4 5.00 16.18 21 -12.7 728.0 0.0 68.4 786.0 95.2 1.02 4 19.26 11.0 21 -8.7 19.1 0.45 5 14.51 16.18 22 -12.6 728.3 0.0 68.4 786.0 95.2 1.02 5 0.25 11.00 22 8.7 19.1 0.46 6 10.24 18.0 3 -9.9 -981.2 0.0 98.3 1052.8 131.5 0.98 6 10.24 18.0 1 -7.8 11.4 0.69 7 14.58 33.0 21 -23.1 -2503.0 0.0 151.9 2652.2 161.9 1.02 7 11.77 30.11 1 -12.1 12.2 0.99 8 13.22 24.0 21 -22.4 -2379.4 0.0 225.2 2717.1 302.1 0.93 8 2.75 24.0 21 15.1 15.9 0.95 Parama}ars Used for AYtal and Me -gal n --!-- Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. ^Ag in.2 YAfn in.2 Ixx in.4 lyy in.4 I Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 13.22 158.68 38.7 38.7 9.78 3.00 995.19 18.01 82.93 6.00 92.24 9.16 0.53 2486.30 1.10 0.99 1.00 1.00 0.73 2 1.17 531.86 60.5 60.5 8.92 1.88 1376.45 7.82 85.48 3.13 100.36 4.90 .• 0:22 1982.01 -1.12 0.92 1.00 1.00 0.57 3 0.00 531.86 96.0 96.0 5.46 1.56 303.23 6.51 33.69 2.61 37.79 3.98 A.12 509.47 1.17 1.00 1.00 1.00 0.75 4 5.00 531.86 96.0 24.0 4.61 1.25 201.89 5.21 24.95 2.08 28.18 3.20 0.07 330.71 1.17 1.00 1.04 0.95 0.76 514.51 531.86 96. 24.0 4.61 1.25 201.89 5.21 24.95 2.08 28.18 3.20 0.07 330.72 1.06 1.00 1.04 0.95 0.76 6 10.24 531.86 72.1 72.1 5.46 1.56 303.23 6.51 33.69 2.61 37.79 3.98 O.l 509.47 1.10 1.00 1.00 1.0 0.74 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. sur�Ef2 T Date: 12/21/2015 41502256501 Calculations Package Time: 04:15 PM ._ . ....... Page: 94 of 121 1 8 1 43.221 158.681 38.71' 38.7.86 1 9.781 3.001 f457.441 7.82 1 1 88.B iol� 10i.921 4.9 11 0.2212082.071 IMI 0.91 1.01 1.001 0.55 8 13.22 15 .681 - 9-� 3.001 05.191 18.011 82.931 6.Oq 192.241 9:961 0.531 2486.30 I./OI 0.991 1:0� 1.001 0.731 No. Ori in Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L '" ' W2> W 1> 2 System '.• 1.000 60 180 0.42 WI> Wl> . 3 System 1.000 60 180 0.42 <W 1 <W 1 4 System 1.000 60 180 0.42 W2> W2> '- 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 60 ' 0 1.0 E> + 1.0 EG-. E> + EG - 9 1 System 1 1.000 1 60 1 0 11.6 <E + 1.0 EG- I<E + EG- Controlline Frame Deflection Ratios for Cross Section: 5 Description Ratio Deflection in.) Member Joint Load Case Load Case Descri tion Max. Horizontal Deflection ` . Max. Vertical Deflection for S an I (H/102") ( U633) 1.661 .. l 2 1.473. 6 1 4 2 '" ' W2> W 1> * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on'a bare frame basis'and do not. include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated Frame Lateral Stiffness (K): 4.450 (k/in) Fundamental Period (calculated) (T): 0.825 (sec.) ,C ;a' - YaZ � � $ , n •;.per`- .- `s+ �;,z ... rF : 'r�k , '-3� - aur�ER Date: 12/21/2015 Butler-----cturlip #1502256501 Calculations Package Time: 04:15 PM ._.. �,....._�. _ Page: 95 of 121 Frame Cross Section: 6 M Q A Dimension Key 1 l 5/8" 2 4'-6" 3 4'-0" 4 2'-0" 5 I'-1 5/8" 6 2 @ l'-0 3/8" 7 3 1/2" 8 37'-8" Ridge Ht. Frame Clearances Horiz. Clearance between members I(CX004) and 8(CX004): 75'-8 1/4" Vert. Clearance at member I(CX004): 13'-2 3/16" Vert. Clearance at member 8(CX004): 13'-2 3/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) I File: 15-022565-01 Version: 20 t5.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. eurt_ER „------.- #1502256501 Calculations Package Design Load Combinations - Framine Date: 12/21/2015 Time• 04:15 PM Page: 96 of 121 Frame Member Sizes Mem. No. Origin Factor Application Description I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L rNo. 3 System 1.000 I.0D+1.0CG+0.6W1> D+CG+WI> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W I 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG +WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 14 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<W1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU +WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 19 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WI > D+CG+L+WI> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W 1 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - Frame Member Sizes Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depth in. Depth2 in. Length ft) Weight (p) Fig Fy (ksi Web Fy ksi Splice Jt.I Codes R.2 Shape 1 6.00 0.5000 0.1644 24.00 24.00 15.27 544.8 55.00 55.00 BP KN 3P 2 5.00 0.3750 0.1644 33.00 18.00 15.34 424.4 55.00 55.00 KN SS 3P 3 5.00 0.3125 0.1345 18.00 18.00 10.25 205.9 55.00 55.00 SS SP 3P 4 5.00 0.2500 0.1345 18.00 11.00 19.75 316.8 55.00 55.00 SP SP 3P 5 5.00 0.2500 0.1345 11.00 18.00 19.75 316.8 55.00 55.00 SP SP 3P 6 5.00 0.3125 0.1345 18.00 18.00 10.24 205.7 55.00 55.00 SP SS 3P 7 5.00 0.3750 0.1644 18.00 33.00 15.35 424.7 55.00 55.00 SS KN 3P 8 6.00 0.5000 0.1644 24.00 24.00 15.27 544.8 55.00 55.00 BP KN 3P Total Frame Weight = 2983.9 (p) (Includes all plates) Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement Zz rad. I 0/0/0 0/0/0 8 80/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 13UTTE CO SIGN L® BUIING File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. a .o �eur�ER Date: 12/21/2015 Butter Manuftturfii?« #1502256501 Calculations Package Time: 04:15 PM Page: 97 of 121 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete oea..t:- _ IT..f-t-A IF .,oa •r....o ..t v. . r-- co t:n.,. r Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 6-E 8 X 25 0.375 4-0.750 100'-0" Exterior Column 80/0/0 6-A 8 X 25 0.375 4-0.750 100'-0" D 0.0 Load Type Desc. Hx V Hx V 0.0 8.0 D Frm 5.53 10.83 -5.53 10.83 - <L CG Frm 2.16 4.00 -2.16 4.00 12.2 12.2 L> Frm 5.18 9.60 -5.18 9.60 11.7 11.7 <L Frm 5.18 9.60 -5.18 9.60 <W2 12.2 W1> Frm -8.38 -5.65 -3.79 -6.08 3.5 28:7 <WI Frm 3.79 -6.07 8.38 -5:65 28.7 MW W2> Frm -6.46 1.63 -5.72 1.20 8.6 8.6 <W2 Frm 5.72 1.20 6.46 1.63 0.0 0.0 WPL Frm -5.84 -13.90 2.34 -14.81 • CU 0.0 WPR. Frm -2.34 -14.81 5.84 -13.90 0.0 19.2 MW Frm - 4.6 4.6 0.0 0.0 EG+ MW Frm 1.49 1.16 7.10 -1.16 4.6 4.6 MW Frm - EG- - 0.0 3.1 3.1 MW Frm -7.10 -1.16 -1.49 1.16 CU Frm - - - L Frm 5.18 9.60 -5.18 9.60 w E> Frm -2.28 -2.05 -2.28 2.05 EG+ Frm 0.83 1.54 -0.83 1.54 <E Frm 2.28 2.05 2.28 -2.05 EG- Frm -0.83 -1.54 0.83 -1.54 Q.- of Ti-- -ith Vh-v - F-ino Load Type Horizontal Load Reaction k) k • Vertical Load Reaction k k D 0.0 0.0 21.9 21.7 CG 0.0 0.0 8.0 8.0 L> 0.0 0.0 19.2 19.2 <L 0.0 0.0 19.2 19.2 WI> 12.2 12.2 11.7 11.7 <W1 12.2 12.2 11.7 11.7 W2> 12.2 12.2 2.8 2.8 <W2 12.2 12.2 2.8 2.8 WPL 3.5 3.5 28:7 28.7 WPR 3.5 3.5 ' 28.7 28.7 MW 0.0 0.0 0.0 0.0 MW 8.6 8.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 8.6 8.6 0.0 0.0 • CU 0.0 0.0 0.0 0.0 L 0.0 0.0 19.2 19.2 E> 4.6 4.6 0.0 0.0 EG+ 0.0 0.0 3.1 3.1 - <E 4.6 4.6 0.0 0.0 EG- 0.0 0.0 3.1 3.1 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on I st order structural analysis. I X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k kOn-k) in -k 0/0/0 6-E 4.26 12 14.14 22 2.39 18 24.43 1 80/0/0 6-A 1 14.14 21 4.26 10 2.39 17 24.43 1 File: 15-022565-01 `. Version: 2015.2a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. sur�ER Butter maooroeturfip - #1502256501 Calculations Package Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4*drod) Date: 12/21/2015 Time: 04:15 PM Page: 98 of 121 X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. k Rods in. in. in. Type Flange Web 0/0/0 6-E 1 0.375 8 25 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 80/0/0 6-A 8 0.375 8 25 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum BracingfWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load 0.5000 k k Case k k) Case k k Case k k k Case 0/0/0 14.20 22.81 22 1.91 -2.40 18 12.98 24.53 2 48.45 0 2.000 0 80/0/0 14.28 22.96 21 1.92 -2.38 17 12.98 24.51 1 80/0/0 0.703 l 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load 0.5000 Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.703 2 0.062 18 48.45 0 2.000 0 0.111 2 0.089 18 0.131 2 0.292 2 0.213 22 80/0/0 0.703 l 0.062 17 MUST 0 Alternate 0 0.111 1 0.088 17 0.131 1 0.291 1 0.214 21 Web Stiffener Summar Mem. No. Stiff. No. Desc. Loc. ft) Web Depth (in.) h/t a/h a in.) Thick. (in.) Width (in.) Side Welding Description I *** MUST Use Alternate Web Thick.= 0.5000 No. No. k in.) 1 2 S9 12.13 23.174 140.96 N/A N/A 0.3750 3.000 Both SP -BS -0.3125,W -BS -0. I 250,F -OS -0. 1875 2 1 S1 4.43 27.686 168.40 1.75 48.45 0.1875 2.000 Both F -OS -0. 1875,W -OS -0. 1875 7 1 S1 12.55 30.179 183.57 1.75 52.81 0.1875 2.000 Both F -OS -0. 1875,W -OS -0. 1875 8 *** MUST Use Alternate Web Thick: 0.5000 6.00 18.98 0.750 A325N/PT 3.00 8 2 S9 12.13 23.174 140.96 N/A N/A 0.3750 3.000 Both SP -BS -0.3125,W -BS -0. I 250,F -OS -0. 1875 Bolted End -Plate Connections (Plate IFY = 55.00 ksi) Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions Bolt Outside Flange Inside Flan e Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration Pitches lsd2nd Mem. 1t. Type ID I Desc. in. ID Desc. in.) No. No. k in.) in. in. in. Shear in. 1 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 2 1 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 3 2 SP 0.500 6.00 19.00 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 4 1 SP 0.500 6.00 18.98 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 4 2 SP 0.500 6.00 13.53 0.750 A325N/PT 3.00 11 Flush 7.94 11 Flush 7.94 5 1 SP 0.500 6.00 13.53 0.750 A325N/PT 3.00 11 Flush 7.81 ll Flush 7.81 5 2 SP 0.500 6.00 18.98 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 6 1 SP 0.500 6.00 19.00 0.750 A325N/PT 3.00 It Flush 10.13 13 Flush 2.00/2.00 7 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 Moment Connections: Outside Flange Required Strength Design Strength Ratios * Mem. 1t. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) k in -k) Proc. Tension Shear BendingYieldin Rupture TearingWeld Weld 1 2 22 -23.0 11.2 2488.8 AISC DG-16/Thin plate 0.917 0.152 0.728 0.382 0.564 0.088 0.959 0.631 2 1 22 -23.0 11.2 2488.8 AISC DG-16/Thin plate 0.915 0.152 0.732 0.381 0.56 0.088 0.9 0.631 3 2 14 -2.8 2.0 567.8 AISC DG-16/Thin plate 0.969 0.041 0.962 0.000 0.000 0.039 0.799 0.516 4 l 14 -2.8 2.0 567.8 AISC DG-16/Thin plate 0.969 0.041 0.962 0.000 0.000 0.039 0.799 0.516 4 2 22 -12.4 3.2 206.4 AISC DG-16/Thin plate 0.392 0.065 0.367 0.00 0.000 0.049 0.959 0.516 5 1 22 -12.4 3.2 206.4 AISC DG-16/Thin plate 0.345 0.065 0.339 0.000 0.000 0.078 0.959 0.516 5 2 13 -2.8 2.1 569.3 AISC DG-16/Thin plate 0.970 0.042 0.967 0.000 0.000 0.040 0.713 0.516 6 1 13 -2.8 2.1 569.3 AISC DG-16/7hin plate 0.970 0.042 0.967 0.000 0.000 0.040 0.713 0.516 7 2 21 -23.1 11.2 2503.0 AISC DG-16/Thin plate 0.921 0.152 0.736 0.384 0.567 0.089 0.909 0.631 8 D l L ' `L1' , -x2391 op. e-ul],.� 2503.01 AISC DG-16/Thin plate 0.922 0.152 0.732 0.384 0.568 0.089 0.959 0.631 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Bur�ER eU„o,Mamf Wang #1502256501 Calculations Package Date: 12/21/2015 Time: 04:15 PM Page: 99 of 121 Inside Flange Required Stren t Design tren th Ratios Mem. Jt. Ld Axial Shear Moment Bolt Bolt 22 Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear Mrx YieldingRupture 13/9/10 TearingWeld GFB2081 Weld l 2 12 -0.4 1.1 491.8 AISC DG-16,rrhin plate 0.221 0.014 t0.000 0.000 0.000 0.008 0.959 0.631 2 1 12 -0. 1.1 491.8 AISC DG- I6.rrhin plate 0.221 0.014 19/0/0 0.00 0.000 0.008 0.959 0.631 3 2 5 -8.8 0.1 793.8 AISC DG-16.rrhin plate 0.51 0.001 11/1/10 0.00 0.00 0.001 0.941 0.516 4 l 5 -8.8 0.1 793.8 AISC DG-16./rhin plate 0.514 0.001 GFB2081 0.922 0.000 0.001 0.941 0.516 4 2 17 5.9 1.3 244.0 AISC DG- 16/rhin plate 0.743 0.027 0.730 0.000 0.000 0.033 0.959 0.516 5 l 17 5.9 1.3 244.0 AISC DG-16/Thin plate 0.856 0.027 0.790.0.000 0.0 0.000 0.021 0.959 0.516 5 2 6 -8.7 0.4 795.8 AISC DG-16/Thin plate 0.515 0.004 0.927 0.000 0.000 0.003 0.941 0.516 6 1 6 -8.7 0.4 795.8 AISC DG- I6/rhin plate 0.515 0.004 0.927 0.000 0.000 0.003 0.941 0.516 7 2 10 -0.4 1.1 491.8 AISC DG- 16/rhin plate 0.221 0.014 0.230 0.000 0.000 0.008 0.959 0.631 8 2 10 -0.4 1.1 491.8 AISC DG-16/rhin plate 0.221 0.014 0.229 0.000 0.000 0.008 0.959 0.631 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Flange Brace Summary Member From Member Joint I From Side Point 1 Part Axial Load per FB k) Load Case Desi n.Note l 10/0/0 10/0/0 (2)GFB2074 1.156 22 Mom -y 2 0/9/4 44/2/0 (2)GFB4027 0.828 22 Mem. 2 5/9/10 39/1/10 GFB3021 1.890 22 Mrx 2 13/9/10 31/1/10 GFB2081 1.426 20 Shear 3 7/3/0 23/1/10 GFB2081 0.916 4 G 4 5/0/0 15/1/10 GFB2063 0.601 14 Flexure 4 13/0/0 7/1/10 GFB2050 0.376 16® -22.3 4 19/0/0 1/l/10 GFB2050 0.466 22 G 5 0/9/0 1/1/10 GFB2050 0.457 21 22 5 10/9/0 11/1/10 GFB2063 0.477 13 1.00 5 18/9/0 19/1/10 GFB2081 0.697 13 G 6 3/0/0 23/1/10 GFB2081 0.922 3 2.08 6 9/0/0 29/1/10 GFB2081 1.270 3 30.11 7 4/9/2 35/1/10 GFB2097 1.664 21 24.0 7 10/9/2 41/1/10 GFB4007 1.547 21 .9 7 13/9/8 44/2/0 (2)GFB4027 0.833 21 0.0 8 10/0/0 10/0/0 2)GFB2074 1.163 21 3 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses ner Member (Locations are from Joint 1 ) UJI . :1 M 0 z 5 Parameters Used for Axial and Flexural Design Mem. No. Controlling Cases Re uired Strength Available Strength Strength Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure 0.73 k k in -k in -k k k in -k in -k Flexure 85.48 1 13.22 24.0 22 1982.01 -22.3 .0.92.. -2365.7 0.0 225.2 3 2717.1 302.1 0.92 96. 1 2.75 24.0 6.51 22 2.61 -15.0 3.98 0.12 509.47 15.9 1.00 1.00 1.00 0.94 2 1.17 32.21 22 24.0 -22.8 1.25 -2389.5 0.0 138.8 2.08 2539.0 161.7 1.02 330.71 2 3.21 30.11 0.95 2 5 12.1 531.86 96. 24.0 12.2 1.25 201.89 5.21 0.99 3 0.00 18.0 4 330.72 -9.9 1.00 -974.3 0.0 85.1 6 1002.8 131.5 1.03 72.1 3 0.00 18.00 6.51 2 2.61 7.8 3.98 0.12 509.47 11.4 1.00 1.00 1.00 0.69 4 5.00 16.18 21 -12.7 728.0 0.0 68.4 786.0 95.2 1.02 4 19.26 11.0 21 -8.7 19.1 0.45 5 14.51 16.18 22 -12.6 728.3 0.0 68.4 786.0 95.2 1.02 5 0.25 11.00 22 8.7 19.1 0.46 6 10.24 18.0 3 -9.9 -981.2 0.0 98.3 1052.8 131.5 0.98 6 10.24 18.0 1 -7.8 11.4 0.69 7 14.58 33.0 21 -23.1 -2503.0 0.0 151.9 2652.2 161.9 1.02 7 11.77 30.11 1 -12.1 12.2 0.99 8 13.22 24.0 21 -22.4 -2379.4 0.0 225.2 2717.1 302.1 0.93 8 2.75 24.0 21 15.1 15.9 0.95 Parameters Used for Axial and Flexural Design Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 lyy in.4 Sx in.3 Sy in.3 ZX in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 13.22 158.68 38.7 38.7 9.78 3.00 995.19 18.01 82.93 6.0 92.24 9.16 �-..0.53 2486.30. 1.10- 0.99 - 1.00 1.00 0.73 2 1.17 531.86 60.5 60.5 8.92 1.88 1376.45 7.82 85.48 3.13 100.36 4.90 :'.0.22 1982.01 .Lr12 .0.92.. 1.00 1.0 0.57 3 0. 531.86 96. 96. 5.46 1.56 303.23 6.51 33.69 2.61 37.79 3.98 0.12 509.47 1.17 1.00 1.00 1.00 0.75 4 5.00 531.86 96. 24.0 4.61 1.25 201.89 5.21 24.95 2.08 28.18 3.20 0.07 330.71 1.17 1.00 1.04 0.95 0.76 5 14.51 531.86 96. 24.0 4.61 1.25 201.89 5.21 24.95 2.08 28.18 3.20 0.07 330.72 1.06 1.00 1.04 0.95 0.76 6 10.24 531.86 72.1 72.1 5.46 1.56 303.23 6.51 33.69 2.61 37.79 3.98 0.12 509.47 1.10 1.00 1.00 1.00 0.74 File: 15-022565-01 Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. • Date: 12/21/2015 Butler B�r R^e #1502256501 Calculations Pdckage Time: 04:15 PM ...�. Page: 100 of 121 1.001 1.8 1 14.58 fij 13.221 158.681 38.7 38.71 9.7081 3.001 1995.91 18.011 82.931 6.Oq 3.1 192.241 9.161 0.5l 9.2� 2486.20�2.0301 LOOT 0.991 1.001 1.001 0.731 Ilnnonf:no i nod Cnm6tnntinnc _ F.•�mino ' •- � •• No. Origin Factor _Def H Def V< Application Description 1 System 1.000 0' _ 180. 1.0 L L 2- - System 1.000 60 180 0.42 W I> !' W I> '3 System " 1:000 - 60 180 0.42 <W 1 : <W1 , 4 System 1.000 60 .180 0.42 W2> , �. r r W2> 5 System 1.000 60� 180 0.42<W2 <W2 6 System 1.000 60 180 0.42 WPL - PL 7 System 1.000. ' 60 180 • 0.42 WPR NNTR ,'8 • System' 1.000 • 60' •; 0 1.0 E> + 1.0 EG E> + EG - 9 System 1.000 60 0 1.0 <E + LO EG- <E + EG' Controffing Frame Deflection Ratios for Cross Section: 6 • Negative horizontal deflection is left ' Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity.. Therefore, these deflections may be considerably overstated. ; Frame Lateral Stiffness (K)i 4.450 (k/in) Fundamental Period (calculated) (T): 0.825 (sec.) " WORM 511 TTTE Oki DINI I trt ;� s� eft ^.. '. " • File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc: 'Description Ratio Deflection (in.) Member Joint Load Case Load Case Description - Max. Horizontal Deflection (H/102) 1.661 1 � 2 4 W2> ` Max. Vertical Deflection for Span 1 _ 0633) I :473 6 I 2 W I> �—57L—Em- Date: 12/21/2015 Butler Manufacturino#1502256501 Calculations Package Time: O4:15 PM .�.��......,..._ Page: 101 of 121 Frame;" --12O/0/0..: Frame Cross Section: 7 u © W-1 Q q Dimension Key , 1 15/8" 2 4'-6" 3 4'-0" 4 2'-0" 5 F-15/8" 6 2 @ 1'-0 3/8" 7 3 1/2" 8 37'-8" Ridge Ht. Frame Clearances Horiz. Clearance between members I(CX003) and 8(CX003): 75'-8 14, Vert. Clearance at member I(CX003): 13'-2 3/16" Vert. Clearance at member g(CX003): 13'-2 3/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) �ur� G ouNry_ JPPROVED File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Bur�ER� Date: 12/21/2015 Butler Manm}uctirr1. #1502256501 Calculations Package Time: 04:15 PM Page: 102 of 121 Desian Load Combinations - Franrin No. Origin Factor Application Description I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 I.0D+I.0CG+0.6W1> D+CG+WI> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W 1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG +WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR d D + CG +WPR 9 System 1.000 0.6 MW z T MW - Wall: I 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW ,> > MW - Wall: 3 12 System 1.000 0.6 MW 0 MW - Wall: 4 13 14 System System 1.000 1.000 0.6D+0.6CU+0.6W1> 0.6D+0.6CU+0.6<WI ® D+CU+WI> D+CU+<Wl 15 System 1.000 0.6D+0.6CU+0.6W2>0 rr L D+CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0:6 <W2 D + CU + <W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL [ D + CU +WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR "� D + CU +WPR 19 System 1.000 I.0D+1.0CG+0.75L+0.45W1> D+CG+L+W1> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W I 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CO + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 32 Special -1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB 1> D + CG + WPR + W B 1> 38 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> D+CU+WPR+WBI> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB I> D+CG+L+WPR+WB1> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W B 1 D + CG + WPR + <WB 1 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 D + CG + L + WPR + <W B 1 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 44 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB2> D+CU+WPR+WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + W B2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 50 System Derived 1.000 0.6D+0.6CU+0.6WPL +0.6WB3> D + CU + WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 52 System Derived 1.000 LO D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 54 System Derived 1.000 1.0 D"+ 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 W B4> D + CG + WPL + W B4> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 W134> D + CG + L + WPL + W B4> 58 System Derived 1.000 1.0 D + LO CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D+CU+WPL+<WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 12/21"/2015 Burc.ER� Butbrhtanufaaturing #1502256501 Calculations Package Time: 04:15 PM Page: 103 of 121 Fig Width in. 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 Weight (p) 62' System Derived 1.000 0.6 MWB s MWB - Wall: 2 1 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 15.27 64 System Derived 1.000 0.6 MWB . -' MWB - Wall: 4 3P 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> z D + CG + E> + EG+ + EB> 18.00 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG++ 0.273 EB> ® D + CG + E> + EG+ + EB> SS 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 18.00 68 System Derived 1.000 _ 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> Uj D + CG + <E + EG+ + EB> SS 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> z D + CU + E> + EG- + EB> 0.1345 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D > D + CU + E> + EG- + EB> 55.00 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> 0 ® D + CU + <E + EG- + EB> 0.2500 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> 0 D + CU + <E + EG- + EB> 55.00 73 Special Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ 0 0.6 0.6 CU EB> 0.7 EG- D + CG + EB> + EG+ D CU EB> EG 5.00 74 0.1345 1.000 D + + 1.75 + . , •' W + + + - 205.7 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <E CL D + CG + E> + EG+ + <EB 7 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB ® D + CG + E> + EG+ + <EB 15.35 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 3P 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 24.00 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB < D + CU + E> + EG- + <EB ' 80 System Derived 1.000 0.6D+0.6CU+0.91,E>+0.7EG- +0.273<EB D + CU + E> + EG- + <EB 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 1.49 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ - 84 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- F.omo Mem Ae. C:oo� Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depth in. Depth2 in. Length ft Weight (p) Fig Fy (ksi Web Fy ksi Splice Jt.I Codes Jt.2 Shape 1 6.00 0.5000 0.1644 24.00 24.00 15.27 544.8 55.00 55.00 BP KN 3P 2 5.00 0.3750 0.1644 33.00 18.00 15.34 424.4 55.00 55.00 KN SS 3P 3 5.00 0.3125 0.1345 18.00 18.00 10.25 205.9 55.00 55.00 SS SP 3P 4 5.00 0.2500 0.1345 18.00 11.00 19.75 316.8 55.00 55.00 SP SP 3P 5 5.00 0.2500 0.1345 11.00 18.00 19.75 316.8 55.00 55.00 SP SP 3P 6 5.00 0.3125 0.1345 18.00 18.00 10.24 205.7 55.00 55.00 SP SS 3P 7 5.00 0.3750 0.1644 18.00 33.00 15.35 424.7 55.00 55.00 SS KN 3P 8 6.00 0.5000 0.1644 24.00 24.00 15.27 544.8 55.00 55.00 BP KN 3P Total Frame Weight = 2983.9 (p) (Includes all plates) An..ndow !'nndittnn Cnmmory Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 0/0/0 0/0/0 8 80/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete R ... t:nne - i nod Tuna of Froma V-. Q-tirm• 7 Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 7-E 8 X 25 0.375 4-0.750 100'-01• Exterior Column 80/0/0 7-A 8 X 25.' 0.375 r 4-0.750 1001-0" . Load Type Desc. Hx I Hz Vy fix Hz V D Frm 5.53 10.83 -5.53 10.83 CG Frm 2.16 4.00 -2.16' 4.00 L> Frm 5.18 9.60 -5.18 9.60 <L Frm 5.18 9.60 -5.18 9.60 WI> Frm -8.38 -5.65 -3.79 -6.08 <W1 Frm 3.79 -6.08 8.38 -5.65 W2> Frm -6.46 1.63 -5.72 - 1.20 <W2 Frm 5.72 1.20 6.46 1.63 WPL Frm -5.84 -13.90 2.34 -14.81 WPR Frm -2.34 -14.81 5.84 -13.90 MW Frm - - - - MW Frm 1.49 1.16 7.10 -1.16 MW Frm - - - _ - MW Frm -7.10 -1.16 -1.49 1.16 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I - ' Date: 12/21/20.15 Butter Manuftcturina #1502256501 Calculations Package Time: 04:15 PM Page: 104 of 121 Horizontal • Load Reaction (kk CU. Frm - 0.0 21.9 21.7 CG 0.0 0.0 8.0 8.0 L> L Frrn 5.18 19.2 9.60 -5.18 0.0 9.60 19.2 Wl> 12.2 12.2 E> Frm -2.28 12.2 -2.05 -2.28 11.7 2.05 12.2 12.2 2.8 2.8 EG+ Frm 0.83 2.8 1.54 -0.83' 3.5 1.54 28.7 28.7 \VPR 3.5 <E Frm 2.28 MW 2.05 2.28 0.0 -2.05 MW 8.6 8.6 0.0 EG- Frm -0.83 0.0 -1.54 0.83 MW -1.54 8.6 0.0 0.0 CU WBI> Brc 0.13 4.90 4.08 -0.13 4.63 -3.89 19.2 E> 4.6 4.6 <WB I Brc -0.13 - 4.12 0.13 - ' 3.89 .4.6 4.6 0.0 0.0 WB2> Brc 0.13 4.90 -4.15 -0.13 4.63 -3.96 0.0 8.0 <WB 1 0.0 <WB2 Brc -0.13 - 4.19 0.13 - 3.97 <WB2 0.0 0.0 0.0 WB3> Brc 0.13 4.63 -3.91 -0.13 4.90 -4.17 0.0 0.0 8.1 WB4> <W133 Brc -0.13 - 3.95 0.13 - 4.17 8.1 MWB 0.0 10.0 WB4> Brc 0.13 4.63 -3.91 -0.13 4.90 4.17 0.0 0.0 0.0 6.9 ,<WB4 Brc -0.13 , - 3.95. 0:13 - 4.17 0:0 18.3 <EB 0.0 MWB Brc 0.11 -4.28 -3.41 -0.11 <-4.28 -3.45' MWB Brc - - - - MWB Brc -0.11 3.44 0.11 3.44 MWB Brc - - EB> Brc 0.30 -10.85 -9.06 =0.30 -10.85 -9.24 <EB Brc -0.30 - 9.24 0.30 - 9.15 Rum of Vnrrpc with Rpnetinnq Vhe k - FrAmina Load Type Horizontal • Load Reaction (kk Vertical Load Reaction k k) D 0.0 0.0 21.9 21.7 CG 0.0 0.0 8.0 8.0 L> 0.0 0.0 19.2 19.2 <L 0.0 0.0 19.2 19.2 Wl> 12.2 12.2 11.7 11.7 <W1 12.2 12.2 11.7 11.7 W2> 12.2 12.2 2.8 2.8 <W2 12.2 12.2 2.8 2.8 WPL 3.5 3.5 28.7 28.7 \VPR 3.5 3.5 28.7 28.7 MW 0.0 0.0 0.0 0.0 MW 8.6 8.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 8.6 8.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 19.2 19.2 E> 4.6 4.6 0.0 0.0 EG+ 0.0 0.0 3.1 3.1 <E .4.6 4.6 0.0 0.0 EG- 0.0 0.0 3.1 3.1 WBI> 0.0 0.0. 0.0 8.0 <WB 1 0.0 0.0 0.0 8.0 WB2> 0.0 0.0 0.0 8.1 <WB2 0.0 0.0 0.0 8.2 WB3> 0.0 0.0 0.0 8.1 <W133 .0.0 0.0 0.0 8.1 WB4> 0.0 0.0 0.0 8.1 <W134 0.0 0.0 0.0 8.1 MWB 0.0 10.0 0.0 6.9 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 6.9 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0:0 18.3 <EB 0.0 0.0 0.0 18.4 BUTTE COL#NTY BUILDINIG OVISION APB tr File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, _Inc. BUTTE COUNTY BUILDING DIVISION Bur�E-ia� APPROVED Butler Manutacturinp #1502256501 Calculations Package Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Date: 12/21/2015 Time: 04: 15 PM Page: 105 of 121 X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (in. in.) (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std k OS -0.1875 k 7-A k) 0.375 k 25 k) 4 (in -k) 5.0 (in -k Std 0/0/0 7-E 1 4.26 12 14.14 1 22 18.98 73 1 0.602 74 10.43 74 1 32.08 83 0.397 74 0.171 83 80/0/0 7-A 14.14 21 4.26 10 18.98 73 0.3750 1 3.000 10.76 74 1 31.91 83 Flush 7.94 5 1 SP Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast-in-olace" anchor rods (Min space = 4*drod) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to oad k No. (in.) (in. in.) Case k Rods (in.) in.) in.) Type Flange Web 0/0/0 7-E 1 0.375 8 25 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 80/0/0 7-A 8 0.375 8 25 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum CornD Case Maximum BracingfWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame ear oad k k Case k k Case k k Case k k k Case 0/0/0 14.20 22.81 22 3.27 1 -10.43 74 7.80 32.17 1 83 18.98 -10.43 3.27 74 80/0/0 14.28 22.96 21 3.27 -10.76 74 7.67 31.88 83 18.98 -10.76 3.27 74 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate I Load Plate Load Flange Load Web Load 0.5000 Shear Case Tension Case V + T Case Bending Case Bearin Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.835 74 0.271 74 0.584 74 - 0 0.146 1 83 0.385 1 74 0.172 83 0.382 83 0.213 22 80/0/0 0.835 74 0.280 74 1 0.602 74 - 0 0.144 83 0.397 74 0.171 83 0.379 83 0.214 21 Web Stiffener Summar Mem. No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description I *** MUST Use Alternate Web Thick: 0.5000 No. k in. in. 1 2 S9 12.13 23.174 140.96 N/A N/A 0.3750 3.000 Both SP -BS -0.3125,W -BS -0. I 250,F -OS -0. 1875 2 1 S1 4.43 27.686 168.40 1.75 48.45 0.1875 2.000 Both F -OS -0. I 875,W -OS -0. 1875 7 1 S1 12.55 30.179 183.57 1.75 52.81 0.1875 2.000 Both F -OS -0. I 875,W -OS -0. 1875 8 *** MUST Use Alternate Web Thick: 0.5000 18.98 0.750 A325N/PT 3.00 11 8 2 S9 12.13 23.174 140.96 N/A N/A 0.3750 1 3.000 1 Both SP -BS -0.3125,W -BS -0.1250,F -OS -0.1875 Bolted End -Plate Connections (Plate Fv = 55.00 ksi) Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions Bolt Outside Flange Inside Flan e Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd Mem. It. Type ID Desc. in. ID Desc. in. No. No. k in. in. in. in. Tension in. 1 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 2 1 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 3 2 SP 0.500 6.00, 19.00 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 4 1 SP 0.500 6.00 18.98 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 4 2 SP 0.500 6.00 13.53 0.750 A325N/PT 3.00 11 Flush 7.94 11 Flush 7.94 5 1 SP 0.500 6.00 13.53 0.750 A325N/PT 3.00 11 Flush 7.81 11 Flush 7.81 5 2 SP 0.500 6.00 18.98 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 6 1 SP 0.500 6.00 19.00 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 7 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 Moment Connections: Outside Flange Required Strength Design Strength Ratios * Mem. It. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld l 2 22 -23.0 11.2 2488.8 AISC DG- I6/I'hin plate 0.917 0.152 0.728 0.382 0.564 0.088 0.959 0.631 2 1 22 -23.0 11.2 2488.8 AISC DG- 16/rhin plate 0.915 0.152 0.732 0.381 0.564 0.088 0.904 0.631 3 2 14 -2.8 2.0 567.8 AISC DG-16/rhin plate 0.969 0.041 0.962 0.000 0.000 0.039 0.799 0.516 4 1 14 -2.8 2.0 567.8 AISC DG-16/Thin plate 0.969 0.041 0.962 0.000 0.000 0.039 0.799 0.516 4 2 22 -12.4 3.2 206.4 AISC DG-16/Thin plate 0.392 0.065 0.367 0.000 0.000 0.049 0.959 0.516 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sur�Efr Bu,ro,Ma��r�,�„ �.,.....a......,,....e._ Required Stren th Design #1502256501 Calculations Package Mem. Jt. Date: 12/21/2015 Time: 04:15 PM Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Page: 106 of 121 No. 5 1 22 -12.4 in -k 3.2 206.4 AISC DG-16/rhin plate 0.345 0.065 Rupture 0.339 0.000 0.000 0.078 0.959 0.516 -0.4 5 2 l3 2.8 0.014 2.1 569.3 AISC DG -16/1 hie plate 0.97 0.042 0.631 0.967 0.00 0.000 0.040 0.713 0.516 AISC DG-16/Thin plate 6 1 13 -2.8 0.000 2.1 569.3 AISC DG-16/Thin plate 0.97 0.042 5 0.967 0.000 0.000 0.040 0.713 0.516 0.923 7 2 21 -23.1 0.516 11.2 2502.9 AISC DG-16/rhin plate 0.921 0.152 793.8 0.736 0.38 0.567 0.089 0.909 0.631 0.001 8 2 21 -23.1 59 11.2 2502.9 AISC DG-16/rhin olate 0.922 0.152 0.028 0.732 0.384 0.568 0.089 0.959 0.631 Inside Flange Required Stren th Design Strength Ratios * Mem. Jt. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld I 2 12 -0.4 1.1 491.8 AISC DG-16/Thin plate 0.221 0.014 0.229 0.000 0.000 0.008 0.959 0.631 2 1 12 -0.4 1.1 491.8 AISC DG-16/Thin plate 0.221 0.014 0.230 0.000 0.000 0.008 0.959 0.631 3 2 5 -8.8 0.1 793.8 AISC DG-16/Thin plate 0.514 0.001 0.923 0.000 0.000 0.001 0.941 0.516 4 l 5 -8.8 0.1 793.8 AISC DG-16/Thin plate 0.514 0.001 0.923 0.000 0.000 0.001 0.941 0.516 4 2 59 6.0 1.4 248.8 AISC DG-16/Thin plate 0.757 0.028 0.744 0.000 0.000 0.034 0.959 0.516 5 l 59 6.0 1.4 248.8 AISC DG-16/Thin plate 0.872 0.028 0.804 0.000 0.000 0.021 0.959 0.516 5 2 6 -8.7 0.4 795.7 AISC DG-16/Thin plate 0.515 0.004 0.927 0.000 0.000 0.003 0.941 0.516 6 l 6 -8.7 0.4 795.71 AISC DG-16/Thin plate 0.515 0.004 0.927 0.000 0.000 0.003 0.941 0.516 7 2 l0 -0.4 1.1 491.81 AISC DG-16/Thin plate 0.221 0.014 0.230 0.000 0.000 0.008 0.959 0.631 8 2 10 -0.4 1.1 491.81 AISC DG-16/Thin plate 0.221 0.014 0.229 0.000 0.000 0.008 0.959 0.631 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Rlaoaa Rrnra Cnmmary Member From Member Joint 1 From Side Point I Part Axial Load per FB k Load Case Design Note 1 10/0/0 10/0/0 (2)GFB2074 1.156 22 Shear 2 0/9/4 44/2/0 (2)GFB4027 0.828 22 Mom -y 2 5/9/10 39/1/10 GFB3021 1.890 22 + 2 13/9/10 31/1/10 GFB2081 1.426 20 Pc 3 7/3/0 23/1/10 GFB2081 0.916 4 No. 4 5/0/0 15/1/10 GFB2063 0.601 14 k 4 13/0/0 7/1/10 GFB2050 0.376 16 in -k 4 19/0/0 I/l/l0 GFB2050 0.466 22 22 5 0/9/0 I/l/10 GFB2050 0.457 21 225.2 5 10/9/0 11/l/10 GFB2063 0.477 13 1 5 18/9/0 19/l/l0 GFB2081 0.697 13 -15. 6 3/0/0 23/1/10 GFB2081 0.922 3 6 9/0/0 29/1/10 GFB2081 1.270 3 22 7 4/9/2 35/1/10 GFB2097 1.664 21 138.8 7 10/9/2 41/1/10 GFB4007 1.547 21 2 7 13/9/8 44/2/0 (2)GFB4027 0.833 21 12.1 8 10/0/0 10/0/0 2 GFB2074 1.163 21 Frame n -an Mamhor Cnmmarv. . ('nnt-11ina r.nad racy and Mavimnm rnmhinad Stroccac oar Mamhar /i.nratinnc ara from inint 1 1 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. It in. Flexure k k in -k in -k k k in -k in -k Flexure 1 13.22 24.0 22 -22.3 -2365.7 0.0 225.2 2717.1 302.1 0.92 1 2.75 24.0 22 -15. 15.9 0.94 2 1.17 32.21 22 -22.8 -2389.5 0.0 138.8 2539.0 161.7 1.02 2 3.21 30.11 2 12.1 12.2 0.99 3 0.00 18.0 4 -9.9 -974.3 0.0 85.1 1002.9 131.5 1.03 3 0.00 18.00 2 7.8 11.4 0.69 4 5.00 16.18 21 -12.7 728.0 0.0 68.4 786.0 95.2 1.02 4 19.26 11.0 21 -8.7 19.1 0.45 5 14.51 16.18 22 -12.6 728.4 0.0 68.4 786.0 95.2 1.02 5 0.25 11.00 22 8.7 19.1 0.46 6 10.2 18.0 3 -9.9 -981.1 0.0 98.3 1052.8 131.5 0.98 6 10.24 18.0 1-7.8 11.4 0.68 7 14.58 33.0 21 -23.1 -2502.9 0.0 151.9 2652.2 161.9 1.02 7 11.77 30.11 l 12.1 12.2 0.99 8 13.22 24.0 21 -22.4 -2379.4 0.0 225.2 2717.1 302.1 0.93 8 2.75 24.0 .-2j-_ _ 15.1 15.9 0.95 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. .2 .3 .3 .3 Origin Factor Def H DefV_ Application Description 1 System 1.000 0 180 1.0 L - L .3 in.4 in.6 60 180 0.42 W I> W l> 3 System 1 13.22 158.68 38.7 38.7 9.78 3.00 995.19 18.01 82.93 6.00 92.24 9.16 0.53 2486.30 8t/TLER y � ' 1.00 1 • 2 Date: 122/21/2015 531.86 60.5 #1502256501 Calculations,Package 8.92 Time: 04:15 PM ��.... 7.82 85.48 3.13 100.36 4.90 0.22 1982.01 1.12 0.92 1.00 1.00 0.57 Page: 107 of 121 Parameters Used for Axial and Flexural Desi n r` ` 531.86 96.0 96.0 5.46 1.56 Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx lyy Sx Sy_ ZX Zy J Cw Cb Rpg Rpc Qs Qa 201.89 5.21 No. ft in. in. in. in.2 in in.4 in.4' in in in in 531.86 96. 24.0 4.61 1.25 201.89 5.21 24.95 Deflection Load Combinations - Framin No.' Origin Factor Def H DefV_ Application Description 1 System 1.000 0 180 1.0 L - L .3 in.4 in.6 60 180 0.42 W I> W l> 3 System 1 13.22 158.68 38.7 38.7 9.78 3.00 995.19 18.01 82.93 6.00 92.24 9.16 0.53 2486.30 1.10 0.99 1.00 1.00 0.73 2 1.17 531.86 60.5 60.5 8.92 1.88 1376.45 7.82 85.48 3.13 100.36 4.90 0.22 1982.01 1.12 0.92 1.00 1.00 0.57 ,3 0.00 531.86 96.0 96.0 5.46 1.56 303.23 6.51 33.69 ; 2.61 37.79 3.98 0.12 509.47 1.17 1.00 1.00 1.00 0.75 4 5.00 531.86 96.0 24.0 4.61 1.25 201.89 5.21 24.95 2.08 28.18 3.20 0.07 330.71 1.17 1.00 1.04 0.95 0.76 5 ' 14.51 531.86 96. 24.0 4.61 1.25 201.89 5.21 24.95 2.0 28.18 3.20 0.07 330.72 1.06 l.0 1.04 0.95 0.76 6 10.24 531.86 72.1 72.1 5.46 1.56 303.23 6.51 33.69 2.61 37.79 3.98 0.12 509.47 1.10 1.00 1.00 1.00 0.74 7 14.58 531.86 9.2 9.2 . 9.05 1.88 1457.44 7.82 88.33 3.13 103.92 4.91 0.22 2082.07 1.02 0.91 1.0 1.00 0.55 8 13.22 158.68 •38.7 38.7 9.78 3.0 995.19 18.01 82.93 6.0 92.24 9.16 0.53 2486.30 1.10 0.99 1.00 1.0d 0.73 Deflection Load Combinations - Framin No.' Origin Factor Def H DefV_ Application Description 1 System 1.000 0 180 1.0 L - L 2 • System 1.000 60 180 0.42 W I> W l> 3 System 1.000 60 180 0.42 <W 1 <W 1 " 4 System, 1.000 60 180 0.42 W2> ; W2> t 5 ' System 1.000 60 180 0.42 <W2 <W2 6 System .' 1.000 60 180 0.42 WPL WPL 1 7 System 1.000 60 180 _ 0.42 WPR ' "' '' WPR • , 8 System 1.000 60, 0 1.0 E> + 1.0 EG- .' E> + EG- ` 9 System 1.000 60 0 LO <E + 1.0 EG- _KE + EG - Controlling Frame Deflection Ratios for Cross Section: 7 Description Ratio Deflection in. Member Joint Load Case Load Case Description W 1> 4 ' Max. Horizontal Deflection (H/102) 1.661 1 2 4 • r W2> • `I Max. Vertical Deflection for Span * Negative horizontal deflection is left * Negative vertical deflection is down , -• ' Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 4.450 (k/in) Fundamental Period (calculated) (T): 0.825 (sec.) , • � �: "`��;:�- °�,� '{" ;�.a � �'` �;� s e ., e`'�`, ; a ..�-F .._ et 5 f � >:: _�i. a '� s:' � � z�, ;y�iy; }�,' ';.b.� *w *' ,�a ' ' .'a; '%. v 13UILDING DIV File: 15-022565-01 =Inc. Version: 2015.2a ' Butler Manufacturing, a division of BlueScope Buildings North America, - t � ter' _ � - • 1 1./633) . 1.472 6 l 2 • W 1> 4 ' Dimension Key 1 15/8" 2 4'-6". 3 4'-0" 4 2'-0" 5 P-1 5/8" 6 2 @ 1'-0 3/8., 7 3 1/2" 8 37'-8" Ridge Ht.' Frame Clearances Horiz. Clearance between members I(CX005) and 8(CX005): 75'-8 1/4" Vert. Clearance at member I(CX005): 13'-2 3/16" Vert. Clearance at member 8(0X005): 13'-2 3/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 3i,rkepIJM'df Q Q��(8ME File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. . BL/TLER� Date: 12/21/2015 Butler Manufacturing #1502256501 Calculations Package Time: O4:15 PM Page: 109 of 121 1 140/0/0 1 19/0/0 112 Clear Span 1 90.0000 1 1 - I Stress Check I I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + LO CG + 0.6 W I> D + CG + W 1> 4 System 1.000 1.0D+1.0CG+0.6<WI W D+CG+<WI 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D : WD + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL ("" D + CG +WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 9 System 1.000 0.6 MW�-" MW -Wall: 1 10 11 System System 1.000 0.6 MW ��„ M 1.000 0.6 MW MW - Wall: 2 MW - Wall: 3 12 System 1.000 0.6 MW 0 MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> 0 D+CU+WI> 14 System 1.000 0.6D+0.6CU+0.6<WI ,; D+CU+<W1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> "r D+CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 U) D+CU+<W2 17 18 System System 1.000 0.6 D + 0.6 CU + 0.6 WPL 1.000 0.6 D + 0.6 CU + 0.6 WPR C) 0 D + CU +WPL D+CU+WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 20 System 1.000 I.0D+I.0CG+0.75L+0.45<WI D+CG+L+<WI 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- - D + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7EG- D + CU + E> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0." EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 System Derived 1.000 1.OD+I.00G+0.6WPR +0.6WB1> D+CG+WPR+WB1> 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > D+CU+WPR+WB1> 39 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WBI> D + CG + L + WPR + WBI> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W B 1 D + CG + WPR + <W B I 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W B 1 D + CG + L + WPR + <W B I 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 W B2> D + CG + WPR + W B2> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU +WPR + W B2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 W B2> D + CG + L + WPR + W B2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W132 D + CG + WPR + <WB2 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D+CU+WPL+<WB3 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 W B4> D + CG + WPL + W B4> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 W B4> D + CG + L + WPL + W B4> 58 System Derived 1.000 LO D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W134 D + CG + L + WPL + <WB4 File: 15-022565-01 Version: 20 t5.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 12/21/2015 aupor MomfwWriny #1502256501 Calculations Package Time: 04:15 PM Page: 110 of 121 Flg Width in. 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 Weight (p) 62 System Derived 1.000 0.6 MWB MWB - Wall: 2 1 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 15.27 64 System Derived 1.000 0.6 MWB z MWB - Wall: 4 3P 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>® D + CG + E> + EG+ + EB> 18.00 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> ® D + CG + E> + EG+ + EB> SS 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> z LO LU D + CG + <E + EG+ + EB> 18.00 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> SS 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> . _> > D + CU + E> + EG- + EB> 0.1345 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> ® ® D + CU + E> + EG- + EB> 55.00 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> ® D + CU + <E + EG- + EB> 0.2500 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB>D + CU + <E + EG- + EB> 55.00 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ [� D + CG + EB> + EG+ 5.00 74 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 205.6 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB ® D + CG + E> + EG+ + <EB 7 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB j D + CG + E> + EG+ + <EB 15.35 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EBIM D + CG + <E + EG+ + <EB 3P 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB � D + CG + <E + EG+ + <EB 24.00 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB Im D + CU + E> + EG- + <EB KN 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 1.42 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ - 84 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - Frame Member Sizes Mem. No. Flg Width in. Flg Thk in. Web Thk in. Depth in. Depth2 in. Length ft) Weight (p) Fig Fy (ksi Web Fy ksi Splice R.I Codes Jt.2 Shape 1 6.00 0.5000 0.1644 24.00 24.00 15.27 544.8 55.00 55.00 BP KN 3P 2 5.00 0.3750 0.1644 33.00 18.00 15.34 424.4 55.00 55.00 KN SS 3P 3 5.00 0.3125 0.1345 18.00 18.00 10.25 205.9 55.00 55.00 SS SP 3P 4 5.00 0.2500 0.1345 18.00 11.00 19.75 316.8 55.00 55.00 SP SP 3P 5 5.00 0.2500 0.1345 11.00 18.00 19.75 316.8 55.00 55.00 SP SP 3P 6 5.00 0.3125 0.1345 18.00 18.00 10.24 205.6 55.00 55.00 SP SS 3P 7 5.00 0.3750 0.1644 18.00 33.00 15.35 424.8 55.00 55.00 SS KN 3P 8 6.00 0.5000 0.1644 24.00 24.00 15.27 544.8 55.00 55.00 BP KN 3P Total Frame Weight = 2983.9 (p) (Includes all plates) Boundary Condition Summa Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Dis lacement Yin. Displacement ZZ rad 1 0/0/0 8 80/0/0 0/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 8 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 8-E 8 X 25 0.375 4-0.750 100'-0" Exterior Column 80/0/0 8-A 8 X 25 0.375 4-0.750 1001-0" Load Type Desc. Hx I Hz Vy Hx I Hz I V D Frm 5.27 10.36 -5.27 10.36 CG Frm 2.05 3.80 -2.05 3.80 L> Frm 4.92 9.12 -4.92 9.12 <L Frm 4.92 9.12 -4.92 9.12 W I > Frm -8.44 -5.47 -3.96 -5.89 <W l Frm 3.96 -5.89 8.44 -5.47 W2> Frm -6.61 1.45 -5.79 1.02 <W2 Frm 5.79 1.02 6.61 1.45 WPL Frm -6.51 -14.60 2.52 -15.64 WPR Frm -2.52 -15.64 6.51 -14.60 MW Frm - - - - MW Frm 1.42 1.10 6.74 -1.10 MW Frm - - - - MW Frm -6.74 -1.10 -1.42 1.10 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of.BlueScope Buildings North America, Inc. BUTLER Date: 12/21/2015 Butler Manufacturing#1502256501 Calculations Package Time: 04:15 PM •.....,..�._.r._...�...... Page: L l L of 121 Horizontal Load Reaction k k CU Frm - 0.0 20.9 20.7 CG 0.0 0.0 " 7.6 7.6 L> L Frm 4.92 18.2 9.12 -4.92 0.0 9.12 18.2 Wl> 12.4 12.4, E> Frm -2.16 12.4 -1.95 -2.16 11.4 1.95 12.4 12.4 2.5 2.5 EG+ Frm 0.79 , 2.5 1.47 -0.79 4.0 1.47 30.2 30.2 WPR 4.0 <E Frm 2.16 MW 1.95 2.16 0.0 -1.95 MW 8.2 8.2 0.0 EG- Fnn -0.79 0.0 -1.47 0.79 MW -1.47 8.2 0.0 0.0 CU WBI> Brc -0.13 0.0 4.10 0.13 0.0 3.87 18.2 E> 4.3 4.3 <WB l Brc 0.13 4.93 -4.14 -0.13 4.65 -3.87 t - 4.3 0.0 0.0 WB2> Brc -0.13 - 4.17 '0.13 0.0 3.94 - 8.0 <WB 1 0.0 <WB2 Brc 0.14 4.93 -4.21 -0.14 4.65 -3.94 <WB2 0.0 0.0 0.0 WB3> Brc -0.13 - 3.93 0.13 - 4.15 0.0 0.0 8.1' WB4> <WR3 Brc 0.13 4.65 -3.97 -0.13 4.93 -4.15 8.1 MWB 0.0 0.0 WB4> Brc -0.13 - 3.93 0.13 - 4.15 0.0 0.0 0.0 6.9 <WB4 Brc 0.13 4.65 -3.97 -0.13 4.93 -4.15 0.0 18.3 <EB 0.0 MWB Brc -0.11 - 3.43 0.11 3.43 MWB Brc - - - - " MWB Brc 0.11 4.30 -3.46 -0.11 4.30 -3.42 MWB Brc - - - - - - EB> Brc -0.30 - 9.10 0.30' - 9.20 <EB Brc 0.31 10.90 -9.28 -0.31 10.90 -9.10 Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction k k Vertical Load Reaction k k ` D 0.0 0.0 20.9 20.7 CG 0.0 0.0 " 7.6 7.6 L> 0.0 0.0 18.2 18.2 <L 0.0 0.0 18.2 18.2 Wl> 12.4 12.4, 11.4 11.4 <WI 12.4 12.4 11.4 11.4 W2> 12.4 12.4 2.5 2.5 <W2 12.4 12.4 , 2.5 2.5 WPL 4.0 4.0 30.2 30.2 WPR 4.0 4.0 30.2 30.2 MW 0.0 0.0 0.0 0.0 MW 8.2 8.2 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 8.2 8.2 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 18.2 18.2 E> 4.3 4.3 0.0 0.0 EG+ 0.0 0.0 2.9 2.9 <E 4.3 4.3 0.0 0.0 EG- 0.0 0.0 2.9 2.9 WBl> 0.0 0.0 0.0 8.0 <WB 1 0.0 0.0 0.0 8.0 WB2> 0.0 0.0 0.0 8.1, <WB2 0.0 0.0 0.0 8.2 WB3> 0.0 0.0 0.0 8.1 '<WB3 0.0 0.0 0.0 8.1' WB4> 0.0 0.0 0.0 8.1 <WB4 0.0 0.0 0.0 8.1 MWB 0.0 0.0 0.0 6.9 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 6.9 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 18.3 <EB 0.0 0.0 0.0 18.4 d 0 BUILDING DIVISION ,l . i t . File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. z LD z L M ®5 U v Z) M5 M BL/TLER Butler Manutacturirp #1502256501 Calculations Package Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. Date: 12/21/2015 Time: 04:15 PM Page: 112 of 121 X -Loc Grid Hrz left Load Hrz Right Load Hrz In LoadHrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (in.) (in.) (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std k OS -0.1875 k 8-A k) 0.375 k 25 k) 4 (in -k) 5.0 (in -k Std 0/0/0 8-E 4.04 12 13.62 22 0.279 84 19.07 83 11.06 84 31.11 73 - 84 - - 80/0/0 8-A 1 13.62 21 4.04 10 N/A N/A 19.07 83 10.73 84 31.28 73 0.500 6.00 13.53 0.750 A325N/PT Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4*drod) X -Loc Grid Mem. Thickness I Width I Length Stiff. Num. Of Rod Diam. Pitch Gage Hole I Welds to Welds to Axial rame Shear No. (in.) (in.) (in.) k Rods (in.) (in.) in.) Type Flange Web 0/0/0 8-E I0.375 21.68 8 25 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 80/0/0 8-A 1 8 0.375 8 25 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum BracingtWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial rame Shear Load k k Case k k Case k k Case k) k k Case -V/0/0 13.67 21.68 22 3.16 11.05 84 7.29 31.15 73 19.07 -11.05 3.16 84 E$0/0/0 13.75 21.82 21 3.16 -10.74 84 7.41 31.30 73 19.07 -10.74 3.16 84 LU %% Base Plate Connection Strength Ratios f C X -Loc Rod Load Rod Load Rod Load Rod Load 1 Conc 11 Plate Load Plate Load Flange Load Web Load 0.3750 Shear Case Tension Case V+T Case Bendin Case Bearin Case Tension Case Com Case Weld Case Weld Case 0/0/0 0.838 84 0.288 1 84 0.623 84 2.000 0 0.141 73 0.408 84 0.167 73 0.370 73 0.205 22 -'90/0/0 0.838 84 0.279 84 0.605 84 Alternate 0 0.142 73 0.397 84 0.168 73 0.372 73 0.206 21 ®Web Stiffener Summar Mem. m No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 1 *** MUST Use Altemate Web Thick.= 0.3750 Mem. m No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 1 *** MUST Use Altemate Web Thick.= 0.3750 ID I Desc. in. No. 1 2 S9 12.13 23.174 140.96 N/A N/A 0.3125 3.000 Both SP -BS -0.3125,W -BS -0.1250,F -OS -0.1875 2 1 S1 4.51 27.606 167.92 1.75 48.31 0.1875 2.000 Both F -OS -0. I 875,W -OS -0. 1875 7 1 S1 13.07 30.712 186.81 1.75 53.75 0.1875 2.000 Both F -OS -0. I 875,W -OS -0. 1875 8 *** MUST Use Alternate Web Thick: 0.3750 Flush 2.00/2.00 4 1 8 2 S9 12.13 23.174 140.96 N/A N/A 0.3125 3.000 Both SP -BS -0.3125,W -BS -0.1250,F -OS -0.1875 Bolted End -Plate Cnnnectinns (Plate Fv = 55.00 ksil Moment Connections: Outside Flange Required Stren th Design Strength Ratios * End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd ID I Desc. in. ID I Desc. in. No. No. Yielding in. in. in. in. Weld in. l 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 2 1 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 3 2 SP 0.500 6.00 19.00 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 4 1 SP 0.500 6.00 18.98 0.750 A325N/PT 3.00 ll Flush 10.13 13 Flush 2.00/2.00 4 2 SP 0.500 6.00 13.53 0.750 A325N/PT 3.00 ll Flush 7.94 11 Flush 7.94 5 1 SP 0.500 6.00 13.53 0.750 A325N/PT 3.00 11 Flush 7.81 11 Flush 7.81 5 2 SP 0.500 6.00 18.98 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 6 1 SP 0.500 6.00 19.00 0.750 A325N/PT 3.00 11 Flush 10.13 13 Flush 2.00/2.00 7 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 KN(Face) 0.625 6.00 36.25 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 Moment Connections: Outside Flange Required Stren th Design Strength Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 22 -21.9 10.6 2390.6 AISC DG-16/Thin plate 0.882 0.143 0.700 0.367 0.543 0.083 0.959 0.631 2 1 22 -21.9 10.6 2390.6 AISC DG-16/Thin plate 0.880 0.143 0.704 0.367 0.542 0.083 0.869 0.631 3 2 14 -2.7 2.0 576.9 AISC DG-16/Thin plate 0.986 0.041 0.979 0.000 0.000 0.039 0.799 0.516 4 l 14 -2.7 2.0 576.9 AISC DG-16/Thin plate 0.986 0.041 0.979 0.000 0.000 0.039 0.799 0.516 4 2 22 -11.9 2.8 195.7 AISC DG-16/Thin plate 0.3701 0.058 0.347 . 0.000 0.000 0.044 0.959 0.516 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B[/TLER -----------cturinp Required Strength Design #1502256501 Calculations Package Mem. Jt. Date: 12/21/2015 Time: 04:15 PM Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Page: 113 of 121 Web 5 1 22 -11.9 k) 2.8 195.7 AISC DG-16/I'hin plate 0.326 0.058 Yielding 0.320 0.000 0.000 0.070 0.959 0.516 12 5 2 13 -2.8 0.210 2.0 578.3 AISC DG-16/Thin plate 0.987 0.042 0.959 0.984 0.000 0.000 0.040 0.725 0.516 467.2 6 1 13 -2.8 0.000 2. 578.3 AISC DG-16/Thin plate 0.987 0.042 2 0.984 0.000 0.000 0.04 0.725 0.516 0.000 7 2 21 22.0 0.943 10.6 2404.3 AISC DG-16/rhin plate 0.886 0.144 0.0 0.708 0.369 0.546 0.084 0.874 0.631 0.000 8 2 21 -22.0 2 10.6 2404.3 AISC DG-16/Thin plate 0.887 0.144 0.803 0.704 0369 0.546 0.084 0.959 0.631 Inside Flange Required Strength Design Strength Ratios' Mem. Jt. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 12 -0.4 1.0 467.2 AISC DG-16/Thin plate 0.210 0.014 0.217 0.000 0.000 0.008 0.959 0.631 2 1 12 -0.4 1.0 467.2 AISC DG-16/rhin plate 0.210 0.014 0.219 0.000 0.000 0.008 0.959 0.631 3 2 5 -8.2 0.0 789.8 AISC DG-16/Thin plate 0.515 0.000 0.924 0.000 0.000 0.000 0.943 0.516 4 1 5 -8.2 0.0 789.8 AISC DG-16/rhin plate 0.515 0.000 0.924 0.000 0.000 0.000 0.943 0.516 4 2 56 6.6 1.5 262.3 AISC DG-16/Thin plate 0.803 0.030 0.789 0.000 0.000 0.036 0.959 0.516 5 1 56 6.6 1.5 262.3 AISC DG-16/Thin plate 0.924 0.030 0.853 0.000 0.000 0.022 0.959 0.516 5 2 6 -8.1 0.5 791.0 AISC DG-16/Thin plate 0.516 0.005 0.928 0.000 0.000 0.003 0.942 0.516 6 1 6 -8.1 0.5 791.0 AISC DG-16/rhin plate 0.516 0.005 0.928 0.000 0.000 0.003 0.942 0.516 7 2 10 -0.4 1.0 467.2 AISC DG- 16/rhin plate 0.210 0.014 0.219 0.000 0.00 0.008 0.959 0.631 8 2 10 -0.4 1.0 467.2 AISC DG-i6/Thin late 0.210 0.014 0.217 0.000 0.000 0.008 0.959 0.631 ' Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. F1.... Rr... Q..mm- Member From Member Joint I From Side Point l Part Axial Load per FB k Load Case Design Note 1 10/0/0 10/0/0 (2)GFB2074 1.110 22 Shear 2 0/9/4 44/2/0 (2)GFB4027 0.796 22 Mom -y 2 5/9/10 39/1/10 GFB3021 1.825 22 + 2 13/9/10 31/1/10 GFB2081 1.396 20 Pc 3 7/3/0 23/1/10 GFB2081 0.923 4 No. 4 7/0/0 13/1/10 GFB2063 0.555 14 k 4 17/0/0 3/1/10 GFB2050 0.338 6 in -k 4 19/0/0 1/l/10 GFB2050 0.444 22 22 5 0/9/0 1/1/10 GFB2050 0.435 21 225.2 5 10/9/0 11/l/10 GFB2063 0.488 13 l 6 1/0/0 21/1/10 GFB2081 0.801 13 -14.4 6 3/0/0 23/1/10 GFB2081 0.930 3 6 9/0/0 29/1/10 GFB2081 1.265 3 4 22 7 4/9/2 35/1/10 GFB2097 1.616 21 { 7 10/9/2 41/1/10 GFB4007 1.490 21 2 7 13/9/9 44/2/0 (2)GFB4027 0.801 21 12. 8 10/0/0 10/0/0 2)GFB2074 1.116 21 F.omo Iloc:.... Mom6o. Q..m-- _ P - t-11- T ..A !"opo ...A 1"-* ..m 1'..mh-A Qf.e - m.. Mnm1- IT ....o#;- - r- T..:..# 1 1 C9UT 1 C COUNTY BUILDING DIVISION APPROVIFFLE), File: 15-022565-01 Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Controlling Cases Require Strength Available Strength Stren h Ratios Axial Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. It in. Flexure k k in -k in -k k k in -k in -k Flexure 1 13.22 24.0 22 -21.2 -2271.8 0.0 225.2 2717.1 302.1 0.88 l 2.75 24.0 22 -14.4 15.9 0.91 2 1.17 32.21 22 -21.7 -2296.8 0.0 138.8 2534.5 161.7 0.98 2 2.21 31.14 2 12. 11.8 1.01 3 0.00 18.0 4 -9.5 -969.8 0.0 85.1 996.5 131.5 1.03 3 0.00 18.00 2 7.4 11.4 0.65 4 5.00 16.18 21 -12.0 713.2 0.0 53.1 786.0 95.2 1.03 4 19.26 11.0 21 -8.4 19.1 0.44 5 14.51 16.18 22 -11.9 713.5 0.0 53.0 786.0 95.2 1.03 5 0.25 11.00 22 8.5 19.1 0.44 6 10.24 18.0 3 -9.5 -976.3 0.0 98.3 1048.5 131.5 0.98 6 10.24 18.0 1 -7.4 11.4 0.65 7 14.58 33.0 21 -22.0 -2404.3 0.0 151.9 2652.2 161.9 0.98 7 12.77 31.1 1 -12.0 11.8 1.01 8 13.22 24.0 21 -21.3 -2284.9 0.0 225.2 2717.1 302.1 0.89 8 2.75 24.0 21 14.5 15.9 0.91 C9UT 1 C COUNTY BUILDING DIVISION APPROVIFFLE), File: 15-022565-01 Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �. • is • sur�ER. ° Date:r 1,2/21/2015 Butler Manutactu.9 #1502256501. Calculationss'Pac"ee - " Time: 04:15 PM Page: 114 of 121 Parameters Used for Axial and Flexural Design ' Mem. No. Loc, ft • Lx in. Ly/Lt. in. Lb in. Ag in.2 Afn in.2 Ixx -in.4 lyy `in.4 Sx .. in.3 Sy, in.3 Zx , in.3 Zy in.3 J in.4 Cw. in.6 Cb . Rpg Rpc Qs Qa 1 13.22 158.68 38.7 38.7 9.78 3.00 995.19 18.01 82.93 6.00 92.24 .,.9.16 0.53 2486.30 1.10 0.99 1.00 1.00 0.73 2 ,1.17 531.86 .60.5 , . 60.5 8.92 . 1.88 1376.45 7.82 85.48 3.13 100.36 4.90 0.22 1982.01 Li 1 ' 0.92 1.00 1.00 0.57 3 0.00 531:86 96.0 96.0 • 5.46 " 1.56 303.23 6.51 33.69, 2.61 37.79 3.98 0.12 509.471'.16 1-.00 - 1,00 1.00 0.75 4 5.00 531.86 i20. 24.0 4.61 1.25 201.89 5.21 24.95. 2.08 28.18 * 3.20 0.07 330.71 0.95 1.01 1.0 1.04 0.80 5- 14.51 531.86 120.0 24.0 4.61 1.25 201.89 _ 5.21. 24.95 2.08 28.18 3.20 0.07 330.72 1,06 1,00 1.04 0.95 0.80 6 10.24 531.86 72.1 72.1 5.46'. 1.56 303.23 6.51 33.69 2.61 37:79 3.98 0.1 ••509.47 1.09 1 1. 1, 1.00 0.74 7 14.58 531.86 9. 9.2 9.05 1.88 1457.44 7.82 88.33 3.13 103.92 4.91 0.2 2082.07 1.02 0,91 0 1,0 0.55 8 13.22 158.68 .38.7 38.7 9.78 3.00 995.19 18.01 82.93 .. 6.0 92.24, 9.16 0.53 2486,3 1:10 0.99 1.00 -1.00 0.73 llvflPetian Load Camhinatinns - Framinp f No. Origin Factor Def H Def V Application ' + Description ' l System 1.000 0 180 LO L L ' 2 System 1.000 60 180 0.42 W1> W1> 3 System 1.000 60 180 0.42 <W l ` - <W1 4 System 1.000 60 180 0.42 W2> , W2> 5 System 1.000 • ' 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL' ' _ WPL 7 . System 1.060 60 180 0.42 WPR WPR 8 System 1.000 60. 0 1.0 E> + 1.0 EG- E> + EG- - 9 System 1.000 60, 0 1.0 <E + 1.0 EG- <E + EG - Description Ratio Deflection (m) Member Joint ' Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 (H/101) � U624 1.689 1.493 1- 2• 4 6 1 2 W25, W 1> • Negative horizontal deflection is left * Negative vertical deflection is down ' Lateral deflections of primary frames are calculated oA a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections maybe considerably overstated. ` Frame Lateral Stiffness,(K): 4.451 (k/in) Fundamental Period (calculated) (T): 0.804 (sec.) y 'BUTTE cOUN Lj ' .. • f {. w BUILDING DIVISI{�t�®¢ypA� ; File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of Blu8cope Buildings North America; Inc. =` - L HL17-LER Date: 12/21/2015 Butter Manufacturing #1502256501 Calculations Package Time: O4:15 PM Page: 115 of 121 WA177- ra 4=Fmeat~ 158/0/0 r. Frame Cross Section: 9 A r"MM" vnv. %. .2w i iviv n i I rt ivies L-11ML-k.7l a Dimension Key 1 1 5/8" 2 4'-6" 3 4'-0" 4 2'-0" 5 l'-1 5/8" 6 2 @ I'-0 3/8" 7 3/2" 8 37'-8" Ridge Ht. Frame Clearances Horiz. Clearance between members I(CX006) and 8(CX006): 75'-8 1/4" Vert. Clearance at member I(CX006): 13'-11 5/16" Vert. Clearance at member 8(CX006): 13'-1 l 5/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 3p U 1 T E COUNTY i UHLDINGa DIVISION APVD File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. riL/TLEDate: 12/21/2015 8u„o„N---- #1502256501 Calculations Package Time: 04:15 PM Page: 116 of 121 Frame Location Design Parameters: Location Avg. Bay Space I Description Angle Group Trib. Override -Design Status 158/0/0 11/0/0 112 Clear Span 90.0000 Stress Check Design Load Combinations - Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0D+I.0CG+0.6W1> D+CG+W1> 4 System 1.000 I.0D+I.0CG+0.6<W1 D+CG+<WI 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + W PL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 9 System 1.000 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D+CU+<W1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W1 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CO + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - Frame Member Sizes Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depth in. Depth2 in.) Length ft) Weight (p) Fig Fy (ksi Web Fy ksi Splice it.1 Codes R.2 Shape 1 5.00 0.3125 0.1345 24.00 24.00 15.27 373.1 55.00 55.00 BP KN 3P 2 5.00 0.3125 0.1345 25.00 16.00 15.34 309.0 55.00 55.00 KN SS 3P 3 5.00 0.2500 0.1345 16.00 16.00 10.25 173.1 55.00 55.00 SS SP 3P 4 5.00 0.1875 0.1345 16.00 10.00 19.75 260.4 55.00 55.00 SP SP 3P 5 5.00 0.1875 0.1345 10.00 16.00 19.75 260.4 55.00 55.00 SP SP 3P 6 5.00 0.2500 0.1345 16.00 16.00 10.25 173.1 55.00 55.00 SP SS 3P 7 5.00 0.3125 0.1345 16.00 25.00 15.34 309.1 55.00 55.00 SS KN 3P 8 5.00 0.3125 0.1345 24.00 24.00 15.27 373.1 55.00 55.00 BP KN 31' Total Frame Weight = 2231.2 (p) (Includes all plates) Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 10/0/0 8 0/0/0 80/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0.0000 0/0/0 0.0000 BUTTE�`.' i ' 5 � File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. W BLITLE� ' Date: 12/21/2015 ------------ Butler Manufacturing #1502256501 Calculations Package . " r Time: O4:15 PM Page: 117 of 121 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete ID ... fl- _ f lnrorfnrad I nod T- of From. Vr- Carfinn• 9 Type X -Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column Exterior Column 0/0/0 80/0/0 9-E 9-A 8 X 25 8 X 25 0.375 0.375 4-0.750 4-0.750 100'-0" 100'-0" ' I 0.0 Load Type . Desc. Hx V Hx, V 0.0 4.4 4.4 D Frm 3.16 6.27 -3.16 6.27 <L 0.0 .0'.0 CG Frm 1.19 2.22 -1.19 2.22 6.9 6.9 <WI L> Frm 2.86 5.33 -2.86 5.33 8.4 f i 1.1 <L Frm 2.86 5.33 -2.86 5.33 1.1 {{ 3.2 W1> Frm -5.58 -3.33 -2.83 -3.61 3.2 t - 21:8 <W 1 Frm 2.83 -3.62 5.58 -3.33 MW I 4.8 W2> Frm -4.53 0.71 -3.88 0.43 OA 1 MW' <W2 Frm 3.88 0.43 4.53 0.71 0.0 �- ' 0.0 " WPL Frm -5.09 -10.46 1.86 -11.30 10.7 E> 2.5 WPR Frm -1.86 ,-11.30 5.09 -10.46 0.0 - 1.7 1.7- MW Frm - - - - EG- 0.0 0.0 MW Frm 0.84 0.65 3.93 -0.65 - MW Frm - _ MW Frm -3.93 -0.65 -0.84 0.65 CU Frm L Frm 2.86 5.33 -2.86 5.33 E> Frm -1.27 -1.15 -1.27 1.15 - EG+ Frm 0.46 0.86 -0.46 0.86 - <E Frm 1.27 1.15 1.27 -1.15 EG- Frm 1 -0.46. 1 -0.86 0.46 1 -0.86 i Cum nr Fnrrac with Raarfinnc Charlr . Framing Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 12.7 12.5 CG 0.0 0.0 4.4 4.4 L> 0.0 _ 0.0 10.7 10.7 <L 0.0 .0'.0 10.7 10.7 " WI> ' 8.4 8.4 6.9 6.9 <WI 8.4 8.4 6.9 6.9 W2> 8.4 8.4. 1.1 Ll <W2 8.4 8.4 1.1 1.1 WPL - 3.2 3.2 21.8 21.8 WPR 3.2 3.2 21.8 21:8 MW 0.0 0.0 0.0 0.0 MW 4.8 4.8 0.0 0.0 MW 0.0 0.0 OA 0.0 MW' 4.8 4.8 0.0 0.0 CU 0.0 '0.0 ' 0.0 " 0.0 L 0.0 0.0 10.7 10.7 E> 2.5 2.5 0.0 0.0 EG+ -0.0- 0.0 - 1.7 1.7- <E 2.5 2.5 0.0 0.0 EG- 0.0 0.0 1.7 1.7 Maximum Combined Reactions Summary with Factored Loads - Framing Nnta• All -r•tinnc arr h -i nn I o nrdrr onirt-ni anal-ic X -Loc l f Hrz left Load Hrz Right Z M Hrz In On Hrz Out 0CD -< C Uplift FnZ Vrt Down LoadMom cw Z Mom ccw I • ' f II. 1 1 X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down LoadMom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) , Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in -k) (in -k 0/0/0 9-E 2.36 12 8.24 22 3.02 18 13.82 1 80/0/0 9-A 8.24 21 2.36 10 3.02 l7 13.82 l J t File: 15-022565-01 - Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sur�E�a Butter ManufacturfrM #1502256501 Calculations Package Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & Ditch standards are based on ACI -318 ADDendix D criteria for "cast-in-Dlace" anchor rods (Min space = 4*drod) Date: 12/21/2015 Time: 04:15 PM Page: 118 of 121 X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load k No. in. in. in. k Rods in. in. in. TyDe Flange Web 0/0/0 9-E 1 0.375 8 25 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 80/0/0 9-A 8 0.375 8 25 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loadine Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial rame Shear Load k k Case k k Case k k) Case k k k Case 0/0/0 8.27 12.84 22 0.77 -3.04 18 7.27 13.89 2 Case Weld Case 0 80/0/0 8.31 12.92 21 0.78 -3.03 17 7.27 13.87 1 0.063 2 0.115 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load IRod a in.) Load Conc. Load Plate Load Plate Load Flange Load Web Load 0.2500 Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.394 2 0.079 18 0.625 0 28.25 0 0.063 2 0.115 18 0.116 2 0.161 2 0.126 22 80/0/0 0.394 1 0.079 17 Extended 3.25 31 0 4 0 0.063 1 0.114 17 0.116 1 0.161 1 0.127 21 Web Stiffener Summary '.i Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) h/t a/h a in.) Thick. in.) Width (in.) Side Welding Description I *** MUST Use Alternate Web Thick: 0.2500 No. Proc. in. in. 1 2 SI 3.86 23.375 173.79 2.00 46.75 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 3.00 31Extended 3.25 12 Flush 2.00 2 1 KN(Face) 0.625 6.00 28.25 Fillet A325N/PT 1 3 SI 7.76 23.375 173.80 2.00 46.75 0.1875 2.000 Opposite F -OS -0. 1 875,W -OS -0. 1875 3.00 31 Extended 3.25 31 Extended 3.25 4 1 SP 0.375 6.00 21.49 Fillet A325N/PT 1 4 S9 12.88 23.376 173.80 N/A N/A 0.3125 3.000 Both SP -B S -0.2500,W -BS -0. I 250,F -OS -0. 1875 8 *** MUST Use Alternate Web Thick.= 0.2500 6.00 12.39 0.750 A325N/PT 8 2 S1 3.86 23.375 173.79 2.00 46.75 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 3.00 31 Extended 3.25 31 Extended 3.25 6 1 SP 0.375 6.00 21.50 Fillet A325N/PT 8 3 S1 7.76 23.375 173.80 2.00 46.75 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 3.00 31 Extended 3.25 12 Flush 2.00 8 2 KN(Face) 0.625 6.00 28.25 Fillet A325N/PT 8 4 S9 12.88 23.376 173.80 N/A N/A 0.3125 3.000 Both SP -B S -0.2500,W -BS -0. I 250,F -OS -0. 1875 go, 0.Ited End -Plate Connections Plate Fy = 55.00 ksi Moment Connections: Outside Flange Required Strength Design Strength Ratios End -Plate Dimensions Bolt Outside Flange Inside Flan e :Mem. it. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd ID Desc. in. ID Desc. in. No. No. Proc. in. in. in. in. cure in. 2 KN(Face) 0.625 6.00 28.25 0.750 A325N/PT 3.00 31Extended 3.25 12 Flush 2.00 2 1 KN(Face) 0.625 6.00 28.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 3 2 SP 0.375 6.00 21.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 4 1 SP 0.375 6.00 21.49 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 4 2 SP 0.500 6.00 12.39 0.750 A325N/PT 3.00 It Flush 6.75 11 Flush 6.75 5 1 SP 0.500 6.00 12.39 0.750 A325N/PT 3.00 it Flush 6.63 ll Flush 6.63 5 2 SP 0.375 6.00 21.49 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 6 1 SP 0.375 6.00 21.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 7 2 KN(Face) 0.625 6.00 28.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 8 2 KN(Face) 0.625 6.00 28.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 Moment Connections: Outside Flange Required Strength Design Strength Ratios Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear BendingYieldingRu cure TearingWeld Weld l 2 22 12.9 6.4 1475.4 AISC DG-16/Thin plate 0.749 0.086 0.597 0.314 0.464 0.05 0.93 0.516 2 1 22 -12.9 6.4 1475.4 AISC DG-16/Thin plate 0.749 0.086 0.597 0.314 0.464 0.050 0.930 0.516 3 2 14 -1.8 1.3 388.7 AISC DG-16/Thin plate 0.366 0.018 0.763 0.270 0.399 0.017 0.959 0.516 4 1 14 -1.8 1.3 388.7 AISC DG-16/Thin plate 0.366 0.018 0.763 0.270 0.399 0.017 0.959 0.516 4 2 22-7.1 1.4 98.5 AISC DG-16/Thin plate 0.199 0.028 0.187 0.000 0.000 0.021 0.719 0.516 5 1 22 -7.1 1.4 98.5 AISC DG-16/Thin plate 0.17 0.028 0.172 0.000 0.00 0.034 0.719 0.516 5 2 13 -1.8 1.3 389.7 AISC DG-16/Thin plate 0.366 0.018 0.768 0.270 0.399 0.018 0.828 0.516 6 1 13 -1.8 l.3 389.7 AISC DG-16/Thin plate 0.366 0.018 0.768 0.270 0.399 0.018 0.828 0.516 7 2 21 -13.0 6.4 1485.0 AISC DG -16/1 hin plate 0.754 0.087 0.601 0.316 0.467 0.05 0.936 0.516 File: 15-022565-01 Version: 2015.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BL/TLER� Date: 12/21/2015 a�tlerMaoufacturloq #1502256501 Calculations Package Tithe: 04:15 PM Page: 119 of 121 1 8 1 2 121 I -13.01 6.41 1485.01 AISC DG-!6/rhin plate 1 0.7541 0.0871 0.6011 0.3161 0.4671 0.0501 0.9361 0.5161 Inside Flange Required Stren th Design Strength Ratios' Mem. it. Ld Axial Shear Moment_ Bolt Bolt, Plate Shear I Shear Bearing Flange Web No. No. Cs k) k in -k) Proc. Tension Shear Bending Yieldingl Rupture .Tearin Weld Weld 1 2 17 3.5 1.2 248.5 AISC DG-16/I'hin plate 0.181 0.016 0.188 0.000 0.000 0.009 0.799 0.516 2 1 17 3.5 1.2 248.5 AISC DG-16/Thin plate ' 0.181 0.016 0.188 0.000 0.000 0.009 0.799 0.516 3 2 5 -4.6 0.1 521.9 AISC DG- 16/rhin plate 0.473 0.002 0.989 0.302 0.447 0.002 0.716 0.516 4 1 5 -4.6 0.1 521.9 AISC DG-16/rhin plate 0.473 0.002 0.989 0.302 0.447 0.002 0.716 0.516 4 2 17 5.0 1.0 185.3 AISC DG-16/Thin plate 0.632 0.021 0.625 0.000 0.000 0.025 0.719 0.516 5 1 17 5.0 1.0 185.3 AISC DG-16/Thin plate 0.734 0.021 0.679 0.000 0.000 0.016 0.719 0.516 5 2 6 . -4.6 0.4 522.6 AISC DG-16/Thin plate 0.474 0.005 0.994 0.303 0.448 0.005 0.715 0.516 6 l 6 -4.6 0.4 522.6 AISC DG-16/Thin plate 0.474 0.005 0.994 0.303 0.448 0.005 0.715 0.516 7 2 18 3.5 1.2 249.7 AISC DO- I6/rhin plate 0:182 0.016 0.189 0.000 0.000 0.009 0.799 0.516 8 2 18 3.5 1.2 249.7 .AISC DG-16/Thin plate 0.182 0.016 0.1891 0.0001 0.000 0.009 0.799 0.516 ' Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. t Flanoa Rrara Cnmmary Member From Member Joint I From Side Point 1 Part Axial Load per FB k Load Case Design Note 1 10/0/0 10/0/0 GFB2074 1.195 22 2 014/14 44/2/0 GFB3000 1.574 22 2 5/5/5 39/1/10 GFB2097 1.335 22 2 13/5/5 31/1/10 GFB2063 0.956 4 3 7/3/0 23/1/10 GFB2063 • 0.638 _ 4 4 7/0/0 13/1/10 GFB2063 0.385 14 4 17/010 3/1/10 GFB2050 0.196 6 " 4 19/0/0 1/l/10 GFB2037 0.228 22 5 0/9/0 1/l/10 GFB2037 0.225 21 5 10/910 11/l/10 GFB2050 , 0.340 13 6 1/0/0 21/1110 GFB2063 0.560 13 6 3/0/0 23/1/10 GFB2063 0.642 3 r 7 0/9/1 31/1/10 GFB2063 0.982 5 7 8/9/1 39/1/10 GFB2097 1.344 21 7 13/9/7 44/2/0 GFB3000 1.584 21 " 8 10/010 10/0/0 GFB2074 1.202 21 s Frame Desien Member Summary - Controlline Load Case and Ma)dmum Combined Stresses oer Member (Locations are from Joint 1 ) BUTTE COUNTY I BUILDING ®MSIO114 APP File: 15-022565-01 Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America; Inc. y . 3 Controlling Cases Require Strength Available Strength Strength Ratios Axial AxialShear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Mem. Loc: Depth + Shear Pr Vr Mrx Mry Pc Vc_ Mcx Mcy + Shear No. It in. Flexure k k in -k in -k k k in -k in -k Flexure 1 13.98 24.0 22 -12.5 -1455.2 0.0 116.7 1522.7 132.4 1.01 1 7.75 24.0 22 -8.7 8.4 1.03 2 0.99 24.7 22 -12.8 -1445.4 0.0 110.2 1548.5 - 132.5 0.99 2 0.58 25.00 2 7.8 8.1 0.96 3 0.00 16.0 4 -5.7 -635.4 0.0 68.4 724.5 95.3 0.92 ' 3 0.00 16.00 2 4.5 12.8 0.35 4 2.00 15.38 5 A. 511.3 0.0 39.3 523.3 52.2 1.03 4 19.30 10.0 21 -5.2 20.7 0.25 5 17.53 15.38 6 -4.4 511.6 0.0 39.3 523.3 52.2 1.03 5 0.23 10.0 22 5.2 20.7 0.25 6 ;,10.25 16.0 3 -5.8 -639.6 0.0 68.4 724.7 95.3 0.92 - 6 10.25 16.0 1 -4.5 12.8 0.35 7 13.79 24.7 21 -12.9 -1454.9 0.0 110.2 1548.0 132.5 1.00 7 '14.20 25.0 1 -7.8 8.1 0.96 8 13.98 -24.0 21 -12.6 -1463.9 0.0 116.7 1522.7 132.4 1.02 8 10.00 24.0 21 8.6 8.4 1 1.03 BUTTE COUNTY I BUILDING ®MSIO114 APP File: 15-022565-01 Version: 2O15.2a Butler Manufacturing, a division of BlueScope Buildings North America; Inc. y . 3 BUTLER F Date: 12/21./2015 Bullor Manufacturlip' �, ,##150225650161cu" idtions. Package , Time: 04:15 PM Page: 120 of 121 Parameterc iTced for Avinl and Flexri A Decirin Mem. No. Loc., ft Lx in. Ly/Lr in.' Lb, in. Ag in.2 Afn in.2 , Izx in.4 ' lyy - in.4 Sx in.3 Sy. in.3 Zx in.3 Zy in.3 J _ in.4 Cw in.6 Cb . Rpg _ Rpc • Qs Qa 1• , 13.98 167.78 * 47.8 47.8 6.27 ,,,.1.56 581:53 6.52 48.46 2.61 55.38 4.01 0.1 913.91 L 12 0.95 0.42,W2> 1.00 0.63 2 0.99.527.68 1.000. 60. 60.4 637 " 1.56 ' 623.45 -6.52 50.40 • 2:61 57.73 4.02 0.12 972.02 1.11 0.95` .1.00 1. 1.00 0.63 3 0.00 527.68 96.0 96.0 4.58 ' 1.25 196.79 5.21 .24.60 x.2.0 '27.77 3.20 0.06 '323.19 1.15 1.00 1.05 0.95 0.76 4 ^ 2.00 527.68 -120.0 24.0 3.89 0.94 ' 146.03 .3.91 18.99 _ .1.56 21.81 2.41 ' 0.03 225.52 1.03 1.00 1.06 0.80 0.80 5 {7.53 527.68 120124.0 3.89 0.9 146.03 3.91 18.99 `: 1.5 21.81 ' 2.41. 0.03 "225.52 1.07 -. 1.00 1.06 0:80 0.80 6 10.25 527.68 96. 96.0' 4.58 ' 1.25 196.79 - 5.21 24.60 2.08 27.77: 3.20 0.06 323.19 1.15 E60 1.05 0.95 0.76 y 7 ' 13.79 527.68' 60. 60.4 6.37 1.56 623.45 6.52 50.40 2.61 57.73 4.02 0.12 972.03- 1.11 0.95 1.00 1.00 0.62 8 . 13.98 167.78. 47. 47.8 6.27 1.56 581.53 6.52 48.46 "t' 2.61 55.38 ' 4.01 0.12 913.91 7:12 0.95 1.00 1.00 0.63 Deflection Load Combinations - Frami No. Origin Cnntrnlline Frame Deflection Ratios for Cross Section:'9 Description Factor Def H Def V' Max. Horizontal Deflection(14/88) - Application Description I System' 1.000 0 180 1.0 L ,' _ L 2 System 1.000 60 180 0.42 WI> + r W1> 3 System 1.000 60 180' 0.42'<W I �' . <W 1 4 '. System 1.000 ,60. .180 0.42,W2> _ W2>' e, 5 System 1.000. 60 1.80 0.42,<W2 r =. .- <W2 6 System 1.000 60 180 0.42 WPL y " WPL 7 System 1.000 60 180 0.42 WPR. WPR 8 System 1.000 60 -0 1.0 E> + 1.0 EG '. E>+ EG-' 9 System 1.000 60 0 ' 1.0 <E + 1.0 EG- <E.+ EG- Cnntrnlline Frame Deflection Ratios for Cross Section:'9 Description Ratio Deflection(in.) IMemberl, Joint' Load Case Load Case Description - Max. Horizontal Deflection(14/88) - 1.972 l.: 2 ' 4 W2> 1 r Max. Vertical Deflection for Span 1 ( U577) 1.615 6 1 . 2 W 1> - * Negative horizontal deflection is left Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial , L ' 'Y Y V ..t1 r ., •. • Bur�ER Date: 12/21/2015 #1502256501 Calculations Package - Time: 04:15 PM •a...~._,...Y..,.,..,.._._ Page: 121 of 121 Suinmary.Re. llit r� } ' �-3•-v� 9 z ' Shape: Bulk Storage ' ra..at n.tA Fastener Data Wall/Roof Type Thickness Finish : Color Direction Gable Dir Max. Length Wall: 1 ' Butlerib 11 Punched 26 Butler -Cote Cool Birch White Left to Right Left to Right 41/0/0 Location: 2 Butlerib Wall Lite*Pant 0 FRP Fglass Reinforced CC2 Left to Right Left to Right 34/0/0 Plastic Location: 3 Butlerib II Punched 26 Butler -foie Cool Birch White Left to Right . Left to Right 41/0/0 Wall: 2 Butlerib ❑ Punched 26 Butler -Cote Cool Birch White Left to Right Left to Right 41/0/0 Location:2 Open Location: 3 Butlerib Wall Lite*Pant 0 FRP Fglass Reinforced CC2 ' Left to Right Left to Right 34/0/0 Plastic Wall: 3 Open Exposed to wind Wall: 4 Butlerib 11 Punched 26 Butler -Cote. _ Cool Birch White Left to Right Left to Right " 41/0/0 Location:2 Open Location: 3 Butlerib Wall Lite*Pant 0 FRP Fglass Reinforced CC2 �. Left to Right Left to Right 34/0/0 Plastic Roof -.'A Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl: I Torx CMC SB, CMC SDS SB, SDS Stitch Standard Option Yes None NoStitch ocation: 2 Torx CMC MPS, LR Stitch MPS, LR Stitch Standard Option Yes None rDamminall: Noocation: 3 Torx CMC SB, CMC SDS SB, SDS Stitch Standard Option Yes None No'Stitch Wall: 2 Tom CMC SB, CMC SDS SB, SDS Stitch Standard Option• Yes None No . Stitch Location: 2 Not Applicable .. Location: 3 Torx CMC MPS, LR Stitch MPS, LR Stitch Standard Option Yes None No No Wall: 3 Not Applicable r Wall: 4 Torx CMC SB, CMC SDS SB, SDS Stitch Standard Option • Yes None No No Stitch Location: 2 u Not Applicable t - Location: 3 , Torx- CMC MPS, LR Stitch MPS, LR Stitch k Standard Option Yes None No " No Roof: A. Not Applicable NBBMC -Other 1 1/2" psf = 8.00 Supported by others=no Roof: B NBBMC -Other 1 1/2" psf = 8.00 Supported by others=no ~ Fastener Data Wall/Roof Type Thickness Finish : Color Direction Gable Dir Max. Length Wall: 1 ' Butlerib 11 Punched 26 Butler -Cote Cool Birch White Left to Right Left to Right 41/0/0 Location: 2 Butlerib Wall Lite*Pant 0 FRP Fglass Reinforced CC2 Left to Right Left to Right 34/0/0 Plastic Location: 3 Butlerib II Punched 26 Butler -foie Cool Birch White Left to Right . Left to Right 41/0/0 Wall: 2 Butlerib ❑ Punched 26 Butler -Cote Cool Birch White Left to Right Left to Right 41/0/0 Location:2 Open Location: 3 Butlerib Wall Lite*Pant 0 FRP Fglass Reinforced CC2 ' Left to Right Left to Right 34/0/0 Plastic Wall: 3 Open Exposed to wind Wall: 4 Butlerib 11 Punched 26 Butler -Cote. _ Cool Birch White Left to Right Left to Right " 41/0/0 Location:2 Open Location: 3 Butlerib Wall Lite*Pant 0 FRP Fglass Reinforced CC2 �. Left to Right Left to Right 34/0/0 Plastic Roof -.'A Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl: I Torx CMC SB, CMC SDS SB, SDS Stitch Standard Option Yes None NoStitch ocation: 2 Torx CMC MPS, LR Stitch MPS, LR Stitch Standard Option Yes None rDamminall: Noocation: 3 Torx CMC SB, CMC SDS SB, SDS Stitch Standard Option Yes None No'Stitch Wall: 2 Tom CMC SB, CMC SDS SB, SDS Stitch Standard Option• Yes None No . Stitch Location: 2 Not Applicable .. Location: 3 Torx CMC MPS, LR Stitch MPS, LR Stitch Standard Option Yes None No No Wall: 3 Not Applicable r Wall: 4 Torx CMC SB, CMC SDS SB, SDS Stitch Standard Option • Yes None No No Stitch Location: 2 u Not Applicable t - Location: 3 , Torx- CMC MPS, LR Stitch MPS, LR Stitch k Standard Option Yes None No " No Roof: A. Not Applicable Roof: B Not Applicable ' i - . - BUTTE. COUNTY ®IVI IJIL�ING SI®I\l I3 ` f! *' �P��D' File: 15-022565-01 ,' Version:2015:2a Butler Manufacturing, a division of BlueScope{Buildings North America, Inc. . t -�- j • �� A � i� � ; � c r �� � A1E' ��$ s�� � 2 m� '�S •b" � hr . �`{ •. .r. •tet 1- �.+ ; '" � �'� }' �' '�tl �g� �� r,' � \.. t � T ' �• '- %' f _ I � p` ". .� I � is '�. i.. gill 191311 Q1:. H N v' t : `app\\11l• SID3y,// v i � �s: JA + _ .a 'u'��- � 9 v� �� � u Q q .�a�•�� �S �6Dj;•�t}gj�; p� % �C� 8i8 q �i� ' � � `'a s � --{ - � � � a � �A�� •�` jp � � (((��t�� � d }{xT�•�.'� � �a. e.. j[(�Apn�Tj .. � () Ai i T.) ` fP r YC. ' _�� Ai,• ��}}((q � �. 9 �7� � yh .�� A � r � QQ.F,f � � Q J� � Nay+ ` y,b 4C •t � - i A ��J appy gs� g�� �•-2�ps y�pyQj yy� FRs �b gill t g[�y E .. ,: .••� ,''"V� .`` �� w S�Aig ,a ( 977. Q5� �� �. r.� i�� PA I(11 jig Ali a Ar, p171 �$ x x N4 ?Ga qs ° a �iRyR�'�A ;}- 8 R a° ' "_ � � g ,�,' � ��� � �� � � � � RFs , ��� ��� �@� s � �� � � � o ►� ia y A Q 4q 5 37 � �b�i Q r36 ^f ., ....5 ��.-q k' fit ^� � � u,;••F � ?�A � �AY� �Vg � 6 � A�.� a� A � qa fix- gid ��"' 1 Oil 550- MO • I ",r, !! ��?�s(z�� � M Ac °I w� � � � • e a �j Z � � - M6444 IN 110.1 6 Q � ".wt C t.-•� � l �� ��ypWja���H �� 7,}r�{� � ve;i � a x ._. . . o is i O O O I 1 1 s D "' ao'-o• our Yo our of s)crl. t. �� I ...._........,..,.,__..'7U'• -!D ,3/4' Oldr 'I'o out or MSE F'4AICS--' ..._W— 73'-I J/4" C - C Of SOLr PATTERN 77'-10 3/4- IUSI06 10 INSIDE. OF ENO QASE. PULES �I I �. a�1 n t 2 E I�a��m�ry Inc x � 7i1'-6 3/4• INSIDE: to INSME OF MAIN BASEt�4gYF".S �I1 1 n O 1> _ Q irn I ' r T _Y �• wo r" tA wY a l . t i Ls ------_.—_ _ --J m� r a r Cl inti —� _ _._ .. Is 11 TITAN Buildings Ground Snow Rating TBS SERIES 2 80' Span Structural Evaluation 20 Foot Frame Spacing Reef Snow i 3 Psi maximum at peak. Ground Snow ! 26 psf ho< Low Hazard'oaddings (UBC Classir=liares F2, SZ Ul) andlor with Local Engineers Approval (see nate t)preitr M her Cover Ai Bu cling Systems April, Apra; 2000 _ Notes : f . This Building s _.e•n is designed tot use with a flexible, slippery mertbrane, clapping, rite ng Y" s`uMure'a shapa and padding type shed snow more eas! y than Ccnvent;anaiy tela , J and . Evaluation Summary - clad bui3ditgs as specified In the codes. This sbucture is s,itWbPe for ground sranv up to 26 pcl one hghet depenoing en the wind exnesure, int mw hearolf. and wminst;at;we This documen s the s5ueturat evatuaFror of the TSS Series 2, 6(r span by Cover lilt Budding Systems ra 2. Building has been designed to, 125% offuui roar snow an onside ilio acoadastCe w;Ut asplicebfe U.S. ta:iiding codas. TMs study is based an the technical background et ridge ti,K,h zero snow on the outer. ( as per The BOCA National Building Code l 18_5) The sbbcture is destgnad " infermatto provided by Cover -Alt SuSfang Slvems. The s.^vchre is fnrerloed to be use_' as a as stand-alone with no seoworth from adiacent structures. cermar>_tr,, stand atone, enclosed facility, and all of cane load assumpUans stxkm not be exceeded ai arty time lot the conclusions of this ceniRCtlitm to -man valid. The standard frame spacing is 20 feet Seismic . on renter. , _ F,T.L:Ha Id. Incorporated Comp€led thus r RRo epOtt based on the existitg famirrg system shawl on SetsmiC Zane 4 " Cover -Ail Budding Sfstems drawings..kth reference to the appticabte buiWing oadesin the U.S. .. FTLrttapoovs repo includes the loading used In Ine anarls'ts and gfv an UKU=rion as to what w'rtd Allowable Hanging Loads on Frames and snow regions the structure is suitable lot. Caruti®twn of this document only sha::s that the r Professioal Engineer of Uat parrceAar state is in agreement with the repwCs contents. It does nd. Hung leads have been assumed to be less than 0.25 psi ( apMxhmalely 30ipwurds disuibuted,a" } Raxever• imply that tl structure is generally suitable for use within that state, or that every'inslaution the frame), Additional lead w'ifl reduce the sitar^ toad capacity ecconf gy, - is covered by the report. . Base Reactions Wind Speed RaAng The maximum forcesat the foundafians:supoons due to the rated load and exposure class are as ,. wind Speed: 70 mph (fastest mile) . tat'w z . - a0 mph (three'second gust) Extwsue : Ctass B •• At Anchor Pin- gown (k)- ftp tk{ SM.ar (a) Building Ciassat:840n Low HazsrdrStorege (uBC Ciass4tcitions FZ S2 and U t) Basicpressure inriuding gust tactors: 13 p5 @ 3a ete.•atiun t3 psi max toy Sr>Ow 8.8 - "- 5.3 " • Class C. 85 mph Perp. ` P has cel+ round that for to above mentioned wine speer, exposure class and. return period, %he Winward: .. 7,0 5.8 " sbr udtusat)srees the requirements of the American So.:tety Of Civil Engineers: Atitnimum DesignCoeds - - - Class C. 85 mph Leeward . 2.2 2.3 tF to, Buildings and Other Slrwures (ANSirASCE 7.95) W. =Nara : In ai?dit;on, for the above wind speed and expasure class. ;he stru. ure is also in accordance with -.a • - • 6.0' 0,7 Leeward : - - • 5.6' tollaanns3 bulding code in dL U.S.- 2a - ' add 6.1 at - • Undorm eutld;rr} Cade (UBC) ; tension arCttdr Af ,rind post base - list interior frame) . Yattdnef Budding Core CNBC)- Stecxz<d a"tolne Cate (SBC) f< Cass C. 65 mpn 5.6 kips (Prelim) . \\t44tictntrtr r! - \lf DEALER f>aTEWAY COMv ALL $ tJi toidtS MQ Trus b?wwtirs t5 Ptat•—My OF ob4c MiE4s. AN!' COVEK-ALL eire ?s.MWIOrr er WHME W at .inn *TTHOLtr the EC RESM rr�rrtEi a Fist � i c C TCLtEn; DAY L): Hr STABLES WIL(ti.RD. id0 �E s 5 �o�q�0 etia.pyC Lj iA�'ZL NUMB B o s 1 E•2T1� &t.; PROjECTr FLAIL MIK'ARENn R-�� E JMi J€ KC _ben 4�tf P!1 1-.76!f-EL�_f'Y:? r4iti. 1 .1d6-6'M^-SiSi IftFEO' \\ uAlitUtkl\ l.E�.it:,D t4 s �� :;i.17 Q lrsri,}t[r-'i tit iS�(�Ch� t)r• -.��_,_�•.. fPS,rrE o� E•�',i lttAtm _.cf.s..f = us t e' ICTAL PICK POINT .r 1 FOR UFT USE TEK3 SELF DRILL. SCREW 12-14 x 1 1/4" 2" FROw END AND ALL HOLES TYPICAL 4" O.C. XR I R PICK POINT T E PICK POINT EACH END OF EXTRUSION MUST BE. FOR L;FF �� �_ /�_ FOR LIFT CHAMFERED BEFORE ATT:.ACi !,;EPdT TO TRUSS. lkSE• Pz5 3 Es,_ _ t � x[IEASEe .iT aa -R S2 I"5 WP# tE�EA iCfOLtN j ♦S 'put" N. �! t;TER 'G!k'~i E` 3 :: iZ^ Pyr xe6 ti t •7L ai -: 3 r•' 9tt tV--16 U Iv.St5 tli'-u 52 f Par f.£SCSDI Kt e7' -t c2 SYSTE-S 6 Probe TEO \�5teei4!it/lpf�i� C F 26.- Sid CN 31 J=y OT W E' r, a vccs ..r usK..roaa, sws rCH&M sn s.a V, t -Kw t6 -tii: fk t-306-LL•_y75] CUMMER; DAY LIGHT STABLES P PICK POINT t-2 kilthRO. tt.O :t r c ` FOR UFi PROJECT ID: � ORDER TD: S2 BRACING LEGEND Y. = CROSS CABLE \. P 's ,l01"E: E = `NTD SUPPORT PURLON C = C.ABLE. BRACE � iH15 END StiPf4Ri P!1RLI�t \\` a E NOT REO'D FOP INTERIO'n APPROXIMATE WEI'HT OF t2 = RtO�E PURLiN TRUSS WITH BOLTS 1120 LBS c = PURLIN V2 PRACED RAY _ 3RrCi FOR YOE!( BRACING P LAYOUT ' C' � � ° PANEL fUil UNBP.FCED BAY BRACED BAY i� LxRCCi!0� lkSE• Pz5 3 Es,_ _ t � x[IEASEe .iT aa -R S2 I"5 WP# tE�EA iCfOLtN j ♦S 'put" N. �! t;TER 'G!k'~i Ee g, STD Et .• 1 3 :: iZ^ Pyr xe6 ti t •7L ai -: 3 r•' 9tt tV--16 U Iv.St5 tli'-u i J75 fin ��tCC5E_S ♦2 f Par f.£SCSDI Kt e7' -t ��j�__��t3'-��ri______� I;? 84Y TPC5O'71 i ;7. SYSTE-S 6 Probe TEO \�5teei4!it/lpf�i� DEALER, GATEWAY COVER—alt. SAINT LOUIS, MO Sid CN 31 J=y OT W E' r, a vccs ..r usK..roaa, sws rCH&M sn s.a V, t -Kw t6 -tii: fk t-306-LL•_y75] CUMMER; DAY LIGHT STABLES tsi► i = = i3� W PRO,JECi': Ps:"ATE P011C AFEflA t-2 kilthRO. tt.O :t r c ,. y jiltlG1'F.nr ILE i byt:pl ! PROJECT ID: � ORDER TD: t-3'tFja�. 29 `r 0 Muss �i.r tE�l'a' tiHGi!+ m P.tr q�Gpp `Z t4 -!3 ttS Ptt eM!.6!'i G.S 17-10 10' PTY e05680 I GID I iW-3 T"s DRAW.14 is PROPERTY Of Caym-KL aw-Othv SMEVS. MY IhONSECUC-IO� a : OR Ff PrthT 00TNW., INE EXPRESSE6 eR!ttFm COlSEert Of t g.R-Mlt Eti1IX+Jr R -AU (���-��y���J�'� //1-1l7/t�ftf77J/l^'t7L '- I ��:JLJt_.� SYSTE-S 6 Probe TEO ` J ^J ° 7 UDib©7vi6 9TIE Sid CN 31 J=y OT W E' r, a vccs ..r usK..roaa, sws rCH&M sn s.a V, t -Kw t6 -tii: fk t-306-LL•_y75] �EK Cj' ��LL++77E eo..rm.na. [_t:,ti-.,aejioeorM.•e. ' --'h•} :t r c ,. y jiltlG1'F.nr ILE i byt:pl ! i F•E WED -- a �I 1011 11— • '�_�[11- a i '• Y ::.: $ • 4 'Y Sl s. F•E WED i ' irfT.Et h47�Ow - is.�_L � • �,s f-. roarai i' -e' !a.•� na -- a 1011 11— • '�_�[11- a i '• �d Y ::.: t i Sl s. i ' irfT.Et h47�Ow - is.�_L � • �,s f-. roarai i' -e' !a.•� na -- a aR n 4st C aC.f M. a a i '• �d Y ::.: t i Sl s. i ' irfT.Et h47�Ow - is.�_L � • �,s f-. roarai i' -e' !a.•� na -- aR n 4st C aC.f M. a i '• eros - 4-4? Z, ::.: ::.`. :. • Sl s. �[ F' fl Nt`,ftti �t:iiF�.itrr`rrr DEALER: GA CIAMY COV.7-AL1 SAl4T L•OVLS. VO trey DRA4= s PROPEFfit• u CMS -411 B LD= MiDrS- MY W VrnIM lV RAREdozF�T=Z0 nw DA LCHT VABLES cFENVCUSTOMER: WMCU TC iiE 0 o"Urf for ovr-R-56 SL4COv tQHS£rr7 Di CCVLR-ro 'F.�iLei+G µ1llA.'�0. UO s-stEvs s °.iiCD ,ass PROJECT.- PRPi4TE •R }a UFG LnEh'A ca.xw C7: 5N n; ��aa aa nn � rr ca v'� [; D Cv� v V 0 W, R ry 3f U1J Qi aai sm u cs cva 3! uv D 9< •••zi81� ti- ��dy�ORC �5�� .o` uea cw : �s(( S(IrW O( -306-t .7, stis-'o ,- ee..am cYs c ...w s nacm.�.; sn MI. 1-305-6c FTZDJECt D: DRDER ;D. -- •. rmen.. u.ic lS2 '7Pl r�Zr,i( t• T G. •;�. CGt DC`tAYOUi .. r.,. �� IF rQveLimp`_ 1� �'-$^--1 �`.� . ♦ mi. 'SIQ I U OT Ol/1 I- T 1 I.1 '�--!—.irn-•f- l• tR MiQ ' ♦" .q �o�„ .j / N a u I�'n cn m -r1 �I r <v 0= u O CV 'OL r- + r0 m + t�noz A � r i V1 n 7'; a 6 u ! -rc � li IF. I1 I�T.•T{(!�j y II v " LN II 11 W 11 It rl N 1 X11 mI — U � 11 11 A SPECTRUM C> i :slUIININ i A L J < f .Q }} b r. All rq WaCn�7e F 1 4!'ua IF rQveLimp`_ 1� �'-$^--1 �`.� . ♦ mi. 'SIQ I U OT Ol/1 I- T 1 I.1 '�--!—.irn-•f- l• tR MiQ ' ♦" .q �o�„ .j / N a u I�'n cn m -r1 �I r <v 0= u O CV 'OL r- + r0 m + t�noz A � r i V1 n 7'; a 6 u ! -rc � li IF. I1 I�T.•T{(!�j y II v " LN II 11 W 11 It rl N 1 X11 mI — U � 11 11 A SPECTRUM 4UJ r�. � � � W h � •�i �ur w i% � � :7 N\Fj/IFN y ; ,R ri ,-..,� � I O • JLC r��WWr��`` � 11. f—h-��F!—�•-i., �'t � i ��° t J --� Lp n I- ©vQ Opp � nq2 A to q In C w O Un O 1 N N W II _ 113 4 l I I 11 II 4 n ii u ii v ii 1 11 v t I 1 ii� 1• . u I i t,l W ,I 1 II A N 11 It • dll ,Qy I I 11 II II r1U 11 N I / r ) 1! 3 J ii _ n Cc to I 1 1 I 1 .o_.._„• � I I� � t 1 I! , � 1 Al ,I 1 11 11 • II b � uS 1 it a3�'alg�A1b�l3t; a� 11 11 i. i %:•� Fi � vA u �:N� ,I N y I ^i�.�aama�z I, � — 11 -LL al J _ / i N co I W 2) 5/8' = 2' BOLTS TYPICAL, TRUSS NOTE. U -CLIP MUST BE INSTALLED. (NO EXCEPTIONS) -_CL::P INSTALLATION 1 TOP AND BOTTOM TIPICRL TRUSS �' ^ ANGLE ORINTATtON COLOR: WHIM 2) 5/8" r I DGlT5� LARGE HOLES'. CONN, TO TRUSS F PURLIN ANGLE CONN. TO TRU55 TYPICA-, TRUSS --,\, — U ANGLE ORfENTATION n COLOR; WHITE 2) 5/8" = 2- BOLTS o LARGE HOLES CONN, o 10 '-P.USS `^ S 0 F" PURLIN ANGLE CONN_, �U TO TRUSS @ END BAY—� GROUND MOUNT TRUSS 2) 3/4" � 6- BOLTS a) 3/4- ';IASHE;ZS WEDGE BASE ASST. ( F WEDGE BASE CONN. \D4 FOR (V) TRU55 TYPICAL TRUSS STD SADDLE w/ TAB -1) 5/8' P 5" CAZRtACE SOLTTYP. 02 1/2" -0 ; 02 7/8" 3) TEK #3 SELr �_E MIN. 6' ORILLING SCREWS 1) 5/8' 1 f.T' OLT TIP. PURLIN SIJ?PORT UPGRADE LU FOR ENDWALL VERTICALS TYPICAL TRUSS 5/8" .. t 1/4' SOLIS FURLIN E � 1 FD PURLIN CONN. TO PURLIN ANGLES DEALER: GATEWAY COVER -ALL SAJA'T LOW& MO CUSTOMER: DAT UGHT STABLES WILLARD, 110 PROJECT'; PPUAIE RONG ARELLA tALLPRD. MO �u ',�RROJECT SID � ) ORDER ID: ,2-3.26/"'4 _ �f2?35 PURLIN : T I/q' BOLTS I TYPICAL TRUSS FD RIDGE PURLIN CONNECTION � TO PURLIN ANGLES TYPICAL TRUSS - 1) 5/8 • 1 k/c- BOLT SUPPORT PURLIN 3) Tilt: #3 SELF OP.:LL SCREVIS MP) �r 7e 3/.' K -BRACE PUPLIN b AT COUPLER CONN. TYPICAL MUSS 1) 5/8' x 5' CAPRIAGE SOLI - SUPPORT PURLIN 3) TDO ¢3 SELF DRILL SCREWS CTYP) �)1 i/2' 73 1/2' 1 FO K -BRACE PURLIN �AT MID OF (5) TRUSS Tx4 ORK61.4G S PROPERTY or Q71 -ALL SUXMI. SYStEVS, tiw REi.,'"T'COII IM4 6`L %-MU. OR t!.' P� rrtW TOF EXPRESSED x>itnEe � 0 C7/ � .1 L COs+SEXc fK CCtyE�R-/J.i fkl�iaGiG L/1J VSTE.'W5 S PRoi r-e,TEp n°, sasres �vE swf,oc . sswt� m z+a C,tEGefD W,(; aK, ,—]66-6k�—�T77 rN t 3G6=G5�"3Ty: 17.i.S 51r": FT' T3F,TaQS i - .rr!!lfl,if lit t4 � 1 IAF . G a.r DEALER: GATEWAY COVER -ALL SAJA'T LOW& MO CUSTOMER: DAT UGHT STABLES WILLARD, 110 PROJECT'; PPUAIE RONG ARELLA tALLPRD. MO �u ',�RROJECT SID � ) ORDER ID: ,2-3.26/"'4 _ �f2?35 PURLIN : T I/q' BOLTS I TYPICAL TRUSS FD RIDGE PURLIN CONNECTION � TO PURLIN ANGLES TYPICAL TRUSS - 1) 5/8 • 1 k/c- BOLT SUPPORT PURLIN 3) Tilt: #3 SELF OP.:LL SCREVIS MP) �r 7e 3/.' K -BRACE PUPLIN b AT COUPLER CONN. TYPICAL MUSS 1) 5/8' x 5' CAPRIAGE SOLI - SUPPORT PURLIN 3) TDO ¢3 SELF DRILL SCREWS CTYP) �)1 i/2' 73 1/2' 1 FO K -BRACE PURLIN �AT MID OF (5) TRUSS Tx4 ORK61.4G S PROPERTY or Q71 -ALL SUXMI. SYStEVS, tiw REi.,'"T'COII IM4 6`L %-MU. OR t!.' P� rrtW TOF EXPRESSED x>itnEe � 0 C7/ � .1 L COs+SEXc fK CCtyE�R-/J.i fkl�iaGiG L/1J VSTE.'W5 S PRoi r-e,TEp n°, sasres �vE swf,oc . sswt� m z+a C,tEGefD W,(; aK, ,—]66-6k�—�T77 rN t 3G6=G5�"3Ty: 17.i.S 51r": FT' T3F,TaQS i CROSS CABLE ASSf ZNOTE7j;,,INSTALL ALL TU:ZNPIJC-KLrS AT R avE END FOR Er SE or w5iA14)ON. t'FD'\CROSS CABLE CONN, TYPICAL (V ,a i'FiCAL MUSS TYPICAL (R) TRUSS T) NUT ANGLE IPOn THS ect&#Dic 6 pRcpEm' of CWM-AIL MA TeS--US tNY RLVfAVJCTZN IN WHXE CA W FAR wm4w T).Z MIRES= 4O.Trito CW40" OF MCR -AU e'4j.-OtIC SYSTEMS cs PlRoqtloito 2) CABLE CLAmPS 0 LAKE HOLES CONN, TyPtDt () TRUSS 0 0 ai—i'CABLE PURLIN CONN. TO '�� CABLE CONN. �'JJCONN. OF (V) & (P) ,a i'FiCAL MUSS T) NUT CLAMP THS ect&#Dic 6 pRcpEm' of CWM-AIL MA TeS--US tNY RLVfAVJCTZN IN WHXE CA W FAR wm4w T).Z MIRES= 4O.Trito CW40" OF MCR -AU e'4j.-OtIC SYSTEMS cs PlRoqtloito 0 KCer=d&Z2_79 2) S)8' t 2- )SOUS LAKE HOLES CONN, TO TRUSS 0 CABLE CONN. LT en COLOR. WHITE 0 S#sofcck W104*'x: -nus �CROSS AT WE06E BASE CROSS CABLt- ASSY 'y RIDGE PUDLIN ANGLE COVIN. TYPICAL (S) TRUSS •TO TRUSS P END BAY - 11 5/5" < 2- BOLT TEOSON POCXET FASTENmG TUBE LA_S�il,':� STRAP PULL T) NUT CLAMP THS ect&#Dic 6 pRcpEm' of CWM-AIL MA TeS--US tNY RLVfAVJCTZN IN WHXE CA W FAR wm4w T).Z MIRES= 4O.Trito CW40" OF MCR -AU e'4j.-OtIC SYSTEMS cs PlRoqtloito 0 KCer=d&Z2_79 11 1 T CABLE CONN. S#sofcck W104*'x: -nus �CROSS AT WE06E BASE PROJECT '0: oputm Ll F NUT CLAMP CONN. TO wo oc (S) TRUSS ij5/8- EOLi IYPICAL (R) TRUSS Tnr CA,, (S) TRUSS C/w 5/5' W;'S*iER SEC A -A' 1 *�/�' BOLTS 2) CABLE CLZ,.%',PS I) THImELE 5/5' •2- 600 1) NUT CL0W FA.SftNrtz TUBE DETAIL —A PURLINN .4 VIEW FROM INSIDE OF BLDG TYPICAL (v) TRUSS. F' CABLE PURLIN CONN. TO lZNUT CLAMP CONN. TO �2MID OF (S) TRUSS CONN, OF (V) 4 (R) TEOSON POCXET FASTENmG TUBE LA_S�il,':� STRAP PULL "'ON11WIlifilt", _NN E.n.iolI ' DEALER: W-LWAY COVER -ALL SQM LOUIS. ito CUSTOMER! w Wilt 51AUrs PROJECT: FRp,AT[ Wj.,i: ASEgA w THS ect&#Dic 6 pRcpEm' of CWM-AIL MA TeS--US tNY RLVfAVJCTZN IN WHXE CA W FAR wm4w T).Z MIRES= 4O.Trito CW40" OF MCR -AU e'4j.-OtIC SYSTEMS cs PlRoqtloito 0 KCer=d&Z2_79 � l Jail oll S#sofcck W104*'x: -nus PROJECT '0: oputm Ll I, .12 - 0 CA x m A -o q r V P- W lz 'c MIR.. . I - -z V z z ey J 2 I OUTSIDE Or BLDG. I =p-"0! t" j= 1' 11 A M v rn a 0 • rn X r %!.-, ? z tA -u x rn .0 Z C: c u, '7' Z C V 3: m LA Vl MIA r Lo m ILA z CD LA ul ZS' rnm IA z 71 z C.7, 0 tA 7: t c I Z fn U) Z5 -n C ICA m 10 c 'V C" ' Q 0 2 0 - a- 7. c Co Co 0 c z -0 0 ul. In• InM w 7C a > w > C) zP z Z 9 m IMP 3. 7) LA C* > Z. OUTSIDE OF BLDC. OUTSIDE OF BLDC. OUTSIDE' OF 8I.M. I OUTSIDE Or BLDG. I =p-"0! t" j= 1' 11 A M v rn a • rn X z %!.-, ? z z -u x rn .0 Z C: c u, '7' 3: m LA Vl Lo m z CD LA In 71 Z 7: t I Z fn U) Z5 VO z I OUTSIDE Or BLDG. I to 'fl V I X" fa A) x 0 N - Er;' 0O al1 . a `r cimt p� Fri M93Y r- kA Ill IA to CR ve Ll to u 42 Q tit to 7- C? Q !111 M Z 0 Fn m zQyjA - ) 1 Anil' to tl1toN ITJ m uv ;u 2r, < T m yj -J < too zn Mk L OR 4' Wjf)_� VERTICA1. OursIDE OF 01.0c. VERT+CA.I. TYPICAL HSAZER 'TYPr-tL 3) TEK 13 SELF DRILL SCREWS 3) FEK 85 SELF DRILL SCREWS _ I/2' SEC. E -E C-1 r ( � > Li ( a � e HEADER ANGLE iP.ON COLOR; OK. BLUE. Fn 1HEADER CONNECTION �Ga TO VERTICAL5 HEADER 6) TEY #3 SELF DRILL SCREWS HEADER AmCLE iR0^4 COLOR: AMBER JtR1r S' Ti_': F -t i4. ZER �-- F ! I CRISID OFF j P OTRUOING SCREvis JAMB: CUiTO LEYGT}{ (AS REO'D) tT'.JAMS CONNECTION ��TO HEADER JAMS BASE ANGLE 3) TEK o.3 s L DRILL SCREWS HOLES NOT USED SECTION G -C JAh;EGRIN--� rG LSCREDI N PROTROTR UDtNC i V6 C - 9) BASE ANGLES �COLLOR. LT. BLUE F JAMS COlJNECTION `—;/TO FOUNDATION TYPICAL )RUSS + SADDLE /TA5 # 1) 5/8' ; i CARRiAG_ BOLT HORN. AYCLE. tOLCR: SRI"", HEADER Cl1TA':7>Y FOR CLARny 1) 7/8- R i 1/4" BOLT z TEK F3 SELF DRILL SCREWS / F -D ?EAbER CORNECTION '�E-!�-)TO TRUSS ! t tea`;+t;f}V7xcrr�ttit r•. r u� ' auuSER f ; 02 L_ RELEASED Sc 31 sa LT �o�FaFp0:c55tti� Q',`` 1 r�tt`ttgai!}+t+�+�+ee HGRIZONT;.L 1) 7/16' , 4' CARRIAGE. FIILT - 3) !E,4 13 SLLr' DRILL SCPEnrS SADDLE +j hiss Ti -8 JAMB ' SECTION H -ii LOnIZONTvi. H GRIND OFF F PRCy_-'RIJDWG SCRVWS H JAMS! CUT TO Lsr.FGTN (AS REO'D) JAMB CONNECTIaw � /TO HOQIZONTAL a VERTICAL 1YFICAL 2) 5/8' i 5 1/2 - BOLTS (FIELD LOCATE) 2) 5/8' y 5 ./2" BOLTS (FIELD LO;,AiE)' qt. SzCi10N J J HE. -DER, J HSS HEADER RLtTE TYP, F H55 HEADER CONNECTION 1 TO VERTICALS DEALER: GATEWAY C". 0 -ALL, SAR7s LOUIS 140 CUSTOMER' Nr LEirn STABLES S:`P.:ARG: Rio PROJECT: FT�IvATE girt NG :Ri7:A WIL LARD, 40 PROJECT ID: OROF4 !D• 52=1?8� :�. • 'gs r .Y • ♦r 2) 5/8" c 6" CARRIAGE 8005 ORANGE ANGLE ON LH, LT. BLDE. ANGLE ON R.H. —t F 3 3/4 - OFFSET BASE PLATES FOR 4" MDE VERTICALS 2) 5/8' - 5" CARRIAGE. BOLTS Z LT. BLUE ANGLE ON LH. + , CRANGE ANGLE ON R.H —4 '-3 3/4" - OFFSET BASE PLATES - I t FOR 3° WIDE VERTICALS LA54ING WINCH 3) TER 93 SELF DRILL. SCREWS FD l ASHING `NITJCH CONN: ,/TO HSS VERTICAL 5%8" >: 1 1/4 BOLI r mORIZONTIAL \\ Ww&' ANGLE'"" LASHING tY,tiC:: H55 HEADER 3) TEK y3 SELF' DR+LL SCREWS -�F LASHING V✓INCF( CONN, ` Ia TO HSS HEADER £1055 i PAKNIG IS FROPUM Or UK�--LL BU+LDW. SrSllu t£YetOaiKIFJu W Wtal OQ IN .. C6!P_,IN7 Of M'C4-21L mau'4 1:SM6 IS PP---^1r.O - S4 31 j -y Di �t I I � • .. 'fTr.".' 'i (! , 1 PROJECT:. �D — ` PAGE: --� SUMMIT STRUCTURAL DESIGN ENGINEER: www.stiminlichlco.com DAT£: DESIGN OF 2 Fr.1 C.\ N C-� 1 (� 1-4 t HH a�� IFF.JIMPIr. US1 ,k 00 is w of HH a�� loll lift IRPI W S qq; I 11! Ilia 1111"! 11 ifI T Nl jg 01 a 1 10 1his 1s AIN .04 EI 9 1p! 1Op N 1 Pig Ime i q Isp MA lit III IN 41 A In PIA R! I pp� IRRI ;1111 z`9 lit 1111 9 q R xqlip �1,1 11fil Hal oil WHOM, 11111 In I J6� IR1 1, lag SRI Kd % a RON pox, 91 lit I ON .......... 11M. 2"Ll IFF.JIMPIr. US1 ,k is w of loll lift IRPI W S qq; I 11! Ilia 1111"! 11 ifI T Nl jg 01 a 1 10 1his 1s AIN .04 EI 9 1p! 1Op N 1 Pig Ime i q Isp MA lit III IN 41 A In PIA R! I pp� IRRI ;1111 z`9 lit 1111 9 q R xqlip �1,1 11fil Hal oil WHOM, 11111 In I J6� IR1 1, lag SRI Kd % a RON pox, 91 lit I ON .......... 11M. 2"Ll REJEASED ~ ____ __�_ / ID -- ^ | ^ � ________ lc ��__________�c.___._____�� ' | . . . . 14 I's BASE Pwit- U-YOUT ] Ll| � °z | � � a 1| . | . / | . . ' . . . . ` . . . ` . E6ASE PLATE LAYOUT � SAWT LOUIS, W.0 Eli CUSTOMM DAY UW S-7ABLES W"Ml mo CROJE nol S,50 14 I's BASE Pwit- U-YOUT til ��RCE.CaSED TITAN Buildings TBS SERIES 2 80' Span Structural Evaluation 20 Foot Frame Spacing Prepa-ed for Cover.gp Bw?ding Sy ivms April, 2W Evaluation Summary This documents the structural evaluation of the TBS Series 2, W span by Coier-Ail Building Systems un accordance with adplitable U.S. building codes. This study is based on the technical tackgrouno infohmtufon provided by CoveNM Building Systems. The structure is Intended to be used as a permanent, stand atone• enclosed facility, and all of the load assumptions should not bo exceeoad at any time for the conclusions of this certification to !eman valid. The standard frame spicing is 20 feet on Center. F, T.L. `t!appaid, Incorporefed compiled this repos based on the existing fra l ing system sirowm an Cover -Alf auitcing Systems drawings.yrth reference to the appf)cabfe building Wiles in the U.S FTLht.-ppoies report includes Inc load`mg tined In 0tc analysis and gtvsv an Indication as to What wind and snow regions the structure is suitable for. Certification of this document only shim's that the Professional En4i'eer of Mai pavctilar state is in agreement %iih the repo: s cmtmts, It does not haaever. imply that the structure Is generally suitable for use wittun that state, or VW every installation is covered oy the team.. Wind Speed Rating Wind Speed: To mph thastost Maes 50 mph (twee second gust) =>:Pasuro Class 5 . -eq eint Buildktg Classification Low Hazard/Storage (UBC Classifications F2. S2 and U t) east: peressure inaudipq gust lavas: )3 stir aQ 30- afevation ft has been fourw that for the above mentioned ind speed, exposure Claw and return eerier. the structure sa.isfies the requirements al the American Society a Civil Engineers: Sditt(mrum Des gn Loads far Buildings and Other Structures (ANSWASCE 7.95) In addition, for the above wind speed and exposure crass, rite struch:re is also in acmrdanm tarn the foimang tnaiding code in the U S. Unuorm Bua'ldino Coca (UBC) National awidi)g Code INK) Standard Building Cave (SBC) Ground Snow Rating Raaf Show : 13 osf maximum at peas.. Ground Snaix - 26 psj far Low Hazard Bufldkgs IUBC Classifrcaf ions P2, S2, U1 j artaa with Local Engineers Approval tsee note d j Notes: 1. This BtuTofng system Is designed for use with a rrexoe, stppery momcrwe tag. -1 a strUdwe's shape and cladding type sped snow more cask, than cowantionaly shaped and clad t 0dings as saeciriad In the codes. Thfs structure is suitable for ground sr%Av up to 26 PSI and higher deperwing on the wind expdsuro. internal healing, and adminis.'aiive control, 2. a0ding has been deb yned for 125% of Wil roof srbw an dnes',dd ef the ;ifgd with. zero snow On lfte other, ( as per The BOCA National Building Code 1 19--5 ) The structure is dasghed as stand-alone wiM no s.nowdritt from a�ruent siNdures. Seismic SetsmicZone 4 Allowable Hanging Loads on Frames Hung leads have been assumed lobe less than 0.25 psi (apprcximatNy 300pounds distri'uuhed along lite frame); Additional toad wolf reduce the show toad capacity accerdingly, Base Reactions The maximum forces at the tounda!ionsfsupoots due to the rated load and exposure dans are as Ioltoq �•; At Anchor Pin - Down (k) up (k) Shear (4) 13 psf max tank Srxw 1 8,9 .. - 5.3 Class C. 65 mph Perp. Wiirrovard) ... 7A S.a Lee -aid, • .. 2.2 2.3 Gass C. 85 mph p ' tvrward! 6.0' 0.7 '- Leeward : . -. 5.6' 2,5 'add 6.1 at tension anchor. Al wind post base- f Isl interix !mme) Class C. 85 men 5.4 Gips hPr�un) DEALER: GATEWAY COVER -ALL I IRS a! AW= is PRGPE rrr OF I •� ti°' SAINT LOUiS. kO Covtsi-W1 etatoue SVMWS. Wer REPROOLCUOm W1niaLE OR 44 , -Jn \_ v"`%{V tlpExC l y CUSTOMER. DRY LIGHT STABLES *"M :til: MREWED +rarrF a f 0 a ur: NUugER c— WILIARD. 1110sys'cEus S riRokaIT,a E•2Ty�� PROJECT pRK'AIE F(DtliC -�i— •t ��'I i.s _._. - .... I can .9r ;1_s r.�r ��'fF��9�E7/�UqvBl� �"�l�y `�`` i j AREii.A --( rL -J.r�rwemss5: D! NgLLAPD, tO n—t) Fil" '.xam erI ttPRO)rr-, t'0RCEP (+ srLa4.t'JsY:c76 .:) i r tt•: i. ,.r .1(XlYrF1 x. 124MO30a9 5(16• 71.63 USE TEK3 SELF DRILL. SCREW 12-114 f+2. 1 'a 9 I 32 -mos :., .• :D:ai a2 - - � �1 x 1 1/4- 2" FROM END AND ALL S:W70c0 i ,D636 t�J` 'HOLES TYPICAL 4" O.G. s2 32eDao1c1 + 207 T 6' tt 52,00011 ! 118 t14- 1 110.85 i� _ 'r2. i 3240WO 2 S:. :6- a6.i9 < 2• �' • 4 • ' 4 -' '—� 2" {— . 'n2 ! :24005 0 Ila 9)16- 79.6+ en. !322 im ? 2 1x2-1 1!.44 a i..2 .322DC0}5 1E a 3.16-'I i.S3 `�L• ICLtt 'sDs:.n PICK POfriT T E. Pict: POINTEACH END OF EXTRUSION BUST BE _. FOR OFT ;(N FOR LIFT CHAMFERED BEFORE ATTACHMEINT TO TRUSS: - p P S2 S2 r zs• C \\ o zss ?iCK POINT P r P PICK POINT FDP. LIF FOR LIFT S2 52 <OD' E 7 n �' BRACING L=LEND P R}. .t2 ' X = CROSS CABLE t rlE ND SUPPORT PURLIN 1 _ I NOTE- i C = CABLE 3R�Ct t ;xIS END SUPPORT PURL, t2 P APPROXIMATE 'WEIGHT OF R = RIDGE PURLIN I E 1•-I,OT READ FOP INTERIOR,r TRUSS WITH BOLTS 1120. LBS P = PURLIN t b2 � e Ac -D aY mllp BRRACWFOR FORC LAYOUT BRACitic LAY UT ! 01� PANEL. PULL!s UNBfL4CED BAY SPACED BAY ' ° DPECTION ��UJS SASE :L. 100'-C 7; fY�£i P CRLP, .E�'Gsk r ?; t r55 91 iEt!t9 tFe cs S2 -cVSS u,a 1 +E,t[+ —�� tf,IG,•1 I 2t2 +F 4 V:V. iVT,E4 �JtLI'"��i) rly,y°t to tiifGt:. C= SSY f!0<GitTsroF:b!: --t! ¢ �7b a 80 0 w 0 �'6 fi 20 F.tv M i SD' 6tY i8G56�- C20 15 t-SGNi<C ! U l j (( _ S.s it i Oif��.Ep5Ei5 ?D y_�•-.. �i SI ifi-b° '� 19a'Sf".v Iu'•515 16'-& li 5 Eu -8'rzy6�}-Oy;� !,w &tt e0^585 ,5 '-;b (! g , Sesser...-.+'� c i Iz i o ea D Rio a = : ` Ia e.. L1 - t rLj SSY° 1 +2-a 1a P.fv 81-;y'2S w,D ;<-5 ! ID'r✓.r�E70 L,D E4- tutulirtrrrfrri OF -ALM GATEWAY CMR -ALL. Ims DPIAMl c Is 1R°O+LRW or `per Df u OR SAINT LOUIS, LAG covrn uL alatw.c srstOR Ah,• R a i'? £%RCCtKTtDK ItatF. u+ "Ur,- '� . WITI'mr, TI -r EXP.E:SED F.RM.E3+ GUS1OA:cR; DAY L;Ct:1 STABLES earsEirt a- COVER -ALL EMOWC ���G7LlL1�n° ++ : `ryso0 i1 %` _ wa;p1?D, uO ! S?'5iLuS F ltRt`titErTED eiti� 0 1 { P&O tEC1 Pii-iA1C r!D:f:C :PEI: (accw D* a. 0 9010051091 d VOTE. NO ele W 1 Sev 31 JAN 01 j f ,,Y_l el �. •� W`,LV,M W 7701 SPEC-$ IF, us<w \� WE", G1: K6 !6!-<727 DCH, SI1;FfEV1H, SR W. I t rFLEASCC CY f r,rAill RG:Eos\s _�.� I JI Ix.IL :o..•a,,,<r. i1 W; D rr2jrlrtuii:tieltt�t PRfl.1ECT iD: j GROI'P t(j, nc,. ar:• ! ra c _ r w:l' '1 �1 37c 1r !, 20 °t TC2 . + 1o'd 01t! f0 oU7 P 17n r M i Iz r r I ( � . + 1o'd 01t! f0 oU7 P 17n M Iz r r I/���"'7hI11111P\\1�•..• un ro�n.1�j N ..va, gun .J fT7 n S VIEW, I ' ` pp y _ 6 M YI Y_ O . + 1o'd 01t! f0 oU7 P 17n M gun VIEW, . + 1o'd 01t! f0 oU7 P 17n M r � D 1 1 rO . r O j• r vo 1nC cc) rMZ oaz p � ro r•I 0_ � xi m Z5 VI 1-0-no'zr n !I � 1 11 «II 11 �. 11 III���JJJ 11_ i 11 ^•1 �� II � 1 j 1 II 11 11 1 iiJ It I N a it !! I II 1 II ala i C t o t� I I ^I o � u..l • a i' I 1 -ry _ s,a I OT A I PIE NILLL Ak's���x��� NOW BOLT rte— i; s/6• 1 :/7• --1 l— Mp7{3 IflCKT WYIX� YLIifr -. r' -i -Q f `• M5, s' 16s 2O3' 162.70 �v 5 V2'��� ♦• r -i -. CC -2 s' . 6' iw 21. W-1 02 1R' ROM 34• 6.to ' n s C1 LYS ` +�—tF—� IQ -2 .2 ys- M09Q. 227 112aaSS ♦ - -Q-J .2 7/5-140M 266 1/2• N.?7.• \ ' —1 S tJ9"� r , OH -i ECta 2W" OTi L fSC'7{ 7Sa3 OSTAk .0'.east low -0' 0i-1 ers• 240' lour ti gumEL 7gat aeeCiac 80L? - rtes .: rrsr soar: 2.79" a's As moa s0.J0 �r L— v s - 7'-3 3/4" %'-3 3/4" Fi229 1w' EAST it19E 238' CUI AS Mn ES32 mss q rA$1 SvaC 11. Imp tis ala° .JaT tT .+' rAS j r { sr a Vro0 In 1 O L__; o o_j� -n j+E ' n . '3' G PwQ EL too, -al - ,I\ 52 fq i 4'-9 3/4" tt� Vs C_i.Y. 'D' BasE CL :�'-O• V2 a1.�y!Q,4 BOLI r_y6- 17'-9" I `eq 1 p. ! 8 1 is 7 n.. ------------ -------- rtti. v A 1_________._ -- _ ----- -- y _ _1 a/s i 1'-3" FOUNDATION DESIGNED AND SUPPLIED 3--2."14'-0" ©Y OTHERS 10' -4" - VS FW -0" ----4----------<?—------ -4----------4----- 0/s VS - DO -ME Or WD.Mlkt a/s ' ovwf, f-1 ins?fprG Mr�e 1.0GitN i O 1 . DMALL AtJC�ipR PAIS fF ' �luli+miitttrgv� "ts0f DEALER. GATEWAY C0�'4-ALL, ik75 mwtbs is Pa0PUM oe SAIM LOUIS. MD COVER— MWLI* st.TLUS Aw ! LeB fc t C1?! iU5TEn^^: DAY LlGFiT' STABLES ES kso r IN VINOLE CQ N PART " rss tC e5L IT CaarR-ALL B18t00 C Of l o r _rf� ar LLARD; MO SSs Eos 6 P4r,.lanm (� PROJECT-, FArk1 itlDiNi, a�ERh �LLRD. >?D JAN SI 03 t7 D 1 77°i sK .:e sswoe«, vsweHcxNc sr- :X6 6^CiESStn'1 exm wire ' ? RELEASED _ - Q ip OjECT IL ORDER ID. . d v+fs 1 >�-6s .7r ra 1 J°5- -s7s7 .... ..w tit t-wA :«+a�a"K+."•* rx.�'reMW _ E11' C.TC S�_176fJ©j SR;6 �c aL Xaw"o- CFIBLe:E 6 , 8-P,3.. -:1 . T ~.e FLLEAS£D 2) 5/6- : 2- SOLIS TYPICAL. TRUSS — NOTE: U -CLIP MUST BE tNSiA..L:_EO. CRD ExCEPT1Dr+S) U-CL=P INSTALLATION TOP AND BOTTOM TYPICAL TRUSS t!'CO ORI wHIT 10N COLOR wi1TE ��i-i(•", 2) 5/6 r E BCtLTS i L?FGE HOLES CONN ii: Tri6155 PURLIN ANGLE CONN, TO TRUSS TYPICAL '.RU'-ZS— ANGLE U55 hVGLE 4RtEAii:.TfON COLOR: tvH?TE ---`I 2) 5/6- < [ SOUS ¢ LARGE HOLES CONN TO SRLi55 }n 0 F. PURLIN ANGLE CONN. 2 J ITO TRUSS e END BAY t GROUND MOUNT TRUSS 2) 3/4- . 6- SOLIS c/* 4) 3/4" ;`;AS?' --r �. v7EOGE BASE aSS'Y �} WEDGE BASE CONN. V�FOR ('J) TRUSS TYPICAL TRUSS STD SADDLE. w/ TAB -1) 5/8- ..-5' CARRIAGE BOLT TYP, 02 1/2'-\ T 02 7/8- 3) ?EY. tt3 SELF/ ORILLI;vREW G SCS MIN. 6- t) S/6- r 1 1/4. BOLT TYP. ��� PURLIN SUPPORT UPGRADE JFOR ENDWALL VERTICAL5 T:'PICAL TRUSS 5/8" , 1 1/4" BOLTS FURLIN" w PURLIN CONN, TO '„LQn PURLIN ANGLES 1 ( y`tdttuuttuttw __ ;ISEyicy w sCc "2�RQj ar` �Vt DEPwER: GATEWAY COYER -AL1.. SQl%,T Lotus, k0 CUSTOMER: DAY LIGHT STABLES t NrtILARD. MO PROJECT, PP^ IE 30SG ARE?t v1LtAP.D, MO k PROJECT .!DI,OROER ID +4�rfi/4.04 ►i 2?3G. PUP,Lm i 1/4 SOLIS ::�A � TYPICAL 1FUSS --- �E�.RIDGE PURLIN CONNECTION H�TO PURLIN ANGLES TYPICAL TRUSS 1) 5/8' , 1 .1/4- BOLT SUPPORT PURLIN 3) TEX (c3 SELF DRILL SCREvfS (TYP) 3fgr 76 3/<'. r :` K -BRACE PU.21IN AT COUPLER CONN. TYPICAL TRt55 CARRIAGE :OLS - SUPPORT PURLIN 3) TEK #3 SELF DRILL ✓ SCREwS (TYP) %1) t 1/2” 73 i/2— af6- I in K -BRACE PURLIN AT MID OF (5) TRUSS ' THIS wwriac 6 PROaE.RTY or CO -OM -ALL 61.19111NC SYSMU'S. ANY .." o-mucnow 0 Pear 6R W RAR.T wmiow its Dprms5FA 4'RmruI CONSENT f8 CC,E4-Au. oulzWG SSTNS 6 —ROM IEO :0".Q o dts;.t;�,D; m Qf�GtAl6 v4pgbus F}4, 5-1G -fy rJ�5v10(,it_ SA54r - n SIG GMLr:O) '�- t10,' we; i -3c6 -6s. --r)7 rM 1. 306 V;4 -*7"; ._" •;.T S __�—._ � ;::• �.. �_. F'ritt5 1-_� . 9Wt34 yK'i CASU ASS*'[ Ti WSIALL ALL TURNPUCIKILES AT 014D FOR F-cSt OF 1:1STALLATI13N, rCROSS CABLE CONN. T%MiCAL (-V) TRUSS 'CROSS CABLE ASS`! 79 CPOSS CABLE CONN. AT WEDGE BA5E TYPICAL (S) TRUSS T 5/5 2 - - SOLT c/. �, -) 5/5- 518- � 1 1/4' BOLT CABLE CLAMPS PURLIN CABLE. PURLIN CONN. TO X2 1 .7 MID OF (S) TRUSS TyP!C4L TRUSS TYNCALI (R) TRUSS ANCLE IPO& 2) CABLE CLAj"PS 2) 5/8' 6 -^,.:TS LARCE HOILES CC repv.L (V) muss TO 'RUBS PUP -LIN CONN. TO (3 -)CABLE \��COINN. OF (V) 6 (P) TyP!C4L TRUSS 2) 5/8' 6 -^,.:TS LARCE HOILES CC n TO 'RUBS ANGLE ORIENIlkliforl CG -,-,?R wffti 66'�PiDr,E PURLIN ANrLE CONN, re-niaz (5) TRUSS TO TRUSS G? END BAY I A - 1) P4UT CL'mp ,�F�NIJT CLAMP CONN. TO 47MID OF (5) TRUSS ,-RCAI. (R) TRUSS SEC 5/8' -. 2' SCT 1) NUT CLAUP �UVIEW FROM INSIDE OF BLDG TYPICAL (Vi TRUSS NUT CLAMP CONN. TO CONN, OF (V) d (R) FAERiC PANEL TENSION POCKET FASTEN IG TUBE LAIS"IM14 ST-Itka LAS1,411INIG WINCH PULL POCr,'b DEALER; GATEWAY COVER -ALL 1)55 DRA004 G PRGPCpn Of' C0VM-ALj UUMDM SAJ-14i Lous. N.0 --P11W:-A W W1Qa OR & PAM wffmr TML M-Rmm w9mltx CUSTOMER- DAY Lr-4ri STABLES C-l%W..EVT Or cmv-Aa NmDt4 MWED. uo SYSTEUS 5 -,70qe-.M ou PROJECT: ppjVA.jr RjL%ijG AgENA 'a. ky 3 1 JAN 0i vlo loqw�, villiLkoD, ljo rm. SKIP% e4. 54�ell PROJECT i5l I J - 37- S, t FEIEASED ' •e• 3 TYPICAL TRUSS i� P! t r 5sEFmESE HOLES 2) 5/8- x 5- CARWAGE SOL T� Ck TRLSS FOR SU?PORT TAq END SUPPORT TfB (a HOLES) t _ 2) 5/8" r 1 1/4' EiOIT 1/4' BOL- TYP. EMD SUPPORT las v v 5/8" v i i/4' BOLT TVP. c END StE en9 END SUPPORT FACE ` m \ STANDARD ?URI.!?: a ! STANDARD PUP.LIN f ; 5 HOLE:4 kfClLr i O ti END SUPPORT PURLYN AT M:D -�— 4Z END SUPPORT PURL1111 AT 1 OF" (S)'TRUSS 20' 6 15' BAYS t COUPLER CONN, 10' BAY o . a TYPICAL TRUSS EXTRUSION FOR BUILDING •USc' THESE. HOLES 2) 5/8' r. i 1/4' BOLT' EXTRUSION MUST BE FOR SUPF-ORI' TAB END SUPPORT TAB (8KOL_ESj� INSTALLED ON EVERY APoi •° 5/8' a i d14' BOLTiYP_ b OF THE BUILDING. THE -END SUPPORT TAB —� . < � FABRIC CAN NEVER E HOLES , OVERLAP THE ARCH BLIT f o tviU- l.L:f.4Y5 CO14NE T TO STANDARD PURLI v o THE EXTRUSION. w EXTRUSION FOR DYERS (IF APPLICABLE) HOLES 4 HOL:5 — __ FD END SUPPORT PURLIN AT � EXTRUSION POST i ION 2. • ON ALL ARCHES \219/COUPLER CONN. 20'd 15' BAYS TYPICAL TRUSS - I'MCAL TRUSS --- — T i) 5/8- x t 1/3" SCLT =) 518' x 5' CARRIAGE BOLT S4.iPW.7�: PURLIN END SUPPORT TAB ,� 5/" I i/n" BOLA TYP 1 (3 5f . sCARRIAGE ° r END SU?PCFeT' TAE m a t r= STANDARD ?URLlN W LA �j 7e s;/i6 —� L-78 S/a."ft t F. END SUPPORT PURLIN AT r K -$RACE PURIIN - mm OF (S) TRUSS 10' BAY F AT (V) COUPLER CONN. jtltgitttt DTA --ER: 04-1t..WAT MTR—AU. Dos CRAW&C h F:4t'EA't or l-1"lEq= 'if rF'rr a LO KS. VD Mr -A - 44j, ter "m rs:Ews Arn _ F tS= orr w xlitgs;: ?+� Er-.rs�u .atiscr: s� LvSTOuER EiA1 UCc4i 50 3 c5 Q C7 J/ r cou4ca:i tta�-t-rii.:.uh.a+tc L� ris kEsi i u = tt:tARO, UC 5 STevs 6 vizi cE ER PROJECT; P%N4iE ktutt:G tJ'iEMe.`. WILL,F.D, wO Jett Lis 24-0r sus 0L visv.:ew, sk%X11u¢s. n s:a - -- �! �i��`�oc���5.�3`;�� � e[ wrra cr..• t -7a6 -t5. r?t - rs t-�a-ne.ar� �� ri yt at qir>. ' �P�` PROJECJ 10: tf ! .irtrltltiti4tit • .._ _......._ I � n,t[ T S2 Z2P'�� ._�.._!._..:....�g a .f- VERTICAL TYPICAL. a?All 6 P cr DEADER TYPICAL SAINT 6, V._ql{ SAiftF I.Dtii,, �0 3) TEK 0 SELF �� DRIU SCREt'i5 CUSTOMER'. DAP LEGr0 STAEL£S 3) TEK 95 SELF 1 kT.LEASEa t5'¢tyARO; uO DR!LL SCRV>S S+' 31 JA: Gt i3• Ly 6 0 7 s r wl g PROJECT:' PPIVA7'E M!,'C ARE.4A a1LLAPG, u0 f4C..w d+'; C•i:e> w L j w n HEADER. ANGLE 40N COLOR: OY_ BLUE. FD HEADER COiNNECiION �19JTO VERTICALS 1?EADER — 6) 7EY. #3 SELF DPILL SCrOWS HEADER A.t1DLE IP,Ou COLOR: AMBER JLL(L3 — ^SECTK`i�f -c ; EpDER F 1 I ' ( GRIM Orr I� Fat}iFVDING SCR:ViS IF 1Ald8: CUi t"0 LENG7;i (oS REO•D) JAh16 COK NECTTON t TO HEADER BAAB SE BASE A17GLL. 3) TEK f3 SELL OR7LL SCRE�4'S HOLES k0i USED ---f SECTION G -G ,in4:z t `G GRlfaa DFr PROTRUDING SCREWS — G hr i3 BASE AN L:ES\ ,�CO�L.DR: LT. BLUE T Fo'\ AtAB CONNECTION i T. TO FOUNDATION r---- TYPICAL TRUSS i-_ — SADDLE ./T,%Z I) 5/8' � 5- `--- ----- CARRIAGE SOLT KORt7.- ANGLE IRON COLOR: 5ROrl+4 d HEWR rVa CLRASVAY FOR CLARITY .1) 5/8- , 1 1/4' 800 t� 3) TEK g3 SELF DRILL SCREWS 4rl o EADER CONNECTION! '"�13/TO TRUSS u HORIZONTAL i; 7/16- a 4' CARR>%GE. HOLT 3) TEK ¢3 SELF DRILL SCREWS SADDLE W/ HSS TAB J/ JAMS J SECIJQ14 H-fi KoRiZONTAL ti • GRWO OFF i-ROTRLiDLNG SCRUV6 H JAM&; CU -1 TO LENGTH (;S REO -O) JAMB CONNECTIM4 TO HORIZO,'"iTAL VERTICAL .YPICAL 2) 5/8' F =� 1/2 - BOLTS (FfELD LOCATE) 2) 5/B' BOLTS (FIELD LOCATE)- e SECTIOLu J -v r— J . H--.'3ER HSS H£aDER , `'LATE 7YP, ;; D IHSS HEADER CONAtEGT30At LTO VERTICALS 4` 2) 5/8- S' CARP"F BOLTS —� ORAuGE ANGLE 40.• LH LT. BLU: ANGLE ON R.H. --1 F- 3 3/4" OFFSET BASE PLATES L�FOR 4' MDE VERTICALS 2) 5/E" , 5' CARRIAGE. BOLTS LT. BLUE ANGLE ON LH. r ORANGE ArIGLE ON R,H --4 3 3/4' �WOFFSET BASE PLATES UFOQ 3" WIDE VERTICALS LASHING MNCiH i- 3) TEY #3 SES DRILL. SCRE'NS 1 F SLASHING WINCH CONN, TO HSS VERTICAL �5/8- ,. t 1/5' BOLT HORtZOAf Ti�i. I WINCk ANGLE LASHING wiNCH HSS I+.EAGER l� `-;3) TEX #3 SELF DRILL SCREA l ASHIN6 WINCH CONN. `1 TO HSS HEADER 4' DEALER: a?All 6 P cr t��tiE,iCf t 47Srattti 1162 OF OST �ti fiFoF SAINT 6, V._ql{ SAiftF I.Dtii,, �0 cTwsov CQvC:R-riA EtbitN�G M7Cu3. ANY Sys7r s. �� cc w ptigrl y w w"MLR-4il. CUSTOMER'. DAP LEGr0 STAEL£S WITH= s E MIRES= EMEN 1 kT.LEASEa t5'¢tyARO; uO va Of caacvs ar c®.� D Etkiouc O MFCYS 5 PCpt:&RCD HORIZONTAL i; 7/16- a 4' CARR>%GE. HOLT 3) TEK ¢3 SELF DRILL SCREWS SADDLE W/ HSS TAB J/ JAMS J SECIJQ14 H-fi KoRiZONTAL ti • GRWO OFF i-ROTRLiDLNG SCRUV6 H JAM&; CU -1 TO LENGTH (;S REO -O) JAMB CONNECTIM4 TO HORIZO,'"iTAL VERTICAL .YPICAL 2) 5/8' F =� 1/2 - BOLTS (FfELD LOCATE) 2) 5/B' BOLTS (FIELD LOCATE)- e SECTIOLu J -v r— J . H--.'3ER HSS H£aDER , `'LATE 7YP, ;; D IHSS HEADER CONAtEGT30At LTO VERTICALS 4` 2) 5/8- S' CARP"F BOLTS —� ORAuGE ANGLE 40.• LH LT. BLU: ANGLE ON R.H. --1 F- 3 3/4" OFFSET BASE PLATES L�FOR 4' MDE VERTICALS 2) 5/E" , 5' CARRIAGE. BOLTS LT. BLUE ANGLE ON LH. r ORANGE ArIGLE ON R,H --4 3 3/4' �WOFFSET BASE PLATES UFOQ 3" WIDE VERTICALS LASHING MNCiH i- 3) TEY #3 SES DRILL. SCRE'NS 1 F SLASHING WINCH CONN, TO HSS VERTICAL �5/8- ,. t 1/5' BOLT HORtZOAf Ti�i. I WINCk ANGLE LASHING wiNCH HSS I+.EAGER l� `-;3) TEX #3 SELF DRILL SCREA l ASHIN6 WINCH CONN. `1 TO HSS HEADER 4' DEALER: a?All 6 P cr --`� SAINT 6, V._ql{ SAiftF I.Dtii,, �0 cTwsov CQvC:R-riA EtbitN�G M7Cu3. ANY Sys7r s. cc w ptigrl y w w"MLR-4il. CUSTOMER'. DAP LEGr0 STAEL£S WITH= s E MIRES= EMEN 0�L�D�,ry t5'¢tyARO; uO va Of caacvs ar c®.� D Etkiouc O MFCYS 5 PCpt:&RCD S+' 31 JA: Gt i3• Ly 6 0 7 s r wl g PROJECT:' PPIVA7'E M!,'C ARE.4A a1LLAPG, u0 f4C..w d+'; C•i:e> xxVl m„t.a, .,T„ vt,sraoi+, s.:wsa¢vAp rn s,e Fp I-346-.66.—+777 f/.L 1 3a-661a7J: RRaJECT ID' ORDER ID' { PROJECT: \(O ( Q k SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER: www.stiminitchica.com DATE: DESIGN OF QESt lt�.i �� l 1N' -t ., 'S 10 f •t a CERTIFICATE OF DESIGN AND MANUFACTURING CONFORMANCE VALUES FOR COVER -ALL BUILDING SYSTEMS t All components of the steel and fabric building system described below BUILDING DESCINED IN THE SALES ORDER AND SHAUL L NOT BE MODItED REFROMICED OR USED FOROTHER PURPOSE WITHOUT PRIOR WRITTENAFF'ROVAL hove been or will be designed and fabricated in accordance with the _ _ .' standards and bads listed below t m 1. DESCRIPTION MUSE BE ACCURATELY PLACED AS SHOWN ON THE DRAWLNGS . AP / Ref Number. S228/404 r rJau Building Type - and Size: 8D.1D ID Snow Importance Factor STANDARD Intended Use and Occupancy: A ASSEMBLY STANDARD CLEAR STRENGTH 1 r RETENTION AFTER 2000 NRS1 Site Location: LLARD, MISSOURI • euac Exposure Category: _ Applicable Building Code: NBC 1996 _- Builders Name and Address: GATEWAY COVER -ALL SAINT LOUIS. MO e tri Inns Owners Name and Address: DAY UGHT STABLE'S WILARD. MO ' Legal Address: NE QUARTER OF NE QUARTER OF SECTION 33 _ TOWNSHIP 31, RANGE 22 ' -`- GREENE COUNTY MISSOURI r 2. DESIGN CRITERIA .' - �� t Occupancy Wind Cote ory STANDARD 1.0 STANDARD WIND SPEED 7 116 14 Importance Factor (Iw) Basic Wind SpeedMph 70 Ground Snow Load (Psf) 20 � Fastest Mile ASCE 7-93 3 Second Gust ASCE 7-95 70 90 THE ]i USE Of TE�MiARY BRNANG. - Root mow Load (Psi) 101 12 d In -f% 1J 1 DRAWING SCHEDULE REVISIONS GENERAL STRUCTURAL BOLT TORQUE VALUES THIS DRAWING INCLUDING WM ATDN HE EDN, REMAINS THE PROPERTY TABU: 6 USIS THE BOLT CLAMP (DADS WITH A SUGGESTED ASSEMBLY IORM 4 OWING TITLE REV. DATE REV. DATE I REV. DATE 1. ra.W. MTE OF COVET -ALL BUI DIN& R IS PROVIDED SOLELY FOR EREILTOIG THE VALUES n t t 31 am m BUILDING DESCINED IN THE SALES ORDER AND SHAUL L NOT BE MODItED REFROMICED OR USED FOROTHER PURPOSE WITHOUT PRIOR WRITTENAFF'ROVAL T� _ _ .' 2 REAMORT FEW t m OF 8 BNY MUSE BE ACCURATELY PLACED AS SHOWN ON THE DRAWLNGS . DIAGONAL BRACE ROD MEil MDNm1M YIELD STRESS 36 ILO (24B We). rJau t 3t ar1 a, Snow Importance Factor STANDARD 0a. ream TmaDe Proof Clmnp T CLEAR STRENGTH 1 r RETENTION AFTER 2000 NRS1 F1N61'IID FIDOR E]EVAT101S AND IADESDE BASE PLATE S.toD'-0' • euac 1 m THE GENERAL CONTRACTOR AND/Oft ERECTOR S SOLELY RESPONSIBLE FOR (huh) Per Ld lead Iaod Dry tube _- e tri Inns , n JAN 01 t m ACCURATE, GOOD QUALITY ON ERECTING THIS EK7�NG IN COfNFOmma WITH THIS DRAvw. DETAILS R IN THIS OFlAWDNG at - 120 (L600 r - �� t , 3t wl AND INDUSTRY STANOQCS PRIMING TO PROPER ERECIVI WIL IDWG 7 116 14 � e - 1 31 3AN m THE ]i USE Of TE�MiARY BRNANG. - 2 13 S 55 9 DEALS I 1 COYER -ALL EU S NOT FOR EiRWts, OR la Y00 0 2 11 STJKM OEULLS 1 I t m SHOWN DAMAGES BIpURtEO IN THE ERECTION Of THE COMPONENT SHOWN ON REDI T 3 4 t0 120 28400 t 2 DESIGN IS IN ACCORDANCE WITH APPLICABLE SECTIONS - 2 i 1 m THIS DRAWING, NOR FOR THE OSPE.CINNN OF ERECTED COMFONDTRS TO 1 4 7 105 717M 53700 1 L - 13 END DuAlls at 3t YAM 01 OETE78@fE SANE. - _. THIS CERTIFICATION AND ENGINEERING SEAL AMES ONLY TO PRODUCTS MATERIAL SPECIFICATIONS v ' • DESIGNED AND FABRICATED BY COVER -ALL BUILDINGS FOR THE LOADING ROILED STRIICIIRAL SECTIONS CONFORM TO CSA 04021-40 (300111). S1ElCTURIIL OOVpMfENTS OF THE ARCH SERIES NE AS POt1OW5 I= INSTALLATION OF PARTITION WALL TO UNDERSIEIE OF ANY ARCH FRAMING MEMBERS MUST ALLOW FOR VERTICAL. BUILDING DEFLECTION. CONTACT COVEN -ALL CONDITIONS DrSIGIMTM ON THESE DRAWINGS. CONCRETE FOUNDA110D6, STRUCTURAL PLATE CONFORMS TO THE FOLLOWING TIONS STABILITY OF THE FRAMES. INSTALL PURLos AND GROSS BRACING. STLFL COUP0F&NFS BY OTHERS AND SECTION SUPEAY6pN ARE NOT THE PLATES 04021 44W W.21/ASTM AS72 GR 44 • .. g reghlere0 a lleentW to in be State I EARRY - o Prafesd=at Engineer RESPONSWITIES OF EN2tt COVER -ALL BUINCS IDSYSTEMS OR THE CERIIFYDIG _ H.S.S. 640.21 50M 0{0.21/ASTG AM OR 50 DURAWEAVE FR FABRIC MATERIAL STORAGE: ANCHOR BOLTS COATINGS OF TUBES ARE GONE TN -UNE HOT-OB'PED GALVANQED.TO A NOMINAL. OURAWEAVE FR FABRIC MEETS OR EXCEEDS THE FOUDNING TEST STANDARM NFPA 701 ENSUREROM ALL PLgtU ROM PARALLEL COATING ZINC WSW OF 0.6 os/ft (180 g/m ) (1.Omif) GALVANIZED ALUMINIZED, ACOLDRED MATERIALS ARE SUELIECT TO CORROSION ANCHOR BOLT DIAMETERS ARE DETERMINED IN ACCORDANCE WITH CSA CAN / ULC -51022 -MBB FABRIC / UNER NOTES: STANDARD 6 BOLT KSI MARE THEE �THE GALIIANBZFD SURFACE TO 84 ASFMCAN S LRC-SIO9-M87 FOUN TI35 LENGTHS AND LOAD TIRASF�ER To ARE O HE DETERMINED BY 011� PROVIDE ADDTIO PROTECTTION. TIBC 1-1 1-1 . __ y.. . _ - _ ' .. .. _ .. _.. - • - ae. Ialed' M Nrys re hu foregoing statements,niti CLEAR ORGANIC POLYMER APPLIED As THE TOP SURFACE COAT 1D RETARD FK ALTERATION WITHOUT rHDIX1 AUTIORQAiDN S PROH07M ALL TEARS MUST BE PATQIED DOMEDNTELY TO AVOID WARRANTY PROBLEMS. ANCHOR BOLT WGDIECTONS BASED ON NO GROUT ARE AS FOLLOWS: GMTMK ENHANCE SURFACE APPEARANCE AND PROVIDE A PRIMER BASE FOR SE6ES 2: UK 1 3/4' MAX. 2 1/2' SUBSEQUENT MOLTEN MIC APPLIED M ALL WaM ROOF PLAN NOTES: r,BOLTS SERIES Y. Moi 2' MAX 3 1/2'ALL SERIFS 4: YM 2' MAX ] 1/2' ��� WITH C�IlOR5NE71D WILL OE1pHSTRATE THE ABILITY TO WITHSTAND wn3h USE 5/11OW, BOLTS FOR PURLDN TO TRUSS, CAFE OR ROD BRA= TO TRUSS AND ANGLES TO TRUSS MR ALL CONNECtgRb, TAS/IAS GROIDID MOUNT: MOL 2 1/2' MAX 3 1/2' A MDNYUM OF 1000 HOURS OF ACCEL RAIM SALT FDG TESTING M THE a CONDITION OF 5 Z SURFACE RED Rl6T, WHEN NESTED IN ACCORDANCE WITH ASIM CARIE DOD AND FRIRDN BRACING ARE AM ONTEGRAI FAIT OF THE 1RlISSES ( Roof a Load s I Roof Collateral (s� 025 L n FOUNDMION MBE LEVEL., SQUARE AND SMOOTH. ANCHOR ODL75 UST 8117 STANDARDS. S SYSTEM AND SNOULD BE PROPERLY INSTALLED PRX1A To ERECTION _ _ .' Building Dead Load (Pat) . 1,yg • - - • - MUSE BE ACCURATELY PLACED AS SHOWN ON THE DRAWLNGS . DIAGONAL BRACE ROD MEil MDNm1M YIELD STRESS 36 ILO (24B We). OF FABRIC ROOF AND DONALL PANELS. REMOVAL OR ALTERATION OF ANY BRACING - • - Snow Importance Factor STANDARD - CLEAR STRENGTH 1 r RETENTION AFTER 2000 NRS1 F1N61'IID FIDOR E]EVAT101S AND IADESDE BASE PLATE S.toD'-0' DIAGONAL BRACE ROD (CROSS ROD I5/I" TYP. U/N WITHOUT PRIOR AUTHORMA71ON S PROHIBITED. _ - - GROUP 1 Seismic Importance. _- _ (t000.000mm) UNLESS NOTED. DIAGONAL BRACE STEEL CABLE EXTRA KS STREICTN PER ASTM M75. rJROSS r.AEa - .s/1e' EYP. U/N ELEVATION NOTES: +�' r ERECTION SWUM GABLES - 03/I6• TVP. PERPENINWAR TO THE TOP AHD BOTTOM CHORDS NNXiS IRflWDRED IN HSS CO1100N5, HEADERS OR PURUS EOR FRAYED OPENINGS, U/N DOOR OR WIDOW POST comcnoN TO BE BY ERECTOR. • r THE SMI MUST PROVIDE SAFE WORKING CONDITIONS AND PRACTICES �'" CONFORMING TO ALL SAFETY IEGRRAIION5. ALL LIFTING DEVICES ARE TO STRUCTURAL COMPONENTS OF THE TITAN SIDS ARE AS FOLLOWS; WALK DOOR• WIDOW AND FRAMED OPENING POSTS To IS FIELD AFS TO DESIGN IS IN ACCORDANCE WITH APPLICABLE SECTIONS - BE SPECGILLY DESIGNED TO LIFT THE VAR= BUILDING COIIDNE M Sl> 5 2: 3 1/2' TUBES - 24' C -C USING 1.88' DIAMETER WEDS CONCRETE WAIN 1/2' CIL IMT MONO( -BOLTS' OR S WLAFL . OF THE 1998 AMSC AND 1989 AISI SPECIFICATIONS SLINGS AND SPREADER BMs ARE TO BE USED TO PMENT PERMANENT SEgES 3: 4' TUBES - 32' C -C USING 1.9' DIAMETER WEBS i - DEFORMATION OF ALL SIRLICTUM COMPONENTS. SERIES SERIES 4: 5' TUBES - 42' C -C USING 2.37x' DIAMETER WEBS PARTITION WALL NOTE: v ' ERECTION SHOULD SUPPORT TRIISSESNTUSEART AA BRACED BAY ERECT AND TERIFOAARr BRACING REQNURED To E7NSUREY S1ElCTURIIL OOVpMfENTS OF THE ARCH SERIES NE AS POt1OW5 I= INSTALLATION OF PARTITION WALL TO UNDERSIEIE OF ANY ARCH FRAMING MEMBERS MUST ALLOW FOR VERTICAL. BUILDING DEFLECTION. CONTACT COVEN -ALL 3. Engineer STABILITY OF THE FRAMES. INSTALL PURLos AND GROSS BRACING. SAS: 2 3/8' T11 a TAS 2 3 8' WEB / T - 024 U BUILDING SYSTEMS FOR REQUIRED CLEARANCES. • .. g reghlere0 a lleentW to in be State I EARRY - o Prafesd=at Engineer PLUMB AND SQUAME TRUSSES IN ACCORDANCE WITH CAtI}SIIi1 - _ -C SI IAS: ARCH: 2 7 e• TURFS - 24' C -C USING 01' WEB S MATERIAL STORAGE: •, � '.- ENSUREROM ALL PLgtU ROM PARALLEL LEG: 2 7/B- TUBES - 24' C -C USING 01' WEB GALVANIZED ALUMINIZED, ACOLDRED MATERIALS ARE SUELIECT TO CORROSION of MIMURI .'hereby cw* that 1 have reviewed the design and . ` STRUCTURAL FRAMING MEMBERS ARE DERED'PLLWIL LEVE. AND FABRIC / UNER NOTES: AND DISCOLORATION IF THEY ARE IMPROPERLY SWRffD. SHIRT TEAM JOD SITE SIOWIGE OF Snn OOMPONOTS MAY BE MLERATED, PROVDED CARE S TAKEN • manufacturing process for tha.Steel and Fabric Building Spttern described. I certify that the ALIGNED WHEN THE VARIANCE DOES NOT EXCEED 1:300 MOM FABWC IS AN RNTEGRAL PART OF THE STRUCTURAL SYSTEM, MMAL OR TO KEEP THE MATERIALS DRY AT ALL TIMES. WHEN TRUSSES ARE TO BE STORED . __ y.. . _ - _ ' .. .. _ .. _.. - • - ae. Ialed' M Nrys re hu foregoing statements,niti - -- •" - . STRUCTURAL BOLTS - ALTERATION WITHOUT rHDIX1 AUTIORQAiDN S PROH07M ALL TEARS MUST BE PATQIED DOMEDNTELY TO AVOID WARRANTY PROBLEMS. OUTDOORS. THEY SHOULD BE PLACED AT AN ANGLE SUFFICIENT To PROMOTE GOOD DRAINAGE IN ADDITION, SEVERAL INCHES OF CLEARANCE MUST BE PROVIDED IN CONNECTIONS NOT SUBJECT TO TENSION LOADS. OR WHERE BETWEEN THE LOWER ETD AND THE GROUND TO ALLOW VWU70L r,BOLTS LDOSEtIG DUE To VIBRATION OR LOAD FLUCTUATIONS ALE HOF DESIGN CONSIDERATIONSNEED ONLY BE SNUO TIGHTENED, WHICH 15 OEFTIED AS FABRIC SPECIFICATIONS WIE COVER -AU. B SAES 1811 NOT BE HELD RESPONSIBLE FOR a THE TLGHRNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ME IN FIRM ALL DURAWEAVE Bi1X MEMBRANES WILL POSSESS THE FOLL.OWDD MIIMBAI MATERIALS WMGt ARE RIIHOPMY FROM= AFTER DELIVERY. i' Name Lam FIS&E a ..• .. , CONTACT. .� •. SPECIFICATIONS, BASE TYPE POLYETHYLENE ' tXrVVOt-AL1 S A CEAlIF1ED DM510N L1 MANUFACTURER TRI155F5. ALL WELDS Strueturol Ermineer Title �. - ..« ., - - ALL BOLTS LARGER THAN 1' DIA CONFORM TO ASTM A325. '� - WEAVE: - NWNE� WOVEN CLEAR HDPE pp SCRIM USING 1800 DENIER TAPES ARE COMPLETED IN SHOP AS PER CWB STANDARD CSA W47.1 AND W59. THS CERTIFICATION YETIS WITH AWS D1. 1. CIFliRAl AS PART OF OUR CWB .. , r AHOWIion Co Sul a - ' ALL OTHER DIA BOLTS CONFORM To SAE GRS OR EQUIVALENT.: ALL BOLTS SWILL BE PLATED / GALVANIZED OR SUHSIEK COATED.. TEU 87 T CERTIFICATION UN INOE+FNDE T 3RD PLATY) TESTS OUR WELDERS AND AID AUDITS OUR FACILITIES. - • glD 1 ��' - - BOLTS IN CaimcnoNs SUBUECT TO M99ON (DADS REOUEE PRE TENSION= TO MINIMUM TENSION WEIGHT: 1 otmces ]7] m ♦ - 57i FINISHED GOAT WEIGHT: zs AIS FJZ]N S10E / SURFACE PROTECTION: wow" IDPE COATINc WITH IN PIROTELTIGN - - -VAUNTS AS SHOWN a THE TREE BELOW- TOTAL TWCI NM- 25 MAS (0.83 ASTM 05199 _ • COLD CRACK PASS O MINUS 30 OETREES C ASTM D522 •. RESISTANCE, Idle) ASTM D5 . • `. - ILE: WAR: 5 IbsTU GRAB TENSILE- 3322 1445 N) ASTM D5034 • _ d , . r _ *. - ' TREE A T TENSION- _ WET: 450 q TONGUE TEAR WNif} 145645 N ASTM 05034 645 ASTM 02281 '• ' WET: 140 me N1 ASTM o22/1 .. -Z _ - I TRAP TEM: WARP: 110 ICt 444 ASIY D45M • _•• ; _ _ .' NH)JJ 8 16 - WEFT: 150 mt [r7 ASM D4533 ' • •# ^ - - • - - MILLER BURST: 736 ad ( 503 I�a3 ASM 03788 . ACCELERATED w WEATHERING: COLOR >90x STRENGTH ASM 053 M r,• ' 7 _ RETENTION AFTER 20DO HRS 1.0 25 , ASM 053 - _ CLEAR STRENGTH 1 r RETENTION AFTER 2000 NRS1 1 4 - Y r J F ���r111111p» DEALER: GATEWAY COVER—ALL THIS DRAWING IS PROPERTY of N�� QF SAINT LOUIS, MO COVER -ALL BUILDING SYSTEMS. ANY ' , �iG ♦ REPRODUCTION IN WHOLE OR IN PART r CUSTOMER: DAY LIGHT STABLES- WITHOUT THE EXPRESSED WRITTENro(Dff �'. r _ CONSENT OF COVER -ALL BUILDING r LAWRENCE': WILLARD MO SYSTEMS IS PROHIBITED ��� .'ti FIS CHER w = • ' T r N UMBER .e o PROJECT: PRIVATE RIDING ARENA DRAWN eS DATIN E: JAN 01 d 199% C� G n 102 �► : VJILLARD, MO 2201 SPEERS AVE, SA_KATOON, SASKATCHEWAN, S7L 5X6 % I 4r '• i4�••'• �� . CHECKED BY: DATE', t.. - PH: 1-306-66a-4777 FAR: T -306-66a-5757 • WEBSOE: www.Coveroll net, E-MAIL lech0coverol!.net k 1 RELEASED Sv,I 3t'JhI'I Ot ����/ipq�fFSS10NP���� PROJECT IG: ORDER ID: - - -- / SCALE: TnC: ,I.En a[vlslor+ - ;. ,r ` ..I'•C:' I. !:EC.: I•.li' - 1='• �:li .. - .r' i .. ..`..'.-.. I .I.. `' .. JI , 1 r,• ,.I f",.r I • lltll 11 ,.:: TITAN Buildings Ground Snow Rating TBS SERIES 2 80' Span Structural Evaluation pEALER: GATEWAY COVER—ALL SAINT LOUIS, MO CUSTOMER: DAY LIGHT STABLES WILLARD, MO PROJECT: PRIVATE RIDING ARENA WILLARD MO ' THIS DRAWING IS PROPERTY OF COVER—ALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART WITHOUT THE EXPRESSED WRITTEN CONSENT OF COVER -ALL BUILDING SYSTEMS IS PROHIBITED Roof Snow 13 psf maximum at peak. 20 Foot Frame Spacing Ground Snow : 26 psf for Low Hazard Buildings _ (UBC Classifications F2, S2, U1) and/or with Local Engineers Approval (see note 1) Prepared for Cover -All Building Systems Notes : 1. This Building system is designed for use with a flexible, slippery membrane cladding. The April, 2000 structure's shape and cladding type shed snow more easily than conventionally shaped and clad buildings as specified in the codes. This structure is suitable for ground snow up to 26 Evaluation Summary psf and higher depending on the wind exposure, internal heating, and administrative control. DRAWN BY: SIN DATE: 31 JAN O1 This documents the structural evaluation of the TBS Series 2, 80' span by Cover -All Building Systems in 2. Building has been designed for 125% of full roof snow on oneside of the ridge with zero snow accordance with applicable U.S. building codes. This study is based on the technical background on the other. ( as per The BOCA National Building Code 11996) The structure is designed _ - information provided by Cover -Alt Building Systems. The structure is intended to be used as a as stand-alone with no snowdrift from adjacent structures... .. permanent, stand alone, enclosed facility, and all of the load assumptions should not be exceeded at ' `•F any time for the conclusions of this certification to remain valid. The standard Frame spacing is 20 feet :" Seismic on center. { ; BATE: 1 Seismic Zone 4 F.T.L./Happold, Incorporated compiled this report based on the existing framing system shown on 3t JAN.'Ot '• Cover -All Building Systems drawings with reference to the applicable building codes in the U.S. AllowableLoads On Frames - . FTL/Happold's report includes the loading used in the analysis and gives an indication as to what wind .Hanging and snow regions the structure is suitable for. Certification of this document only shows that the REVIStt1N Professional Engineer of that particular state is in agreement with the report's contents. It does not, ' Hung loads have been assumed to be less than 0.25 psf ( approximately 300 pounds distributed along however, imply that the structure is generally suitable for use within that state, or that every installation _ the frame). Additional load will reduce the snow load capacity accordingly. . - • is covered by the report. V ,. Base Reactions . . 1 _ Wind Speed' Rating . The maximum forces at the foundations/supports due to the rated load and exposure class are as Wind Speed:, 70 mph (fastest mile) _ follows: ' 90 mph (three second gust) At Anchor Pin - Down (k) Up (k) Shear (k) Exposure Classl3 Building Classification: Low Hazard/Storage (UBC Classifications F2, S2 and U1) 13 psf max roof Snow 8.9 - - - 5.3 Basic pressure including gust factors: 13 psf @ 30' elevation Class C, 85 mph Perp. Winward : - - - 1.0 5.8 It has been found that for the above mentioned wind speed, exposure class and return period, the Leeward : - - - 2.2 2.3 structure satisfies the requirements of the American Society of Civil Engineers: Minimum Design Loads Class C, 85 mph 11 -for Buildings and Other Structures (ANSI/ASCE 7-95). Winward: - - - 6.0' 03 In addition, for the above wind speed and exposure class, the structure is also in accordance with the Leeward : - - - 5.6' 2.5 _ following building code in the U.S.: 'add 6.1 at tension anchor ' -Uniform Building Code (UBC) y At wind post base - (1st interior frame) National Building Code (NBC) Class C, 85 mph 5.4 kips (Prelim) Standard Building Code (SBC) \\�� ""111Hf 1i \���OF M �� �� _ • t.AWAExCE•`` 6 % m s F1SC1�E� li' _ v►� :,•• E.Z110� v` ••• �' �0p�___oiii__��•88���`��� ��7�////jB�ttf�ra\t,��� pEALER: GATEWAY COVER—ALL SAINT LOUIS, MO CUSTOMER: DAY LIGHT STABLES WILLARD, MO PROJECT: PRIVATE RIDING ARENA WILLARD MO ' THIS DRAWING IS PROPERTY OF COVER—ALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART WITHOUT THE EXPRESSED WRITTEN CONSENT OF COVER -ALL BUILDING SYSTEMS IS PROHIBITED � 0 DRAWN BY: SIN DATE: 31 JAN O1 o 0 0 0 d D 0 K IS S Y S T IEW S 2201 SPEERS AVE, SASKATOON, SASKATCHEWAN, 57L 5X6 PH: 1-306-664-4777 FAX: 1-306-664-5751 weesrTE: wWW.00verou.nel. E—MAIL'lech®coverall net ' `•F CHECKED BY: BATE: 1 RELEASED. - - - SW 3t JAN.'Ot PROJECT ID: �Z-3c8/4G4 ORDER ID: 4SrE SCALE: hJ.1,5. FILE: _[SHE C[SIGI'J CRITERIA E1 JGt REVIStt1N REV. DESC:F.lP7i(;rz + FIT DATE ANCHOR BOLT = 05/8" 5 1/2` _ OUTSIDE 1/B J4r 0 - i 2 i/2• Wofo, DETAIL "A- OJ BASE EL. 100'-D' ANCHOR BOLT = 05/8" 5 ,/2 S 1 8"OUTSIDE . 2 1/2" - -- -� O I OAC 4 4\ \ I �' 2" . 1 o T DETAIL 'B- - E EL. 100'-O" ANCHOR BOLT 05/8" OUTSIDE1/B"+ 2 1/2- r -- 1 2 1/2' t o { o , o ol--+ 4" I L� o - #--- 4" DETAIL "C" BASE EL. 100'-0". 1 2 3 4 • 5 6 — �c I I I I I ( I I _ I I I I I I I 3 1 g l I I vi w a I a I , W wui I I d z I z O p t3 9 m oI O I I I I I tL p on O t w0 zi I I I I �-v I p C) oI oO _ w I ( I I d- \ in 1 \ M ZV) C) I • n O I � I I , , I icoI.I I I I -C _ .#C _ C C JA 20'-0" I TYP. 100'-0" THIS DRAWING IS PROPERTY OF COVER -ALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART WITHOUT THE EXPRESSED WRITTEN DEALER: GATEWAY COVER -ALL CONSENT OF COVER -ALL BUILDING � 0 SYSTEMS IS PROHIBITED ' SAINT LOUIS, MO DRAWN Y: _ .: LawatiN CUSTOMER: DAY LIGHT STABLES WILLARD, (� wJ /.�/,7 U 5 KE UI%U 9 JAN 01 c�i CHECKED BY: DATE: 2201 SPEERS AVE, SASKATOON, SASKATCHEWAN] S7L 5X6 PH: 1-305-664-4777 757 _ F%SCt1E��s = MO WEBSITE: +.ww.eove►oH.net, E-I,WL;tediO4overoll.nel PROJECT: PRIVATE RIDING ARENA FILE: gEv6gN N.T.S.- BASE PLATE "LAYOUT' WILLARD, MID ��i�q�4lu>I►q���� :::: -t: 1 RELEASED SW 31 JAN 0 PROJECT ID: ORDER.. Ip :t-• `52�32B/404 `2936 FEV. R PTIt DESC I ON R� DA T E THIS DRAWING IS PROPERTY OF COVER -ALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART WITHOUT THE EXPRESSED WRITTEN CONSENT OF COVER -ALL BUILDING � 0 SYSTEMS IS PROHIBITED DRAWN Y: DATE31 h (.fin /r�� M L D UVJ V (� wJ /.�/,7 U 5 KE UI%U 9 JAN 01 c�i CHECKED BY: DATE: 2201 SPEERS AVE, SASKATOON, SASKATCHEWAN] S7L 5X6 PH: 1-305-664-4777 757 IAN- 3 WEBSITE: +.ww.eove►oH.net, E-I,WL;tediO4overoll.nel FILE: gEv6gN N.T.S.- BASE PLATE "LAYOUT' l A l LEFT ELEVATION, - PLAN l 2 3- a 5 6 /s of a%w a. loo• -0' Tm. - ' - OESIONED ANQ sUPPL1ED - /S OF BASE EL: 99'-O' TYP. By OTHEM _ _ 12 n o ' - SID ATION • DEALER: GATEWAY COVER—ALL THIS DRAWING IS PROPERTY OF x���tllflll!!!/s�/// SAINT LOUIS, MO COVERALL BUILDING SYSTEMS. ANY �t3F M . . G REPRODUCTION IN WHOLE OR IN PART c .CUSTOMER: DAY LIGHT STABLES CONSENT WITHOUT THE EXPRESSED WRITTEN �0 JMw u3 ' WILLARD, MO CONSENT OF COVER—ALL BUILDING SYSTEMS IS PROHIBITED uj c7 = � PROJECT: PRIVATE RIDING ARENA DRAA""ErYoAtE. a� M 0 IL D U G 9 V eT TIN I NSW 31 JAN 01 �'�. E 7102 :' 'WILLARD. MO CHECK 2201 SPEERS AVE SASKATOON. SASKATCHEWAN, S7L 5xB -�•9�C� p �{� AO�Q�'`� DA PH:.1-308-661-,4777., ` FNC 1-306=684-5757 1 RELEASED �// RO ESS ���� OJECT ER ID. MAIL, WEBSITE;=_rwA.eovg���lne1,= E—iAAllz:;tetlLoeerou.net SW 31 JAN of , f PR ID: ORDS -. 11I INScA.� :: ,.; � � :<•' -:� REV. :.•:;.,.:..-:DESCRiP7lbN Eiv w ,3 ..... •.:._. :....: DATE S2-328/�C'�1 2936- .: No— moo-l"REA 0 rh I. �11. Md 7 0 0 0 - ME W I Wo �_�Nqq4q am oper amm No MEMO: me I la pad"i", I I NO LEFT ELEVATION, - PLAN l 2 3- a 5 6 /s of a%w a. loo• -0' Tm. - ' - OESIONED ANQ sUPPL1ED - /S OF BASE EL: 99'-O' TYP. By OTHEM _ _ 12 n o ' - SID ATION • DEALER: GATEWAY COVER—ALL THIS DRAWING IS PROPERTY OF x���tllflll!!!/s�/// SAINT LOUIS, MO COVERALL BUILDING SYSTEMS. ANY �t3F M . . G REPRODUCTION IN WHOLE OR IN PART c .CUSTOMER: DAY LIGHT STABLES CONSENT WITHOUT THE EXPRESSED WRITTEN �0 JMw u3 ' WILLARD, MO CONSENT OF COVER—ALL BUILDING SYSTEMS IS PROHIBITED uj c7 = � PROJECT: PRIVATE RIDING ARENA DRAA""ErYoAtE. a� M 0 IL D U G 9 V eT TIN I NSW 31 JAN 01 �'�. E 7102 :' 'WILLARD. MO CHECK 2201 SPEERS AVE SASKATOON. SASKATCHEWAN, S7L 5xB -�•9�C� p �{� AO�Q�'`� DA PH:.1-308-661-,4777., ` FNC 1-306=684-5757 1 RELEASED �// RO ESS ���� OJECT ER ID. MAIL, WEBSITE;=_rwA.eovg���lne1,= E—iAAllz:;tetlLoeerou.net SW 31 JAN of , f PR ID: ORDS -. 11I INScA.� :: ,.; � � :<•' -:� REV. :.•:;.,.:..-:DESCRiP7lbN Eiv w ,3 ..... •.:._. :....: DATE S2-328/�C'�1 2936- .: MARK# MRP# CRY I LENGTH WEIGHT G2 32400030 0 69 5/16' 73.63 M2 32400025 0 103 1/4' 107.31 R2 32400000 2 118 1/4" 106.58 S2 32400010 4 207 7/8" 115.50 T2 32400015 1 118 1/4" 110.85 V2 32400020 2 97 3/16" 86.79 W2 32400005 0 138 9/16' 79.84 BP2 32200030 2 7 1/2' 11.99 UC2 32200015 16 4 3/8" 1.93 AN2 32200060 26 6" 2.05 TOTAL 111067.75 0 PICK 'POINT FOR LIFT V2 WEDGE MRP# I LETTER LENGTH 20' BAY 805620 MVR20 20 -1 1 15' BAY 805640 MVS15 t6 -6" 10' BAY 805660 1 VS10 1 12'-4- I 1 RELEASED RCS. -- ---•— — bESCT+IP1 �(iw . r USE TEK3 SELF DRILL SCREW 12-14 Jx 1 1/4" 2" FROM END AND ALL. HOLES TYPICAL 4" O.C. 4' 4' — 4' 2' 224"'y R EACH END OF EXTRUSION MUST BE PICK POINT'1 E PICK POINT FOR LIFT FOR LIFT CHAMFERED BEFORE ATTACHMENT TO TRUSS. �`� r - r E S2 S2 264" 264" C P E P P PICK POINT FOR LIFT S2 400' E NOTE: APPROXIMATE WEIGHT OF TRUSS WITH BOLTS 1120 LBS BRACING LEGEND P X = CROSS CABLE E = - END SUPPORT PURLIN C = CABLE BRACE R RIDGE PURLIN P ' P = PURLIN J BRACING LAYOUT I BRACING LAYOUT FOR . FOR UNBRACED BAY BRACED BAY R2 TRUSS MRP# I LETTER I LENGTH 52 TRUSS URP# I LETTER I LENGTH W2 TRUSS MRP# I LETTER I LENGTH 20' BAY 805620 MVR21120 -11 20 BAY 805635 520 21 -1r' 20' BAY 805615 W20 22'-4" 15 BAY 805650 R15 16'-2 15' BAY 805640 MVS15 16 -6' 15' BAY 805655 W15 1B'-0" 10' BAY 805670 RIO 12'-1" 10' SAY 805660 VS10 12'-4" 10' BAY 805675 W10 14 -5" `1;ttttlutUpp�� `�� \` ��4F MI LAWRENCE'�� �► : DEALER: GATEWAY COVER -ALL SAINT LOUIS, MO CUSTOMER: DAY LIGHT STABLES WILLARD, MO = i = rn FISCHER c : KUMgSa ° v i i r Ep 5F9'• E•2�}, '•P4' i�i0 ESS��``\� /pllltlll' PROJECT: PRIVATE RIDING ARENA WILLARD, MO r SW 31 JAN 01 PROJECT ID: ORDER ID: AY DATE --- -- J2`_328/404 293e G2 TRUSS MRP LETTER LENGTH 20' BAY 805680 G20 19 -8 15 BAY 805685 G15 17'-10" 10' BAY 805690 I G10 1 10' -3 -- THIS END SUPPORT PURLIN E NOT REO'D FOR INTERIOR BRACED BAY PANEL PULL DIRECTION U U/S BASE EL: 100'-0" THIS DRAWING IS PROPERTY OF COVER -ALL BUILDING SYSTEMS. ANY REPRODUCTION 1N WHOLE OR IN PART �0 0 am WITHOUT THE EXPRESSED WRITTEN CONSENT OF COVER -ALL BUILDING SYSTEMS IS PROHIBITED DRAWN 8Y: DATE: c � U L� D U UV � � U✓' � LS !11%11 SW 31 JAN O1 2201 SPEERS AVE, SASKATOON. SASKATCHEWAN,•,•.S7L 5x6 CHECKED BY: WE: PH: 1-306-661-1777 FAX: ,'1-6-664-5757 �fy.3 (� WEBSITE: www.coverall.net. E-MA14 teC OcoveroG,nel • FII. C: RMION - ,yEFt-.Y;:•;..• N.T.S. r''I IlL`IPdG PROFILE013'' I— ANCHOR BOLT = 05/8" 1/2' 11 5/8" 2 F I/S 5 1/2"� j 4 _ O 0/S L-2- -�-i ---� �.I 5 1/8 - DETAIL /8"DETAIL A" BASE EL. 100'-0" ANCHOR BOLT = 05/8" 1 1 5/8" —� /2'42 1/2- 4' 1( 5 1/2-1/5 /2"15 - `._�+ j p 0/S 5 1/8-1 — OETAIL '8" BASE EL. 100'-0" ANCHOR BOLT 05/8" 13' ¢�— I/S �0r0� 1 r 11 I I Ir -r�- - ®R --+O--f-+—L�+ 0/5 7" DETAIL "D" ' BASE EL. 100'-0" ANCHOR BOLT = 05/8' SINGLE WAL 41/2 DOOR FRAMIN 1 SUPPLIED BY OTHER 10-1 FIELD LOCAL 4' ()110-+ 1 o/s L -j Lr l'-0" FOUNDATION 2' -� DESIGNED AND SUPPLIED DETAIL "F" BASE EL. 100'-0" BY OTHERS VS INSIDE OF BUILDING.. 0/S OUTSIDE OF BUILDING. 7—1 LASHING WINCH LOCATION O 1 = INSTALL ANCHOR BOLT IF _J REQUIRED. 1 1 RELEASED REV. — DESCRIPTION MARK/ SECTION LENGTH NOTES WEIGHT EC -1 3' x 8' HSS 205' 182.79 EC -2 4' x 6' HSS 339" 441.27 HZ -1 02 1/2" NORM 34' 6.10 HZ -2 02 7/8- HORFZ. 227 1/2- 46.99 HZ -3 02 7/8" HORIZ. 208 1/2 43.07: HZ -4 02 7/8" HORIZ. 55 1/2- 11.48 OH -1 8C14 240' CUT AS REWO 79.011 DJ -1 BC14 240' (ii F AS REO'0 79.01 FT239 04" FAST TUBE 239' CUT AS REQ'D 90.30 FT229 04' FAST TUBE 229' CUT AS REO'D 86.52 FT114 04" FAST TUBE 114' CUT AS REO'D 43.07 FT 04" FAST TUBE CUT AS REO'D ORDE.R_;ID: 0/S SW 31 JAN 01 BY DATE -- -- _ '4" THIS DRAWING IS PROPERTY OF COVER -ALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART WITHOUT THE EXPRESSED WRITTEN CONSENT OF COVER -ALL BUILDING SYSTEMS IS PROHIBITED DRAWN SIN DA 31 JAN 01 CHECKED 2201 SPEERS AVE. SASKATOON, SASKATCHEWAN. S7L SX6 PH: 1-306-664-4777 FAX: 1-306-664-5757 0( WEBSITE: www.coverall.net. E—AWL• Iech'_6 eiall.r lI SCALE:- ? FELE : ,. s►Eci a : fou N.T.S: ENDWALL — GRIDLINE 1 7of3' 1 DEALER: GATEWAY COVER -ALL SAINT LOUIS, MO \`���gtUUut�p����� M �\`1� CUSTOMER: DAY LIGHT STABLES ZZ �pWRENCE �: y % WILLARD, MO x gISCHEA z c PROJECT: PRIVATE RIDING ARENA NF z 02 4 WILLARD, MO F9r� REr, Q``�� P�EcS ��y O F ;PROJECT ID:. ORDE.R_;ID: r+"II,yt111 S2+=328/40a :<2936=. • '4" THIS DRAWING IS PROPERTY OF COVER -ALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART WITHOUT THE EXPRESSED WRITTEN CONSENT OF COVER -ALL BUILDING SYSTEMS IS PROHIBITED DRAWN SIN DA 31 JAN 01 CHECKED 2201 SPEERS AVE. SASKATOON, SASKATCHEWAN. S7L SX6 PH: 1-306-664-4777 FAX: 1-306-664-5757 0( WEBSITE: www.coverall.net. E—AWL• Iech'_6 eiall.r lI SCALE:- ? FELE : ,. s►Eci a : fou N.T.S: ENDWALL — GRIDLINE 1 7of3' 1 ANCHOR BOLT 05/8' 11 5/8' 2 1/2� I/S 5 1/2•I j~0 4' c;til� - 0/S I 0 L0 -- 0 -T --J -1 5 1/8" DETAIL 'A' BASE EL. 100'-0' ANCHOR BOLT = 05/8" 11 5/8- 2 1/2- . 0 4" O j I5 1/2" i/S O 0/S L--�-�- -�-� 5 1 /8" r� DETAIL "B" BASE EL. 100'-0" ANCHOR BOLT 05/8- '13 4' - 'Or 1 O1 I/S r iI 440+ -++-per+—_ ' DETAIL "D" BASE EL. 100'-0" ANCHOR BOLT 05/8" 4 1/2" - - 10 1 4" " o/s L j� I- I 1'—O" FOUNDATION DESIGNED AND SUPPLIED DETAIL "F" BASE EL. 100'-0" BY OTHERS I/S INSIDE OF BUILDING. 0/S OUTSIDE OF BUILDING. r-1 LASHING WINCH LOCATION 10 1 = INSTALL ANCHOR BOLT IF L_J REQUIRED. MARK/ SECTION LENGTH NOTES WEIGHT EC -1 3' x 6' HSS 205' 182.79 EC -2 4' x 6' HSS 339' 441.27 HZ -1 02 1/2- HORIZ. 34- 6.10 HZ -2 02 7/8- HORIZ. 227 1/2- 46.99 HZ -3 02 7/8" HORIZ. 208 1/2- 43.07 HZ -4 02 7/8' HORIZ. 55 1/2' 11.48 DH -1 SC14 240' CUT AS RFQ'D 79.01 DJ -1 8C14 240' CUT AS REO'0 79.01 FT239 04" FAST TUBE 239' CUT AS REWD 90.30 FT229 04" FAST TUBE 229' CUT AS REWD 86.52 FT114 04' FAST TUBE 114- CUT AS REO'D 43.07 FT 04" FAST TUBE I CUT AS REWD 040- 5" 4" S,. 0/S r \`�`�ti b�ulrrriiii� LAWRENCE', d ? m : FISCHER 'sw NUMBER - ? F ' E• 7102 �ROF SW 31 JAN 01 ���4/1nnES1`%*�. BY DATE DEALER: GATEWAY COVER -ALL THIS DRAWING IS PROPERTY OF SAINT LOUIS, MO COVER -ALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART e(f CUSTOMER: DAY LIGHT STABLES WITHOUT THE EXPRESSED WRITTEN 0 C7CONSENTOF COVER -ALL BUILDING WILLARD, MO SYSTEMS IS PROHIBITED - PROJECT: PRIVATE RIDING ARENA DRAWN BY; GATE: o SW 31 JAN 01 2201 SPEERS AVE, SASKATOON. SASKATCHEWAN, , 57L 5X6 PH: 1-2106-664-4777 FAX:'1-ki461-5757 WILLARD, MO CHECKED DATE:. <:;».: - a WEBSITE:. ww.covaroii.net. E—MAIL':11*0 overon.net PROJECT ID: ORDER ID:%pCbo,<. LAW........:.... .. :ENDWALL GRIDLINE'�6 ,-- '=1 S 2-328/4 4_ 2936 I® 2) 5/8" x 2" BOLTS TYPICAL TRUSS GROUND MOUNT TRUSS 2) 3/4" x' 6" BOLTS c/w' - 4) 3/4" WASHERS PURLIN 5/8" x 1 1/4" BOLTS NOTE: U -CLIP MUST BE INSTALLED. WEDGE BASE ASSY - (NO EXCEPTIONS) TYPICAL TRUSS W FD U -CLIP INSTALLATION _ FD WEDGE BASE CONN. Fp RIDGE PURLIN CONNECTION 201 TOP AND BOTTOM 204 FOR (V) TRUSS 207 TO PURLIN ANGLES TYPICAL TRUSS - ANGLE ORIENTATION COLOR: WHITE ' 2) 5/8" x 6" BOLTS LARGE HOLES CONN. TO TRUSS F PURLIN ANGLE CONN. 202 TO TRUSS . .TYPICAL TRUSS ANGLE ORIENTATION a o m COLOR: WHITE U- 2) 5/8" 0 x 2" BOLTS 0 uj LARGE HOLES CONN. o TO TRUSS 0V 0 Fp PURLIN ANGLE CONN. 203 TO TRUSS @ END BAY TYPICAL TRUSS a J - STD SADDLE w/ TAB DO 0 - 1) 5/8" x 5" CARRIAGE BOLT TYP. w o2 1/2" 02. 7/8" 0 3) TEK #3 SELF 4� MIN. 8" DRILLING SCREWS _ 1) 5/8",x 1 1/4" BOLT TYP. FD PURLIN SUPPORT UPGRADE 205 FOR ENDWALL VERTICALS TYPICAL Tn 5/8" x PURLIN Fp PURLIN CONN. TO Y 206 PURLIN ANGLES FD K -BRACE PURLIN AT COUPLER CONN. .TYPICAL TRUSS 1) 5/8" x 5" CARRIAGE BOLT SUPPORT PURLIN 3) TEK #3 SELF DRILL SCREWS (TYP) 7 7/8" 77 7/8'� FD K -BRACE PURLIN ' 209 AT MID OF (5) TRU55 ``\\`����N111In�<��� OF MI i� DEALER: GATEWAY COVER -ALL SAINT LOUIS, MO COVER—ALL BUILDING SYSTEMS. ANY REPRODUCTION 1N WHOLE OR IN PART�0 CUSTOMER: DAY LIGHT STABLES WITHOUT THE EXPRESSED WRITTEN CONSENT OF COVER—ALL BUILDING ' LAWRENCE �y m FISCHER w - WQLARD, MO DRAWN BY: SW DATE: 31 JAN 01 o V U lL D 9%@ 2 V ] T LE/S Y201 SPEERS AVE. SASKATOON. SASKATCHEWAN, . 574.5x6 PH: 1-306-664-4777 'FAX: A-306-8W=S797 n a>..:. WEBSRE: wrr.eoverou,nel, •' E-MA1l:=, "`lf�toveroll,nel CHECKED = " NUMBER E PROJECT: PRIVATE RIDING ARENA :..., - NT nLE- �Tr.r.ir:er n nrrnu c c�9 E.27102�2�` ' WILLARD, MO - •vL P.. �� maop ��i� OFESS��� T•, SW. 31 .JAN 01 �V ��. 1t` 1 — --- P . QJECT "�D:= .t..; .-5•"'m".y'}-..'�, ,9,T ..7x.-,� S?;28/404:•. ,•.�.,���; ..E)ROER iq. .yty''r r.4,Q;: r. _ 2936' Y DATE - FD K -BRACE PURLIN AT COUPLER CONN. .TYPICAL TRUSS 1) 5/8" x 5" CARRIAGE BOLT SUPPORT PURLIN 3) TEK #3 SELF DRILL SCREWS (TYP) 7 7/8" 77 7/8'� FD K -BRACE PURLIN ' 209 AT MID OF (5) TRU55 THIS DRAWING IS PROPERTY OF COVER—ALL BUILDING SYSTEMS. ANY REPRODUCTION 1N WHOLE OR IN PART�0 WITHOUT THE EXPRESSED WRITTEN CONSENT OF COVER—ALL BUILDING SYSTEMS IS PROHIBITED 7r DRAWN BY: SW DATE: 31 JAN 01 o V U lL D 9%@ 2 V ] T LE/S Y201 SPEERS AVE. SASKATOON. SASKATCHEWAN, . 574.5x6 PH: 1-306-664-4777 'FAX: A-306-8W=S797 n a>..:. WEBSRE: wrr.eoverou,nel, •' E-MA1l:=, "`lf�toveroll,nel CHECKED DA () :..., - NT nLE- �Tr.r.ir:er n nrrnu c TYPICAL (R) TRUSS o ANGLE IRON .CROSS CABLE ASSY m 2) CABLE CLAMPS 0 0 0 0 1) -THIMBLE o LiTYPICAL(V) TRUSS TYPICAL TRUSS NOTE: INSTALL ALL TURNBUCKLES AT U) ONE END FOR EASE OF INSTALLATION. o 0 2) 5/8" x 2" BOLTS m , FD CROSS CABLE CONN. 210 TYPICAL (V) TRUSS CROSS CABLE ASSY o 0 J m FD CABLE PURLIN CONN. TO 213 CONN. OF (V) & (R) LARGE HOLES CONN. -fit o TO TRUSS r w ANGLE ORIENTATION COLOR: WHITE 0 FD RIDGE PURLIN ANGLE CONN. 216 \` o%k1llluru�q/ �;o_s DEALER. GATEWAY COVER -ALL THIS DRAWING IS PROPERTY Or ��� /COVER—ALL BUILDING SYSTEMS. ANY SAINT LOUIS, MO _- \, o? M! REPRODUCTION IN WHOLE OR IN PART • ti CUSTOMER: DAY LIGHT STABLES CO SENT of COVER—ALLL eLDING WILLARD, MO FISCHER+ C SYSTEMS IS PROHIBITED twmIaEfi ;z DRAWN BY: DATE: o ` PROJECT: PRIVATE RIDING ARENA SW 31 JAN Ot g 271 a ; ': PfdWILLARD, MO 2201 SPEERS AVE, SASKATOON, SASKATCHEWAN• SjL 5X6 CHECKED BY: DATE: PH: 1-306-664-4777 W I d t °o�R0 ESS' PROJECT ID: ORDER I WEBSITE: "w covers I net. E -MNL• Ieeh00to�f ^mss S 3 JM 0 1 �� D. . SCALE: ::: ;._. TILE: s�xn->: ;r ,xEvs�q►r c, oATE C ST , •:r C, S .. _ _ rI:T.S - ----- - --_ DETAIL_ TYPICAL (S) TRUSS TO TRU55 @ END BAY 0 a 1) 5/8" x " 2.. BOLT A FABRIC ,PANEL (n ~ 1) NUT CLAMP 0 0 0 TENSION POCKET -- FASTENING TUBE F CRO55 CABLE CONN. 21 1 AT WEDGE BASE LASHING STRAP FD NOT CLAMP CONN. TO 21 4 MID -OF (5) TRUSS LASHING WINCH TYPICAL (R) TRUSS o c TYPICAL (S) TRUSS 1) 5/8" x 2" BOLT c/w 1) 5/8" WASHER SEC.A-A 5/8" x 1 1/4" BOLTS 2) CABLE CLAMPS 1) THIMBLE 1) ) N x L BOLT FD FASTENING TUBE DETAIL --A 1) NUT CLAMP 217 VIEW FROM INSIDE OF BLDG PULL POCKET PURLIN TYPICAL (V) TRUSS FD CABLE PURLIN CONN. TO Fp NUT CLAMP CONN. TO 212 MID OF (5) TRUSS215 CONN. OF (V) & (R) \` o%k1llluru�q/ �;o_s DEALER. GATEWAY COVER -ALL THIS DRAWING IS PROPERTY Or ��� /COVER—ALL BUILDING SYSTEMS. ANY SAINT LOUIS, MO _- \, o? M! REPRODUCTION IN WHOLE OR IN PART • ti CUSTOMER: DAY LIGHT STABLES CO SENT of COVER—ALLL eLDING WILLARD, MO FISCHER+ C SYSTEMS IS PROHIBITED twmIaEfi ;z DRAWN BY: DATE: o ` PROJECT: PRIVATE RIDING ARENA SW 31 JAN Ot g 271 a ; ': PfdWILLARD, MO 2201 SPEERS AVE, SASKATOON, SASKATCHEWAN• SjL 5X6 CHECKED BY: DATE: PH: 1-306-664-4777 W I d t °o�R0 ESS' PROJECT ID: ORDER I WEBSITE: "w covers I net. E -MNL• Ieeh00to�f ^mss S 3 JM 0 1 �� D. . SCALE: ::: ;._. TILE: s�xn->: ;r ,xEvs�q►r c, oATE C ST , •:r C, S .. _ _ rI:T.S - ----- - --_ DETAIL_ ° ' TYPICAL TRUSS USE THESE HOLES 2) 5/8" x 5" CARRIAGE BOLT FOR SUPPORT TAB END SUPPORT TAB (8 HOLES) 5/8" x _1 1/4" BOLT TYP. — END SUPPORT TAB 8 HOLES TYPICAL TRUSS 2) 5/8" x 1. 1/4" BOLT - END SUPPORT TAB 5/8" x 1 1/4" BOLT TYP. r END SUPPORT TAB t� 0 J 0 IL STANDARD PURLIN w STANDARD PURLIN a ' , OR o o N O 4 HOLES 4 HOLES-] o FD END SUPPORT PURLIN AT MID -- Fp END SUPPORT PURLIN AT 218 OF (5) TRUSS 20' & 15' BAYS 221 COUPLER CONN. 10' BAY ' TYPICAL TRUSS EXTRUSION FOR BUILDING USE THESE HOLES 2) 5/8" x 1 1/4" BOLT _ EXTRUSION MUST BE FOR SUPPORT TAB END SUPPORT TAB (8 HOLES) INSTALLED ON EVERY ARCH 00 ' 5/8" x 1 1/4" BOLT TYP. o OF THE BUILDING. THE END SUPPORT TAB ° m FABRIC CAN NEVER 8 HOLES w OVERLAP THE ARCH BUT o WILL ALWAYS CONNECT TO STANDARD PURLIN o THE EXTRUSION. ° V) EXTRUSION FOR LINERS 1 } o (IF APPLICABLE) _ 4 HOLES 4 HOLES-] FD END SUPPORT PURLIN AT FD EXTRUSION POSITION COUPLER CONN. 20' & 15' BAYS ON ALL ARCHES - TYPICAL TRUSS _ TYPICAL TRUSS 1) 5/8" x 1 1/4" BOLT 2) 5/8" x 5" CARRIAGE BOLT SUPPORT PURLIN y END SUPPORT TAB ° ° 5/8" x 5" CARRIAGE ° 5/8" x 1 1/4" BOLT TYP. BOLT J END SUPPORT TAB m 0 - o STANDARD PURLIN w OR 74 11/16" 78 3/4" o` FD END SUPPORT PURLIN AT -- Fp K -BRACE PURLIN 220 MID OF (5) TRUSS 10' BAY 224 AT (V) COUPLER CONN. DEALER: GATEWAY COVER -ALL THIS DRAWING IS PROPERTY of "I, SAINT LOUIS, MO COVER—ALLBUILDING SYSTEMS. ANY \ sof Mli. REPRODUCTION IN WHOLE OR IN PART CUSTOMER. DAY LIGHT STABLES WITHOUT THE of COVERSau BUILD BUILDING eoZ[72 L�U • LAWRENCE' d s WILLARD, MO SYSTEMS IS PR OHIBRED -FlsrniER Lu `u+ .• �' NUMBER ' DRAWN BY: DATE: z PROJECT: PRIVATE RIDING ARENA SW . 31 JAN 01 d D 9 � `� 75 T 2 m S N�'y E 7102 :•� \ WILLARD. MO 2201 SPEERS AVE, SASKATOON. SASKATCHM S71.SX6 CHECKE PH: 1-306-664-4777 z iA1C;''_?�w3O6684-5757 t RELEASED - Sw 3 t JaN 4 ; /��i��ROE `��`�� PROJECT: ORDER ID: � wESSITE: r W.�°�►°IL�►..: s ar : i p: t r:. i'ItE: ,,.•.' ��`j:. aEv. UfStFP c.. :r pntE q - "> ' ,.... + � . ai•i� SOT'; 6 _.�, I j >; 9 i•�. T. tiDE7`�1LS ....•... _` _ -'': ice3:Ni9<_ ;iX:X I 4" .10" - SEC. A—A TOP PLATE ASSY ` 0 0 2) 5/8*' x 5 1/2' BOLTS c I A 4" 2) 5/8" x- 5 1/2" BOLTS 2) BASE ANGLES , o 0 COLOR:: ORANGE. 4" 7" ' F 4"x20"H55 E01 -VERTICAL LAYOUT ` 4" T TOP PLATE ASSY 2) 5/8" x 5 1/2" SO',TS 6" �1 SEC. C—C 0 0 Mtttttttt w r 4" TYPICAL TRUSS SADDLE w/TAB 1 5/8" x 5„ SEC. 8—B CARRIAGE BOLT::::� TOP PLATE ASSY • O 1) 5/8" x 2 1/2 =.LI ° 0 C/W JAm ? I • o 0 o a, • 2) 5/8" x 5 1/2" BOLTS TOP PLATE o o B 8 8" 4"- 2) 5/8" x 5 1/2' BOLTS 2) BASE ANGLES , o 0 COLOR: ORANGE 4" 7" F 4"x8"H55 E02 VERTICAL LAYOUT F 3„ 6 SEC. D—D TOP PLATE ASSYx " 2) 5/8" x 4 1/2" BOLTS 7�t7 FlQ \,5ADDLE w/ TAB EG5 'CONN. TO VERTICAL TYPICAL TRUSS SADDLE w/TAB 1) 5/8" x 5" CARRIAGE BOLT `— HORIZONTAL 1) 5/8" x 1 1 /4" BOLT FD 1SADDLE w/ TAB E�CONN. TO HORIZONTAL 3) TEK #3 SELF DRILLING SCREWS 6„ 4„ 6„ —3„ MIN. 8” 2) 5/8" x 5 1/2" BOLTS 2).5/8" x 4 1/2" BOLTS o 0 2) BASE ANGLES � ° 2) SASE ANGLES o o \ COLOR: ORANGE yi 4" �„ COLOR: LT. BLUE 4" 02 1/2" HORIZONTAL " --� �-- I ---F 7 02 7/8" HORIZONTAL j p .\ 4" x+6" H55FD 3" x 6" H55 'Fr:�` HORIZONTAL 5LEEVE \; VERTICAL LAYOUT 04 VERTICAL LAYOUT E )CONNECTION I R1LEASEC=--_._..... _. Tzu J 3) TEK #5 SELF DRILL SCREWS 1) 5/8" x 1 1/4" BOLT HORIZONTAL HORIZ. ANGLE IRON COLOR: BROWN 0 J m M F HORIZ. TAB CONN. TO E08 VERTICALS A SIDE VIEW DEALER: GATEWAY CCciER-ALL THIS DRAWING IS PROPERTY OF �0 SAINT LGL -,'!S, MO COVER—ALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART WITHOUT THE EXPRESSED N (O(DlutAWREN EI ULD•; CUSTOMER: DAY "_HT _TABLES CONSENT OF COVER—ALL WRITTNG m FISCHER W = "IL��`� . ,rl.. SYSTEMS IS PROHIBITED • •EU2fB02•� 0n1[:PROJECT: E "FENA �M 0 d D D m o SYSTEMS Sh 31 'i;kllj 01 "Il zzol SPEERS AVE, SASKAT00�+, SASKATCHEWAN, s7L 5x6 �j F�''• • %10*V CHECKED BY: DATE: PH: 1-306-664-4777 FAX: 17306-664-5757 1i ,i„rf p• i4ip�OFESSI,\``����� PROJECT ![}; i�Cr'•�j? IE): (' WEBSITE: www.coverall.net. 'E—MAIL: tecliOtoi�ero0.net FILE: 9EL75r,.a;. REV6pW T.�r,,%In HORIZONTAL 4" VERTICAL TYPICAL 2) 5/8" x 6" HEADER TYPICAL JAMB 1) 7/16" x 4" CARRIAGE BOLT CARRIAGE BOLTS 3) TEK #3 SELF BASE ANGLE DRILL SCREWS 3) TEK #3 SELF 3) TEK #3 SELF DRILL SCREWS ORANGE ANGLE ON L.H. 3} TEK #5 SELF DRILL SCREWS LT- BLUE ANGLE ON R.H. --� �-- 3 3/4" SADDLE w/ HSS TAB J DRILL SCREWS HOLES NOT USED JAMB J �I 1/2" SEC. E—E SECTION G—G SECTION H—H E1D OFFSET BASE PLATES JAMB FOR 4" WIDE VERTICALS G HORIZONTAL off _Of� E H DER > GRIND OFF H Lai w PROTRUDING 3 E G __j SCREWS GRIND OFF 2) 5/8" x 5" HEADER ANGLE IRONPROTRUDING SCREWS CARRIAGE BOLTS to H COLOR: DK: BLUE 1) BASE ANGLES JAMB: CUT TOOLENGTH (AS REQ'D) LT. BLUE ANGLE ON L, H. COLOR: LT. BLUE ORANGE ANGLE ON R.H. 3 3/4" FDHEADER CONNECTION F JAMB CONNECTION FD JAMB CONNECTION E09 TO VERTICALSE 1 1 TO FOUNDATION E 13 TO HORIZONTAL Fp OFF5ET BASE PLATES E 16 FOR 3" WIDE VERTICALS VERTICAL TYPICAL HEADER 2) 5/8" x 5 1/2" LASHING WINCH HORIZ./WINCH ANGLE � 6) TEK #3 SELF DRILL SCREWS HEADER TYPICAL TRUSS BOLTS (FIELD LOCATE) 0 3) TEK #3 SELF DRILL SCREWS HEADER ANGLE IRON SADDLE W` /TAB 2) 5/8" x 5 1/2" COLOR: AMBER- BOLTS (FIELD LOCATE) JAMB CARRIAGE BOLT SECTION F—F FD LASHING WINCH CONN. HEADER HORIZ. ANGLE IRON SECTION J—J E 1 TO H55 VERTICAL COLOR: BROWN F J 5/8.. x 1 1/4., BOLT 11 GRIND OFF HEADER HORIZONTAL PROTRUDING SCREWSEND CUTAWAY FOR CLARITY J WINCH ANGLE ~� LASHING WINCH F JAMB: CUT TO 1) 5/8" x 1 1/4" BOLT HSS HEADER LENGTH (AS REQ'D) 3) TEK #3 SELF DRILL SCREWS PLATE TYP. HSS HEADER 3) TEK #3 SELF DRILL SCREWS FD JAMB CONNECTION FD HEADER CONNECTION FD H55 HEADER CONNECTION E 10 TO HEADER E 2 TO TRU55 E 14 TO VERTICALS FD LASHING WINCH CONN. E 18 TO HSS HEADER DEALER: GATEWAY COVER—ALL THIS DRAWING IS PROPERTY of !Irlalrl,,/i SAINT LOUIS, MO COVER -ALL BUILDING SYSTEMS. ANY xl� pF MIS / �� ' ' REPRODUCTION IN WHOLE OR IN PART WITHOUT THE EXPRESSED WRITTEN CUSTOMER: DAY LIGHT STABLES CONSENT OF COVER -ALL BUILDING 0 LAWRENCE +. WILLARD MD SYSTEMS IS PROHIBITED �� 7" m i FISCHER 1 V �—' NUMBER i d DRAWN BY: DATE: o PROJECT: PRIVATE RIDING ARENA i E 1102 ••1� 2 WILLARD, MD SW 31� JAN 01 2201 SPEERS AVE. SASKATOON. SASKATCHEWAN.'.-, Sx6 kr, HEC _ ��\ CHECKED PATE: PH: 1-306-664-4777 FAX: ,3 308=884c575i 3r 7P74o EB WSITE: wnr.coveroll.net, f-1`WL. 1�o11�ae! 1 RELEASED _ SW 31 JAN U 1 ��i�'�0FESS\�\x:POJECT ID: ';:. ORDER ID:,,,.;,,.. ALE sa_ ,:flnsar+.. I: v. 1 �ck�anorl i BY a r l/gIN111N� t, ^ ., 29 3 f �E 'r. r 1 52..:328 ,•�c,,, J. r `Y3 I 4 CERTIFICATE OF DESIGN AND MANUFACTURING CONFORMANCE FOR COVER -ALL BUILDING SYSTEMS All components of the steel and fabric buildintq system described below have been or will be designed and fabricated In accordance with the standards and bods listed below 1. DESCRIPTION AP / Ref Number., -"A �4 r _ -- Building Type and Size: nnS A A_nc'S1El Y Series 2 STANDARD Intended Use and Occupancy: Site Location: I LARD, MISSO RI Exposure Category: 1% ogg Applicable Building Cods: Hoc 1225 f SAINT LOUIS. MO Builders Name and Address: „ev I rnrr crew A WILLARD. MO Owners Name and Address: Legal Address: NE U&M n_c uc nLleoyrf> nr cPr T_lo_N_ 33 TOWNSHIP 31. GE Z roccuc rrn iurY ulccr)URI _ 2. DESIGN CRITERIA STRUCTURAL BOLT TORQUE VALUES Occupancy Wind Category Importance Factor Iw SCANDAL XF 1.0 STANDMD Basic Wind Speed (Mph) ,70 Ground Snow Load (Psf) Roof Snow Load (Psf) 10 Roof Uva Load (Psf) 12 Roof Collateral (Pei) Des Building Dead Load (Pef) Snow Importance Factor 125 STANofwD Seismic Importance �p 1 DESIGN IS IN ACCORDANCE WITH APPLICABLE SECTIONS OF THE 1998 AISC AND 1989 AISI SPECIFICATIONS WIND SPEED Fastest Mile ASCE 7-93 3 Second Gust ASCE 7-95 Wind (Pef) 13 3. Engineer I LARRY FISC11ER o Pmfm!onal EnpMwr registered or Acenved to Practice in UAa State of MSSOL N _ , hereby certify that 1 have reviewed the design and nwnufacturing process for the Sted and Fable Buts ing Syslun desalbad. I artily trot the foregoing statements. Initialed by myseN, are true. Signature-----•••••� Name Lamy FWdw Tile SkveNnil EMtnew Affiliation cmMultorit Date �M:�O► I 1 RELEASED Sad 131 JAN 0 GENERAL STRUCTURAL BOLT TORQUE VALUES INFORMATION IM DRkWo 4CLUOOF SUGGESTED ASSEMBLY TOUE TAKE B LISTS THE BOLT CIAMP (LADS WITH SURQ cDvm-,ALL 5PROVIDEO 5X BUILDING DESCRIBED DI THE SALES ORDER AND SHLYL NOT BE MODIFIED, R USED FORANY OTHER PURPOSE WITHOUT PRIOR wBl11ET1 REPRODUCED OAPPROVAL 2-5 AO S UTF01 JN SiDE OF BUILDIiG SYSr 25 Torso MODIFIED L)PECOILTNG WITH LN C ACCURATE RNID Olt 05MCT R NFOR OIL road" Tande Pr— awo (inch) Par Mel I NMI Lo Load WIe -on 25 MRS alt Of EREC1W THIS CONNFONANCE Wn THIS DRAINING, DETABS REFERINCED N M DRAINING Inch on 3 8 66M 4950 3 PASS O MUS 30 DECREES C AND INDUSTRY sTANAIDS PEWMNG M PROPER ERECTION INCLUDING 7 16 67ED 50 35 >300 pel (2070 Wo) WARP: 326 TEs 1445 N) THE PROPER USE OF TEMPORARY BRACING. 2 3 55 WEFT: 450 an N) CMUt-ALL BwDfNS 6 HOT �ISISi FOR ERTt K MOSAOF6 DR 9 too 212NO WARP: 145 m" 60 NQ 3 428400 1THOS DAMAGES DNCURAED IN THE ERECTION OF THE COI�OIiEMS SHOWN ON 5800 ASTM 02261 DRAW NC NOR FOR THE INS ECTION aF ERIECIm COMPONENTS TO 171700 N ASD45M DETERMINE SAME THIS CERiB1CATION AND ENING SFAL APPLIES ONLY TO PRODUCTS DESIGNED AND FABRICATED BY COVER -ALL BURDIN!S FOR THE LOADING CONDITIONS DESIGNATED ON THESE ORAMMS, CONCRETE FOUNDIOIOB, STEEL COMPONENTS ARE NOT THE OF CM � �BUILDNGS SVh1 awriam -1}NE �Rt!FYD7C ENGINEER. ANCHOR BOLTS ANCHOR BOLT DIAMETERS ARE DFyETERYYfD IN ACCORDANCE WITH CSA ISENGt�HIS AHNLOD516 ER Tb THEE FOUNDATION 35 KSI 248 Milo). ROBE BOLT DEiERMNEO BY MOM +�� ANCHOR BOLT PRMWcTON S BASED ON NO GROUT ARE AS FOLLOWS; SERFS 2: MIN, 13/4- MAX. 2 1/2' sum 3: 10L 2' MAX. 3 1/2' SUM 4: MIL. 2' MAIL 3 1/2' TAS/M5 MUD MOUNT: MDL 2 1/2' MAX 3 1/2' FOUNDATION MUST BE LLVEL, SQUARE AND SMOOTLL ANCHOR BOLTS MIST BE ACCURATELY PLACED AS SHOIWN ON THE ORMVINMS. F1H6H EO RDOi MIEVANIONS AND UNDERSIDE OF BASE PLATE 5 1 W'-0' (IOOa.000em1) CARESS Maim ERECTION THE ERECTOR MIDST PROVOS SAFE WOf60NG CONDITIONS AND PRACTICES OONFWMG M ALL SAFETY REGULATOR ALL LIFTING DEVfCLS ARE TO BE SPECIFICOILLY DESIGNEDTO LBUILDING COMPOKENTSL OT BARS TO PW#9lT PERMANENT DEFORMATION OF ALL STRUCTURAL COMPONENTS. ERECTION SHOULD SFARF M A BRACED BAY. ERECT AND MUMMY WPM TRUSSES. USE MIPORARf BRACING AS FMMM TO ENSURE SIABILITY OF THE FRAME"., INSIALL PURLNS AND CROSS BRAGNC. PLUMB AND SQUARE TRUSSES N ACCORDANCE WITH CANE -SILL Dan ALL PU18DS ROM PARALLEL STRUCTURAL FRAMING MEMBERS ARE COLSICIERED PU711111. LEVEL. ANO AUGM0 WKE N TIE VARIANCE DOES NOT FXC3}D 1:300 STRUCTURAL BOLTS BOLTS IN CONNFCTION6 NOT SUBJECT TO TENSION LOAM OR WHERE LoOSENOZ DIAL TO VIBMt10N OR LOW FLUCTUATIONS ARE NOTCONSIDERATIONS DESIGN THE THAT�E7M*1114 ALL P RJ AOILY BE SNUG TIC111TENED AJOINT ��IN INFIRM CONTACT. ALL BODS LARDER THAN V DIA CONFORM To ASTM A32S ALL OTHER CA BOLTS CONFORM TO SAE GR3 OR EM NAIENT. ALL BOTS SHALL BE PLATED / GALVANIZED OR S MSEAL COATED. SOL75 IN CONNECTIONS S18JECT M TEN" LOADS REDUI E PRE i GlON1NG TO MINIMUM TENSION -VALUES AS SOWN N TIME TREE BELOW- • �•74iL•�tL�C>• 1l1nT<S7Erli® i7L7��ET- TfiZ� Rib1•l©®1iFy� IIT7vn IEs>1• ■1, I l rME OF pr LAWRENCE''; o = FISCHER e w a� NUMBER i e� E 2�7�142 ZM voee 0o. /"p1T1111110 MATERIAL SPECIFICATIONS ROLLED STRUCTURAL SECTOM6 CONFORM TO GSA 04021-44M_0On (3. STRUCTURAL PLATE CONFDRI6 TO THE FOLLOWING sPECIM71 N5 PLATES 6402/ 44W G4D21/ASTM On GR 4430OW) HISS 640.21 SOW 640.21/ASTM A572 GR 50 (>SOW) COAT= OF TUBES ARE DONE N -UNE, HOT-OHPED GLYAI>@D TO A NOMINAL COATING DNC WOW OF 0.6 oz/ft (180 g/rrr ) (1DrrV C HROATE OWARSION COATING APPLIED OYER THE GALVANIZED SIAFACE TO CLEAR ORGANIC POLYMER APPLIED AS THE TOP SURFACE COAT TO RETAIO MMTDN. ENHANCE SURFACE APPFiWAN CE AND PROYRIE A PRIMER 6lSE FOR SUBSEQUENT MOLTEN DNC APPLIED TO ALL WELDS. ALL VPEiMTEEL WITH GATORSHEI D WILL DEMONSTRATE THE ABILITY TO MIT SWW A MWIM OF 1000 HOURS OF ACCELERAED SALT FOC TESTING TO 7Hff CONDITION OF 5 X SLM6ALE REED RIBT. VAN TESTED N ALCDIMNNCE WITH ASTM 8117 STANDARDS. DIAGONAL BRACE ROD STEEL MINIMUM YIELD Si ESS 38/ X61 (24a TONT} IXAHOAL BRACE ROD (CROSS ROD) 05 TTP. U/N A51Y M75. OACONAL BRACE STEEL CABLE EXTRA M S CROSS CABLES - 05/16' IV. U/N SWAY CABLES - 43/18' TYP. PERPENDICULAR TO THE TOP AND BOTTOM GIRDS U/N snacn RAL COMPONENTS OF THE TITAN SDtES ARE AS FOLLOWS; SD9E5 2: 3 1/2' TUBB - 24- C -C USING 1.08- DIAMETER WEBS SINES 3: a LUBES - 32' C -C USING 13' DIASTER WEBS S7tlE5 k V TUBES - 42' C -C USING 2J75' DIAMETER WEBS sIRUCTURAt COMPONENTS OF THE ARCH SERIES ARE AS FOLLOWS; 515 2 3/8' TUBES TAS: 2 3 82 7M - 12' C -C USM oil WEB IAS: ARCH: 2 7/11- TUBS - 24' C -C USING 01' WED LEG: 2 ?lr TUBES - 24' C -C USING 01' WEB FABRIC / LINER NOTES: DTD86R FABRIC IS AN INTEGRAL PART OF THff STRUCTURAL SYSiEI, TEMOVAL OR ALTERAIM WITHOUT PRIOR AUTHOWATON 6 PROHIBITED. ALL TEARS MUST BE PATRIED ONEDATELY TO AVOID WARRANTY PROMM FABRIC SPECIFICATIONS ALL OURAINEAVE B11X MEMBRANES WILL POSSESS THE FOLLOWING MMU M S1EEFX'ATM, "a TYPE Iyg� POLYETHYLENE WEAVE: NOMINAL PP_WOVDI AFAR HOPE DEALER: 11 117 WEIGHT, 1 m ♦ - / 5X FINISHED COAT wECHr: 2-5 AO S UTF01 JN SiDE PROJECT: SURFACE PROTECTION: MODIFIED L)PECOILTNG WITH LN C PROTECTION TOTAL T HCXO/E55: 25 MRS alt ASTM 05198 COD GRACIE• PASS O MUS 30 DECREES C ASTM DSM HYDROSTATIC RESISTANCE: GRAB TENSILE >300 pel (2070 Wo) WARP: 326 TEs 1445 N) ASTM D751A ASTM 05034 WEFT: 450 an N) ASTM 05034 TONGUE TEAR WARP: 145 m" 60 NQ ASTM D22e1 WEFM1 140 TEs NNN}L] ASTM 02261 TRAP TEAR: WAP. 110 IA N ASD45M S7 THEFT: 150 be Ea7 ASTM D4533 MU LE7N BINST: 730 pd ( 503 kPa ASTM 03788 ACCELERATED IN WEATHERING: COLOR - >90L ASTM G53 RLTNTIDM AFTER 2000 ,FAR - >BDIN STRENGTH ASTM cs3 RETENTION AF7EA 2000 HRS DEALER: GATEWAY COVER -ALL SAINT LOUIS, MO CUSTOMER: DAY LIGHT STABLES WILLARD, MO PROJECT: PRIVATE RIDING ARENA WILLARD, MO f PROJECT ID: ORDER ID: DRAWING SCHEDULE I : REVISIONS owe I MVUG TITLE I NEV. MTE 1 00. 611E I fit. MTc 1 10. MT1 DURAWEAVE FR FABRIC OIBAYFAVE FN FABRIC MEETS OR EXCEEDS THE MOM TEST STANDARDS Nft IAN /��02 512-Ei88 CAN LKC-5109-M87 UBC 1-1 FA -51403 ROOF PLAN NOTES: UNLESS N01ID, USES CA. BOLTS FOR Pt" TO TR= CABLE OR ROD MUM 1O 7R1155 AND ANGLES TO TRUSS FOR ALL CONNECTIONS. CAM / ROD AND PLR UN GRACING ARE NI INTEGRAL PNRr OF THE TRUSgS STRUCTURAL SYSiEM AND SWUM BE PROPERLY INSTILLED PON TO EREC11O4 OF FABRIC ROOF AND E OWALL PANEM REMOVAL OR AL7ERAT1011 OF ANY BRACING ELEVATION NOTES: NOES REOUIla N HSS CaWMISS, KEADERS OR PTR UNS MR FRAMED OPENINGS. DOOM OR WIDOW POST CONNECTION M BE BY ERECTOR. W U DO>R. WINDOW AND FRAMED OPENING POSTS TO BE FM ANCHORED TO CONCRETE WIN 1/Y OLA' 11 KWN-DOLTS' OR SIMIAN. PARTITION WALL NOTE: FM INSTALLATION OF PARITIM WALL TO UNDERSIDE OF ANY ARCH FRAMING MEBEIS MST ALLOW FOR VERTICAL BUILDING DFRFCIONI. CONTACT DOVER -ALL BUILDING SYSTEMS FOR REQUIRED CLEARANCES. MATERIAL STORAGE: GALVAIofDD, ALUImRBD, AFD COLORED MATERIALS AM SUBJECT TO CORROSION AFD DWO.ORATON IF THEY ARE IMPROPERLY STORED, SNORT MW JOIN SITE SM40E OF OR CM00 FMS MAY BE TOLIE ATI D, PRMDED CAM 6 TAKEN TO KEEP THE LATERALS DRY AT ALL TIMIM WHEW TRUSSES ARE m EE STORED OUTDOORS. THEY SQUID BE PLACED AT AN ANGLE 9BFFCtEM TO PROMOTE 0000 DRAINAGE N ADDITION, SEVERN. INCHES OF CLFARAFICE MISE BE PROVIDED BETWEEN THE LONER ED AND THE OROIAO TO ALLOW VDODATION. NDE: COVER -ALL BUILDINGS SYSTEMS WILL NOT BE HELD RESPO ME FOR MATERIALS WHICH ARE IYPROPEIIY PROWED AFTER DELVERY. CMa-ALL 6 A CER1N1E1) DIVISION Ll MANUFACTURER OF TRUSSES, ALL WIELDS ARE COMPLETED N SHOP AS PER CWB STANDARD CSA W47.1 AND W59. THIS CERTIFICATION MEETS WITH AWS Dl. 1. CRIIERVL AS PANT OF OUR CWB CERTIFICATION FAN 011110"WIT 30 PARTY) TESTS OUR WfELDFRS AND PROCEDURES AND AUDITS OUR FACIITIES. R. 4 rLr TYN ? 7 2 16 INTPNIV EST�j SUL- THIS DRAWING IS PROPERTY OF COVER -ALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART WITHOUT THE EXPRESSED WRITTEN CONSENT OF COVER -ALL BUILDING SYSTEMS IS PROHIBITED DRAWN SI 31 JAN 01 o DATE: o SW U 9 1L D Il% @ o M s TINH O 2201 SPEERS AVE, SASKATOON, SASKATCHEWAN. 57L 5X6 CHECKED BY: DATE: PH: 1-306-664-4777 FAx: 1-306-664-5757 WCBSrIE: www.coverall net, E-MAIL: lech&coveroil.nel _ r I f SIEEi atvlslOH CAI. E: ANCHOR BOLT = 05/8- 1� ;.1 5 1/2` OUTSIDE ' 2 i/2' 010 oO O ' , a 1/2"1 a- ' DETAIL 'A" O-� BASE EL. 100'-0" ANCHOR SOLT = 05/8" 5 1/2" t� :• 5 1 8"OUTSIDE. 2 i/2• i - -- -O 4" 14 1/2" 1,c 1 DETAIL "B" BASE EL. 1 OO' -O" ANCHOR BOLT 05/8' �•, it" OUTSIDE 1/8"� - -t4 2 1/2" } 1 o..1 o ol t } a" O O -T 4" DETAIL "C" BASE EL. 100'-O: i 1 2 3 4 5 6 A_ _ _ _ _ __� r _ _ - I 1 1 .• g- I S I I I I � W a I ag. I 1 I I y 0. m La 1 m I I i I I W w W ¢� o i Z 1 f 1 I I I z M J W I O I ( I I I 0 O m O f' I- w w I I 1 I 1 I ao0(n z� I 0 ,. 0 I = I 1 I 1 0 0 w I O in \. M z I Z I I I I t Fo p I{ toI- _ _ 00) I I I I 1 !3 20'-0" I TYP. -• 100'-0" - RASF PI ATF I AYnUT �� N►t �� ``�O,��OF•.... :. WAEN m yMgEFt j O �• xt z J, ti01102 r _8 ` �F ql►•• �. ` P� EgS017 �i/tp p�����RO,IECT lututtt v .�::.- ,_,;..r "' - _ - DEALER: GATEWAY COVER -ALL SAINT LOUIS MO CUSTOMER: DAY LIGHT STABLES WILLARD, MO PROJECT: PRIVATE RIDING ARENA WILLARD MO ' THIS DRAWING IS PROPERTY OF COVER -ALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PARTWITHOUT THE EXPRESSED BUILDING CONSENT CONSENT OF COVER -ALL BUILDING SYSTEMS IS PROHIBITED �7 (\ J�— 0 C7 DRAWN BY: SW DATE: 31 JAN 01 o Q Q �+ p 2201 SPEERS AVE. SASKATOON. SASKATCHEN!AN; L SXB WE (1E D6-664-4777 avw coverolLnet ;; E_ i/1L- is rovero0 "fl. CHECKED BY: DATE: 3� 1 EASE REL D SW 31 JAN t) ID: >s.. 53�-�32B 404 ORDER ID: -2936 .N,T.S:� FlLE: ;i• t:' AS PLATE 8 E LATE 1.AY0tlT� ` ..fT gtVwoN '2 ofi .: t REV DESCRIPTION B� DATE y� Ground Snow Rating ' -TITAN Buildings TBS SERIES 2 80' Span Structural Evaluation Roof snow : 13 psf maximum at peak. 20 Foot Frame Spacing Ground Snow : 26 psf for Low Hazard Buildings (UBC Classifications F2, S2, U 1) and/or with Local Engineers Approval (see note 1) Prepared for Cover-All Building Systems Notes : 1. This Building system is designed for use with a flexible, slippery membrane cladding. The April, 2000 structure's shape and cladding type shed snow more easily than conventionally shaped and clad buildings as specified in the codes. This structure is suitable for ground snow up to 26 { psf and higher depending on the wind exposure, internal heating, and administrative control Evaluation Summary This documents the structural evaluation of the TBS Series 2, 80' span by Cover-All Building Systems in, 2. Building has been designed for 125% of full roof snow on oneside of the ridge with zero snow accordance with applicable U.S. building codes. This study is based on the technical background on the other. ( as per The BOCA National Building Code / 1996) The structure is designed ♦, information provided by Cover-All Building Systems. The structure is intended to be used as a as stand-alone with no snowdrift from adjacent structures. permanent, stand alone, enclosed facility, and all of the load assumptions should not be exceeded at Seismic- any time for the conclusions of this certification to remain valid. The standard frame spacing is 20 feet , on center. _ Seismic Zone 4 F.T.L.IHappold, Incorporated compiled this report based on the existing framing system shown on Cover-All Building Systems drawings with reference to the applicable building codes in the U.S. Allowable Hanging Loads On Frames FTL/Happold's report includes the loading used in the analysis and gives an indication as to what wind and snow regions the structure is suitable for. Certification of this document only shows that the . professional Engineer of that particular state is in agreement with the report's contents. It does not, ,Hung loads have been assumed to be less than 0.25 psf (approximately 300 pounds distributed along the frame). Additional load will reduce the snow load capacity accordingly. however, imply that the structure is generally suitable for use within that state, or that every installation ) - is covered by the report. Base ReaCtIOr1S Wind Speed Rating The maximum forces at the foundations/supports due to the rated load and exposure class are as , follows: Wind Speed: 70 mph (fastest mile) ' - 90 mph (three second gust) At Anchor Pin - Down (k) Up (k) Shear (k) Exposure Class lb Building Classification: Low Hazard/Storage (UBC Classifications F2,'S2 and U1) ' 13 psf max roof Snow 8.9 - - - 5.3 Basic pressure including gust factors: 13 psf @ 30' elevation Class C, 85 mph Perp. T Winward: - - - 1.0 5.8 It has been found that for the above mentioned wind speed, exposure class and return period, the Leeward : - - - 2.2 2.3 structure satisfies the requirements of the American Society of Civil Engineers: Minimum Design Loads Class C. 85 mWinward: - - - 6.0' 0.7 ' for Buildings and Other Structures (ANSI/ASCE 7-95). --- Leeward : 5.6' 2.5 In addition, for the above wind speed and exposure class, the structure is also in accordance with the. ' add 6.1 at following building code in the U.S.: tension anchor • At wind post base - (1st interior frame) Uniform Building Code (UBC) - National Building Code (NBC) Class C, 85 mph 5.4 kips (Prelim) Standard Building Code (SBC) \`���Itltttttlf ii DEALER: GATEWAY COVER-ALL THIS DRAWING IS PROPERTY OF SAINT LOUIS, MO COVER—ALL BUILDING SYSTEMS. ANY N� i� REPRODUCTION IN WHOLE OR IN PART ` �� WITHOUT THE EXPRESSED WRITTEN C7';'LpWaENCE' 6 CUSTOMER: DAY LIGHT STABLES CONSENT OF COVER-ALL BUILDING s s pISCNEA �z_ WILLARD, MO SYSTEMS IS PROHIBITED Nu�'aEp = DRAWN BY: DATE: o 1P .Vie Vi : 2T1a $ PROJECT: PRIVATE RIDING' ARENA SW - 31 JAN 01 Q Q d D 0 i C� 4 rI 1!1%11 '� E' V 2201 SPEERS AVE, SASKATOON, SASKATCHEWAN, 57L 5X6 j :;A •. �' WILLARD, MO CHECKED BY: DATE: . • — —664-4777 FAX: 1-306-664-575- PH: 1 306 WEEISITE: www.coveroll.nel, E^ MAIL: techOcoveroll.nel 1 PROJECT ID: ORDER ID: SCALE:, FILE: 1 RELEASED , SW 31 JAN 0 //1i1111U 3• 4C,4 2936 IJ.T.S. 771 - -- -- E=Y DATE - l8/ - __......----- -- -- - GCSIGrJ CriTCrin ...... __...-- R- REV .___ f 13 MAR MRPj OTY LENGTH WEIGHT G22400030 1'32400025, THIS DRAWING IS PROPERTY OF COVERALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART WITHOUT THE EXPRESSED WRITTEN CONSENT OF COVER -ALL BUILDING SYSTEMS IS PROHIBITED 0 .69 5/16' 73.63 M2 0 103 1/4" 107.31 R2 32400000 2 118 1/4- 106.58 S2 - 32400010 4 207 7/8" 115.50 72 32400015 1 118 1/4" 1 110.85 V2 32400020 2 97 3/16-1 86.79 W2 32400005 0 138 9/16- 79.84 BP2 32200030 2 7 1/2" 11.99 UC2 32200015 16 4 3/8" 1.93 AN2 32200060 26 6' 2.05 TOTAL 1067.75 264" PICK POINT FOR• LIFT USE T EK3 SELF DRILL SUREW 12-14 x 1 1/4" 2" FROM END AND ALL " HOLES TYPICAL 4" O.C. - �fj�,—r 224" R T E PICK POINT EACH END OF EXTRUSION MUST BE PICK POINT CHAMFERED BEFORE ATTACHMENT TO TRUSS. FOR LIFT' + /`� FOR LIFT E\ S2 264" P P PICK POINT FOR LIFT S2 S2 C P 400 E ' BRACING LEGEND P �p F 2 R2 X = CROSS CABLE E = END SUPPORT PURLIN NOTE: C -_ CABLE BRACE THIS END SUPPORT PURLIN P APPROXIMATE WEIGHT OF R RIDGE PURLIN P E NOT REO'D FOR INTERIOR V2 V2 BRACED BAY TRUSS WITH BOLTS 1120 LBS P PURLIN o BRACING LAYOUT BRACING LAYOUT , PANEL PULL FOR FOR DIRECTION 0 UNBRACED BAY BRACED BAY U U/S BASE EL: 100'-0" V2 WEDGE MRP LETTER LENGTH R2 ?BUSS MRP LETTER MLENGTH S2 TRUSS MRP LETTER LENGTH - W2 TRUSS MRP LETTER LENGTH G2 TRUSS MRP LETTER LENGTH20' BAY 805620 MVR20 20 -it 20BAY 8D5620 MVR20 20 BAY 805635 520 21 -1 20' BAY 805615 W20 22'-4' ZO 8AY 805680 G20 8i5 BAY805640MVS156"15 BAY 805650 R15 15' BAY 805640 MV515 16 -6 15' BAY 805655 W15 18'-0" 15 BAY 805685 G15 17'-10 10 BAY 805660 VS10 12 -4" 10' BAY 805670 R10 10 BAr 805660 VS10 BAY 805675 w10 t4 -5' 10' 8AY 805690 Mn 10'-3 \\����uuurrtpt Of MI �' '•• •, '� �_ ENCS LA`11A y - Ep w rn NogiiR ' v' N 7102 :- r� '•, E'2 i��p�OFES`'�������` ��/tipilRtl1111���� ' ---_— DEALER: GATEWAY COVER -ALL SAINT LOUIS, MO CUSTOMER: DAY LIGHT STABLES WILLARD. MO PROJECT: PRIVATE RIDING ARENA WILLARD, MO !_[:PROJECT THIS DRAWING IS PROPERTY OF COVERALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART WITHOUT THE EXPRESSED WRITTEN CONSENT OF COVER -ALL BUILDING SYSTEMS IS PROHIBITED e(900799�lag M o U a D s U 0 79 DRAWN BY, $W DATE-, 31 JAN 01 2201 SPEERS AVE, SASKATOON, SASXATCHEWAH, : Sll 5x6 PH: 1-306-664-4777 FAX: _1-306-664-5757 WEBSITE: www.eoverall.net. E -MAIL -c -1a koveron.nel CHECKED EfY: DAZE: Jt. �ry.3 v f ID: S2 328�'#O1 ORDER ID: 2936 --- I RELEASED St'v 31 JAN 01 Sm ;; N.T.S _ -- -- r,t.E: nl _ _•!lC`•RdG PROFILE. s�r.o-,... aol"-• "CV5 N - REv. T1ESCr+tPr.Ar1 * --- Bv. -- DATE -- E n n n cn n no � la LEFT ELEVATION PLAN RIGHT ELEVATION c t 2 ] a 5 8 - ``���t�t►t��tttttel!/i Of M i f}SCNERz = �'�'.� �. E71j2 •' `� �/ �`� •. �' Q\. \ / \ pROFEss�����\\ DEALER: GATEWAY COVER -ALL SAINT LOUIS. MO CUSTOMER: DAY LIGHT STABLES WILLARD, MO PROJECT: PRIVATE RIDING ARENA WILLARD, MO THIS DRAWING IS PROPERTY OF COVER—ALL BUILDING SYSTEMS. ANY REPRODUCTIN IONLE OR IN PART WITHOUTD WRITTEN CONSENT OF COVER -ALL BUILDING SYSTEMS IS PROHIBITED 11 MA 4 ®, ®_ =wmmw_!_�w DRAWN eY: DATE: gyy 31 JAN D1 plal �-po-8P-h- 4NIA-1 2201 SPEERS AVE. SASKATOON. SASKATCHEWAN, S7L 5x6 PH: ,1-308-664-Y47Z7, ',' :: FN( 1-308-684-5757 :r. WEBSITE.. _.rrrtr.' ,_;. E :1AIl;?`.lnifi0eoveroll.net CO's ® I. MA R looll `_�— CHECK is; OA - h � � 1 RELEASED :::°:. ';:: SW N 31 JAN o} NCR ORD ER ID. 2935 —� 0 Mgm Im 4, He — REV. t T :.:-: '::%::..::DESCRP ION er DATE I. �mma 0. 0 WE 4w 41 � la LEFT ELEVATION PLAN RIGHT ELEVATION c t 2 ] a 5 8 - /s OF RASE a.- 100'-0• rrn. -0 MMOMAT10N J s Qi 6ASE Q ss' -o• m. By or"m 3 C4tt7 a e a 3 cinE ELEVATION , ``���t�t►t��tttttel!/i Of M i f}SCNERz = �'�'.� �. E71j2 •' `� �/ �`� •. �' Q\. \ / \ pROFEss�����\\ DEALER: GATEWAY COVER -ALL SAINT LOUIS. MO CUSTOMER: DAY LIGHT STABLES WILLARD, MO PROJECT: PRIVATE RIDING ARENA WILLARD, MO THIS DRAWING IS PROPERTY OF COVER—ALL BUILDING SYSTEMS. ANY REPRODUCTIN IONLE OR IN PART WITHOUTD WRITTEN CONSENT OF COVER -ALL BUILDING SYSTEMS IS PROHIBITED � 0 4 ®, ®_ =wmmw_!_�w /s OF RASE a.- 100'-0• rrn. -0 MMOMAT10N J s Qi 6ASE Q ss' -o• m. By or"m 3 C4tt7 a e a 3 cinE ELEVATION , ``���t�t►t��tttttel!/i Of M i f}SCNERz = �'�'.� �. E71j2 •' `� �/ �`� •. �' Q\. \ / \ pROFEss�����\\ DEALER: GATEWAY COVER -ALL SAINT LOUIS. MO CUSTOMER: DAY LIGHT STABLES WILLARD, MO PROJECT: PRIVATE RIDING ARENA WILLARD, MO THIS DRAWING IS PROPERTY OF COVER—ALL BUILDING SYSTEMS. ANY REPRODUCTIN IONLE OR IN PART WITHOUTD WRITTEN CONSENT OF COVER -ALL BUILDING SYSTEMS IS PROHIBITED � 0 ®, ®_ =wmmw_!_�w DRAWN eY: DATE: gyy 31 JAN D1 "W"10 -mi �_Nla 2201 SPEERS AVE. SASKATOON. SASKATCHEWAN, S7L 5x6 PH: ,1-308-664-Y47Z7, ',' :: FN( 1-308-684-5757 :r. WEBSITE.. _.rrrtr.' ,_;. E :1AIl;?`.lnifi0eoveroll.net CO's `_�— CHECK is; OA - h � � 1 RELEASED :::°:. ';:: SW N 31 JAN o} NCR ORD ER ID. 2935 —� r 8 RA ,.- /s OF RASE a.- 100'-0• rrn. -0 MMOMAT10N J s Qi 6ASE Q ss' -o• m. By or"m 3 C4tt7 a e a 3 cinE ELEVATION , ``���t�t►t��tttttel!/i Of M i f}SCNERz = �'�'.� �. E71j2 •' `� �/ �`� •. �' Q\. \ / \ pROFEss�����\\ DEALER: GATEWAY COVER -ALL SAINT LOUIS. MO CUSTOMER: DAY LIGHT STABLES WILLARD, MO PROJECT: PRIVATE RIDING ARENA WILLARD, MO THIS DRAWING IS PROPERTY OF COVER—ALL BUILDING SYSTEMS. ANY REPRODUCTIN IONLE OR IN PART WITHOUTD WRITTEN CONSENT OF COVER -ALL BUILDING SYSTEMS IS PROHIBITED � 0 DRAWN eY: DATE: gyy 31 JAN D1 u o d D D% a 5 vs TO w o 2201 SPEERS AVE. SASKATOON. SASKATCHEWAN, S7L 5x6 PH: ,1-308-664-Y47Z7, ',' :: FN( 1-308-684-5757 :r. WEBSITE.. _.rrrtr.' ,_;. E :1AIl;?`.lnifi0eoveroll.net CO's CHECK is; OA - h � � 1 RELEASED :::°:. ';:: SW N 31 JAN o} PROD ECT ID S 2-32A 4Qr1 ORD ER ID. 2935 N.T.S r 8 RA ,.- REV. t T :.:-: '::%::..::DESCRP ION er DATE ANCHOR BOLT 05/8" - 11 5/8" 2 1/2' F- i o \` 5 1/2'Ij 4" �� ► CVVi"-111---� I/� I' +CL 4" _ O o/s I L._p _p_r� �i 5 1/8 - DETAIL /8"DETAIL 'A" BASE EL. 100'-0" ANCHOR BOLT = 05/8" • -�f 2 1/2' � T 11--O a` I5 1/2"10 1/5 =0 _0__1 f O/S DETAIL 'B BASE EL. 100'-0" ANCHOR BOLT 05/8' 13" 4' - 0r 1 & '/5 r l I i. 1 I r" —+0+: --+—L-4 0/S L—J LO _.LOJ� T 1 - 7' DETAIL "0" BASE EL. 100'-0" ANCHOR BOLT - 05/8 - SINGLE WAL 41/2- DOOR FRAMIN SUPPLIED BY OTHER 10 + FIELD LOW ®--'0110-+ - O/S 1'-0" FOUNDATION 2' I"�' DESIGNED AND SUPPLIED DETAIL "F"" BASE EL. 100'-0' BY OTHERS r VS s INSIDE OF BUILDING. _ 0/S OUTSIDE OF BUILDING.. r-•1 LASHING WINCH LOCATKIN 10 1 = INSTALL ANCHOR BOLT IF L _ J REQUIRED. MARK/ SECTION LENGTH NOTES WEIGHT' EC -1 3' x 8' HSS 205' 182.79 EC -2 4' x 8' HSS 339" 441.27 HZ -1 02 1/2" HORIZ. 34' 8.10 HZ -2 02 7/8* HORIZ. 227 1/2" 48.99 HZ -3 02 7/8" HORTZ. 208 1/2' 43.07: HZ -4 02 7/8" HORIZ. 55 1/2' 11.48' OH -1 BC14 240' CVT AS REO'D 79.01 DU -1 SC14 240' CVT AS REO'D 79.01 FT239 04' FAST TUBE 239' CUT AS REWD 90.30 FT229 04' FAST TUBE 229' CUT AS REO'D 86.52 FT1.14 04" FAST TUBE 114' 1 CUT AS REO'D1 43.07 FT 04- FAST TUBE I I CVT AS REQ -0 ,4,. 1� � ' ..`AwaEN�E•ti. r x osc"EH •: i _ �ij• 1p '•. F.ZT t 02 t4 ., '; P� \� �'%,9�� P � �o`' \y :"�rJlrrlStl\t�` DEALER: GATEWAY COVER—ALL SAINT LOUIS, MO CUSTOMER: DAY LIGHT STABLES WILLARD, MO PROJECT: PRIVATE RIDING ARENA WILLARD, MO THIS DRAWING IS PROPERTY OF COVER—ALL BUILDING sANY REPRODUCTION DJ WHOLELE OROR IN PART IN WITHOUT THE EXPRESSED WRITTEN CONSENT OF COVER—ALL BUILDING SYSTEMS IS PROHIBITED DRAWN BY: Y Syy DATE: 31 JAN 01 o m u o p' 0 9 M I 9 7 `� T 19 ff 0c 2201 SPEERS AVE. SASKATOON, SASKATCHEWAN. Sn 5X6 PH: 1-306-664-1777 FAX: 1-306-664-5757 WEBSITE; r.coverall.nel, E-uAIL tecAocov�iolLnel CHECK `� V 1 RELEASED', RELEASED' SW 31 JAN 0 :PROJECT ID:. 328/40a OR ,2936`.- °. SCALE: N.T.S:.-.,: ::R< ENDWALL — GRIDLINE 1 wm� 7of� t REV. DESCR�PTiON . ':` ::.. BY DATE ANCHOR BOLT 05/8' ... 11 5/8' 2 1/2- -4 r-� �� I/S 1 0 0 �1 01 o/s DETAIL 'A' BASE EL. 100'-0' ANCHOR BOLT a-05/8' 11 5/8" '2 1/2" � I � 4' 1 '—o . 0 s 1/z'I/S 0/S 4 DETAIL 'B" BASE EL. 100'-0' ANCHOR BOLT 05/8" 13- 4'-' 16T, 0- y4 : ... 7. DETAIL "D" BASE EL. 100'-0" ANCHOR BOLT 05/8' 4 1/2" r-� 1-0-1 } " I I I/5 r -11 1 .4. 0'10-+ a/s L-jL _� f 1'-0° FOUNDATION 2' i-- DESIGNED AND SUPPLIED - DETAIL "F" BASE EL. 100'-0' BY OTHERS MARK/ SECTION LENGTH NOTES WEIGHT EC -1 3' x 8' HSS 205' 182.79 EC -2 4' x 8' HSS 339' 441.27 HZ -1 02 1/2- HORIZ. 34- 6.10 HZ -2 02 7/8- HORIZ. 227 1/2- 46.99 HZ -3 02 7/8' HORIZ. 208 1/2' 43.07 HZ -4 02 7/8- HORIZ. 55 1/2- 11.48 OH -1 6014 240' CUT AS FWD 79.01 OJ -1 8014 240' CUT AS REQ'D 79.01 FT239 04" FAST TUBE 239- CUT AS REQ -0 90.30 FT229 1 04' FAST TUBE 229' CUT AS REQ`D 88.52 FTI 14 1 04' FAST TUBE 114- ICUT AS'REQ`Dj 43.07 FT 04' FAST TUBE I Icut AS REO'0 -4, - - - - - - -�-- - - - —�- —• - - - - - - - - - O/s , . • I/S INSIDE OF BUILDING. _ - - O/S o OUTSIDE OF BUILDING. " r -'T LASHING WINCH LOCATION _ 10 1 o INSTALL ANCHOR BOLT IF L_J REQUIRED. '4'• LAWRENCE•: = m FISCHER p r '•• NUMBER z = r = i �'• E• 11 D2 t �2 ` F •. Q� i��i,E`QA�.t O�Q�,```� 0 S ES iltll4 • ... _ DEALER: GATEWAY COVER -ALL SAINT LOUIS, MO CUSTOMER: DAY LIGHT STABLES WILLARD, MO PROJECT: PRIVATE RIDING ARENA WILLARD, MO THIS DRAWING IS PROPERTY OF COVER -ALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART WITHOUTd THE EXPRESSEDBUILDING WRITTEN CONSENT OF COVER -ALL BUILDING CONSENT SYSTEMS IS PROHIBITED 090=9�7Mw DRAWN BY: gyy DATE: 31 JAN 01 " 2201 SPEERS AVE. SASKATOON. SASKATCHEWAN, 57L 5X6 PH: f-306-664-4777 FAX: 1=308-861-5757 W • _ .net - wr cover 11 MAIL•'-oveton - o .ne ac • CHECKED DATE .-„ :;•:e:,; - 1 RELEASED _ ; ' _ • :.::.. - � SW 31 JAN 01 PROJECT ID: • 'e,. _ 4 4 S2 328 0 _ . .•.: ORDER ID. 2936 N.T:S. 'FILE:.:• - NDWA RI rE LL G DUNE''6 S►EF1r BOf: i .R1V6CN - =1 REV- ry •calPnoN _ — BY DATE r; 2) 5/8• x 2" BOLTS TYPICAL TRUSS.. GROUND MOUNT TRUSS 2) 3/4" x 6" BOLTS c/w _ — 4) 3/4" WASHERS PURLIN 5/8" x 1 1/4" BOLTS ` .� NOTE: U—CLIP MUST BE INSTALLED. WEDGE BASE ASSY TYPICAL TRUSS (NO EXCEPTIONS) FD20.1 TOP AND BOTTOM 204 U -CLIP INSTALLATION FD WEDGE BASE CONN. Fp RIDGE PURLIN CONNECTION FOR (V) TRUSS 207 TO PURLIN ANGLES _ • . • . TYPICAL TRUSS TYPICAL TRUSS J 1) 5/8" x 1 1/4" BOLT TYPICAL TRUSS STD SADDLE w/ TAB m_ SUPPORT PURLIN LL - o ° 3) TEK #3 SELF DRILL ° ' ANGLE ORIENTATION ° ° 1) 5/8" x 5" CARRIAGE BOLT.' TYP. - w COLOR: WHITE �2 1 /2" 02 7/8".SCREWS (TYP) f- 2) 5/8" x 6" BOLTS o _ o LARGE HOLES CONN. k: TO TRUSS 3) TEK #3 SELF MIN. 8" ' �74 11 16"�-74 1 T/16" DRILLING SCREWS/�_ 1) 5/8" x 1 1/4" BOLT "TYP. 78 3/4" 78 3/4" PURLIN ANGLE CONN. FD PURLIN SUPPORT UPGRADE Fp K -BRACE PURLIN_ F 205 FOR ENDWALL VERTICALS 208 AT COUPLER CONN. _ 202 TO TRUSS TYPICAL TRUSS ~ 1) 5/8" x 5 CARRIAGE BOLT TYPICAL TRUSS SUPPORT PURLIN o TYPICAL TRUSS ANGLE ORIENTATION . ° ° m 3) TEK #3 SELF DRILL COLOR: WHITE L 5/8" x 1 1/4" BOLTS SCREWS (TYP), O 2) 5/8" x 2" BOLTS w PURLIN LARGE HOLES CONN. o TO TRUSS ° ' t o 73 1/2" -73.1/2 77 7/8" 77 7/8" FD PURLIN ANGLE CONN. FO PURLIN CONN. TO Fp K -BRACE PURLIN -203 TO TRUSS @END BAY 206 PURLIN ANGLES , 209 AT MID OF (5) TRUSS ``1111111t1��� DEALER: GATEWAY COVER -ALL THIS DRAWING IS PROPERTY OF N\x �F M! /Z /� SAINT LOUIS, MO REPRODUCTION BUILDING NOR WHOLE SIN PART P WITHOUT THE EXPRESSED WRITTEN CUSTOMER: DAY LIGHT STABLES CONSENT OF COVER—ALL BUILDING (�0 ' LAWRENCE''; � : WILLARD, MO = m FISCHER "� = SYSTEMS IS PROHIBITED �u ` NUMBER '2 Z PROJECT: PRIVATE RIDING ARENA DRAWN sw DATE: JAN 01 0 d DD Q C� rI CS _ MO 2201 SPEERS AVE• SA,SKA10pN• SASKATCHEwAH, .. 574 SX6 - CHECK -306-664-4777 - _ i 9�Q'P •' P�' CKED OA'FAX: 'A 306-859 ••.5797 •�OL' I ' � PH• 1 ' - _ (�' 85RE: wrr.tover°d.nel,-Wul.s;fa�OeoYero // FES � _ - � •�N � E .nel =P OJECT,'�R:" .,.= ARDER 'ID' t• :- ';�': 1 .JAN O1 i .. ,. w., TILE• IIEVGroN _ 1. _ ELEASEU SW . 3 � �-•:.�-...�..:.. -<.�'<' , i y.. • i•.'s-^ �f�II 111 ..•oF .'...,, . STP .:•t:? aTE S�?�'�2 404' .. 293 F I .... ,:.REV-- -�. m-e.::�•�,�,.,-.-'::.:, - eescu�ssncN - .. BY D 8f .S. :- 6<�;;::��:::'; . S DETAILS 'I .:9tif134 N.T � TYPICAL (R) TRUSS 0 ANGLE IRON CROSS CABLE ASSY m 2) CABLE CLAMPS c o 0 0 0 1) THIMBLE a w TYPICAL TRUSS ' 0 TYPICAL (V) TRUSS NOTE: INSTALL ALL TURNBUCKLES AT N F- CD ONE END FOR EASE OF INSTALLATION. ooo ' -2) 5/8" x 2" BOLTS + m v DEALER: GATEWAY COVER -ALL ' r CABLE PURLIN CONN. TO 210213 TYPICAL (R) TRUSS 0 ANGLE IRON CROSS CABLE ASSY m 2) CABLE CLAMPS c o 0 0 0 1) THIMBLE a w TYPICAL TRUSS ' 0 TYPICAL (V) TRUSS NOTE: INSTALL ALL TURNBUCKLES AT N F- CD ONE END FOR EASE OF INSTALLATION. ooo ' -2) 5/8" x 2" BOLTS + m LARGE HOLES CONN. w TO TRUSS w ANGLE ORIENTATION V) COLOR: WHITE • o ��RIDGE PURLIN ANGLE CONN. 216 TO TRUSS @ END BAY FASTENING TUBE DETAIL `—` A VIEW FROM INSIDE OF BLDG FABRIC PANEL TENSION POCKET FASTENING TUBE LASHING STRAP•, LASHING WINCH PULL POCKET v DEALER: GATEWAY COVER -ALL FD CROSS CABLE CONN.FD CABLE PURLIN CONN. TO 210213 �F MI /�� p� �. CONN. OF (V) & (R) r TYPICAL (V) TRUSS ~- CROSS CABLE ASSY o 0 m TYPICAL (S) TRUSS p t AWAEAO d iu � ' WILL MO SYSTEMS IS PROHIBITED o 1) 5/8" x 2" BOLT 1) NUT'•CLAMP %tUMBEA j 0 ` '• PROJECT: PRIVATE RIDING ARENA DRAWN BY: DATE: 0 o w F CROSS CABLE CONN. ' 1 1 AT WEDGE BASE . - Fp NUT CLAMP CONN. TO 2201 SPEERS AVE. SASKATOON. SASKATCHEWAN.. S7L.5X6 ` PH: 1=J06-661-0777 FAX: 1=J06= .575; WESSfTE: www.coverall.net. E -►MAIL• IeehOC' ` ^ iiel ' r 214 MID OF (5) TRU55 ' CHECKED BY: DATE: TYPICAL (R) TRUSS 1) 5/8" x • TYPICAL (S) TRUSS 1) 5/8" 2" BOLT c/w WASHER SW 31. JAN 01 5 ��E 1) 5/8" x 2" BOLT 5/8" x 1 1/4" BOLTS 2) CABLE CLAMPS moo, Ut►i 11 ;:. :. S2 _ ^p � irr= �, • _ Sir 1) NUT CLAMP % 1) THIMBLE tOD.f'13 . aTV :.:,:,:::• DESCRiP110H C1 PURLIN / - TYPICAL (V) TRUSS CABLE PURLIN CONN. TO __-)CABLE FD NUT CLAMP CONN. TO 2 MID OF (5) TRUSS 215 CONN. OF (V) & (R) LARGE HOLES CONN. w TO TRUSS w ANGLE ORIENTATION V) COLOR: WHITE • o ��RIDGE PURLIN ANGLE CONN. 216 TO TRUSS @ END BAY FASTENING TUBE DETAIL `—` A VIEW FROM INSIDE OF BLDG FABRIC PANEL TENSION POCKET FASTENING TUBE LASHING STRAP•, LASHING WINCH PULL POCKET v DEALER: GATEWAY COVER -ALL THIS DRAWING IS PROPERTY �F MI /�� p� �. SAINT LOUIS, MO DAY LIGHT STABLES OVER-ALL BUILDING SF ANY REPRODUCTION IN WHOLE OR IN PART WITHOUT THE EXPRESSED WRITTEN CONSENT OF COVER -ALL BUILDING 7....CUSTOMER: 0 r000Tg t AWAEAO d iu � ' WILL MO SYSTEMS IS PROHIBITED %tUMBEA j 0 ` '• PROJECT: PRIVATE RIDING ARENA DRAWN BY: DATE: o c Q NJ O L� DD O CEJ �S C f E-27102 f �� F9 •.. �•. `, ; ��: '• _,B �p 10 0. �� \�� WILIARD, MO SW 3 1 JAN 01 2201 SPEERS AVE. SASKATOON. SASKATCHEWAN.. S7L.5X6 ` PH: 1=J06-661-0777 FAX: 1=J06= .575; WESSfTE: www.coverall.net. E -►MAIL• IeehOC' ` ^ iiel `1 CHECKED BY: DATE: PROJECT ID: ORDER ID: SW 31. JAN 01 5 ��E REIEASEO moo, Ut►i 11 ;:. :. S2 _ ^p � irr= �, • _ Sir r1' T.S: STANr::rr� CIETAII_S 2 tOD.f'13 . aTV :.:,:,:::• DESCRiP110H C1 DATE • ° • TYPICAL TRUSS USE THESE HOLES 2) 5/8" x 5" CARRIAGE BOLT FOR SUPPORT TAB END SUPPORT TAB (8 HOLES) 5/8" x 1 1/4" BOLT TYP. o END SUPPORT TAB m 8 HOLES o STANDARD PURLIN - w 0 OR En t o 4 HOLES4 HOLES J FD END SUPPORT PURLIN AT MID , 218 OF (5) TRUSS 20'. & 15' BAYS ~ JUFETHESE TYPICAL TRUSS HOLES 2) 5/8" x 1 1/4" BOLT FOR SUPPORT TAB END SUPPORT TAB (8 HOLES) 5/8" x 1 1/4" BOLT TYP. END • SUPPORT TAB 8 HOLES u - a p i STANDARD PURLIN a j ° vt 4 HOLES 4 HOLES J FD END SUPPORT PURLIN AT - 219 COUPLER CONN. 20' & 15', BAYS TYPICAL TRUSS 2) 5/8" x 5" CARRIAGE BOLT - END SUPPORT TAB 5/8". x 1 1/4" BOLT TYP. o END SUPPORT TAB 00 0 -STANDARD PURLIN w OR - —� 0 FD END SUPPORT PURLIN AT 220 MID OF (5) TRUSS 10' BAY TYPICAL TRUSS 2) 5/8" x 1 1/4" BOLT -� END SUPPORT TAB 5/8" x 1 1/4" BOLT TYP. —� END SUPPORT TAB • STANDARD PURLIN FD END SUPPORT PURLIN AT 221 COUPLER CONN. 10' BAY EXTRUSION FOR BUILDING EXTRUSION MUST BE INSTALLED ON EVERY ARCH ° ° OF THE BUILDING. THE FABRIC CAN NEVER OVERLAP THE ARCH BUT WILL ALWAYS CONNECT TO o 0 THE EXTRUSION. EXTRUSION FOR LINERS (IF APPLICABLE) FD EXTRUSION POSITION 222 ON ALL ARCHES TYPICAL TRUSS 1) 5/8" x 1 1/4" BOLT SUPPORT PURLIN ° 0 5/8" x 5" CARRIAGE \ BOLT f�78 11/16"- 3/4"- K -BRACE PURLIN FD - ` 224 AT (V) COUPLER CONN. D O N�� �����tttunHp��� < � ��OF Mr �� �►L><2 — `• LAWRENCE'+ �y m FlsvER { i NUMBER W ` i N� '• E- 71n42� ,: 4 �'94c` �l••�P�. B� \ i�pR0 E1;S�������\N //Iii IfIt 0 —•-------•---'— DEALER: GATEWAY COVER -ALL SAINT LOUIS, MO CUSTOMER: DAY LIGHT STABLES WILLARD, MO . PROJECT: PRIVATE RIDING ARENA _ �R DRAWINGERTY OF NC SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART WITHOUT THE EXPRESSED WRITTEN�O CONSENT OF COVER—ALL BUILDING SYSTEMS IS PROHIBITED O 0 tr DRAWN BY; SW DATE: 31 JAN O 1 D b D D fly C� SYS TENS 2$01 SPEERS AVE, SASKATOT, SASKATCHEWAN F.L. 5X6 77 5757 PH: 1-30'6-564-4777 .. �._::'-' 4- wEesrtE: CHECKE OA �tf P,R.OJE.G�T::;'Ip:.. S2'='32R!404' ORDER ID: ?936 ._--------...__. 1 RELEASED w. S i All Ci1 3 J T. __ .. ...._....._ i.. ...D .kl . =w..D _ - FEV. CESCRtplipN a Dn1E r 4" 4" TYPICAL TRUSS SADDLE w/TAB SEC. A -A SEC. B-13CARRIAGEBOLT TOP PLATE ASSY SEC. PLATE ASSY - O 1) 5/8" x 2 1 j2" -CLI o ` 0 C/'N JAMNU- � o ve , e o 0 0 2) 5/8" x 5 1/2" BOLTS 2) 5/8" x : 1/2" BOLTS TOP PLATE o 0 A B B Fp,SADDLE w/ TAB 4" 8" 4.. E�5 `CONN. TO VERTICAL 2) 5/8" x 5 1/ 2" BOL?S 2) 5/8" x 5 1/2" BOLTS • o o - 2) BASE ANGLES / 0 01 2) BASE ANGLES COLOR: ORANGE �� 4" �_� 7" COLOR: ORANGE • �.- 4"----F- 7" TYPICAL TRUSS 3) TEK #5 SELF DRILL SCREWS a F 4" x -10" H55 F 4" x 8" H55 1) s/8" x t t/a" BOLT 01 VERTICAL LAYOUT E02 VERTICAL LAYOUT SADDLE w/TAB HORIZONTAL > uim 1) 5/8" x 5" w o - / CARRIAGE BOLT L1J wo _� 4,• - _r 3" HORIZ. ANGLE IRON v COLOR: BROWN o SEC. D -D �- HORIZONTAL • SEC. C -C TOP PLATE ASSY =� TOP PLATE ASSY O1) 5/8" x 1 1/4" BOLT SIDE VIEW O FD SADDLE w/ TAB e o o E HORIZ. TAB CONN. TO 2) 5/8" x 5 1/2"' BbLTS - 2) 5/8" x 4 1/2" BOLTS ' E 5 CONN. TO HORIZONTAL E08 VERTICAL5 • . C C D p 3) TEK #3 SELF DRILLING SCREWS 6 4„ 6" 3" MIN. 8" 2) 5/8" x 5 1/2" BOLTS 2) 5/8" x .4. 1/2" BOLTS o 0 2N BASE ANGLES % 0 0 2) BASE ANGLES a o \ 02 1 /2" HORIZONTAL COLOR: ORANGE 4., t_ 7" COLOR: LT. SLUE —1 4" ---H-7" 02 7/8" HORIZONTAL p 4" x 6" H55 FD 3" x 6" H55 (F!Q•HORIZONTAL SLEEVE EC)3, VERTICAL LAYOUT E04 VERTICAL LAYOUT CONNECTION • r; DEALER: GATEWAY COVER—ALL SAINT LrL;iSMO CUSTOMER: DAY L,:�H' ST AELES _ "'' �2'�., �`1, : T: 'E ,� FErlA PROJECT: FF1`.r I. �;' f/1L L lr• �' �.; c: rC37 [E ���t{t11IiNUJ�� �%Xx of M ���1 _ '• LAWREN E'�, d G FISCHER — yi NUMBER =o ` ] i ••• -Er2j10 •• p•�1}� o�•O�Pv``\�� Z 86FEVpVVS ` iii S� \`� - /"'iffill ������ JJ N -. --.. .. .... . ... . . __ DEALER: GATEWAY COVER—ALL SAINT LrL;iSMO CUSTOMER: DAY L,:�H' ST AELES _ "'' �2'�., �`1, : T: 'E ,� FErlA PROJECT: FF1`.r I. �;' f/1L L lr• �' �.; THIS DRAWING IS PROPERTY OF COVER -ALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART WIT•••• ,THE EXPRESSED s0LOI N CONSENT Of COVER -All BUIID�riC CONSENT SYSTEMS IS PROHIBITED rC37 [E Ir 1 - — f ELEh`_'EC Irr i �',v I 13; :�,:r p ,,[! _..._ D1 ".. a\: SW DATE: J t ;'!i pt 0p ' V U L'� U !1V V c�J U c'> U LS Ill%UJ 2201 SPEERS AVE, SASKATOON, SASKATCHEWAN. S7L 5X6 PH: 1-306-664-4777 FAX: 17306-664-5757 WEBSITE: .wr.coverall.nel, E-MaL teeiOai erimnet CHECKED 6Y: . ` DATE: v n PROJECT !D' 0P�.ER ID: S`2 ._ .. -- `!.T^S_......_.__.._......_ - ......_ ...-...._. 1 FILE: _...- ...._...,...--- , __ __ srm �- '�10N r VERTICAL TYPICAL HEADER TYPICAL 3) TEK #3 SELF DRILL SCREWS 3) TEK #5 SELF DRILL SCREWS II-- 1/2„ - SEC. E -E ~ y � Li > E H DER > w w 0 E HEADER ANGLE IRON J_jCOLOR: DK. BLUE Fp HEADER CONNECTION E09 TO VERTICALS HEADER 6) TEK #3 SELF DRILL SCREWS HEADER ANGLE IRON COLOR: AMBER J • JAMB / SECTION F -F HEADER - F GRIND OFF JT PROTRUDING SCREWS F JAMB: CUT TO LENGTH (AS REQ'D) FD JAMB CONNECTION ' ` E 1 O TO HEADER Jd v HORIZONTAL 4" 2) 5/8" x 6" JAMB 1) 7/16" x 4" CARRIAGE BOLT CARRIAGE BOLTS BASE ANGLE ANGLE ON L.H. 3) TEK #3 SELF 3) TEK #3 SELF DRILL SCREWS T. BLUENGE ' ANGLE ON R H. -�-I 3 3/4" DRILL SCREWS + SADDLE w/ HSS TAB HOLES NOT USED JAMB OFFSET BASE PLATES SECTION G -G rF D JAMB I SECTION H -H E1 S FOR 4" WIDE VERTICALS G • GRIND OFF _ PROTRUDING -� SCREWS G 1) BASE ANGLES COLOR: LT. BLUE F JAMB CONNECTION E 1 1 TO FOUNDATION ' — TYPICAL TRUSS. SADDLE w/TAB 1) 5/8„ x 5" CARRIAGE BOLT HORIZ. ANGLE IRON COLOR: BROWN a HEADER END "CUTAWAY FOR CLARITY 1) 5/8" x 1 1/4" BOLT Z31) TEK #3 SELF DRILL SCREWS FD HEADER CONNECTION E12 TO TRUSS HORIZONTAL H TT . GRIND OFF ROTRUDING SCREWS jHr JAMB: CUT TO LENGTH (AS REO -D) FD JAMB CONNECTION E 13 TO HORIZONTAL VERTICAL TYPICAL 2) 5/8" x 5 1/2" BOLTS (FIELD LOCATE) o , 2) 5/8 x 5 1/2" BOLTS (FIELD LOCATE) SECTION J -J J HEADER J HSS HEADER PLATE TYP. KFD"�HSS HEADER CONNECTION Ll 4 TO VERTICALS 2) 5/8" x 5" CARRIAGE BOLTS LT. BLUE ANGLE ON L.H. ORANGE ANGLE ON R.H. 3 3/4" FD OFFSET BASE PLATES E 16 FOR 3" WIDE VERTICALS HORIZ./WINCH ANGLE LASHING WINCH 3) TEK #3 SELF DRILL SCREWS FD LASHING WINCH CONN. E 17 TO H55 VERTICAL � 5/8"' x 11/4" BOLT HORIZONTAL WINCH ANGLE LASHING WINCH HSS HEADER 3) TEK #3 SELF DRILL SCREWS FD LASHING WINCH CONN. E 18 TO HS5 HEADER r • 4 . 11!//���7/ of MIS ,, �/ "' "' ` ' LAWRENCEi m t• FISCHER 1i co.V NUMBER o E 7102 ��' 9'••,, .•.: ��iF�''R�FESS\��P�' \\\�� LL_ IflIIIl1 '�. �, 1 �•- DEALER: GATEWAY COVER -ALL SAINT LOUIS, MO CUSTOMER: DAY LIGHT STABLES WILLARD, MO PROJECT: PRIVATE RIDING ARENA WILLARD, MO THIS DRAWING IS PROPERTY OF COVER—ALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART WITHOUT THE EXPRESSED WRITTEN CONSENT OF COVER—ALL BUILDING SYSTEMS IS PROHIBITED 0 0 � �O ;. VERTICAL TYPICAL HEADER TYPICAL 3) TEK #3 SELF DRILL SCREWS 3) TEK #5 SELF DRILL SCREWS II-- 1/2„ - SEC. E -E ~ y � Li > E H DER > w w 0 E HEADER ANGLE IRON J_jCOLOR: DK. BLUE Fp HEADER CONNECTION E09 TO VERTICALS HEADER 6) TEK #3 SELF DRILL SCREWS HEADER ANGLE IRON COLOR: AMBER J • JAMB / SECTION F -F HEADER - F GRIND OFF JT PROTRUDING SCREWS F JAMB: CUT TO LENGTH (AS REQ'D) FD JAMB CONNECTION ' ` E 1 O TO HEADER Jd v HORIZONTAL 4" 2) 5/8" x 6" JAMB 1) 7/16" x 4" CARRIAGE BOLT CARRIAGE BOLTS BASE ANGLE ANGLE ON L.H. 3) TEK #3 SELF 3) TEK #3 SELF DRILL SCREWS T. BLUENGE ' ANGLE ON R H. -�-I 3 3/4" DRILL SCREWS + SADDLE w/ HSS TAB HOLES NOT USED JAMB OFFSET BASE PLATES SECTION G -G rF D JAMB I SECTION H -H E1 S FOR 4" WIDE VERTICALS G • GRIND OFF _ PROTRUDING -� SCREWS G 1) BASE ANGLES COLOR: LT. BLUE F JAMB CONNECTION E 1 1 TO FOUNDATION ' — TYPICAL TRUSS. SADDLE w/TAB 1) 5/8„ x 5" CARRIAGE BOLT HORIZ. ANGLE IRON COLOR: BROWN a HEADER END "CUTAWAY FOR CLARITY 1) 5/8" x 1 1/4" BOLT Z31) TEK #3 SELF DRILL SCREWS FD HEADER CONNECTION E12 TO TRUSS HORIZONTAL H TT . GRIND OFF ROTRUDING SCREWS jHr JAMB: CUT TO LENGTH (AS REO -D) FD JAMB CONNECTION E 13 TO HORIZONTAL VERTICAL TYPICAL 2) 5/8" x 5 1/2" BOLTS (FIELD LOCATE) o , 2) 5/8 x 5 1/2" BOLTS (FIELD LOCATE) SECTION J -J J HEADER J HSS HEADER PLATE TYP. KFD"�HSS HEADER CONNECTION Ll 4 TO VERTICALS 2) 5/8" x 5" CARRIAGE BOLTS LT. BLUE ANGLE ON L.H. ORANGE ANGLE ON R.H. 3 3/4" FD OFFSET BASE PLATES E 16 FOR 3" WIDE VERTICALS HORIZ./WINCH ANGLE LASHING WINCH 3) TEK #3 SELF DRILL SCREWS FD LASHING WINCH CONN. E 17 TO H55 VERTICAL � 5/8"' x 11/4" BOLT HORIZONTAL WINCH ANGLE LASHING WINCH HSS HEADER 3) TEK #3 SELF DRILL SCREWS FD LASHING WINCH CONN. E 18 TO HS5 HEADER 11!//���7/ of MIS ,, �/ "' "' ` ' LAWRENCEi m t• FISCHER 1i co.V NUMBER o E 7102 ��' 9'••,, .•.: ��iF�''R�FESS\��P�' \\\�� LL_ IflIIIl1 '�. �, 1 �•- DEALER: GATEWAY COVER -ALL SAINT LOUIS, MO CUSTOMER: DAY LIGHT STABLES WILLARD, MO PROJECT: PRIVATE RIDING ARENA WILLARD, MO THIS DRAWING IS PROPERTY OF COVER—ALL BUILDING SYSTEMS. ANY REPRODUCTION IN WHOLE OR IN PART WITHOUT THE EXPRESSED WRITTEN CONSENT OF COVER—ALL BUILDING SYSTEMS IS PROHIBITED 0 0 � �O ;. DRAWN BY: SW DATE: 31 JAN 01 o m -M a a p o H @ 2201 SPEERS AVE, SASKATOON. SASKATCHEWMI• �-.57L Sx6 PH: 1 -306-664-4777 fAx,. _J 308+66A_s Si WEBSRE: +I.e.covnoll.net, `�11'rie! CHECKED DATE: 3l �� O .; PO�I.ECT ID: -_ ' : • '52:.:328; ► .. ORDER ID: _..---------•----- 1 _ RELEASED SVV 31 JAN UI 7777T7 -'.'IRE: I. T.S. ---- `' __-_.-.._..— ~SaL�s' _._..------- _- ..-..., - - REV)lSION'. I r,Ev. -- hCSCRiarif.+�t By Al BUTTE COUNTY PHYLLIS L. MURDOCK, DIRECTOR AffMARK A. LUNDBERG, M.D., M.P.H., HEALTH OFFICER WWW.BUTTECOUNTY.NET/PUBLICHEALTH ENVIRONMENTAL HEALTH DIVISION PUBLIC HEALTH HAZARDOUS MATERIALS AND EMISSIONS QUESTIONNAIRE (A BUILDING PERMIT CANNOT BE APPROVED WITHOUT THIS COMPLETED FORM) PROJECT FIRM NAM APPLICANTS ADDRESS 3 b S 1= y ► L -L G� CITY, STATE, ZIP !;W% L e, NATURE OF BUSINESSP�v (2�i CONTACT PERSON f PHONENUMBER TRAKIT NUMBER (for official use only) 1. Does your business or that of your tenants handle, store, or transport hazardous materials? NO ( ) YES ( ) NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and safety or to the environment if released into the workplace or the environment. "HAZ- ARDOUS MATERIALS" include, but are not limited to: 'hazardous chemicals, hazardous waste, i paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which a handler or theadministering agency has a reasonable. basis for believing to be' injurious to the health and safety of persons or harmful to the environment if released. 2. Do you or will your future tenants handle, store, or transport 55 gallons, 500 pou/,or200 cubic feet (at standard temperature or pressure), of formulation containing hazardous materials? NO (YES ( ) or Do you or will your prospective tenants plan to handle hazardous chemicals classified as Regulated Substances above threshold quantities identified in California Code of Regulations, Title 19, Ch. 4.5, sec. 2770.5, Tables 1-3? If you answer YE to 1 or 2, contact Butte County Division of Environmental Health at (532J§1_8-.Z2—"r a review of the project. n 13. Is the b iness/facility/operation to be located within 1,000 feet of theiouter boundary of aTschooI or a school site? NO ( ) YES ( ) IF YES, name of school: Q 22 2016 4. Does the business/facility/op( tion have the potential to emi' a y air pollutanhti!s- °e�?g:`dust, oot, dors, fumes, vapors, or other volatile compounds? .NO (�/) YES ( ) CONSUL IF VKUI�N IF YES, contact the Butte County Air Quality Managent district a� (530) 891-2882 for permit requirements. Owner or Authorized Company Representative Date BCEHD /(S#at ) BCAQMD ❑ ❑ The applicant as met or is meeting the applicable requirements of Section 25505, 25533 and 25534 of the Health and Safety code and the requirements for a permit from the Butte County Air Quality Management District. ❑ ❑ The above regulations DO NOT apply to this facility. BCEHD Signature BCAQMD Signature Date Date WHITE — Building Dept YELLOW — Environmental Health PINK — BCAQMD GOLDENROD,- Fire Dept 05/09 TEL -530.538.72811 202 MIRA LOMA DRIVE FAX- 530.538.5339 I OROVILLE, CA 95965 u OUR MISSION IS TO PROTECT THE PUBLIC THROUGH PROMOTING INDIVIDUAL, COMMUNITY AND ENVIRONMENTAL HEALTH r ,_ : ...-.y.. ... ,_...., ,,-�...m,n.�,..W ._.»ter-�....�..: �,•,,.... •y.._ a. ... ?` --.... - ice..•. '�.. .�,., - f CALIFORNIA DEPARTMENT OF FORESTRY and FIRE PROTECTION OFFICE OF THE STATE FIRE MARSHAL REGISTERED FLAME RESISTANT PRODUCT Product: Registration No. FRU88X-6 (4 MIL) F-51405 Product Marketed By: INTERTAPE POLYMER GROUP 50 ABBEY AVENUE TRURO NOVA SCOTIA CANADA B2N 6W4 This product meets the rnimmum requirements of flame resistance established by the California State Fire Marshal far products identified in Section 13115, California Health and Safety Code. 'l"he scope of the approved use of this product is provided in the current edition of the CALIFORNIA APPROVED .LIST OF FLAME, Rr'TARDANT CHEMICALS AND FABRICS, GENERAL AND L11KITED APPLICATIONS CONCERNS published by the California State Fixe Marshal, Expire: 6/30/2012 FR—U NouaShield® II with ArmorKoteTM FRU88X-6, 400' DESCRIPTION Nova -Shields 11 FRU88X-6 400 is a heavyweight fabric for applications requiring UV stability, such as membrane structures and alternate daily landfill covers. The scrim is produced in a special weaving pattern to enhance thickness, flatness, abrasion resistance, and tear properties. The proprietary coating is used to enhance abrasion resistance, flex resistance, seam strength, UV resistance and longevity. FABRIC SPECIFICATIONS Weave: Woven clear HDPE scrim using natural FR/UV tapes Coating: L.DPE, 4 mil average each side (95 g/m2/side) Color: Off-white, blue, green, grey, sandstone and other colors available Lon request Weight: 12.4 oz/yd (407g/m2) +1-5% Thickness:23 mil (0,59 mm) ASTM D1777 ROtt SPECIFICATIONS Cores* 4 inch I.D. or 5 inch I.D. available Width: Up to 150 inches (-0, +0.5) as ordered Length: minimum 250 yds/roll; up to 1000 yds/roll These values are typical data and are not intended as limiting specifications. m • ittit'rtc�)a+w polyrnit(r clrcalil;y"' 100 Paramount Drive, Suite 300 1 Sarasota, FL 94232 1 USA Cuslomer Service: 800.IPG.8273 1 800,4%4.8273 Technical Service (Canada), 800.585 4533 Tcctinical Service (US)- 800 565.1450 %N,",w itape.com I info@itape.com vmila the believe (haul to be reliable, Vie Statements and infonimlion heroin aro only far general guidance and are Trot warrents or guaranieos far accuracy and conpldtoness. Tho user mist, by test or othervAse, dotomind alltoUliiy for this purpose, There Is no warranty of fitness for a particular purpose. Our standard tarn and conditions of saio apply oxctush" to all ordure, and all liability for onmagos of any kind, Including consequonual, onooding purchase price is UCluded. No ono Is aullwrizod by us to mako oral warranties. We reserve the tight to make changes without notico or obiigalion in our products and publications: EFFECTwE: 03114 f INTERTAPE POLYMER GROUP TECHNICAL DATA SHEET PERFORMANCE PROPERTIES The following data are typical values based on ASTM standard tests. These data should not be considered specification. Grab Tensile Warp 360 Ib 1598 N / Weft 350 Ib 1555 N ASTM D5034-09 Strip TenSlle (N/5cm) Warp 275 Ib/in (2444)/Weft 250 Ib/in (2222) ASTM D5035-11 Tongue Tear Warp 120 Ib 533 N / Weft 110 lb 489 N ASTM D2261.07a Trapezoidal Tear Warp 100 Ib 444 N / Weft 90 Ib 400 N ASTM D4533.04(2009) Mullen Burst 675 psi / 4657 kPa ASTM 03766-09 Accelerated UV >90 % strength retention after 2000 hrs Weatherhlgl exposure @ 0.77 W/m'/nm, or 1200 hrs ASTM G154-06 exposure @ 1.35 W/m'/nm Accelerated Natural >80 % strength retention after 5 Florida WeaMoring Standard Years' ASTM G90.10 Low Temperature Bend -600C ASTM 02136-02(2007) ' Q.U.V [A•340 Lamps]; 8 hrs UV @ 60"C; 4hrs condensation @ 50'C ' 1333 MJ FR PERFORMANCE This product meets the requirements of NFPA 701 — 2010 (Method 1 and Method 2), 2004 (Method 1 and Method 2), 1989 (large and small scale) and 1996 (tests 1 and 2), CAN/ULC S109 -M87 (small and large scale), CAN/ULC S102-03, CAN/ULC S102.2-03, ASTM E84 -00a (Class 1), UBC31-1, California Fire Marshal (F-51405). CALIFORNIA DEPARTMENT OF FORESTRY and FIRE PROTECTION OFFICE OF THE STATE FIRE MARSHAL REGISTERED FLAME RESISTANT PRODUCT Product: Registration No. FRU68X-6 (4 MIL) F-51405 Product Marketed By: INTERTAPE POLYMER GROUP 50 ABBEY AVENUE TRURO NOVA SCOTIA CANADA B2N 6W4 This product meets the minimum requirements of flame resistance established by the California Siate Fire Marshal forproducts identified in Section 13115, Ca.ifornia I•lealth and Safety Code. I'he scope of the al?proved use of this product is provided in the current edition. of the CALLIFORNIA APPROVED LIST O.F'FLAME RCTARDANT CHEMICALS AND FABRICS, GENERAL AND LIiMIT.ED APPLICATIONS CONCERNS published by the California State Fire Marshal, Expire: 6/30/2012 4 _ > NovaShield° II With INTERTAPE POLYMER GROUP prmorKoteTM TECHNICAL DATA SHEET FRU88X-6, 400 DESCRIPTION Nova -Shield (1) II FRU88X-6 400 is a heavyweight fabric for applications requiring UV stability, such as membrane structures and alternate daily landfill covers. The scrim is produced in a special weaving pattern to enhance thickness, flatness, abrasion resistance, and tear properties. The proprietary coating is used to enhance abrasion resistance, flex resistance, seam strength, UV resistance and longevity. FABRIC SPECIFICATIONS Weave: Woven clear HDPE scrim using natural FRIUV tapes Coating: LDPE, 4 mil average each side (95 g/m2/side) Color: Off-white, blue, green, grey, sandstone and other colors available upon request Weight: 12.4 oz/yd (407g/m2) +/-5% .Thickness:23 mil (0.59 mm) ASTM D1777, ROLL SPECIFICATIONS Cores: 4 inch LD. or 5 inch I.D. available Width: Up to 150 inches (-0, +0.5) as ordered Length: minimum 250 yds/roll; up to 1000 yds/roll These values are typical data and are not intended as limiting specl/Ica tions. » . imor trip(-} polyt'1tor grratlt> 100 paramount Drive. Suite 300 1 Saresoto, FL 94232 1 USA Customer Service: 800.IM82731800,474.8273 t Technical Service (Canada): 800.565,4533 Technical Service (US): 800,565:1450 vWw,itope.eom I into@iiape.com tante we baliova IhOth to be fellable, the statements and Infonrillion hwain aro only for general guidance and are not wonenis or guarantees for accuracy and complotoness. The user must, by test or oinaiwise, detomrfno suitability for this purpose. Thorn Is no warranty of fitness for a particular purpose. Our standard term and conditions of We apply exclusively to all orders, and all liability for dornagos of any kind, including consoquontial, exceeding purchase price is ucludod. No one Is authorized by us to make oral warranties. We reserve the tight to make Granges without notice or r ooligation in our products and publications. EFFr CTiVE' 03114 I PERFORMANCE PROPERTIES The following data are typical values based on ASTM standard tests. These data should not be considered specification. Grab Tensile Warp 360 Ib 1598 N / Weft 350 Ib 1555 N ASTM D5034-09 ,, Strip Tensile (N/5cm) Warp 275 ib/in (2444)/Weft 250 Ib/in (2222) ASTM D5035-11 Tongue Tear Warp 120 Ib 533 N / Weft 110 Ib 489 N ASTM D2261.07a ' Trapezoidal Tear Warp 100 Ib 444 N / Weft 90 Ib 400 N ASTM D4533-04(2009) Mullen Burst 675 psi / 4657 kPa -- ASTM D3786-09 Accelerated UU >90 % strength retention after 2000 hrs Weathering' exposure c@ 0.77 W/m'/nm, or 1200 hrs ASTM G154.06 ` exposure @ 1.35 W/m2/nm Accelerated Natural >80 % strength retention after 5 Florida Weathering Standard Years2 ASTM G90.10 Low Temperature Bond -60°C ASTM D2136.02(2007) ' Q.U,V [A•340 Lamps); 8 hrs UV @ 60"C, 4hrs condensation @ 50"C ' 1333 MJ 4 FR PERFORMANCE This product meets the requirements of NFPA 701 — 2010 (Method 1 and Method 2), 2004 (Method 1 and Method 2), 1989 (large and small scale) and 1996 (tests 1 and 2), CAN/ULC S109 -M87 (small and large scale), CAN/ULC S102-03, CAN/ULC S102.2-03, ASTM E84 -00a (Class 1), UBC31.1, California Fire Marshal (F-51405). Or BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES-BUILDIN CONSTRUCTION DEBRIS RECOVERY FINAL REPORT G Final inspection will not be scheduled until completed report submitted APb k 1 Owner Name: A n+k ! 1 P_tZ c' Building Permit # Submit completed form in person or by mail to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 JoC 3 Owner Phone: (5%) Jobsite Addss re:' 1 g�1 (1 t 1i0 project Ty e: O'c;onstruction 0 Demo Ilion Jobsite Contact: _ �r20 0,1 Company: (yu til &L � i I� a �, Jobsite Phone:5?0 - 3 MATERIAL _RauseI Reeycle I Disposal Inert Material (Concrete, asphalt) Lumber Plant/Tree Debris Dry Wail Metal Cardboard Other: Other: X Total tons of material disposed of (not recycled or reused) Total tons of material not disposed (either recycled of reused) _FIR ACTUAL FACILITIEWSERVICE PROVIDERS USED . . l V F--. Percent recycledfreused Please sign indicating that the above information is true and correct to the est of your R owledo w 16 Applicant: , s ge (Owner or Contractor): COi`15Ji NG GR( Circle which Date: 1 k L - A Attach copies of weight receipts; gate tags, or other verifying information for all materials that were reused, recycled or disposed. Final Report returned with comments: (Initial) Date: Final Report approved: (Building Inspector) K:\BUII,DING\201RApproved forms\ResGreen Bldg. forms\Waste Diversion -Recycling formstdoc fG( Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax(530)538-7785 FO_ DPC-01 ACCESSIBILTY UPGRADE WORKSHEETS Job Address V7,34 &11- P& A- 6 c.& Date Project Name _ /y tJ A G. Perm' Number B Applicant�nA9_A—akSflr') N& S OwnerMMwLtr IYQ C(Z^ 1. Construction Cost: $ _ -rO O 0 o a. Ground floor $ �1 b. Basement $ c. Other floors ( ) $ --� 2. Construction Cost on the same path of travel during the previous three years: $ 3. Total Construction Cost (add amounts in 1 and 2 above): $ (If Ski C5 0 -0 4. Current Valuation Threshold (Effective January 2012): $ 150,244.00 w SELECT YOUR APPLICABLE ACCESSIBILITY UPGRADE COMPLIANCE OBLIGATION ❑ This alteration consists solely of accessibility upgrades and is limited to its specific scope of work. ❑ . The existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains (if any), parking, storage and alarms that serve the area of alteration currently comply with all accessibility provisions as for new buildings. D, The total Construction Cost (item 3 above) exceeds the current valuation threshold and the alteration occurs on the ground floor. I will upgrade the existing primary entrance, route' of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains (if any), parking, storage and alarms that serve the area of alteration to comply with all accessibility provisions as for new buildings. ❑ The total Construction. Cost (item 3 above) does not exceed the Current Valuation Threshold (item 4 above) or the alteration occurs on a floor other than the ground floor. R E � I E `� I will upgrade the existing primary entrance, route of travel, at least one restroo pp{�� c ,see (�/ ��pp Itilcab a ,public phones or drinking fountains (if any), parking, storage and alarms that serve the area of alteratiiiTv,s'+dd{ I�cablc�or�lAj� �I accessibility provisions as for new buildings. tttt'' nn,, El The total Construction Cost (item 3 above) does not exceed the Current Valuation Thresholgiteft 4UWA or the alteration occurs on a floor other than the ground floor and providing compliance with all accessibility provisions as for new buildings would create an unreasonable hardship. I will provide accessibility to the maximum extent feasible without incurring dispropo onatNco iWOIrcent of the amount in Item 1 $ ). In choosing which accessible elaiair���c{r o i riven to those elements that will provide eatest access in the order provided in the Cost Table. (Please complete the Cost Table) / Signed Date (OWNER OR APPLICANT) Building�nan Date Cost Table Step A. Select the compliance status applicable to each category. If "Existing Full" is selected go to Step C. Otherwise, go to Step B. Step.B. Select the individual elements in this category that are non -complying. Describe the upgcqqes necessary for full compliance of each selected individual element and provide their costs. p Step C. Go to the next category (2, 3, 4, 5 then 6) and perform Step A. Repeat until all 6 categories have be nac.omagted in order. 9 APR 2 2 2016 INTERVVEST K:\NEW_WEBSITE\Building\Building Forms & Docurnents\2014\2014 Forms - C p1i4 M% h�t�s GROj 01_Accessibilty_Upgrade_VVorksheet_ 11.26.12_rev'd_3.7.2014_AKM. doc Pagel of 3 It, NOTE: If providing an individual element is unfeasible or the costs of an individual element cause the total costs to exceed the disproportionate costs for this project, note it as such and skip to the next individual element selected. Your total costs should be approximately equal to or greater than the disproportionate costs unless full compliance for each category is achieved prior to exceeding disproportionate costs. Disproportionate Costs for this project $ (Amount from Accessibility Upgrade Worksheet CATEGORY COSTS 1. PRIMARY ENTRANCE TO ALTERED AREA Compliance Status:, ❑ Existing Full, ❑ Upgrade"Full ❑ Upgrade Partial , DOOR A. Change of door $ `ZOO B. Threshold C. Hardware D. Kick plate E. Strike -side clearance ❑ ❑ F. Other SIGNS AND IDENTIFICATION ❑ A. Sign at building entrance ❑ B. Sign in building lobby ❑ C. Other Subtotal 2. ROUTE TO THE ALTERED AREA Compliance Status. ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial CHANGE OF ELEVATION(S) ❑ ❑ A. Ramps/Curb.Rampsz. B. Lifts $ C. Elevators ❑ DOORS ❑ A. Change of door ❑ B. Threshold ❑ C. Hardware ❑ D. Kick plate E. Strike -side clearance ❑ ❑ F. Signs and identification (Braille) ❑ G. Other $ Subtotal KANEW_WEB SITE\Building\Building FormForms Forms & Documents�2014�2014 - Completed\DPC\DPC- 01 _Accessibilty_Upgrade_Worksheet_11.26.12_rev'd_3.7.2014_AKM.doc Page 2 of 3 I KANEW_WEBSIMBuilding\Building Forms & Documents\2014\2014 Forms - Completed\DPC\DPC- 01 Accessibilty_Upgrade_Worksheet_11.26.12_rev'd_3.7.2014_AKM.doc Page 3 of 3 CATEGORY COSTS 3. RESTROOMS SERVING ALTERED AREA Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ A. Enlarge restroom B. Enlarge door(s) C. Strike side clearance $ ❑ D. Door symbols ❑ ❑ E. Signs and identification (Braille) F. Replacement or relocation of fixture (specify) 1. 2. 3. 4. ❑ G. Replacement or relocation of accessories (specify) 1. 2. 3. 4. ❑ ❑ H Grab bars (bars and backing) I. Other Subtotal 4. PUBLIC TELEPHONES Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ A. Retrofit/Add $ Subtotal $ 5. DRINKING FOUNTAINS Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ A. Replace drinking fountain B. Relocate existing drinking fountain $ ❑ C. Provide alcove ❑ D. Add wing walls and/or floor treatment ❑ E. Other $ Subtotal 6. PARKING, STORAGE, ALARMS Compliance Status: ❑ Existing Full' ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ A. Replace curb ramps B. Re -slope parking space & loadinglunloading aisle C. Paint the border of loading/unloading aisle blue D. Other $ Subtotal $ TOTAL $ KANEW_WEBSIMBuilding\Building Forms & Documents\2014\2014 Forms - Completed\DPC\DPC- 01 Accessibilty_Upgrade_Worksheet_11.26.12_rev'd_3.7.2014_AKM.doc Page 3 of 3 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director ' 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds utte County Oroville, California 95965 F: 530:538.7785 DEVELOPMENT SERVICES PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B16-0762 Owner's Name: CHICO BEAN GROWERS, Assessor's Parcel Number: 047-190-011 Date of Application: 4/18/2016 Square Footage Verification No Change: i ` NOTES: Verified By: / v (Plan Check Signature) Confirmed TRAKiT Updated by: Daae: _ Date: rA 9v0 2016 INTERWES'r CONSULTING GROUP Great Salt Lake Minerals Corporation A Compass Minerals Company Py APR 2 _s 2416 Product Label CHOICE GRANULAR SOP SULFA'T'E OF POTASH GUARANTEED ANALYSIS Soluble Potash (K20).. • ••• ......................50% Sulfur (S) ..................... 17% 17% Combined Sulfur Derived From: Potassium Sulfate orme (Cl) (Max)...............................0.8 % Net Weight: See Bill of Lading Directions for use: Use in accordance with recommendations of a qualified individual or institution, such as, but Pot limited to, a certified crop advisor, agronomist, university crop extension publication, or apply according to recommendations in your approved nutrition management plan. This product is a commercial fertilizer — used as a plant food in agricultural crop production. Important: Avoid contact with eyes, skin or clothing. Information regarding the contents and levels of metals in this product is available on the Internet at http://www.aapfco.org/metals.htm Warning: This product contains substances that are known to the state of California to cause cancer and/or reproductive harm. Guaranteed by Great Salt Lake Minerals Corporation. PRODUCTION PLANT ORDERING GENERAL OFFICE — 765 North 10500 West 1-800-551-8216 9900 W1096 Street Ogden, Utah 84404 =_COjl'l�iQ$$ Fax (801) 732-3373 Overland Park, Kansas 66210 Minerals (913)344-9300 Fax Fax (801) 731-4881 Fax (913) 338-7906 updated 01/12 Coynpiass MATERIAL SAFETY DATA SHEET Minerals 1. Product and Company Identification Product Name Sulfate of Potash CAS # 7778-80-5 Product use Specialty crop nutrient, turf grass fertilizer, general fertilizer uses, and specialty industrial uses. Manufacturer Great Salt Lake Minerals Corporation A Compass Minerals Company 9900 West 109th Street, Suite 100 Overland Park, KS 66210 US Phone: 913-344-9200 CHEMTREC 1-800-424-9300 CANUTEC 1-613-996-6666 2. Hazards Identification Emergency overview Contact may cause eye and skin irritation. Potential short term health effects Routes of exposure Eye, Skin contact, Inhalation, Ingestion. Eyes May cause irritation. Skin May cause irritation. Inhalation Dusts of this product may cause irritation of the nose, throat, and respiratory tract. Ingestion May cause stomach distress, nausea or vomiting. Target organs Eyes. Skin. Respiratory system. Chronic effects Prolonged or repeated exposure can cause drying, defatting and dermatitis. Signs and symptoms Symptoms may include redness, edema, drying, defatting and cracking of the skin. w Symptoms of overexposure may be headache, dizziness, tiredness, nausea and Inhalation vomiting. OSHA Regulatory Status This product is NOT known to be a "Hazardous Chemical" as defined by the OSHA Ingestion Hazard Communication Standard, 29 CFR 1910.1200. Potential environmental effects See section 12. #15620 Pagel of 5 Issue date 21 -Feb -2012 3. Composition /Information on Ingredients Ingredient(s) CAS # Percent Potassium sulfate 7778-80-5 99-100 4. First Aid Measures First aid procedures Eye contact Flush with cool water. Remove contact lenses, if applicable, and continue flushing. Obtain medical attention if irritation persists. Skin contact Brush away excess of dry material. Flush with cool water. Wash with soap and water. w Obtain medical attention if irritation persists. Inhalation If symptoms develop move victim to fresh air. If symptoms persist, obtain medical attention. Ingestion Do not induce vomiting. Never give anything by mouth if victim is unconscious, or is convulsing. Obtain medical attention. Notes to physician Symptoms may be delayed. General advice If you feel unwell, seek medical advice (show the label where possible). Ensure that medical personnel are aware of the material(s) involved, and take precautions to protect themselves. Show this safety data sheet to the doctor in attendance. Avoid contact with eyes and skin. Keep out of reach of children. #15620 Pagel of 5 Issue date 21 -Feb -2012 5. Fire Fighting Measures -Flammable properties Not flammable by WHMIS/OSHA criteria. Extinguishing media Suitable extinguishing media Treat for surrounding material. Unsuitable extinguishing media Not available Protection of firefighters Specific hazards arising from Not available the chemical Protective equipment for Firefighters should wear full protective clothing including self contained breathing firefighters apparatus. Hazardous combustion products May include and are not limited to: Oxides of sulphur. Explosion data Sensitivity to mechanical Not available impact Sensitivity to static discharge Not available 6. Accidental Release Measures Personal precautions Keep unnecessary personnel away. Do not touch or walk through spilled material. Do not touch damaged containers or spilled material unless wearing appropriate protective clothing. Keep people away from and upwind of spill/leak. Environmental precautions Prevent further leakage or spillage if safe to do so. Methods for containment Prevent entry into waterways, sewers, basements or confined areas. Methods for cleaning up Before attempting clean up, refer to hazard data given above. Use broom or dry vacuum to collect material for proper disposal without raising dust. Rinse area with water. Prevent large spills from entering sewers or waterways. Contact emergency services and supplier for advice. 7. Handling and Storage Handling Use good industrial hygiene practices in handling this material. Avoid breathing dust. Wash thoroughly after handling. Storage Keep out of reach of children. Store in a closed container away from incompatible materials. 8. Exposure Controls / Personal Protection Exposure limits Ingredfent(s) Exposure Limits Potassium sulfate ACGIH-TLV Not established OSHA-PEL Not established Engineering controls TWA PEL: No specific limits have been established for potassium sulfate (a soluble substance). As a guideline, OSHA (United States) has established the following limits which are generally recognized for inert or nuisance dust. Particulates Not Otherwise Regulated (PNOR): 5mg/cu.m. Respirable Dust 8 -Hour TWA PEL, 15mg/cu.m. Total Dust 8 -Hour TWA PEL TWA TLV: No specific limits have been established for potassium sulfate (a soluble substance). As a guideline, ACGIH (United States) has established the following limits which are generally recognized for inert or nuisance dust. Particulates (insolubles) Not Otherwise Classified (PNOC): 10mg/cu.m. Inhalable Particulate 8 -Hours TWA TLV, 3mg/cu.m. Respirable Particulate TWA TLV. Use process enclosures, local exhaust ventilation, or other engineering controls to control airborne levels below recommended exposure limits. #15620 Page 2 of 5 Issue date 21 -Feb -2012 Personal protective equipment Eye / face protection Wear safety glasses with side shields. Hand protection Rubber gloves, Confirm with a reputable supplier first. Skin and body protection As required by employer code. Respiratory protection Where exposure guideline levels may be exceeded, use an approved NIOSH respirator or NIOSH -approved filtering facepiece. General hygiene considerations Handle in accordance with good industrial hygiene and safety practice. When using do not eat or drink. Wash hands before breaks and immediately after handling the product. 9. Physical and Chemical Properties Appearance Solid. Color white to brown' Form Crystals or Granular. Odor Odorless Odor threshold Not available ' Physical state Solid PH 7 (10% solution) Melting point 1956.20 T (1069 °C) Freezing point 1952.60 T (1067 °C) Boiling point 3072.20 T (1689 °C) Pour point Not available Evaporation rate Not available Flash point None Auto -ignition temperature Not available ' Flammability limits in air, lower, % Not applicable by volume Flammability limits in air, upper, % Not applicable by volume , Vapor pressure Not available Vapor density Not available Specific gravity 2.66 @21-C (H2O = 1) Relative density 2.662, g/cm3 Octanol/water coefficient Not available Solubility (H2O) Appreciable Percent volatile Not available } Molecular weight 174.2700 Molecular formula K2SO4 10. Stability and Reactivity Reactivity None known. Possibility of hazardous reactions Hazardous polymerization does not occur. Chemical stability Stable under recommended storage conditions. Conditions to avoid Do not mix with other chemicals. Incompatible materials Magnesium. Aluminum. Hazardous decomposition products May include and are not limited to: Oxides of sulphur. 11. Toxicological Information Component analysis - LC50 Ingredient(s) LC50 Potassium sulfate Not available , k #15620 Page 3 of 5 Issue date 21 -Feb -2012 Component analysis - Oral LD50 Ingredient(s) LD50 Potassium sulfate m 6600 mg/kg rat Effects of acute exposure Potassium sulfate 7778-80-5 48 Hr EC50 Daphnia magna: 890 mg/L Eye „ May cause irritation. Skin May cause irritation. Inhalation Dusts of this product may cause irritation of the nose, throat, and respiratory tract. Ingestion May cause stomach distress, nausea or vomiting. Sensitization Non -hazardous by WHMIS/OSHA criteria. Chronic effects Non -hazardous by WHMIS/OSHA criteria. Carcinogenicity Not classified or listed by IARC, NTP, OSHA and ACGIH. Mutagenicity Non -hazardous by WHMIS/OSHA criteria. Reproductive effects Non -hazardous by WHMIS/OSHA criteria. Teratogenicity Non -hazardous by WHMIS/OSHA criteria. Name of Toxicologically Synergistic Not available Products Waste from residues / unused Not available 12. Ecological Information Ecotoxicity See below Ecotoxicity - Freshwater Algae - Acute Toxicity Data Potassium sulfate 7778-80-5 72 Hr EC50 Desmodesmus subspicatus: 2900 mg/L Ecotoxicity - Freshwater Fish - Acute Toxicity Data Potassium sulfate 7778-80-5 - 96 Hr LC50 Lepomis macrochirus• 653 L #15620 Page 4 of 5 Issue date 21 -Feb -2012 g/ , 96 Hr LC50 Lepomis macrochirus: 3550 mg/L [static]; 96 Hr LC50 Pimephales promelas: 510-880 mg/L [static] Ecotoxicity -Water Flea -Acute Toxicity Data , Potassium sulfate 7778-80-5 48 Hr EC50 Daphnia magna: 890 mg/L Persistence / degradability Not available Bioaccumulation / accumulation Not available Mobility in environmental media Not available Environmental effects Not available Aquatic toxicity Not available Partition coefficient Not available .Chemical fate information Not available Other adverse effects Not available 13. Disposal Considerations Disposal instructions Waste must be disposed of in accordance with federal, state/provincial and local environmental control regulations. Waste from residues / unused Not available products Contaminated packaging Not available 14. Transport Information U.S. Department of Transportation (DOT) Not regulated as dangerous goods. Transportation of Dangerous Goods (TDG - Canada) Not regulated as dangerous goods. 15. Regulatory Information Canadian federal regulations This product has been classified in accordance with the hazard criteria of the Controlled Products Regulations and the MSDS contains all the information required by the Controlled Products Regulations. WHMIS status Not Controlled #15620 Page 4 of 5 Issue date 21 -Feb -2012 Occupational Safety and Health Administration (OSHA) 29 'CFR 1910.1200 hazardous No chemical US Federal regulations This product is NOT known to be a "Hazardous Chemical" as defined by the OSHA Severe Hazard Communication Standard, 29 CFR 1910.1200. CERCL A (Superfund) reportable quantity None Moderate Superfund Amendments and Reauthorization Act of 1986 (SARA) Hazard categories Immediate Hazard - No 0 Delayed Hazard - No Fire Hazard - No Pressure Hazard - No Reactivity Hazard - No Section 302 extremely No hazardous substance Section 311 hazardous chemical No Clean Air Act (CAA) Not available Clean Water Act (CWA) Not available State regulations WARNING: This product contains a chemical known to the State of California to cause cancer and birth defects or other reproductive harm. Inventory name Country(s) or region Inventory name On inventory (yes/no)• Canada Domestic Substances List (DSL) Yes Canada Non -Domestic Substances List (NDSL) No United States & Puerto Rico Toxic Substances Control Act (TSCA) Inventory Yes A "Yes" indicates that all components of this product comply with the inventory requirements administered by the governing country(s) 16. Other Information LEGEND HMIS/NFPA Severe 4 Serious 3 Moderate 2 Slight 1 Minimal 0 Disclaimer Issue date Effective date Expiry date Prepared by Other information Information contained herein was obtained from sources considered technically accurate and reliable. While every effort has been made to ensure full disclosure of product hazards, in some cases data is not available and is so stated. Since conditions of actual product use are beyond control of the supplier, it is assumed that users of this material have been fully trained according to the requirements of all applicable legislation and regulatory instruments. No warranty, expressed or implied, is made and supplier will not be liable for any losses, injuries or consequential damages which may result from the use of or reliance on any information contained in this document. 21 -Feb -2012 01 -Mar -2012 01 -Mar -2015 Dell Tech Laboratories Ltd. (519) 858-5021 This MSDS conforms to the ANSI Z400.1/Z129.1-2010 Standard. #15620 Page 5 of 5 Issue date 21 -Feb -2012 Great Salt take Minerals Corporation A Compass Vineials Company . a GREAT SALT LAKE MINERALS CORPORATION 765 North 10500 West, Ogden, Utah 84404 r Product Data Sheet SULFATE OF POTASH AG GRANULAR ORGANIC 0-0-50 SOP, (Typical SGN 350 / UI 46) Friability <g TYLER U.S. OPENING' MESH MESH millimeters TYPICAL RANGE % Cum. TYPICAL %Cum. 5 5 4.00 7-42 25 6 6 3.35 40-75 58 8- 8 2.36 81-100 92 9 10 2.00 i 92-100 96 10 12 1.70 96-100 98 12 14 1.40 98-100 99 Friability <g x 50° F 10° C TYPICAL Bulk Density, loose 1.0 lb SOP /gal • lb/cu foot 75 • kg/cu meter -1550 - Angle of Repose 350 Friability <g 0.7 lb SOP / gal 50° F 10° C 0.9 lb SOP /gal 68° F 20° C 1.0 lb SOP /gal 77° F 25° C Friability <g utn UU11VGiGU 17rVaUCi. SUP ACT GRANULAR is sized to blend well with most other agricultural grade nutrient sources and performs well in broadcast spreaders. SOP AG'GRANULAR is produced naturally near Ogden, Utah and available in 50 pound bags, 2,000 pound bags, and in bulk via truck'& rail. Great Salt Minerals Corporation does not use animal manure or any form of waste in the production of SOP.. 1 PRODUCTION PLANT ORDERING GENERAL OFFICE _— 765 North 10500 West 1-800-551-8216 9900 W 109' Street COmpass Ogden, Utah 84404 Fax (801)•732-3373 Overland Park, Kansas 66210 M=ya (801) 731-3100 Fax (801) 731-4881 (913) 344-9300 Fax (913) 338-7906 Component Symbol Typical % Guarantee Potassium Oxide Equivalent Soluble Potash K20 f 52.3 50.0 (min.) Sulfur S 17.8 17.0 min. Sulfate SO4 53.3 Chloride Cl 0.4 0.8 max. Magnesium Mg 0.4 Moisture 105°C H2O 0.1 H 5 % Solution H 8.0 Water Insolubles ___ 0.8 utn UU11VGiGU 17rVaUCi. SUP ACT GRANULAR is sized to blend well with most other agricultural grade nutrient sources and performs well in broadcast spreaders. SOP AG'GRANULAR is produced naturally near Ogden, Utah and available in 50 pound bags, 2,000 pound bags, and in bulk via truck'& rail. Great Salt Minerals Corporation does not use animal manure or any form of waste in the production of SOP.. 1 PRODUCTION PLANT ORDERING GENERAL OFFICE _— 765 North 10500 West 1-800-551-8216 9900 W 109' Street COmpass Ogden, Utah 84404 Fax (801)•732-3373 Overland Park, Kansas 66210 M=ya (801) 731-3100 Fax (801) 731-4881 (913) 344-9300 Fax (913) 338-7906 Great Salt Lake Minerals Corporation A Compass Minerals Company of-ganic, K+ Product Label ORGANIC K+° SOLUBLE FINES SOP s GUARANTEED ANALYSIS Soluble Potash(K20) ............................50% Sulfur(S)................................................17% 17% Combined Sulfur Derived From: Potassium Sulfate Chlorine (Cl) (Max)................................0.8% Net Weight: See Bill of Lading Directions for use: Use in accordance with recommendations of a qualified individual or institution, such as, but not limited to, a certified crop advisor, agronomist, university crop extension publication, or apply according to recommendations in your approved nutrition management plan. This product is a commercial fertilizer - used as a plant food in agricultural crop production. Important: Avoid contact with eyes, skin or clothing. Information regarding the contents and levels of metals in this product is available on the Internet at http://www.aapfco.org/metals.htm Warning: This product contains substances that are known to the state of California to cause cancer and/or reproductive harm. Guaranteed by Great Salt Lake Minerals Corporation. PRODUCTION PLANT 765 North 10500 West Ogden, Utah 84404 (801) 731-3100 Fax (801) 731-4881 ORDERING 1-800-551-8216 Fax (801) 732-3373 GENERAL OFFICE 9900 W109'" Street Overland Park, Kansas 66210 (913) 344-9300 Fax (913) 338-7906 CompM �ats updated 02/12 0M Usted ' + r" • '' The following product is OMRI Listed. It ma be used in certified E + r y organic r production or food processing and handling according to the USDA National Organic Program Rule. Issue Date 11 -Dec -09 Expiration Date 01 -Mar -2015 I Executive Direc or -- Product review is conducted according to the policies in the current OMRI Policy Manual and based on the standards in the current OMRI Standards Manual. To verify the current status of this or any OMRI Listed product, view the most current version of the OMRI Products List at www.omri.org. OMRI listing is not equivalent to organic certification and is not a product endorsement. It cannot be construed as such. Final decisions on the acceptability of a product for use In a certified organic system are the responsibility of a USDA accredited certification agent. It is the operator's responsibility to properly use the product, including following any restrictions. L M P j • - Organic Materials Review Institute • P.O. Box 11558, Eugene, OR 9i440.3758,.USA ` °a"""" 541:343.7600 • fax 541.343.8971 • info@omri.o rg • www.omri.org :`'��: +.•-.:. „ s.«i':.-�'�t ,��i'i'�.,i� .- _ Jar'. ;a•��+w,'�L?6.s,j���r Product organic K+® Standard SOP r Company Great Salt Lake Minerals Corporation Mr. Todd Denzin 9900 W 109th St, Ste 100 Overland Park, KS 66210 . Status I Category Allowed NOP: Potassium Sulfate — nonsynthetic ^ Product number 7 , Class gsl-1946 Crop Fertilizers and Soil Amendments Restrictions A Not Applicable. , t Issue Date 11 -Dec -09 Expiration Date 01 -Mar -2015 I Executive Direc or -- Product review is conducted according to the policies in the current OMRI Policy Manual and based on the standards in the current OMRI Standards Manual. To verify the current status of this or any OMRI Listed product, view the most current version of the OMRI Products List at www.omri.org. OMRI listing is not equivalent to organic certification and is not a product endorsement. It cannot be construed as such. Final decisions on the acceptability of a product for use In a certified organic system are the responsibility of a USDA accredited certification agent. It is the operator's responsibility to properly use the product, including following any restrictions. L M P j • - Organic Materials Review Institute • P.O. Box 11558, Eugene, OR 9i440.3758,.USA ` °a"""" 541:343.7600 • fax 541.343.8971 • info@omri.o rg • www.omri.org :`'��: +.•-.:. „ s.«i':.-�'�t ,��i'i'�.,i� .- _ Jar'. ;a•��+w,'�L?6.s,j���r Great Salt Lake Minerals Corporation A Compass Minerals Company Product Label CHOICE GRANULAR SOP {r� SULFATE OF POTASH GUARANTEED ANALYSIS Soluble Potash(K20) ............................50% Sulfur(S)................................................17% 17% Combined Sulfur Derived From: Potassium Sulfate Chlorine (Cl) (Max)...............................0.8% Net Weight: See Bill of Lading 111 Directions for use: Use in accordance with recommendations of a qualified individual or institution, such as, but not limited to, a certified crop advisor, agronomist, university crop extension publication, or apply according to recommendations in your approved nutrition management plan. This product is a commercial fertilizer — used as a plant food in agricultural crop production. Important: Avoid contact with eyes, skin or clothing. Information regarding the contents and levels of metals in this product is available on the Internet at hqp://www.aapfco.org/metals.htm Warning: This product contains substances that are known to the state of California to reproductive harm. Guaranteed by Great Salt Lake Minerals Corporation. PRODUCTION PLANT ORDERING GENERAL OFFICE 765 North 10500 West 1-800-551-8216 9900 W1091s Street Ogden, Utah 84404 Fax (801) 732-3373 Overland Park, Kansas 66210 (801) 731-3100 (913) 344-9300 Fax (801) 731-4881 Fax (913) 338-7906 cancer and/or APR 2 2 2016 INTERwES) CompM eau updated 01/12 PG( ' Fampass Minerals MATERIAL SAFETY DATA SHEET 1. Product and Company Identification Product Name Sulfate of Potash CAS # 7778-80-5 Product use Specialty crop nutrient, turf grass fertilizer, general fertilizer uses, and specialty industrial uses. Manufacturer Great Salt Lake Minerals Corporation A Compass Minerals Company 9900 West 109th Street, Suite 100 Overland Park, KS 66210 US Phone: 913-344-9200 CHEMTREC 1-800-424-9300 CANUTEC 1-613-996-6666 #15620 Pagel of 5 Issue date 21 -Feb -2012 2. Hazards Identification Emergency overview Contact may cause eye and skin irritation. Potential short term health effects Routes of exposure Eye, Skin contact, Inhalation, Ingestion. Eyes May cause irritation. Skin May cause irritation. Inhalation Dusts of this product may cause irritation of the nose, throat, and respiratory tract. Ingestion May cause stomach distress, nausea or vomiting. Target organs Eyes. Skin. Respiratory system. Chronic effects Prolonged or repeated exposure can cause drying, defatting and dermatitis. Signs and symptoms Symptoms may include redness, edema, drying, defatting and cracking of the skin. Symptoms of overexposure may be headache, dizziness, tiredness, nausea and vomiting. OSHA Regulatory Status This product is NOT known to be a "Hazardous Chemical" as defined by the OSHA Hazard Communication Standard, 29 CFR 1910.1200. Potential environmental effects See section 12. 3. Composition / Information on Ingredients Ingredient(s) CAS # Percent Potassium sulfate 7778-80-5 99-100 4. First Aid Measures First aid procedures Eye contact Flush with cool water. Remove contact lenses, if applicable, and continue flushing. Obtain medical attention if irritation persists. Skin contact Brush away excess of dry material. Flush with cool water. Wash with soap and water. Obtain medical attention if irritation persists. Inhalation If symptoms develop move victim to fresh air. If symptoms persist, obtain medical attention. Ingestion Do not induce vomiting. Never give anything by mouth if victim is unconscious, or is convulsing. Obtain medical attention. Notes to physician Symptoms may be delayed. General advice If you feel unwell, seek medical advice (show the label where possible). Ensure that medical personnel are aware of the material(s) involved, and take precautions to protect themselves. Show this safety data sheet to the doctor in attendance. Avoid contact with eyes and skin. Keep out of reach of children. #15620 Pagel of 5 Issue date 21 -Feb -2012 Sensitivity to static discharge Not available 6. Accidental Release Measures Personal precautions Keep unnecessary personnel away. Do not touch or walk through spilled material. Do not touch damaged containers or spilled material unless wearing appropriate protective clothing. Keep people away from and upwind of spill/leak. Environmental precautions Prevent further leakage or spillage if safe to do so. Methods for containment Prevent entry into waterways, sewers, basements or confined areas. Methods for cleaning up Before attempting clean up, refer to hazard data given above. Use broom or dry vacuum to collect material for proper disposal without raising dust. Rinse area with water. Prevent large spills from entering.sewers or waterways. Contact emergency services and supplier for advice. 7. Handling and Storage Handling Use good industrial hygiene practices in handling this material. Avoid breathing dust. Wash thoroughly after handling. Storage Keep out of reach of children. Store in a closed container away from incompatible materials. 8. Exposure Controls / Personal Protection Exposure limits Ingredient(s) Exposure Limits Potassium sulfate ACGIH-TLV Not established OSHA-PEL Not established Engineering controls TWA PEL: No specific limits have been established for potassium sulfate (a soluble substance). As a guideline, OSHA (United States) has established the following limits which are generally recognized for inert or nuisance dust. Particulates Not Otherwise Regulated (PNOR): 5mg/cu.m. Respirable Dust 8 -Hour TWA PEL, 15mg/cu.m. Total Dust 8 -Hour TWA PEL. TWA TLV: No specific limits have been established for potassium sulfate (a soluble substance). As a guideline, ACGIH (United States) has established the following limits which are generally recognized for inert or nuisance dust. Particulates (insolubles) Not Otherwise Classified (PNOC): 10mg/cu.m. Inhalable Particulate 8 -Hours TWA TLV, 3mg/cu.m. Respirable Particulate TWA TLV. Use process enclosures, local exhaust ventilation, or other engineering controls to control airborne levels below recommended exposure limits. #15620 Page 2 of 5 Issue date 21 -Feb -2012 5. Fire Fighting Measures Flammable properties Not flammable by WHMIS/OSHA criteria. Extinguishing media Suitable extinguishing media Treat for surrounding material. Unsuitable extinguishing media Not available Protection of firefighters Specific hazards arising from Not available the chemical Protective equipment for Firefighters should wear full protective clothing including self contained breathing firefighters apparatus. Hazardous combustion products May include and are not limited to: Oxides of sulphur. Explosion data Sensitivity to mechanical Not available impact Sensitivity to static discharge Not available 6. Accidental Release Measures Personal precautions Keep unnecessary personnel away. Do not touch or walk through spilled material. Do not touch damaged containers or spilled material unless wearing appropriate protective clothing. Keep people away from and upwind of spill/leak. Environmental precautions Prevent further leakage or spillage if safe to do so. Methods for containment Prevent entry into waterways, sewers, basements or confined areas. Methods for cleaning up Before attempting clean up, refer to hazard data given above. Use broom or dry vacuum to collect material for proper disposal without raising dust. Rinse area with water. Prevent large spills from entering.sewers or waterways. Contact emergency services and supplier for advice. 7. Handling and Storage Handling Use good industrial hygiene practices in handling this material. Avoid breathing dust. Wash thoroughly after handling. Storage Keep out of reach of children. Store in a closed container away from incompatible materials. 8. Exposure Controls / Personal Protection Exposure limits Ingredient(s) Exposure Limits Potassium sulfate ACGIH-TLV Not established OSHA-PEL Not established Engineering controls TWA PEL: No specific limits have been established for potassium sulfate (a soluble substance). As a guideline, OSHA (United States) has established the following limits which are generally recognized for inert or nuisance dust. Particulates Not Otherwise Regulated (PNOR): 5mg/cu.m. Respirable Dust 8 -Hour TWA PEL, 15mg/cu.m. Total Dust 8 -Hour TWA PEL. TWA TLV: No specific limits have been established for potassium sulfate (a soluble substance). As a guideline, ACGIH (United States) has established the following limits which are generally recognized for inert or nuisance dust. Particulates (insolubles) Not Otherwise Classified (PNOC): 10mg/cu.m. Inhalable Particulate 8 -Hours TWA TLV, 3mg/cu.m. Respirable Particulate TWA TLV. Use process enclosures, local exhaust ventilation, or other engineering controls to control airborne levels below recommended exposure limits. #15620 Page 2 of 5 Issue date 21 -Feb -2012 Personal protective equipment Eye / face protection Wear safety glasses with side shields. Hand protection Rubber gloves. Confirm with a reputable supplier first. Skin and body protection As required by employer code. Respiratory protection Where exposure guideline levels may be exceeded, use an approved NIOSH respirator or NIOSH -approved filtering facepiece. " General hygiene considerations Handle in accordance with good industrial hygiene. and safety practice. When using do not eat or drink. Wash hands before breaks and immediately after handling the product. 9. Physical and Chemical Properties Appearance Solid. Color white to brown Form Crystals or Granular. Odor Odorless Odor threshold Not available Physical state Solid pH 7 (10% solution) Melting point 1956.20 OF (1069 °C) Freezing point 1952.60 OF (1067 °C) Boiling point 3072.20 OF (1689 °C) Pour point Not available Evaporation rate Not available Flash point None , Auto -ignition temperature Not available Flammability limits in air, lower, .% Not applicable by volume Flammability limits in air, upper, % Not applicable by volume Vapor pressure Not available Vapor density - Not available Specific gravity 2.66 @21°C (H2O =1) Relative density 2.662 g/cm3 Octanol/water coefficient Not available Solubility (H2O) Appreciable Percent volatile Not available Molecular weight 174.2700 Molecular formula K2SO4 10. Stability and Reactivity Reactivity None known. Possibility of hazardous reactions Hazardous polymerization does not occur. Chemical stability Stable under recommended storage conditions. -Conditions to avoid Do not mix with other chemicals. Incompatible materials Magnesium. Aluminum. ,Hazardous decomposition products May include and are not limited to: Oxides of sulphur. 11. Toxicological Information Component analysis - LC50 Ingredient(s) LC50 Potassium sulfate Not available #15620 Page 3 of 5 _ Issue date 21 -Feb -2012 „Component analysis - Oral LD50 Ingredients) LD50 Potassium sulfate 6600 mg/kg rat Effects of acute exposure . Eye May cause irritation. Skin May cause irritation. Inhalation Dusts of this product may cause irritation of the nose, throat, and respiratory tract. Ingestion May cause stomach distress, nausea or vomiting. Sensitization Non -hazardous by WHMIS/OSHA criteria. Chronic effects Non -hazardous by WHMIS/OSHA criteria. Carcinogenicity Not classified or listed by IARC, NTP, OSHA and ACGIH. Mutagenicity Non -hazardous by WHMIS/OSHA criteria. Reproductive effects Non -hazardous by WHMIS/OSHA criteria. Teratogenicity Non -hazardous by WHMIS/OSHA criteria. Name of Toxicologically Synergistic Not available Products 12. Ecological Information Ecotoxicity See below Ecotoxicity - Freshwater Algae - Acute Toxicity Data Potassium sulfate 7778-80-5 72 Hr EC50 Desmodesmus subspicatus: 2900 mg/L Ecotoxicity - Freshwater Fish - Acute Toxicity Data Potassium sulfate 7778-80-5 96 Hr LC50 Lepomis macrochirus: 653 mg/L 96 Hr LC50 L epomis macrochirus: 3550 mg/L [static]; 96 Hr LC50 Pimephales promelas: 510-880 mg/L [static) Ecotoxicity - Water Flea - Acute Toxicity Data Potassium sulfate 7778-80-5 48 Hr EC50 Daphnia magna: 890 mg/L Persistence / degradability Not available Bioaccumulation / accumulation Not available Mobility in environmental media Not available Environmental effects Not available Aquatic toxicity Not available Partition coefficient Not available Chemical fate information Not available Other adverse effects Not available 13. Disposal Considerations Disposal instructions Waste must be disposed of in accordance with federal, state/provincial and local environmental control regulations. Waste from residues / unused Not available products , Contaminated packaging Not available 14. Transport Information U.S. Department of Transportation (DOT) Not regulated as dangerous goods. Transportation of Dangerous Goods (TDG - Canada) Not regulated as dangerous goods. 15. Regulatory Information Canadian federal regulations This product has been classified in accordance with the hazard criteria of the Controlled Products Regulations and the MSDS contains all the information required by the Controlled Products Regulations. WHMIS status Not Controlled #15620 Page 4 of 5 Issue date 21 -Feb -2012 Occupational Safety and Health Administration (OSHA) 29 CFR 1910.1200 hazardous No chemical US Federal regulations This product is NOT known to be a "Hazardous Chemical" as defined by the OSHA Hazard Communication Standard, 29 CFR 1910.1200. CERCLA (Superfund) reportable quantity None Superfund Amendments and Reauthorization Act of 1986 (SARA) Hazard categories Immediate Hazard - No Delayed Hazard - No Fire Hazard - No Pressure Hazard - No Reactivity Hazard - No Section 302 extremely No hazardous substance Section 311 hazardous chemical No Clean Air Act (CAA) Not available Clean Water Act (CWA) Not available State regulations WARNING: This product contains a chemical known to the State of California to cause cancer and birth defects or other reproductive harm. Inventory name Country(s) or region Inventory name On inventory (yes/no)• Canada Domestic Substances List (DSL) Yes Canada Non -Domestic Substances List (NDSL) No United States & Puerto Rico Toxic Substances Control Act (TSCA) Inventory Yes A "Yes" indicates that all components of this product comply with the inventory requirements administered by the governing country(s) 16. Other Information LEGEND HMIS/NFPA Severe 4 Serious 3 Moderate 2 Slight 1 Minimal 0 Disclaimer Issue date Effective date Expiry date Prepared by Other information Information contained herein was obtained from sources considered technically accurate and reliable. While every effort has been made to ensure full disclosure of product hazards, in some cases data is not available and is so stated. Since conditions of actual product use are beyond control of the supplier, it is assumed that users of this material have been fully trained according to the requirements of all applicable legislation and regulatory instruments. No warranty, expressed or implied, is made and supplier will not be liable for any losses, injuries or consequential damages which may result from the use of or reliance on any information contained in this document. 21 -Feb -2012 01 -Mar -2012 01 -Mar -2015 Dell Tech Laboratories Ltd. (519) 858-5021 This MSDS conforms to the ANSI Z400.1/Z129.1-2010 Standard. #15620 Page 5 of 5 . Issue date 21 -Feb -2012 - ; Product Data Sheet Great Salt Lake Minerals Corporation SULFATE wjM A CompassV1nBlBIS Company OF POTASH AG GRANULAR ORGANIC GREAT SALT LAKE MINERALS ' CORPORATION 0-0-50 SOP 765 North 10500 West, Ogden, Utah 84404 1 (Typical SGN 350 / UI 46) ,� �� ��I; c4R �E�`S'IZE' ��ST , n .. .. ...rr.-n .., .- ..• ,..nom .. .? TYLER U.S. MESH MESH �:��T�I`Q�� -� ,.• 3 ` - . _ a'�. 'v ,. .-'•.. OPENING millimeters i - . �i TYPICAL RANGE % Cum. � ., TYPICAL % Cum. 5 5 4.00 7-42 25 6 6 3.35' 40-75 58 8 8 2.36 81-100 92 9 10 2.00 92-100 96 10 12 1.70 96-100 98 12 14 1.40 98-100 99 i Y 0.7 lb SOP / gal 50° F 10° C TYPICAL Bulk Density, loose 1.0 lb SOP /gal • lb/cu foot 75 • kg/cu meter 1550 Angle of Repose 350 Y 0.7 lb SOP / gal 50° F 10° C 0.9 lb SOP /gal 68° F 20° C 1.0 lb SOP /gal 77° F 25° C Friability <8 • — a - -» »••may •» ••�.• ,,,a� ouc.. u,-, and ybjb ur ule ueuverea product. SOP AG GRANULAR is sized to blend well with most other agricultural grade nutrient sources and performs well in broadcast spreaders. SOP AG GRANULAR is produced naturally near Ogden, Utah and available in 50 pound bags, 2,000 pound bags, and in bulk via truck & rail. Great Salt Minerals Corporation does not use animal manure or any form of waste in the production of SOP. 4 i PRODUCTION PLANT ORDERING { GENERAL OFFICE• 765 North 10500 West 1-800-551-8216 9900 W 109' Street Ogden, Utah 84404 Fax (801) 732-3373Overland Park, Kansas 662 10 ' _Compass (801) 731-3100 Fax(801)731-4881 ', (913)344-9300 Fax (913)338-7906 H - 0 Component Symbol Typical % Guarantee Potassium Oxide Equivalent Soluble Potash K20 52.3 50.0 (min.) Sulfur S 17.8 17.0 min. Sulfate SO4 53.3 Chloride Cl 0.4 0.8 max. Magnesium M 0.4 Moisture 105°C H2O 0.1 H 5 % Solution H : ' 8.0 Water Insolubles Prnd—t —nlve— ara t—;-1 T -T— i1;-- --A --- ` 0.8 _. - • — a - -» »••may •» ••�.• ,,,a� ouc.. u,-, and ybjb ur ule ueuverea product. SOP AG GRANULAR is sized to blend well with most other agricultural grade nutrient sources and performs well in broadcast spreaders. SOP AG GRANULAR is produced naturally near Ogden, Utah and available in 50 pound bags, 2,000 pound bags, and in bulk via truck & rail. Great Salt Minerals Corporation does not use animal manure or any form of waste in the production of SOP. 4 i PRODUCTION PLANT ORDERING { GENERAL OFFICE• 765 North 10500 West 1-800-551-8216 9900 W 109' Street Ogden, Utah 84404 Fax (801) 732-3373Overland Park, Kansas 662 10 ' _Compass (801) 731-3100 Fax(801)731-4881 ', (913)344-9300 Fax (913)338-7906 H - 0 Great Salt Lake. Minerals Corporation A Compass Minerals Company orpn1c K+ Product Label ORGANIC K+°SOLUBLE FINES SOP GUARANTEED ANALYSIS Soluble Potash(K20) ............................50% Sulfur(S)................................................17% 17% Combined Sulfur Derived From: Potassium Sulfate Chlorine (Cl) (Max Net Weight: See Bill of Lading Directions for use: Use in accordance with recommendations of a qualified individual or institution, such as, but not limited to, a certified crop advisor, agronomist, university crop extension publication, or apply according to recommendations in your approved nutrition management plan. This product is a commercial fertilizer — used as a plant food in agricultural crop production. Important: Avoid contact with eyes, skin or clothing. Information regarding the contents and levels of metals in this product is available on the Internet at hftp://www.aapfco.org/metals.htm Warning: This product contains substances that are known to the state of California to cause cancer and/or reproductive harm. Guaranteed by Great Salt Lake Minerals Corporation. PRODUCTION PLANT 765 North 10500 West Ogden, Utah 84404 (801) 731-3100 Fax (801) 7314881 ORDERING 1-800-551-8216 Fax (801) 732-3373 GENERAL OFFICE 9900 W109"' Street Overland Park, Kansas 66210 (913) 344-9300 Fax (913) 338-7906 amps Minerals updated 02/12 '-�t`ri .� �r�'ov1t +fir•—•«.r r ' ''''-� b,;i �u�'" �yJ�`K° ti; _7�y:r•ft5�+ ;^�drid S�MQ1 r�. ��7a-tr,;�,'*i'uk 0MRN Listed M The following product is OMRI Listed. It may be used in certified organic production or food processing and handling according to the USDA National Organic Program Rule. ' Product organic K+® Standard SOP Company Great Salt Lake Minerals Corporation Mr. Todd Denzin 9900 W 109th St, Ste 100 • Overland Park, KS 66210 Status . Category Issue Date Allowed j NOP: Potassium Sulfate – nonsynthetic 11 -Dec -09 Product number Class Expiration Date gs1-1946 Crop Fertilizers and Soil Amendments 01 -Mar -2015 Restrictions Not Applicable. a + - a - Executive Direc or — Product review is conducted according to the policies in the current OMRI Policy Manual and based on the standards in the current OMRI Standards Manual. To verify the current status of this or any OMRI Listed product, view the most current version of the OMRI Products List at www.omri.org. OMRI listing is not equivalent to organic certification and is not a product endorsement. It cannot be construed as such. Final decisions on the acceptability of a product for use in a certified organic system are the responsibility of a USDA accredited certification agent. It is the operator's responsibility to properly use the product, including following any restrictions. Organic Materials Review Institute P.O. Box 11558, Eugene, OR 97440.3758, USA Fw Oryanlc Vse t. 541.3431.7600 • fax 541.343.8971 - info@omei.org • www.omri.org .r-s�� �..i{*•..r.�"tY.Y.`�irf t�. ::gnu .�.•.:ti ;•�fy aS� 'r"�iv �f Ma �i {�.-��'1 >i::,rr .��� ��,,�T ,y �' � '� }.. 'A.S« t� _ iF ,%d 1. t• . July 5, 2016 County of Butte - Final Review Permit App: B16-0762 I N T E R W E S T Interwest No.: 201601785 CONSULTING GROUP Jordan Debrunner Butte County 7 County Center Drive Oroville, CA 95965 530-538-2954 jdebrunnerCa�buttecounty.net Plan Review:. -Addition Warehouse (17600), Replace Tent Material Address: 4936 Bell Road Interwest Consulting Group has completed a final review of the following documents on behalf of the County of Butte: 1. Drawings: Three (3) separate plan packages as follows: Plan 1 - Two (2) copies — 260 sq. ft. x 80 sq. ft. Replacement of Tent Cover: a. Sheets A1' through A3E last revised 6/14/16 by Summit Structural Design. Plan 2 — Two (2) copies — New Foundation at Un -permitted 60 sq. ft. x'80 sq. ft. Cover -All Tent Building: b. Sheets Al through S1.E revised 5/10/16. by Summit Structural Design. Plan 3 — Two (2) copies -160 sq. ft. x 80 sq. ft. New Metal Building: C. Sheets 1 through 24 dated 12/21/15 by Butler Manufacturing. d. Sheets Al through S1 Jast dated 1/22/16 by Summit Structural Design. Other plans Sheets: e. ITwo (2) copies sheet CG dated 2016 by Gregory A. Peitz, Architect f. Two (2) copies sheet 1 of 1 dated 5/25/16 by Feeney Engineering & Surveying 2. Structural. Calculations: Two (2) copies of the following: a. Metal Building Foundation. dated 4/13/16 by Summit Structural Design., b. Cover -All Tent Building Foundation dated 4/13/16 by Summit Structural Design., c. Structural Design Data dated 12/21/15 by Butler Manufacturing Company. d. Letter of Certification dated 12/22/15 by Butler Manufacturing. 3.- Miscellaneous Documents: One (1) copy of the following: a. Accessibility Upgrade Worksheet b. Plan Check Square Footage Verification C. Construction Debris Recovery Final Report d. Hazardous Materials and Emissions Questionnaire e. Two (2) copies of Product Label Sulfate of Potash Data. f. . I Two (2) copies Registered Flame Resistant Product specification by CalFire In erwest Consulting Group 11613 Santa Clara Drive l Suite 100 1 Roseville, CA 95661 6280 W. Las Positas Boulevard l Suite 220 Pleasanton, CA 94588 800-784-9050 Addition Warehouse (17600), Replace Tent Material County of Butte - Final Review 4936 Bell Road Interest Project No. 201601785 July 5, 2016 Permit App: B16-0762 Page 2 of 2 The 2013 California Building Code, 2013 California Mechanical Code, 2013 California Plumbing Code, 2013 California Electrical Code, 2013 California Green Building Standards Code, and 2013 California Energy Code were used as the basis of this review. We have no further comments. Enclosed, please find the above -noted documents bearing Interwest review stamps on the appropriate sheets. Please do not hesitate to contact us with any questions. Sincerely, INTERWEST CONSULTING GROUP a Denise V. Reese ninger, SE Plans Examiner St uc ral Engine $83 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com REVIEWED FOR CODE COMPLIANCE JUL 0 S 2016 INTERWEST CONSULTING GROUP Structural Calculations For: Client: Troy Ferguson - North Valley Building Systems Project: North Valley Ag (Existing) 80x60 Cover -All Tent Building Foundation Upgrade Address: 4936 Bell Road, Chico, CA PERMIT # N � 0� v1 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR COD COMPLIANCE DATA 1 � 116 y-a::w C. J pyo F2� Q 6 .0 isa Olt sT�T CIVI FOF C F� OIp1l1/(b REC P T'7 JUN 2 7 2016 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. t Summit Structural Design Project: Page: Engineer: r Date Design of: Foundations r—C Oz M ®0p <<C O 65 z z . ,u,,, n,r•A,•up �. :,lf:,.,..Y«. C3Q013.Swion1605;3.1- Basic toad Combos 'Soil Bearing 1500 psf Ot CL + LL Soil capacity to resist uplift T, varies":; �� DL+CL-.6W OT i•:S9st inK•w.s.Gorruwi f•:czr.E bc±�itg DL+CL i.75(.6W) • .15LL :•tncoiar r,.:.u.. Sqr Ftg for DL +'CL +..75(.7E) + .75LL Resistive Unity .601. +.6W ' Gravity (kips) .6DL + JE Soil Bearing Thiclness Length r—C Oz M ®0p <<C O 65 z z . OT Sqr Ftg for Resistive Unity ' Gravity (kips) Uplift (kips) Soil Bearing Thiclness Length Width Uplift Factor • _ Grid Line DL I CL LL Wind Eq Min Size (ft) (ft) - (ft) (ft) Load (kips) (must be s 1) END 1.00 0.209.60 -9.50 0 2.68 3.25„ 2.00 ' .4.00 5.34 1.04 TYPICAL. 1..00 0.20 9.60 -8.60 0 2.68 3 3.00 x 6.00 8.74 1.69 • • , C W • r. . , r—C Oz M ®0p <<C O 65 z z . PROJECT.' SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER: - www.stimmitchico.com DATE: DESIGN OF k t i-� t� I I_t 1 i�l ►..CriC» �•• moi... .. ,,. � ._ - T-- 44 -••-� ..._. - /�'"'�} 4 ! 1�.-..;..1 - .-.�.._�.' �. ^ ..+._.....�...�i �.... . S / � i ( BUTTE_�Q_UNT.Y,. BUILDING _ DIVISION PPROVED A hRoJEcr: ��.;� ~:� � SUMMIT STRUCTURAL DESIGN PAGE: f ENGINEER: �} www.summitchico.corn DATE.: 0 4 ! 1 tri DESIGN 4F ; IN 1j] tilfatc.:. 5 1�c, C to r� , c 1-• ca �. .ia. -�.C� `'C.Cr. `� C3r- ; }- - t`- --- 3•. E14 Lelir ..-- i t t � a , s 1 5 i BUTTE' CQUNTY :.._.-� _ .. . � ._ �- _ _,1.._, I � . „ .. ► BUILDING_ DIVISION PROJECT: .t.(0 " t't :1•... ...- PAGE-:SUMMIT STRUCTURAL DESIGN + ENGINEER:y, www.sufnmitcllicd corn DATE. 0 ""t` .l � DESIGN OF 1 4 { 1 ♦ ,t,1 (fit + �,✓S L..��- � , , � . � �.1 � Ill,,.., i ' , 1 ;. tit {� .:" �=� t_ 2 ,t(�+� , i �,_ i` } 14w �1 a �t. .. _ 'i Ile— .{ ..,.. M ....,-.b{.wv ) �...�..,+--•.+p. T »..�._;}y.,......-L.-�r,..�..+w!... fi......s.. ^-•.e.,k+r: .Fw+ h..,...+,nt.r.w..wl.,..�_w+. _.-e• .... F + � t .,. ,._- _,..� t `� 16 "" � � �..t..! J # (//^^��, "•' ....f� p. 1 `✓.\.J � {� 1 d �i t '"' 1 � �Q �"...% x, � i ..-..,�. :e,;J. ..r._ f». > -., v.,,..rri,..+,.,. ,�.n, jv a -„v w• � b i ......�,..,.+"+.7 wy" •`t .",_. e +UCOUNTY TTE ING DIVI81pN v v-A, PPROVED PROJECT.- ENGINEER: ROJECT:ENGINEER: J DESIGN OF SUMMIT STRUCTURAL DESIGN www. summttClltfa. coin ' 1?►,���-�-__ - � .I. Gar. �i� � ���,----i----• t I r - PAGE: -D DATE: 1 _ti. BUTTE COUNTY BUILDING DIVISION APPROVED OL PROJECT: i PAGE: SUMMIT STRUCTURAL DESIGN ` ENGINEER: gg / www.surnmilchlco.com DATE.- DESIGN ATE.DESIGN OF �m i F } ► . • , --- -r-�-•---- _ LL j�'�j �i � t it j. BUTTE COUNTY BUILDING DIVISION ` { APPROVED