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HomeMy WebLinkAboutB16-0089383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitcliico.com Structural Calculations For: Client: Bob Vanella - Vanella Farms Project: Vanella Farms 100x90 Metal Building Foundation rr-r Mi l 4i J ogq BUTTE COUNTY DEVELOPMENT SERVICES COREVIEWED FOR ��i1/iF'%1ANC DA-rE S Address: 13UTTTE / COUNTY JAN 15 2016 _—J DEVELOPMENT 0%/%,5 /l l;o SERVICES Note: These calculations and details are based on permit drawings by Metallic 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 Metallic Building Company without the written consent, of this Engineer is strictly prohibited and small render these calculations and specifications void. Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with tl"ie 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. Project: Engineer. Design of: Foundations Grid Line Summit Structural Design Page: Date xm•l�s.,t. 40.dtne.e.t;�,,-I CBQ0I3.Seciion 1605.3.1.- Basic Load Combos Soil Bearing 1500 psf Rw.Newaa c vsr:erps DL+CL+LL Soil capacity to resist uplift T, varies DL+CL-.6W 1A&1B ; •ilea * � e.r�ekanw.t a» .� yv DL + CL +.75(.6W) +.75LL DL + CL+ .75(.7E) + ,75LL .6DL+.6W .6DL + ,7E. OT Sqr Ftg for Resistive Unity Gravity (kips) Uplift (kips) Soil Bearing Thickness Length Width Uplift Factor DL I CL I LL Wind I Eq Min Size (ft) (ft) (ft) (ft) load (kips) (must be>.1) I 8.00. 6.00 30.00 37.70 6.5 5.42 3.5 6.00 x 6.00 18.11 1.02 PQ Summit Structural Design Project: Engineer: Date 1/13/2016 } Hairpin Design (worst case) Note: All Loads are ULT _ F -Horizontal Force I DL=, 5.10 kips o CL= 4.50 kips LL= 2250 kips - W= 31.50 kips EQ= 0.10 kips . Angie q= 30 deg f j . Steel Grade fs= 60 ksi Vu= 1.4 "DL - 13.440 kips 1.2"DL + 0.5`LL = 22,770 kips 1.2`DL + 1.6`LL + 0.5W 63.27b kips governs 1.24DL + 0.5*LL + 1.OW - 54.270 kips 1.2`DL + 1.OEQ = 11.620 kips 0.9DL + 1.OW = 40.140 kips 0.91DL + 1.0EQ _ - 8.740 kips ACI 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= 1.353 in2 Use: 3 # 5 bars As= 1.841 in2 r7 ' "Ok Anchor Designer TM Software W Version 2.4.5673.30 w 1,Prolect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & An .h parameters General Design method:ACi 318-11 Units- Imperial units Anchor Information: Anchor type; Cast -in-place Material: AB Diameter (inch): 1.000 Effective Embedment depth, he} (inch): 15.000 Anchor category: - Anchor ductility: Yes h�,u, (inch): 17.63 C i, (inch): 1,75 Smin (inch): 4.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: U = 0.9D + 1.OW Seismic design; No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> Company: Summit Structural Design Date: 11612016 Engineer: Andy Johnson, P.E. Page. 1/5 Project: Address: 383 Rio Lindo Ave 1200, Chico, CA 95926 Phone.: 530.592.4407 E-mail: andy'c@suimmitchico.com Project description: Location: I Cad(7 (� -t • t . VV C..0 S e, Fastening description.- Base escription: Base. Material Concrete: Normal -weight Concrete thickness, h (inch): 42.00 Slate: Uncracked Compressive strength, f'c (psi): 2500 Wc,v: 1,A Reinforcement condition: B tension, B shear Supplemental reinforcement No Reinforcement provided at corners: No Do not evaluate concrete breakout in tenslow No Do not evaluate concrete breakout in shear: No Ignore Edo requirement: Yes Build-up grout pad. No Base Plate Length x Width x Thickness (inch): 15.00 x12:00 x 0.38 t Z s Y t x s• a��-a M f4. ; Na F, s�7kyl 1`A r `�.i . •. 1 ,E 'r F ' i }, � M Q� • r£r i``„ ;i��, n�.�� , "'.. ��}�i i t.� r, €. hiput data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibfliiy, S+,rl7san S trona= rie Company hic 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.047.357 } %wnv,strongtie.com o ib <Fgure 2> "-TI Anchor Designer""' Software Version 2.4,5673.30 Company: Summit Stnictural Design Date: 1!6/7.016 Engineer: Andy Johnson, P.E. Page: 2/5 Project: Address: 383 Rio Undo Ave #200, Chico. CA 95926 Phone: 530.592.4407 E-mail: aildy@summ;tchico.com Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PABB (1"0) jiiiifi�#t1::ski'�:L'... :.'�Y' F3.,»;+'.; r.6rz '.A3t•.N:3fvsa3 rt4W.#ttF71F$prtrtK,. F,i, t[ Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Smrpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560,0000 Fax: 925.847.3871 wmw,strong tie, coin Anchor DesignerTM Software Version 2.4,5673.30 Company: Summit Structural Design bate: 116/2016 Engineer: Andy Johnson, P.E. Page: 3/5 Project: Shear load x, Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@summitchico.com ;!,..Resulting Anch r o Anchor Tension load, Shear load x, Shear load y, Shear load combined, hiue (lb) VuaY (lb) Vuay (lb) lt(VVO.Y)�+(Vua:r)° (Ib) 1 5200.0 10160.0 0.0 10160.0 2 5200.0 10160.0 0.0 10160.0 3 5200.0 10160.0 0.0 10160.0 4 5200.0 10160.0 0.0 10160.0 Sum 20800.0 40640.0 0.0 40640.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Iby 20800 Resultant compression force (lb): 0 Eccentricity of resultant rtension forces in x-axis, e'Nt (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e't4y (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'va (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'w, (inch): 0:00: 4. Steel Strength of Anchor in Tension(Sec MAI Ma (lb) 0 ON,. (Ib) 35150 0,75 26363 5. Concrete Breakout Sjtr�.nnth of. Anchor In Tenaio�(Sec D.5.2) No=16..4rch,P (Eq. D•7) %a r. (psi) hm (In) Ni, (ib) 1.00 2500 15.000 72986 <Figure 3> ONcov=¢(Arae/Aaco)'/'ep,N'I'ar7r+yac,Ni/'cpt4Nc (Sec. DA1 & Eq. D-4) Aye (in') , Are. On') y�e4N /'euN 'Ne:N '/%N Nb (lb) yd ONW* (Ib) 2639.39 2025.00 1,000 1.000 1.25 1.000 72986 0.70 83239 6. Pullout Strength of Anchor In Tension (Soc D 5 31 dNan = 13111c,PNp = 01&..P8Atirvrc (Sec. 0.4.1, Eq. D-13 & D-14) '/i P A&u IV) P. (psi) 0 ON,, (lb) 1.4 5.46 2500 0.70 107106, Input data and results must be checked for agreement with tate existing circumstances, the standards and guidelines must be checked for plausibility. Sn pwn SworID fie (. ''on)taany Mr-, 5955 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Pax: 925,84 .3871 vnvw,strongtie,com Anchor DesignerT"' Software Version 2.4.5673.30 ar 8. Steel Strength of Anchor in Shear (Sec. 0.6.11, V:A (Ib) Ovauloyr;, (lb) .21090 1.0 0.65 13709 ,a.- .-.,,% :" Company: Summit Structural Design Date: 1/6/2016 Engineer. Andy Johnson, P. E. Page: 4/5 Project: Status Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 1530.592.4407 E-mail: I andy@summitchico.com 9. Concrete Breakout Strength of Anchor In Shear (Sec D 6 2) Shear perpendicular to edge In x-cilrectlon: Vh, = minl7(In1dn)"•ZJdndn`lrccns''s; 9).agrcc d-Ij (Eq. 13-33:8 Eq: D34) 1. (in) do (in) to rc (psi) c", (in) Vb, (lb) 8.00 1.00 1.00 2500 28.00 66673 0Venar = 0 (Av./Ave.) 111nr,V'Nn,M, (Sec. D.4.1 & Eq. 0-31) Avc (in`) Av. (ina) ne,v 'INed,v 'Nc,v 1'qv Vex (lb) yj {Nabi. (lb) 3024.00 3528.00 1.000 0.943 1.400 1.000 66673 030 52805 Shear parallel to edge in x -direction: Vey = minl7(/n/d")"7Jdu%n�rcCntt'S: 9 o�racnr� s� (Eq. 0-33 E Eq. D-34) In (in) do (In) L,, N (psi) ca, (in) Vby (Ib) 8.00 1.00 1.00 2500 28.00 66673 ¢Vcnr, _ 0 (2)(Avcl AvQV,'ac;vIII. y'l�c.v'Ph,vVi;y (Sec. D.4.1 & Eq. D-31) Ave (in) Av= (in') /'en,v le:ty '1'e,v 75,v Vhy (lb) d 01/cnp. (lb) 3024.00 3528.00 1.000 1.000 1.400 1.000 66673 0.70 112011 10: Concrete Pry_out_Strenath of Anchor in Shear (Sec. 0.6.31 OVm = OkcpNcng = Okcp(ANc/Amo)'1'oc,N'11err,N'1'4N'1 cp,riNb (Eq. D41) k%, Ari; (in:?) At&. (int) '1 mo IWN 'AcV '/cp,N Ne (ib) 4yV�7✓ (ib) 2.0 2639.39 2025.00 1.000 1.000 1,250 1.000 72986 0.70 166479 11- Results Interaction of Tenslle and Shear Forces (Sgg, 0.71. Tension Faclored Load, N„n (lb) Design Strength, oNn (Ib) Ratio Status Steel 5200 26363 0.20 Pass Concrete breakout 20800 83239 0.25 Pass (Governs) Pullout 5200 107106 0.05 Pass Shear Factored Load, V,o (Ib) Design Strength, ©V„ (lb) Ratio Status Steel 10160 13709 0.74 Pass T Concrete breakout x+ 40640 52805 0.77 Pass (Governs) ll Concrete breakout y- 20320 112011 0.18 Pass (Governs) Pryout 40640 166479 0.24 Pass Interaction check N..ION" v„nl¢V„ Combined Ratio Permissible Status Sec. D.7.3 0.25 0.77 102.0% 12 Pass PAB8 (1" 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. S!hIj,asor, SI(anu-Tie Company hic 5955 W. Las Positas Boulevard_ Pleasanton, CA 94588 Phone. 925.560.9000 Fax: 925.847.3871 %,vm.strangtie.com Anchor Designer'" Software Version 2.4,5673.30 0 T. -----.......-.-.- -_- 1.Prolect Informption Customer company: Customer contact name: Customer e-mail: Comment: 2, Input. Data & Anchor Parameters General Design method:ACI 318-11 Units. Imperial units Anchor Information: Anchor type: Cast -in-place Material: AB Diameter (inch): 1,000 Effective Embedment depth, her (inch): 15.000 Anchor category: - Anchor ductility: Yes h w, (inch): 17.63 C.m (inch): 1.75 Smi,, (Inch): 4.00 Load and Geometry Load factor source: Act 318 Section 9,2 Load combination: U = 1.20 + 1.6(Lr or S or R) + 140L Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1? Company: Summit. Structural Design Date:1/6/2016 Engineer: Andy Johnson, P.E. Page: 1/4 Project: Address: 383 Rio Undo Ave 4200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@summitcliico.com Project description: t 1 Z Location: icoJ caSC Fastening description: Base Material Concrete., Normal -weight Concrete thickness, h (inch): 42.00 State: Untracked Compressive strength, Pr (psi): 2500 'K,v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore Edo requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 15.00 x 12.00 x 0.38 x a z t# d r' r v till s r�, e 's (j, r 'r w Ptd v', AA ,�,,,, �*� a '1� N��< vI'`' �,� L ti.� �, r �;'� x �► � �R r u m„a � F 2 rs' f�'-F. u � '?, �I"'"Ci'�t � � wf ss .�; Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be Checked for Plausibility, 6111100n Strang -Tie ConlpenY Inc. 5956 W. Las Posilas Boulevard Pleasanion, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www,strongtie.com -' OD ' Anchor Designer TM Software Version 2.4.5673.30 0 Company: Summit Structural Design Date; 1/6/2016 Engineer: Andy Johnson, P.E. Page: 2/4 Project; Address: 383 Rio Undo Ave ,0200, Chico, CA 55926 Phone: 530.592,4407 E-mail; 1 andy@summitcliico.com <Figure 2> `y ��`• aii a titf� l6 1��f� 1 i�, j(} � •.li y t' ���'� � 4 ie� � �kY 1 'hw {max l f �� � � � �' i it, &F`taM�y�i'rd� ���t d��� �i ri III a{hIII1�' w; t w ar a � I >;o Lt � "f rs YDt' ;�tt�»t�F'�}I It�i a•f ty�t .a s Ic11 411 IfI t $ a!j 4 luo' iPl li � D, �� j•"�1 t.�. afi Pt 1 1 F t s t �♦' r{ t.a t[�, 9�7,��y:f `may .;, a� .t. � t a ei•. C �r�r � ,�• i4 i?^L1.�`4 s „� �iTr t +•,' A r�. <t< .r x a� k}j 1 ^t (qtl r. Y ��. t t 4 Ni L 1 07".`t r± l Iy� ""u ?r H & 1r i �'`� x �i.� -�,!-' AWL". 1 r � _a #I ° tii'I �il�ayQ �' FNP!," i i7 1+ r a ltrnl, / r I a I i,r Alt r S t �� a r1a�'4'y �t t ^-yq 1tM "IT ; ! t` ky 4'a. r t. , f' � a.. rlh 4 1. � hall t a � u 1" a �a s e 1 R s t �" 6 ""` c as � i�+ ♦� .1'F 11 I II'!iI �y � � � I i_ +w, r, � $ 1� � r � �n ��z` ,�✓� � t� r����+k�F �u'e qtr t -:. � r,.F_ � � F � q �. btMir W �..r'.h� sxt� a`t 't7,�, I�,.14�' t - ,. ., __ ,+..w __ ... _.J -- --'-'. atm_... _ - Recommended Anchor Anchor Name, PAR Pre -Assembled Anchor Bolt PAB8 (VO) �t't �srawrr 'f,i=iacr3F:+#o ictBM^r+r. s x+;= c - Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be Checked for plausibility. 5mmp1300 Strong] --'ie, Company Inc 6956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925,560.9000 Fax; 925.847.3871 wsv«,strong tic, corn a 1:h'ia Anchor Designer TM4 " n Software Version 2.4.5673.30 Company: ...,. _Summit Structural Design Date: 1/6/20'16 Engineer: Andy Johnson, P.E. Page: 314 Project: Anchor Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@summitchico.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nun (lb) Vunx (ib) Vuny (lb) (lb) 1 0.0 11880.0 0.0 11880.0 2 0.0 11880.0 0.0 11880.0 3 0.0 11880.0 0.0 11880.0 4 0.0 11880.0 0.0 11880.0 Sum 47520.0 0.0 Maximum concrete compression strain (aiao): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'NK (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'r+y (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'w (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 8. Steel, Strength of Anchor in Shear (Sec. D.6.1"�1 V,e (lb) 00,0W0 OoouiNso (lb) 21090 1,0 0.65 13709 <Figure 3> 9. Concrete Breakout Strength of Anchor In Shear (Sec, D.6.21 Shear perpendicular to edge to x-directlon: V°; 9Adfccad4l (Eq. D-33 & Eq. D-34) 4 (in) da (in) An 17c (psi cnf (in) Vo. (lb) 8.00 1.00 1.00 2500 28.00 66673 OVeo° = 0 (Avr/Avco)'I'w..,v`1'ea,v'/'r.v'I'n,uVnf (Sec. D.4.1 & Eq. D-31) 47520.0 Ate (in7) Av. (inx) V ec,v '/'od,v. 9'e,v 'I�n,v Vox (1) 0 ¢Vroyc (Ib) 3024.00 3528.00 1.000 0.943 1.400 1.000 66673 0.70 52805 Shear parallet to edge in x -direction: Vby = mini7(la/da)°Aida>.oiiPxcai' S; 9:iolrlrcar'si (Eq. D-33 & Eq. D-34) /e (in) de (in) J.a rr (psi) cad (in) Vby (Ib) 8.00 1.00 1.00 2500 28.00 66673 ¢Veep+=0(2)(AvolAvea)'/''erv%d.v!1'c;v'1itvVey(Sec. DAA & Eq. D-31) Ave (int) Avm (in') !1'er„y 111.a.v 'I'e,v Voy (Ib) 0 01/cw, Ob) 3024.00 3528.00 1.000 1.000 1.400 1.000 66673 0.70 112011 10 Concrete Pryout Strength of Anchor in Shear (Sec D 6 31 7OVrpp. =. OkoNead = Okcn(Am / Awo).!I oo.N !1 od: N !I'C N !l cgNNn.(Eq. 0-41) kcp AN, (In`) AN,. (int) `/er.,N /'euN N N '/cp,N N° (lb) 0 OVcjw (ib) 2.0 2639.39 2025.00 1.000 1.000 1,250 1.000 72986 0.70 166479 11, Rgsults Input data and results must be checked for agreement with the existing circumstances` the standards and guidelines trust be checked for plausibility, Simpson Strong -Tie. Company hw- 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone'. 925.560.9000 fax; 925.847.9871 www,strongtie.corn 0 • Anchor Designerlmk"­_- # Software Version 2.4.5673.30 e Company'. Sulnm,it-,PtructuraI Design Date; 1/612016 Engineer: gndy Johnson, P,E. Page.. 1 4/4 Project, Design Strength, oW (lb) Address'. 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@sumi-nitchico.com Interaction of Tensile and Shear F=gj§ec D:71 Shear Factored Load,.V. (lb) Design Strength, oW (lb) Ratio Status Steel 11880 13709 0.87 Pass T -Concrete breakout x+ 47520 52806 0.90 Pass (Govorns) Concrete breakouty- 23760 1120111 0.21 Pass (Governs) Pryout 47520 166479 0.29 Pass PAB8 (1 "0) with hef = 15.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor Is waived per • designer option.. -.Designer must exercise own, judgement to determine if this design is suitable. .input data and results must be checked for agreement wittl the existing circumstances, the standards and guidelines must be checked for plausibility, Simpson Strong -Tie Cornourry inc. '5958, W. Las Positas-Botilevard Pleasanton, CA 04588 Phone: 925,560.9000 Fax: 925.847,3871 mm,stronglie.corn Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 .(530) 538-7601 Telephone (530) 538-2140 Facsimile www.buftecountv.neVdds www.b6ftegeneralalan.net u ADMINISTRATION ` BUILDING PLANNING MINIMUM EROSION AND SEDIMENT CONTROLS FOR' PROJECTS DISTURBING LESS THAN ONE ACRE b'The BMP's (Best Management Practices) listed below must be in place during the rainy season (October 15 through April 15) and may be required 'at other times based on weather and site conditions throughout the year. The BMP's listed are minimum requirements and additional BMP's could be required based on site conditions. • Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6° deep over construction grade fabric. • All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. s ' Wattles installed properly behind curb or sidewalks. • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. • Internal filtem placed inside each drain inlet. t Trash bars across the back of all drain inlets. • Stabilize all disturbed soils in the front yard areas within 15' of the back of.curb or sidewalk. (Straw or erosion blankets may be used for this application) • Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion blankets may be used for this application) • All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. • All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint y buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. • After installation of the above items is complete amaintenance program needs to be developed to insure the continued effectiveness of your BMP's. K:\BUILDING\2011Wpproved forms\Res Green Bldg. forms\Erosion & Sediment Control Measures.doc r f = �P S � y � N ep O -p Q- 3 r P a P Q n � P 3 EXHIBIT A DRAWING 0 Q O O 3 + - < = O N .. • of P h aD i r h .s 3 P Igry 00D0000000 3 000000000q C 3 'n n N 0000000000 _ • - 0 000 000000 ILi - Q O tp 3 N N Q o I 0 - n 0 X,CL o • y 3 P p UI '{' c:n ` N P `SID z I �. 3 .. Q A 0 Q. W .n P3 N P. P a JI ( , 3 3 n ,cry < O , n - m ef- �p y K:\BUILDING\201 RApproved forms\Res Green Bldg. ' formsTrosion & Sediment Control Measures.doc w IMA Butte County Department of Development Services -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Permit Center Phone 530.538.6861 Fax 530.538.7785 axvw buttecomrtv.netldds SPECIAL INSPECTION NOTE For Building Permit # B I (::, Assessor's Parcel # 03 �- 2),o" O 2 L1 Structural Tests & Special Inspections- 2013 California Building Code Chapter 17: In addition to the inspections required by Division II, Section 110, the owner or Registered Design Professional acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under section 1704. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. Duties and Responsibilities of the Special Inspector! 1. The special inspector shall observe the work assigned for conformance with the approved design, drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him or her, so inspections must also be made by the Butte County Building Division. 5. Any change in special inspection firms. made after permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. Butte County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents properspecial inspection. Special Inspection is required for the following items: ❑ Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). ❑ Structural Masonry High Strength Bolting ❑ Welding ❑ Bolts Installed in Concrete ❑ Other: *Name of Special Inspection Company: *PENDING APPROVAL. SPECIAL INSPECTION COMPANY SHALL PROVIDE A STATEMENT OF QUALIFICATIONS AND COPIES OF CURRENT SPECIAL INSPECTOR CERTIFICATIONS FOR APPROVAL BY THE BUILDING DIVISION PRIOR TO /`! 5. �� 1 ' 3 to j .... ... .... ...., S DESIGN PACKAGE BUILDER: Ginno Construction CUSTOMER: Bob Vanella JOB NUMBER: 15-B-19397 TABLE OF CONTENTS Original Design Completed thru Change Order # 3 Revision History PERMIT # G ! ( -cc e BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR C® E COMPLIAfN E DATE Z S (o BY — Rev # Update Reason for Revision Reactions? . Page Design Criteria 2 Notes on Drawings 3 Deflection Criteria 4 Project Layout NA Building A 5-8 Special Details NA Reactions 9-10 Original Design Completed thru Change Order # 3 Revision History PERMIT # G ! ( -cc e BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR C® E COMPLIAfN E DATE Z S (o BY — Rev # Update Reason for Revision Reactions? . Pages Revised Date Eng. Revised 0 NEW Original Design NA 12/15/15 SIG 1 YES Change Order 43 ALL 1/4/16 SIG Project Engineer: Suzanne Gutierrez- Atwater, CA Checking Engineer: Ronald Bennett Signing Engineer: Ronald Bennett r BUTTE COUNTY JAN 1a 2016 DEVELOPMENT SERVICES '�I b —0EV r M�EfTl�kl December 21, 2015 GINNO CONSTRUCTION INC 297 CONVAIR AVE STE 2 CHICO, CA 95973-8698 15-B-19397 BOB VANELLA CHICO, CA 100'0" x 90'0" x 23'3-1/2" To Whom It May Concern: t 4 .41 ACCREDITED This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Metallic Building Systems. The attached design criteria information is to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Metallic Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Metallic Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Metallic Building Systems Materials for Metal Buildings An NCI Company Ronald W. Bennett, P.E. Chief Design Engineer 15-B-19397 Jan 6 2016 Page 1 of 1 Job Number ........................ 15-B-19397 Builder ........................... GINNO CONSTRUCTION INC Jobsite Location .................. BOB VANELLA,NONE,California Building Code 2013 CALIFORNIA Building Risk, Category ............ Normal (Risk Category II) Roof Dead Load Superimposed ................. 2.91 psf Collateral 4.00 psf (4.00 psf Acoustical Ceiling 0.00 psf Other) Roof Live Load 20.00 psf no reduction Wind Ultimate Wind Speed (Vult) 110.00 mph Nominal Wind Speed (Vasd) .... 85 mph (IBC section 1609.3.1) Wind Exposure Category ....... C Internal Pressure Coef (GCpi) 0.00/0.00 Loads fcr components not provided by building manufacturer Other Areas 18.39 psf pressure -18.39 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category D Soil Site Class D Stiff Soil Ss 0.597 g Sds ..... 0.526 g Sl........................... 0.260 g Shc ..... 0.326 g Analysis Procedure Equivalent Lateral Force Column Line 1-4 SWA & SWC Basic Force Resisting System C4 B3 Response Modification Coefficient (R) 3.50 3.25 Seismic Response Coefficient (Cs) 0.150 0.162 Design Base Shear in kips (V) 17.71 16.71 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 2 Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold -formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class.l, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN/CSA G40.20/G40.21 or equivalent. Bolted joints with A325 Type 1 bolts greater than 1/2" diameter are specified as pre -tensioned joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, December 31, 2009. Pre -Tensioning can be accomplished by using the turn -of -nut method of tightening, calibrated wrench, twist -off -type tension -control bolts or direct -tension -indicator as acceptable to the Inspecting Agency and Building Official. Installation inspection requirements for pre -tensioned joints (Specification for Structural Joints Section 9.2) using turn -of -nut method is suggested. The connections on this project are not slip critical. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the metal building manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site y specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. This project is designed using manufacturer's standard serviceability criteria. Generally this means that all deflections are within typical performance limits for normal occupancy and standard metal building products. The building has been designed as open with obstructed flow in accordance with the building code. The addition of wall framing or sheeting on any portion or all of the walls will require that the building be reviewed by a licensed engineer for structural adequacy. Modifications to the building due to the addition of wall framing or sheeting are not part of this project. The materials by the manufacturer will be fabricated in a facility that has received certification of accreditation for the Manufacturers of Metal Building Systems (AC472) from International Accreditation Service (IAS). This certification is recognized under Section 1704 of the IBC for approved fabricators. X -Bracing is to be installed to a taut condition with all slack removed. Do not tighten beyond this state. 3 The Service Seismic limit as shown here is at service level loads. r 4 Job Number ........................ 15-B-19397 Builder :........................... GINNO CONSTRUCTION INC Jobsite Location .................. BOB VANELLA, NONE, California The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS...: BLDG -A Ceiling Type : Acoustical or Other Roof Limits Rafters Purlins Panels Live L/ 180 150 60 Snow L/ 180 180 60 Serviceability Wind L/ 180 180 60 Total Gravity L/ 120 120 60 Total Uplift L/ N/A N/A 60 Frame Limits Sidesway Portal Frame Sidesway Live H/ 60 Snow H/ 60 Serviceability Wind H/ 60 Seismic Drift H/ 40 40 Crane H/ 100 Serviceability Wind H/ N/A 60 Total Gravity H/ 60 Service Seismic H/ 40 40 Wall Limits Limit Total Wind Panels L/ 60 Total Wind Girts L/ 90 Total Wind EW Columns L/ 120 The Service Seismic limit as shown here is at service level loads. r 4 m z tj D r r m w 9 Cil , O O R)O ox 0 m Z OMS -l-l'dM3G I S w X08/ /T -C,62 w x0 ;06 BOBIn VANELLA 4 4 90' Ox M 23' 3-1PEN r� � 4 1'2 -� 30' 0 30' 0 30'0 9010 SIDEWALL SWA GINN❑ C❑NSTRUCTI❑N Job No: 19397A ver01-sgutierrez IMA z w X0 WIT. b-, O Ln r - (U /4� /20 20 2� X120 /440) 90' Ox M 23' 3-1PEN r� � 4 1'2 -� 30' 0 30' 0 30'0 9010 SIDEWALL SWA GINN❑ C❑NSTRUCTI❑N Job No: 19397A ver01-sgutierrez IMA z w X0 WIT. b-, O Ln r - (U Metallic Design Summary Program User: sgutierrez Job Number: 19397A Design Summary Report Version: 5.08.1 run01 Date: 01/04/16 Start Time: 07:36:45 R:\..\15-B-19397\ver01-sgutierrez\Bldg-A\run01\19397A bldg_A_01.cds M A I N B U I L D I N G DESIGN SUMMARY REPORT All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. ROOF PLANE ------- RPA R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run01\AroofRPA 0l.edf Panel PBR26 Purlins .................. 55.0 ksi Yield Strength Eave Struts .............. 55.0 ksi Yield Strength PURLIN SPACING :.13@3'6 3.2284 1'3-1/4 Bay Length Member Size Brace L Lap R Lap # (ft) Identification" Locations Exten Exten --------------------------------------------------------------------- 1 30.000 8X2.5Z12 None S 0.000 3.146 C 2 30.000 8X2.5Z14 None C 3.146 2.479 C 3 30.000 8X2.5Z12 None C 2.479 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2-15 @ Supports: 1,2,3,4 Purlin Stiffened Clips @ Level 2,8,15 @ Supports: 1,2,3,4 Purlin Backup Plate @ Level 2,8,15 @ Supports: 2,3 ROOF PLANE ------- RPC R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run01\AroofRPC_01.edf RPC SAME AS RPA (MIRRORED) RPC Purlin Strut @ 21.000 (ft) 8X2.5Z12 Bays 1,3 RPC Purlin,Strut @ 21.000 (ft) 8X2.5Z13 Bays 2 RPC Purlin Strut @ 42.000 (ft) 8X2.5Z12 Bays 1,3 RPC 'Purlin Strut @ 42.000 (ft) 8X2.5Z14 Bays 2 RPC Purlin Strut @ 50.000 (ft) 8X2.5212 Bays 1,3 RPC Purlin Strut @ 50.000 (ft) 8X2.5214 Bays 2 RPA Purlin Strut @ 58.000 (ft) : 8X2.5Z12 Bays 1,3 RPA Purlin Strut @ 58.000 (ft) 8X2.5Z14 Bays 2 RPA Purlin Strut @ 79.000 (ft) 8X2.5Z12 Bays 1,3 RPA Purlin Strut @ 79.000 (ft) 8X2.5Z13 Bays 2 SWC Eave Strut @ 23.292 (ft) 8X3.5E14 Bays 1-3 SWA Eave Strut @ 23.292 (ft) 8X3.5E14 Bays 1-3 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. 2) All purlin strut rows use the same lap lengths as the main purlin design. Eave strut interior connection at SWA, SWC uses (4)-1/2" A325 bolts w/SC-18 plate. Eave strut connection at end -frame uses (4)-1/2" A325 bolts. BRACING ---- Roof: 1 bays Rod Plane SWA, SWC : 1 bays Rod Plane EWB, EWD :End Frame 6 r � � Metallic Design Summary Program User: sgutierrez Job Number: 19397A ------------------------------------------------------------------------------- SIDEWALL PLANE SWA -- ( 8.250" Inset columns ) R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run01\AwallSWA_Ol.edf OPEN AREAS: open to wind Size Wall Distance 9010 x 2313-1/2 SWA 010 SIDEWALL PLANE SWC -- ( 8.250" Inset columns ) R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run01\Awal1SWC Ol.edf OPEN AREAS: open to wind Size Wall Distance 9010 x 2313-1/2 SWC 010 Endwall Plane EWB Design Expandable Frame (CS ) R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run01\AwallEWB 01.edf OPEN AREAS: open to wind Size Wall Distance 10010 x 2715-1/2 EWB 010 COLUMNS ----- <NONE FOR THIS WALL LOCATION> Endwall Plane EWD Design ........ Expandable Frame (CS ) R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run01\AwallEWD_Ol.edf OPEN AREAS: open to wind Size Wall Distance 10010 x 2715-1/2 EWD 010' COLUMNS ----- <NONE FOR THIS WALL LOCATION> 7 Metallic Building Systems FRAME ID #11 USER NAME:sgutierrez DATE: 1/ 4/16 TIME:07:51:50 PAGE: 11-1 cs 100./23.292/30. 20./110./0. JOB NAME:19397A FILE:a frames l-4.fra LOCATION: Gridlines 1 2 3 4 (1) All sectional dimensions are in inches. DETAIL FILE: tive\Eng\15-B-19397\ver01-sgutierrez\Bldg-A\Drftg\xllL (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 8494 lbs 42.0 35.1151 24.0 PURLINS(horz. from save) :8"-Z 1303'6",3'2.3/4" 24.0 24.0 - GIRTS vert. from floor): 8"-Z 8.25" SPLICE HORZ STF CAP (EXT) co rnWMV,rmrnu nRTATT.0 • * — i �, z a Location(1*-B 2 3 4 5 6 7 8 9 10 Web Dep. 14.0 28.4776 42.0 N/A 42.0 35.1151 24.0 24.0 24.0 24.0 Type BASE SPLICE HORZ STF CAP (EXT) 4E/4E SPLICE SPLICE SPLICE SPLICE 2E/4E Plate (DN) 12.0x0.625 N/A 5.75x0.625 12.0x0.625 12.0x1.0 N/A N/A N/A N/A 8.0x0.625 Plate(UP) N/A N/A N/A N/A 10AX1.0 N/A N/A N/A N/A 8.OXO. 625 Bolts (4)-1 N/A N/A N/A (16)-1 N/A N/A N/A N/A (12)-3/4 REACTIONS BUILDER: Ginno Construction CUSTOMER: Bob Vanella JOB NUMBER: 15-B-19397 Notes 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future mailing. 2) The reactions provided have been created with the following layout (unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings (a) Left and Right columns are determined as if viewing the left side of the building, as shown on the anchor rod drawing, from the outside of the building. (b) Interior columns are spaced from left side to right side. (2) Single Slope Buildings (a) Left column is the low side column. (b) Right column is the high side column. (c) Interior columns are spaced from low side to high side. c) Endwalls (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right. d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer. e) Anchor rods are A36 or A307 material unless noted otherwise on the anchor rod layout drawing (F1 sheet). f) X -Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. (2) For IBC and UBC based building codes, when x -bracing is present in the sidewall, individual longitudinal seismic loads (RBUPEQ and RBDA EQ) do not include the amplification factor, Qo. (3) For IBC and UBC based building codes, when x -bracing is present in the endwall, individual transverse seismic loads (EQ) do not include the amplification factor, 00. 3) Reactions are provided as un -factored for each load group applied to the column. The foundation engineer will apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications to determine bearing pressures and concrete design. The factors applied to load groups for the steel column design may be different than the factors used in the foundation design. Maximum reactions are not provided by the manufacturer to allow the foundation engineer to determine the correct values for his design procedures and allow for an economical foundation -design. Rev C 12/29/09 NCI Engineering Center of Excellence FRAME ID #11 USER NAME:sgutierrezDATE: 1/ 4/16 PAGE: 11- cs 100./23.292/30. 20./110. JOB NAME:19397A FILE:a frames 1-4.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 1 2 3 4 NOTES:(1) All reactions are in kips and kip -ft. TIME:07:51:50 REACTtb'N I�pA' ¢R overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions. eismic-"BASE-ONLY" combination reactions include an overstrength factor of: 2.000 V�V HL f 1 VL *-B LOAD GROUP REACTION TARLE * 1 2 3 4 COLUMN Roof Dead Load *-B DL LL *-A LOAD GROUP HL VL LNL HR VR LNR DL 5.1 8.0 0.0 -5.1 8.0 0.0 LL 22.5 30.0 0.0 -22.5 30.0 0.0 COLL 4.5 6.0 0.0 -4.5 16.0 0.0 EQ -2.2 -1.0 0.0 -2.2 1.0 0.0 RBUPEQ 0.1 -6.5 -8.4 -0.1 -6.5 -8.4 WL1 3.5 27.1 0.0 -31.5 19.9 0•.0 WL2 -25.5 -29.3 0.0 2.4 -8.3 0.0 WL3 -33.6 -24.5 0.0 6.1 -28.7 0.0 WL4 -32.0 -33.4 0.0 7.6 -19.8 0.0 WL5 31.5 19.9 0.0 -3-.5 27.1 0.0 WL6 -2.4 -8.3 0.0 28.8'-29.3 0.0 WL7 -6.1 -28.7 0.0 33.6 -24.5 0.0 WL8 -7.6 -19.8 0.0 32.0 -33.4 0.0 LWL1 25.1 25.0 0.0 -25.1 25.0 0.0 RBUPLW 0.2 -11.9 -15.4 -0.2 -11.9 -15.4 LWL2 -12.2 -25.1 0.0 12.2 -25.1 0.0 LWL3 18.4 15.9 0.0 -18.4 15.9 0.0 LWL4 -21.5 -37.7 0.0 21.5 -37.7 0.0 RBDWEQ -0.1 6.5 0.0 0.1 6.5 0.0 LOAD GROUP DESCRIPTION Roof Dead Load DL LL Roof Live Load COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longit. Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load WLS Lateral Primary Wind Load WL6 Lateral Primary Wind Load WL7 Lateral Primary Wind Load WL8 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Mind Load LWL4 Longitudinal Primary Wind Load RBDWEQ Downward Acting Rod Brace Load from Long. Seismic 10 Metallic Page: 1 Bracing Design Program User: sgutierrez Job Number: 19397A Design Summary Report Version: 5.08.1 run01 Date: 01/04/16 Start Time: 07:36:28 R:\Jobs\Active\ENG\15-B-19397\verOl--sgutierrez\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2013 CALIFORNIA (Reference 2012 International Building Code) Windforce-resistance System.Per: 2010 ASCE 7 Longitudinal wind loading case 1 (Endwall EWB is windward endwall) 110 mph Main framing wind load and coefficients Fully Open Building, Normal Building Category, EXPOSURE C 910 of endwall surfaces in interior zone 9% of endwall surfaces in end zone within 9 feet of wall corners Velocity pressure coefficient ( Kh)............ .................... 0.931284 Directionality Factor ( Kd)........................................ 0.85 Basic Pressure ( Qh)............................................... 24.52033 Topographic factor - Kzt at mean roof height = 1.0000 0.00 ft to 15.00 ft = 1.0000 15.00 ft' to 20.00 ft = 1.0000 20.00 ft to 25.00 ft = 1.0000 25.00 ft to 30.00 ft = 1.0000 Wind Load on Frame Area: Kb=0.800 Ks= 1.14 AE=2537.50 sq.ft. Frame area is estimated to be 10.0 percent of the endwall area. Total load applied to longitudinal bracing system (F) = 30.8 Kip and F/(N*AE)= 3.037 PSF Roof Brace External loading .6*W Brc T Brc T Brc strut spans applied to strut line --------- -------------------------------- ------ Total /bay ------ ------ Allow ------ PLANE RPC: 1 2.830 TOTAL 0.707 @ FRAME LINE 1, 2, 3, 4 20.000' Transfered = 7.521 9.05 2 6.065 TOTAL 1.516 @ FRAME LINE 1, 2, 3, 4 20.000' Transfered = 3.8.82 4.67. 3 6.470 TOTAL 1.617 @ FRAME LINE 1, 2-, 3, 4 40.000' Transfered = 0.000- 0.00 4 0.000 TOTAL 10.000, Transfered = 0.000 0.00 5 6.470 TOTAL 1.617 @ FRAME LINE 1, 2„ 3, 4 0.7500" ROD 9.05 10.60 0.5000" ROD 4.67 4.79 0.5000" ROD 0.00 4.79 0.5000" ROD 0.00 4.79 0.5000" ROD It 20.000' Transfered = 3.882 4.67 4.67 4.79 6 6.065 TOTAL 1.516 Q FRAME LINE 1, 2, 3, 4 `0.7500" ROD 20.000' Transfered = 7.521 9.05 9.05 10.60 7 2.830 TOTAL 0.707 @ FRAME LINE 1, 2, 3, 4 PLANE RPA:' --------- -------------------------------- ----- ------ ------ 12 Metallic Page: 2 Bracing Design Program User: sgutierrez Job Number: 19397A Design Summary Report Version: 5.08.1 run01 Date: 01/04/16 Start Time: 07:36:28 R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 12.534 Transfered from roof Tier 1 23.29' 2.830 TOTAL 0.707 @ FRAME LINE 1, 2, 3, 4 Transfered = 15.364 0.6*W = 0.6 * 15.364 = 9.22 Load / Bay = 9.22 / 1 bays = 9.22 Brace T / Bay = 11.67 Rod Design = 0.8750" ROD Brace Allowable = 14.66 Wall Brace External -loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 7 12.534 Transfered from roof Tier 1 23.29' 2.830 TOTAL 0.707 @ FRAME LINE 1, 2, 3, 4 Transfered = 15.364 0.6*W = 0.6 * 15.364 = 9.22 Load / Bay = 9.22 / 1 bays = 9.22 Brace T / Bay = 11.67 Rod Design = 0.8750" ROD Brace Allowable =.14.66 13 Metallic Page: 3 Bracing Design Program User: sgutierrez Job Number: 19397A Design Summary Report Version: 5.08.1 run01 Date:,01/04/16 Start Time: 07:36:28 R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2013 CALIFORNIA (Reference 2012 International Building Code) Windforce-resistance System Per: 1 2010 ASCE 7 Longitudinal wind loading case 2 (Endwall EWD is windward endwall) 110 mph Main framing wind load and coefficients Fully Open Building, Normal Building Category, EXPOSURE C 91% of endwall surfaces in interior zone 9s of endwall surfaces in end zone within 9 feet of wall corners Velocity pressure coefficient (•Kh)...:............................. 0.931284 Directionality Factor ( Kd )......................................... 0.85 Basic Pressure ( Qh)................................................ 24.52033 Topographic factor - Kzt at mean roof height = 1.0000 0.00 ft to 15.00 ft = 1.0000 15.00 ft to 20.00 ft = 1.0000 20.00 ft to 25.00 ft = 1.0000 25.00 ft to 30.00 ft = 1.0000 Wind Load on Frame Area: Kb=0.800 Ks= 1.14 AE=2537.50 sq.ft. .Frame area is estimated to be 10.0 percent of the endwall area. Total load applied to longitudinal bracing system (F) = 30.8 Kip and F/(N*AE)= 3.037 PSF Roof Brace External loading .6*W Brc T Brc T Brc strut spans applied to strut line Total /bay Allow --------- --------------------------------------- ------ ------ ------ PLANE RPC: 1 2.830 TOTAL 0.707 @ FRAME LINE 1, 2, 3, 4 0.7500" ROD 20.000' Transfered = 7.521 9.05 9.05• 10.60 2 6.065 TOTAL 1.516 @ FRAME LINE 1, 2, 3, 4 0.5000" ROD 20.000' Transfered = 3.882 4.67 4.67 4.79 3 6..470 TOTAL 1.617 @ FRAME LINE 1, 2, 3, 4 0.5000" ROD 10.000' Transf.ered = 0.000 0:00 0.00 4.79 4 0.000 TOTAL 0.5000" ROD 10.000' Transfered = 0.000 0.00 0.00 4.79 5 6.470 TOTAL 1.617 @ FRAME LINE 1, 2, 3, 4 0.5000" ROD 14 20.000' Transfered = 3.882 4.67 4.67 4.79 6 6.0.65 -TOTAL 1.516 @ FRAME LINE 1, 2, 3, 4 0.7500" ROD 20.000' - Transfered =---7.521- 9.05 9.05 10.60 7 2.830 TOTAL 0.707 @ FRAME LINE 1, 2, 3, 4 PLANE RPA: --------- -------------------------------- ------ ------ ------ 15 Metallic- Page: 4 Bracing Design Program User: sgutierrez Job Number: 19397A Design Summary Report Version: 5.08.1 run01 Date: 01/04/16 Start Time: 07:36:28 R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run0l\ ------------------------------------------------------------------------------- 1 **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line PLANE SWC: Line 1 12.534 Transfered from roof Tier 1 23.29' 2.830 TOTAL 0.707 Q FRAME LINE 1, 2, 3, 4 Transfered = 15.364 0.6*W = 0.6 * 15.364 = 9.22 Load / Bay = 9.22 / 1 bays = 9.22 Brace T / Bay = 11.67 Rod Design = 0.8750" ROD Brace Allowable = 14.66 Wa-11 Brace External loading strut elev applied to strut line PLANE SWA: Line 7 12.534 Transfered from roof Tier 1 23.29' 2.830 TOTAL 0.707 @ FRAME LINE 1, 2, 3, 4 Transfered = 15.364 0 0.6*W = 0.6 * 15.364== 9.22 Load / Bay = 9.22 / 1 bays = 9.22 Brace T / Bay = 11.67 r Rod Design = 0.8750" ROD Brace Allowable = 14.66 ., t Metallic Page: 5 Bracing Design Program User: sgutierrez Job Number:.19397A Design Summary Report Version: 5.08.1 run01 Date: 01/04/16 Start Time: 07:36:28 R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2013 CALIFORNIA (Reference 2012 International Building Code) Seismic -resistance System Per: 2010 ASCE 7 Longitudinal seismic loading case 1 (PLANE EWB endwall to opposite endwall is force direction) Soil Profile Type ................................................... D Seismic design category .............................................. D Mapped spectral response accel. for short periods (Ss) .............. 0.597 Mapped spectral response accel. for 1 second periods (S1)........... 0.26 Design 5% damped spectral response accel. at short periods (Sds) 0.526315 Design 5% damped spectral response accel. at period 1 sec. (Shc) 0.325867 Longitudinal Building Period(T).................................... 0.226 Seismic Reliability/Redundancy Factor ............................... 1.3 Seismic Importance Factor(I)....................................... 1 Building minimum longitudinal R value ............................... 3.25 Building minimum transverse R value ................................. 3.25 Roof dead load included in Seismic force "W" (psf).................. 4.909 Roof collateral load included in Seismic force "W" (psf)............ 4.000 Roof Brace External loading (W) .7rhoV Brc T Brc T Brc strut spans applied to strut line --------- -------------------------------- Total ------ ------ /bay ------ ------ Allow PLANE RPC: 1 8.018 TOTAL 2.673 @ BAY 1, 2, 3 0.7500" ROD 20.000' Transfered = 32.072 4.73 5.69 5.69 10.60 2 16.036 TOTAL 5.345 @ BAY 1, 2, 3 0.5000" ROD 20.000, Transfered = 16.036 2.36 2.84 2.84 4.79 3 12.027 TOTAL 4.009 @ BAY 1, 2, 3 0.500011 ROD 10.000' Transfered = 4.009 0.59 0.62 0.62 4.79 4 8.018 TOTAL 2.673 @ BAY 1, 2, 3 0.5000" ROD 10.000' Transfered = 4.009 0.59 0.62 0.62 4.79 5 12.027 TOTAL 4.009 @ BAY 1, 2, 3 0.5000" ROD 20.000' Transfered = 16.036 2.36 2.84 2.84 4.79 6 16.036 TOTAL 5.345 @ BAY 1, 2, 3 0.7500" ROD 20.000' Transfered = 32.072 4.73 5.69- 5.69 10.60 17 7 8.018 TOTAL .2.673 Q BAY 1, 2, 3 PLANE RPA: --------- -------------------------------- ------ ------ ------ ------ - Using.ASCE7-10 Eq(12.8-2) Sds/(R/I)W.; R=3.25 Roof bracing load E=rhoV; rho=1.30 18 Metallic Page: 6 Bracing Design Program User: sgutierrez Job Number: 19397A Design Summary Report Version: 5.08.1 !run01 Date: 01/04/16 Start Time: 07:36:28 R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 32.072 Transfered from roof Tier 1 23.29' 8.018 TOTAL 2.673 @ BAY 1, 2, 3 Transfered = 40.090 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 V = (0.53)/((3.25)/(1.00))(40.09) = 6.49 0.7*Omega*V = 0.7*2.00*6.492 = 9.09 Brace T = 11.51 Brace T / Bay = 11.51 / 1 bays =11.51 Rod Design = 0.8750" ROD Brace Allowable = 17.59 Wall• Brace External loading strut elev applied to strut line PLANE SWA: Line 7 32.072 Transfered from roof Tier 1 23.29' 8.018 TOTAL 2.673 @ BAY 1, 2, 3 Transfered = 40.090 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 V = (0.53)/((3.25)/(1.00))(40.09) = 6.49 0.7*Omega*V = 0.7*2.00*6.492 = 9.09 Brace T = 11.51 Brace T / Bay = 11.51 / 1 bays =11.51 Rod Design = 0..8750" ROD, Brace Allowable = 17.59 19 Metallic: Page: 7 Bracing Design Program User: sgutierrez Job Number: 19397A Design Summary Report Version: 5.08.1 run01 Date: 01/04/16 Start Time: 07:36:28 R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run0l\ _ **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2013 CALIFORNIA (Reference 2012 International Building Code) Seismic -resistance System Per: 2010 ASCE 7 Longitudinal seismic loading case 2 (PLANE EWD endwall to opposite endwall is force direction) Soil Profile Type ................................................... D Seismic design category ............................................. D Mapped spectral response accel. for short periods (Ss) .............. 0.597 Mapped spectral response accel. for 1 second periods (Si)........... 0.26 Design, 5% damped spectral response accel. at short periods (Sds) 0.526315 Design , 5% damped spectral response accel. at period 1 sec. (Shc) 0.325867 Longitudinal Building Period(T).................................... 0.226 Seismic Reliability/Redundancy Factor ............................... 1.3 Seismic Importance Factor(I)........................................ 1 Building minimum longitudinal R value ............................... 3.25 Building minimum transverse R value ................................. 3.25 Roof dead load included in Seismic force "W" (psf).................. 4.909 Roof collateral load included in Seismic force "W" (psf)............ 4.000 Roof Brace External loading (W) .7rhoV Brc T Brc T Brc .strut spans applied to strut line --------- -------------------------------- Total ------ ------ /bay ------ ------ Allow PLANE RPC: 1 8.018 TOTAL 2.673 @ BAY 1, 2, 3 0.7500" ROD 20.000' Transfered = 32.072 4.73 5.69 5.69 10.60 2 16.036 TOTAL 5.345 @ BAY 1, 2, 3 0.5000" ROD 20.000' Transfered = 16.036 2.36 2.84 2.84 4.79 3 12.027 TOTAL 4.009 @ BAY 1, 2, 3 0.5000" ROD 10.000' Transfered = 4.009 0.59 0.62, 0.62 4.79 4 8.018 TOTAL 2.673 @ BAY 1, 2, 3 0.5000" ROD 10.000' Transfered = 4.009 0.59 0.62 0.62 4.79 5 12.027 TOTAL 4.009 @ BAY 1, 2, 3 0.5000" ROD 20.000' Transfered = 16.036 2.36 2.84 2.84 4.79 6 16.036 TOTAL 5.345 @ BAY 1, 2, 3 0.7500" ROD 20.000' Transfered = 32.072 4.73' 5.69 5.69 10.60 20 7 8.018 TOTAL 2.673 Q BAY 1, 2, 3 PLANE RPA: --------- -------------------------------- ------ ------ ------ ------ - Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W -;-. R=3.25.--..-- -" Roof bracing load E=rhoV; rho=1.30 21 Metallic Page: 8 Bracing Design -Program User: sgutierrez Job Number: 19397A Design Summary Report Version: 5.08.1 run01 Date: 01/04/16 Start Time: 07:36:28 R\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 32.072 Transfered from roof Tier 1 23.29' 8.018 TOTAL 2.673 @ BAY 1, 2, 3 Transfered = 40.090 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 V = (0.53)/((3.25)/(1.00))(40.09) = 6.49 0.7*Omega*V = 0.7*2.00*6.492 = 9.09 Brace T = 11.51 Brace T / Bay = 11.51 / 1 bays =11.51 Rod Design = 0.8750" ROD Brace Allowable = 17.59 Wall Brace External loading strut elev applied to strut line PLANE SWA: Line 7 32.072 Transfered from roof Tier 1 23.29' 8.018 TOTAL 2.673 @ BAY 1, 2, 3 . Transfered = 40.090 Weight (W) V = Using ASCE7-10 Eq/(12.8-2) Sds/(R/I)W R=3.25 V = (0.53)/((3.25)/(1.00))(40.09) = 6.49 0.7*Omega*V = 0.7*2.00*6.492 = 9.09 Brace T = 11.51 Brace T / Bay = 11.51 / 1 bays =11.51 Rod Design = 0.8750" ROD Brace Allowable = 17.59 22 Metallic Page: 9 Bracing Design Program User: sgutierrez Job Number: 19397A Design Summary Report - Version: 5.08.1 run01 - Date: 01/04/16 Start Time: 07:36:29 R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING PURLIN STRUT NO. 2 ANALYSIS OF PURLIN LINE 7 ON ROOF PLANE RPC LOAD COMBINATIONS : 1) 0.60D + 0.60W3AC 3) 0.60D + 0.60W3AO 5) 0.60D + 0.60W4AC 7) 0.60D + 0.60W4AO 9) D + C + 0.45W3AC 11) D + C + 0.45W3AO 13) D + C + 0.45W4AC 15) D + C + 0.45W4AO 17) 1.07D + 1.07C + 0.91E3-1 2) 0.60D + 0.60W3BC 4) 0.60D + 0.60W3BO 6) 0.60D + 0.60W4BC 8) 0.60D + 0.60W4BO 10) D + C + 0.45W3BC 12) D + C + 0.45W3BO 14) D + C + 0.45W4BC 16) D + C + 0.45W4BO 18) 1.07D + 1.07C + 0.91E4-1 WHERE : D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3AC= WIND CASE 1, LOAD CASE A, CLEAR WIND,FLOW W3BC= WIND CASE 1, LOAD CASE B, CLEAR WIND FLOW W3AO= WIND CASE 1, LOAD CASE A, OBSTRUCTED WIND FLOW W3BO= WIND CASE 1, LOAD CASE B, OBSTRUCTED WIND FLOW W4AC= WIND CASE 2, LOAD CASE A, CLEAR WIND FLOW W4BC= WIND CASE 2, LOAD CASE B, CLEAR WIND FLOW W4AO= WIND CASE 2, LOAD CASE A, OBSTRUCTED WIND FLOW W4BO= WIND CASE 2, LOAD CASE B, OBSTRUCTED WIND FLOW E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing No. (feet) & Ext. Lengths (feet) LE 1.167 8X2.5Z12 3.500 1 28.833 8X2.5Z12 _3.500 0 2.4791 2 30.000 8X2.5Z13 3.500 2.4791 3.1458 3 29.667 8X2.5Z12 3.500 3.145 RE 0.333 8X2.5Z12 3.500 Total line design weight is 470.0 lbs. Bearing Controlling Conditions StifReq Combination & Check Ratio 14 0.006 shear+bending 14,L/ 97 deflection 7 0.543 axial+bending 14 L/ 354 deflection 6 0.984 axial+bending 2 L/1968 deflection 3 0.571 axial+bending 10 L/ 328 deflection 10 0.001 shear+bending .10 L/ 89 deflection 23 Metallic Page: 10 Bracing Design Program User: sgutierrez Job Number: 19397A Design Summary Report Version: 5.08.1 run01 Date: 01/04/16 Start Time: 07:36:29 R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING PURLIN STRUT NO. 3 ANALYSIS OF PURLIN LINE 12 ON ROOF PLANE RPC LOAD COMBINATIONS : 1) 0.60D + 0.60W3AC 3) 0.60D + 0.60W3AO 5) 0.60D + 0.60W4AC 7) 0.60D + 0.60W4AO 9) D + C + 0.45W3AC 11) D + C + 0.45W3AO 13) D + C + 0.45W4AC 15) D + C + 0.45W4AO 17) 1.07D + 1.07C + 0.91E3-1 2) 0.60D + 0.60W3BC 4) 0.60D + 0.60W3BO 6) 0.60D + 0.60W4BC 8) 0.60D + 0.60W4BO 10) D + C + 0.45W3BC 12) D + C + 0.45W3BO 14) D + C + 0.45W4BC 16) D + C + 0.45W4BO 18) 1.07D + 1.07C + 0.91E4-1. WHERE D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3AC= WIND CASE 1, LOAD CASE A, CLEAR WIND FLOW W3BC= WIND CASE 1, LOAD CASE B, CLEAR WIND FLOW W3AO= WIND CASE 1, LOAD CASE A, OBSTRUCTED WIND FLOW W3BO= WIND CASE 1, LOAD CASE B, OBSTRUCTED WIND FLOW W4AC= WIND CASE 2, LOAD CASE A, CLEAR WIND FLOW W4BC= WIND CASE 2, LOAD CASE B, CLEAR WIND FLOW W4AO= WIND CASE 2, LOAD CASE A, OBSTRUCTED WIND FLOW W4BO= WIND CASE 2, LOAD CASE B, OBSTRUCTED WIND FLOW E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing No. (feet) & Ext. Lengths (feet) ---- ------ ---------------------------- LE 1.167 8X2.5Z12 3.500 1 28.833 8X2.5212 3.500 0 2.4791 2 30.000 8X2.5Z14 3.500 2.4791 3.1458 3 29.667 8X2.5Z12 3.500 3.145 RE 0.333 8X2.5Z12 3.500 Total line design weight is 444.7 lbs. Bearing Controlling Conditions StifReq Combination & Check Ratio ------- ------------------------- 14 0.006 shear+bending 14 L/ 95 deflection 7 0.552 axial+bending 14 L/ 344 deflection 14 0.726 axial+bending 2 L/1867 deflection 3 0.580 axial+bending 10 L/ 318 deflection 10 0.001 shear+bending 10 L/ 87 deflection 24 Metallic Page: 11 Bracing Design Program User: sgutierrez Job Number: 19397A Design Summary Report Version: 5.08.1 run01 Date: 01/04/16 Start Time: 07:36:29 R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run01\ - ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING PURLIN STRUT NO. 4 ANALYSIS OF PURLIN LINE 15 ON ROOF PLANE RPC LOAD COMBINATIONS 1) 0.60D + 0.60W3AC 3) 0.60D + 0.60W3AO 5) 0.60D + 0.60W4AC 7) 0.60D + 0.60W4AO 9) D + C + 0.45W3AC 11) D + C + 0.45W3AO 13) D + C + 0.45W4AC 15) D + C + 0.45W4AO 17) 1.07D + 1.07C + 0.91E3-1 2) 0.60D + 0.60W3BC 4) 0.60D + 0.60W3BO 6) 0.60D + 0.60W4BC 8) 0.60D + 0.60W4BO 10) D + C + 0.45W3BC 12) D + C + 0.45W3BO 14) D + C + 0.45W4BC 16) D + C + 0.45W4BO 18) 1.07D + 1.07C + 0.91E4-1 WHERE : D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3AC= WIND CASE 1, LOAD CASE A, CLEAR WIND FLOW W3BC= WIND CASE 1, LOAD CASE B, CLEAR WIND FLOW W3AO= WIND CASE 1, LOAD CASE A, OBSTRUCTED WIND FLOW W3BO= WIND CASE 1, LOAD CASE B, OBSTRUCTED WIND FLOW W4AC= WIND CASE 2, LOAD CASE A, CLEAR WIND FLOW W4BC= WIND CASE 2, LOAD CASE B, CLEAR WIND FLOW W4AO= WIND CASE 2, LOAD CASE A., OBSTRUCTED WIND FLOW W4BO= WIND CASE 2, LOAD CASE B, OBSTRUCTED WIND FLOW E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing No. (feet) & Ext. Lengths (feet) ---- ------ ---------------------------- LE 1.167 8X2.5Z12 2.886 1 28.833 8X2.5Z12 2.886 0 2.4791 2 30.000 8X2.5Z14 2.886 2.4791 3.1458 3 29.667 8X2.5Z12 2.886 3.145 RE 0.333 8X2.5Z12 2.886 Total line design weight is 444.7 lbs. Bearing Controlling Conditions StifReq Combination & Check Ratio ------- ------------------------- 14 0.005 shear+bending 14 L/ 113 deflection 7 0.397 bending 14 L/ 407 deflection 14 0.489 bending 2 L/2215 deflection 3 0.420 bending 10 L/ 377 deflection 10 0.001 shear+bending 10 L/ 104 deflection 1 25 Metallic Page: 12 Bracing Design Program User: sgutierrez Job Number: 19397A Design Summary Report Version: 5.08.1 run01 Date: 01/04/16 Start Time: 07:36:29 R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run01\ ----------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING PURLIN STRUT NO. 5 ANALYSIS OF PURLIN LINE 12 ON ROOF PLANE RPA LOAD COMBINATIONS : 1) 0.60D + 0.60W3AC 3) 0.60D + 0.60W3AO 5) 0.60D + 0.60W4AC 7) 0.60D + 0.60W4AO 9) D + C + 0.45W3AC 11) D + C + 0.45W3AO 13) D + C + 0.45W4AC 15) D + C + 0.45W4AO 17) 1.07D + 1.07C + 0.91E3-1 2) 0.60D + 0.60W3BC 4) 0.60D + 0.60W3BO 6) 0.60D + 0.60W4BC 8) 0.6.0D + 0.60W4BO 10) D + C + 0.45W3BC 12) D + C + 0.45W3BO 14) D + C + 0.45W4BC 16) D + C + 0.45W4BO 18) 1.07D + 1.07C + 0.91E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3AC= WIND CASE 1, LOAD CASE A, CLEAR WIND FLOW W3BC= WIND CASE 1, LOAD CASE B, CLEAR WIND FLOW W3AO= WIND CASE 1, LOAD CASE A, OBSTRUCTED WIND FLOW W3BO= WIND CASE 1, LOAD CASE B, OBSTRUCTED WIND FLOW W4AC= WIND CASE 2, LOAD CASE A, CLEAR WIND FLOW W4BC= WIND CASE 2, LOAD CASE B, CLEAR WIND FLOW W4AO= WIND CASE 2, LOAD CASE A, OBSTRUCTED'WIND FLOW W4BO= WIND CASE 2, LOAD CASE B, OBSTRUCTED WIND FLOW E3-1= SEISMIC LOAD CASE 1 E4.-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio LE 0.333 8X2.5Z12 3.500 10 0.001 shear+bending 10 L/ 87 deflection 1 29.667 8X2.5212 3.500 0 3.1458 3 0.580 axial+bending 10 L/ 318 deflection 2 30.000 8X2.5Z14 3.500 3.1458 2.4791 14 0.726 axial+bending 2 L/1867 deflection 3 28.833 8X2.5212 3.500 2.479 7 0.552 axial+bending 14 L/ 344 deflection RE 1.167 8X2.5212 3.500 14 0.006 shear+bending 14 L/ 95 deflection Total line design weight is 444.7 lbs. 26 Metallic Page: 13 Bracing Design Program User: sgutierrez Job Number: 19397A Design Summary Report Version: 5.08.1 run01 Date: 01/04/16 Start Time: 07:36:30 R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING PURLIN STRUT NO. 6 ANALYSIS OF PURLIN LINE 7 ON ROOF PLANE RPA LOAD COMBINATIONS 1) 0.60D + 0.60W3AC 3) 0.60D + 0.60W3AO 5) 0.60D + 0.60W4AC 7) 0.60D + 0.60W4AO 9) D + C + 0.45W3AC 11) D + C + 0.45W3AO 13) D + C + 0.45W4AC 15) D + C + 0.45W4AO 17) 1.07D + 1.07C + 0.91E3-1 2) 0.60D + 0.60W3BC 4) 0.60D + 0.60W3BO 6) 0.60D + 0.60W4BC 8) 0.60D.+ 0.60W4BO 10) D + C + 0.45W3BC 12) D + C + 0.45W3BO 14) D + C + 0.45W4BC 16) D + C + 0.45W4BO 18) 1.07D + 1.07C + 0.91E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3AC= WIND CASE 1, LOAD CASE A, CLEAR WIND FLOW W3BC= WIND -CASE 1, LOAD CASE B, CLEAR WIND FLOW W3AO= WIND CASE 1, LOAD CASE A, OBSTRUCTED WIND FLOW W3BO= WIND CASE 1, LOAD CASE B, OBSTRUCTED WIND FLOW W4AC= WIND CASE 2, LOAD CASE A, CLEAR WIND FLOW W4BC= WIND CASE 2, LOAD CASE B, CLEAR WIND FLOW W4AO= WIND CASE 2, LOAD CASE A, OBSTRUCTED WIND FLOW W4BO= WIND CASE 2, LOAD CASE B, OBSTRUCTED WIND FLOW E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing No. (feet) & Ext. Lengths (feet) ---- ------ ---------------------------- LE 0.333 8X2.5Z12 3.500 1 29.667 8X2.5Z12 3.500 0 3.1458 2 30.000 8X2.5Z13 3.500 3.1458 2.4791 3 28.833 8X2.5Z12 3.500 2.479 RE 1.167 8X2.5212 3.500 Total line design weight is 470.0 lbs. Bearing Controlling Conditions StifReq Combination & Check Ratio ------- ------------------------- 10 0.001 shear+bending 10 L/ 89 deflection 3 0.571 axial+bending 10 L/ 328 deflection 6 0.984 axial+bending 2 L/1968 deflection 7 0.543 axial+bending 14 L/ 354 deflection 14 0.006 shear+bending 14 L/ 97 deflection 27 Metallic Page: 14 Bracing Design Program User: sgutierrez Job Number: 19397A Design Summary Report Version: 5.08.1 run01 Date: 01/04/16, Start Time: 07:36:30 R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run0l\ --------------------------------------------=------------------------------- -- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** EAVE STRUT LINE DESIGN BLDG -A ROOF BRACING EAVE STRUT NO. 1 ANALYSIS OF EAVE STRUT LINE ON WALL PLANE SWC LOAD COMBINATIONS 1) 0.60WS3 2) 0.60WS4 3) 1.40ES3 4) 1.40ES4 WHERE WS3 = WIND LOAD FROM PLANE EWB WS4 = WIND LOAD FROM PLANE EWD ES3 = SEISMIC LOAD FROM PLANE EWB ES4 = SEISMIC LOAD FROM PLANE EWD Span Length Member, avg spacing Bearing Controlling Conditions No. ,(feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ----------------------------------------- ------------------------ 1 28.833 8X3.5E14 4 0.038 axial 4 0.103 connection 2 30.000 8X3.5E14 1 0.669 axial 1 0.963 connection 3 29.667 8X3.5E14 3 0.040 axial 3 0.103 connection 28 Metallic Page: 15 Bracing Design Program User: sgutierrez Job Number: 19397A Design Summary Report Version: 5.08.1 run01 Date: 01/04/16 Start Time: 07:36:30 R:\Jobs\A6tive\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run01\ -------------------------------------------=----------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** EAVE STRUT LINE DESIGN BLDG -A ROOF BRACING EAVE STRUT NO. 7 ANALYSIS OF EAVE STRUT LINE ON WALL PLANE SWA LOAD COMBINATIONS : 1) 0.60WS3 2) 0.60WS4 3) 1.40ES3 4) 1.40ES4 WHERE WS3 = WIND LOAD FROM PLANE EWB WS4 = WIND LOAD FROM PLANE EWD ES3 = SEISMIC LOAD FROM PLANE EWB ES4 = SEISMIC LOAD FROM PLANE EWD Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ----------------------------------------- ------------------------ 1 29.667 8X3.5E14 3 0.040 axial 3 0.103 connection 2 30.000 8X3.5E14 1 0.669 axial 1 0.963 connection 3 28.833 8X3.5E14 4 0.038 axial 4 0.103 connection 29 Metallic Page: 16 Bracing Design Program User: sgutierrez Job Number: 19397A Design Summary Report Version: 5.08.1 run01 Date: 01/04/16 Start Time: 07:36:30 R:\Jobs\Active\ENG\15-B-19397\ver01-sgutierrez\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING LONGITUDINAL BRACING DESIGN **** LONGITUDINAL BRACING DESIGN SUMMARY Roof Bracing: Brace Bay 3 Bay 2 Bay 1 Brace Bay 3 Bay 2 Bay 1 Strut ---------- Spans ----- 30.000 feet ------------- 30.000 feet ------------- 30.000 feet ------------- PLANE RPC: 8X3.5E14 8X3.5E14 1 ---------- 8X3.5E14 8X3.5E14 8X3.5E14 ------------- 20.000' Brace 0.7500" ROD Bay 2 2 Strut 8X2.5Z12 8X2.5Z13 8X2.5212 30.000 feet 20.000' SWA: 0.5000" ROD 3 7 8X2.5Z12 8X2.5214 8X2.5212 ' 8X3.5E14 10.000' 23.292' 0.5000" ROD 0.8750" ROD 4 8X2.5212 8X2.5214 8X2.5Z12 10.000' 0.5000" ROD 5 8X2.5212 8X2.5214- 8X2.5212 .20.000' 0.5000" ROD 6• 8X2.5Z12 8X2.5Z13 8X2.5212 20.0001- 0.7500" ROD 7 8X3.5E14 8X3.5E14 8X3.5E14 PLANE RPA: ----- ------------- ---------- Brace ------------- Bay 1 , Bay 2 ------------- Bay 3 Sidewall Bracing: 30 Brace Bay 3 Bay 2 Bay 1 Strut ---------- Spans ----- 30.000 feet ------------- 30.000 feet ------------- 30.000 feet ------------- .PLANE SWC: 1 8X3.5E14 8X3.5E14 8X3.5E14 ---------- 23.292' ----- ------------- 0.8750" ROD ------------- ------------- Brace Bay,l Bay 2 Bay 3 Strut Spans 30.000 feet 30.000 feet 30.000 feet PLANE SWA: 7 8X3.5E14 8X3.5E14 8X3.5E14 23.292' 0.8750" ROD 30 Metallic Building Systems User: sgutierrez Page: F11- 1 R -Frame Design Program - Version V5.08 Job : 19397A Input Data Echo File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 Z:\Jobs\Active\Eng\15-B-19397\ver01-sgutierrez\Bldg-A\ -------------------------------------------------------------------------------- VERSION V5.08 BRAND METALLIC DESCRIPTION cs 100./23.292/30. 20./110./0. FRAME_ID 11 # FRAME LEFT SIDE IS BLDG. PLANE SWC # AND FRAME RIGHT SIDE IS BLDG. PLANE SWA PRINT echo code loads base connection deflection profile seismic detail \ flg_brace summary stiffeners pro_grplds OPTIMIZATION none *PLANT atw *JOB 19397A ANALYZE all *DATASET members brace combinations wind -array connection base BUILDING LABEL A LOCATION frame lines 1-4 LATERAL GRID LABEL 1 2 3 4 LONGITUDINAL GRID LABEL B A NUMBER FRAMES 4 *PRICE complete TYPE cs t cs 60. 60. WIDTH 100. 50. LENGTH 90. EAVE 23.2917 *ROOF SLOPE 1. GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25 GIRT THICKNESS 0.059 *PURLIN THICKNESS 0'.07 - GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 PURLIN STIFFNESS 8.313 9.849 2.512 3.243 CODE LABEL 2013 CALIFORNIA BUILDING CODE IB12 U=Normal DEAD LOAD 2.914 *COLLATERAL LOAD 4. LIVE LOAD 20. SNOW R=O. T=1. S=N WEL=50. WER=50. WML=50. WMR=50. WIND CODE AS10 SEISMIC CODE AS10. SEISMIC LOAD 51=26. SS=59.7 TL=16. %CR=NORM %SR=NORM RHOL=1.3 R=3.5 LOF=2. \ TOF=2.5 RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR= 30. WALL TRIBUTARY TR= 30. S=O. E=23.2917 DESIGN ASD10 LATERAL BRACE LENGTH 30.00 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF L=180. S=180. W=180. G=120. DEFLECTION WALL L=60. 5=60. W=60. E=40. C=100. G=60. TE=40. SYMKNEE CONNECTION SPLICE GUSSETS NA BRACING SIDES LC=3 RA=1 RC=3 BRACE ATTACHMENT FLANGE FLANGE BRACE ATTACHMENT LC=O RA=O RC=O GIRT SPACING GIRT BRACE PURLIN SPACING 13@3.5 3.2284 PURLIN BRACE N F1 N F1 N Ml N C1 N N C1 N N C LEFT COLUMN BASE W=12. T=0.625 L=14.875 N=2 D=1. 14. 0. 10. 12. 0.375 0.25 12. 0.5 0. 42. 0. 12. 0.375 0.3125 12. 0.5 'LEFT RAFTER 31 CONNECTION 0=4E I=4E W=12. 10. T=1. D=1. 42. 0. 0. 8. 0.625 0.25 B. 0.625 0. 24. 10. 8. 0.375 0.3125 8. 0.5 24.' 0. 10. 8. 0.3125 0.25 8. 0.375 0.. 0. 10. 8. 0.5 0.185 8. 0.375 0.. 24. 10. 8. 0.5 0.185 8. 0.375 CONNECTION 0=2E I=4E W=8. T=0.625 D=0.75 SYMMETRICAL ALL WIND LOAD WL1 24.520 0.7500 1.0200 0.2550 -0.7500 50.000 Left WIND LOAD WL2 24.520 0.7500 -0.9350 -0.0850 -0.7500 50.000 Left WIND LOAD WL3 24.520 0.7500 -0.4250 -1.0200 -0.7500 50.000 Left WIND LOAD WL4 24.520 0.7500 -0.9350 -0.5100 -0.7500 50.000 Left WIND LOAD LWL1 24.520 -0.7500 0.6783 0.6783 -0.7500 50.000 WIND LOAD LWL2 24.520 -0.7500 -0.6826 -0.6826 -0.7500 50.000 WIND LOAD LWL3 24.520 -0.7500 0.4318 0.4318 -0.7500 50.000 WIND LOAD LWL4 24.520 -0.7500 -1.0243 -1.0243 -0.7500 50.000 WIND LOAD WL5 24.520 -0.7500 0.2550 1.0200 0.7500 50.000 Right WIND LOAD WL6 24.520 -0.7500 -0.0850 -0.9350 0.7500 50.000 Right WIND LOAD WL7 24.520 -0.7500 -1.0200 -0.4250 0.7500 50.000 Right WIND LOAD WL8 24.520 -0.7500 -0.5100 -0.9350 0.7500 50.000 Right WIND LOAD WL1D 10.505 0.7500 1.0200 0.2550 -0.7500 50.000 Left WIND LOAD WL2D 10.505 0.7500 -0.9350 -0:0850 -0.7500 50.000 Left WIND LOAD WL3D 10.505 0.7500 -0.4250 -1.0200 -0.7500 50.000 Left WIND LOAD WL4D .10.505 0.7500 -0.9350 -0.5100 -0.7500 50.000 Left WIND LOAD LWL1D 10.505 -0.7500 0.6783 0.6783 -0.7500 50.000 WIND LOAD LWL2D 10.505 -0.7500 -0.6826 -0.6826 -0.7500 50.000 WIND LOAD LWL3D 10.505 -0.7500 0.4318 0.4318 -0.7500 50.000 WIND LOAD LWL4D 10.505 -0.7500 -1.0243 -1.0243 -0.7500 50.000 WIND LOAD WLSD 10.505 -0.7500 0.2550 1.0200 0.7500 50.000 Right WIND LOAD WL6D 10.505 -0.7500 -0.0850 -0.9350 0.7.500 50.000 Right WIND LOAD WL7D 10.505 -0.7500 -1.0200 -0.4250 0.7500 50.000 Right WIND LOAD WL8D 10.505 -0.7500 -0.5100 -0.9350 0.7500 50.000 Right LOAD COMBINATIONS 1)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L 2)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R 3)1.07368 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 4)1.07368 DL ,0.91 EQ *DEFL 40. 120. *PDELTA R 5)1.07368 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 6)1.07368 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 7)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 40. 120. *PDELTA L 8)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 40. 120. *PDELTA R 9)1.07368 DL 1.07368 COLL -0.91 EQ *DEFL 40. 120. *PDELTA L 10)1.07368 DL 1.0.7368 COLL -0.91 EQ *DEFL 40. 120. *PDELTA R 11)0.52632 DL. 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L 12)0.52632 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R 13)0.52632 DL 0.91 EQ *DEFL 40. 120. *PDELTAL 14)0.52632 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 15)0.52632 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 16)0.52632 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 17)0.79474 DL 2. RBUPEQ *TYPE R *APP C *PDELTA L 18)0.79474 DL 2. RBUPEQ *TYPE R *APP C *PDELTA R 19)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA L 20)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA R 21)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA L 22)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA R 23)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP C *PDELTA L 24)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP C *PDELTA R 25)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP C *PDELTA L 26)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP C *PDELTA R 27)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA L 28)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA R 29)0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA L 32 30)0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA R 31)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP B *PDELTA L 32)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP B *PDELTA R 33)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP B *PDELTA L 34)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP B *PDELTA R 35)0.79474 DL 3.5 EQ *TYPE R *APP K *PDELTA L 36)0.79474 DL 3.5 EQ *TYPE R *APP K *PDELTA R 37)0.79474 DL -3.5 EQ *TYPE R *APP K *PDELTA L 38)0.79474 DL -3.5 EQ *TYPE R *APP K *PDELTA R 39)1.30526 DL 1.30526 COLL 3.5 EQ *TYPE R *APP K *PDELTA L 40)1.30526 DL 1.30526 COLL 3.5 EQ *TYPE R *APP K *PDELTA R 41)1.30526 DL 1.30526 COLL -3.5 EQ *TYPE R *APP K *PDELTA L 42)1.30526 DL 1.30526 COLL =3.5 EQ *TYPE R *APP K *PDELTA R 43)1. DL 0.6 WL1 *PDELTA L 44)1. DL 0.6 WL1 *PDELTA R 45)1. DL 0.6 WL2 *PDELTA L 46)1. DL 0.6 WL2 *PDELTA R 47)1. DL 0.6 WL3 *PDELTA L 48)1. DL 0.6 WL3 *PDELTA R 49)1. DL 0.6 WL4 *PDELTA L 50)1. DL 0.6 WL4 *PDELTA R 51)1. DL 0.6 WL5 *PDELTA L 52)1. DL 0.6 WL5 *PDELTA R 53)1. DL 0.6 WL6 *PDELTA L 54)1. DL 0.6 WL6 *PDELTA R 55)1. DL 0.6 WL7 *PDELTA L 56)1. DL 0.6 WL7 *PDELTA R 57)1. DL 0.6 WL8 *PDELTA L. 58)1. DL 0.6 WL8 *PDELTA R 59)0.6 DL 0.6 WL1 *PDELTA L 60)0.6.DL 0.6 WL1 *PDELTA R 61)0.6 DL 0.6 WL2 *PDELTA L 62)0.6 DL 0.6 WL2 *PDELTA R 63)0.6 DL 0.6 WL3 *PDELTA L 64)0.6 DL 0.6 WL3 *PDELTA R 65)0.6 DL 0.6 WL4 *PDELTA L 66)0.6 DL 0.6 WL4 *PDELTA R 67)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA L 68)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA R 69)0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA L 70)0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA R 71)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA L 72)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA R 73)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA L 74)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA R 75)0.6 DL 0.6 WL5 *PDELTA L 76)0.6 DL 0.6 WL5 *PDELTA R 77)0.6 DL 0.6 WL6 *PDELTA L 78)0.6 DL 0.6 WL6 *PDELTA R 79)0.6 DL 0.6 WL7 *PDELTA L 80)0.6 DL 0.6 WL7 *PDELTA R 81)0.6 DL 0.6 WL8 *PDELTA L 82)0.6 DL 0.6 WL8 *PDELTA R 83)1. DL 1. COLL 0.6 WL1 *PDELTA L 84)1. DL 1. COLL 0.6 WL1 *PDELTA R 85)1. DL 1. COLL 0.6 WL2 *PDELTA L 86)1. DL 1. COLL 0.6 WL2 *PDELTA R 87)1. DL 1. COLL 0.6 WL3 *PDELTA L 88)1. DL 1. COLL 0.6 WL3 *PDELTA R 89)1. DL 1. COLL 0.6 WL4 *PDELTA L 90)1. DL 1- COLL 0.6 WL4 *PDELTA R 91)1. DL 1- COLL 0.6 WL5 *PDELTA L 33 92)1. DL 1. COLL 0.6 WLS *PDELTA R 93)1. DL 1. COLL 0.6 WL6 *PDELTA L 94)1. DL 1. COLL 0.6 WL6 *PDELTA R 95)1. DL 1. COLL 0.6 WL7 *PDELTA L 96)1. DL 1. COLL 0.6 WL7 *PDELTA R 97)1. DL 1. COLL 0.6 WL8 *PDELTA L 98)1. DL 1. COLL 0.6 WL8 *PDELTA R 99)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA L 100)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA R 101)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA L 102)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA R 103)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA L 104)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA R 105)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA L 106)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA R 107)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *PDELTA L 108)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *PDELTA R 109)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *PDELTA L 110)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *PDELTA R 111)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *PDELTA L 112)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *PDELTA R 113)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *PDELTA L 114)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *PDELTA R 115)1. DL 0.75 LL 1. COLL 0.45 WL5 *PDELTA L 116)1. DL 0.75 LL 1. COLL 0.45 WL5 *PDELTA R 117)1. DL 0.75 LL 1. COLL 0.45 WL6 *PDELTA L 118)1. DL 0.75 LL 1. COLL 0.45 WL6 *PDELTA R 119)1. DL 0.75 LL 1. COLL 0.45 WL7 *PDELTA L 120)1. DL 0.75 LL 1. COLL 0.45 WL7 *PDELTA R 121)1. DL 0.75 LL 1. COLL 0.45 WL8 *PDELTA L 122)1. DL 0.75 LL 1. COLL 0.45 WL8 *PDELTA R 123)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA L 124)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA R 125)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA L 126)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA R 127)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA L 128)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA R 129)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA L 130)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA R 131)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *PDELTA L 132)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *PDELTA R 133)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *PDELTA L 134)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *PDELTA R 135)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *PDELTA L 136)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *PDELTA R 137)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *PDELTA L 138)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *PDELTA R 139)1.07368 DL 1.07368 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA L . 140)1.07368 DL 1.07368 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA R 141)1.30526 DL 1.30526 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA L 142)1.30526 DL 1.30526 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA R 143)1. LL *DEFL 60. 180. *TYPE D 144)1. WL1D *DEFL 60. 180. *TYPE D 145)1. WL2D *DEFL 60. 180. *TYPE D 146)1. WL3D *DEFL 60. 180. *TYPE D 147)1. WL4D *DEFL 60. 180. *TYPE D 148)1. LWL1D *DEFL 60. 180. *TYPE D 149)1. LWL2D *DEFL 60. 180. *TYPE D 150)1. LWL3D *DEFL 60. 180. *TYPE D 151)1. LWL4D *DEFL 60. 180. *TYPE D 152)1. WL5D *DEFL 60. 180. *TYPE D 153)1. WL6D *DEFL 60. 180. *TYPE D 34 154)1. WL7D *DEFL 60. 180. *TYPE D 155)1. WL8D *DEFL 60. 180. *TYPE D 156)1.30526 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 157)1.30526 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 158)0.79474 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 159)0.79474. DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 160)1.30526 DL 1.30526 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 161)1.30526 DL1.30526 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS LC RBUPLW GLOB Y C 0.010000 11.929000 0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB L C 0.010000 15.364000 0.000000 \ # WIND BRACE FORCE LC RBDWLW GLOB Y C 23.292000 -11.929000 0.916700 \ # WIND BRACE FORCE RC RBUPLW GLOB Y C 0.010000 11.929000 -0.916700 \ # WIND BRACE FORCE RC RBUPLW GLOB L C 0.010000 15.364000 0.000000 \ # WIND BRACE FORCE RC RBDWLW GLOB Y C 23.292000 -11.929000 -0.916700 \ # WIND BRACE FORCE LC RBUPEQ GLOB Y C 0.010000 6.486000 0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB L C 0.010000 8.354000 0.000000 \ # SEISMIC BRACE FORCE LC RBDWEQ GLOB Y C 23.292000 -6.486000 0.916700 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB Y C 0.010000 6.486000 -0.9-16700 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB L C 0.010000 8.354000- 0.000000 \ # SEISMIC BRACE FORCE RC RBDWEQ GLOB Y C 23.292000 -6.486000 -0.916700 \ # SEISMIC BRACE FORCE END 35 Metallic Building Systems User: sgutierrez Page: F11- 2 R -Frame Design Program - Version V5.08 Job : 19397A Building Grid label legend File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 Building Grid Label Legend -------------------------- -------------------------- Building A Frame Number, 11 No. of Frames 4 Left Column Column @ * - B Right Column Column @ * - A *Frames located @ 1 2 3 4 36 Metallic Building Systems User: sgutierrez Page: F11- 3 R -Frame Design Program - Version V5.08 Job : 19397A Code Summary Report File: a_frames_1-4.fra . Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 -------------------------------------------------------------------------------- Building :A Frame Number :11 Location: frame lines 1-4 No. of Frames: 4 2013 CALIFORNIA Main Code Requirements Per International Building Code 2012 Edition Supporting Design Manual(s): 2010 AISC Specification for Structural Steel Buildings,Allowable Strength Design 2005 AISC Seismic Provisions for Structural Steel Buildings Frame Data Eave height Left & Right (feet) ...................................... 23.292 Horizontal width from left to right steel line (feet) ............... 100.000 Horizontal distance to ridge from left side (feet) .................. 50.000 Roof Slope Left & Right (rise:12)........ 1.000 Column Slope Left & Right(lat:12).................................. .0.000 Purlin depth left & right side (inches) ............................. 8.000 Frame Rafter Inset left .& right side (inches) ....................... 8.250 Girt depth left & right side (inches) ............................... 8.000 - Frame Column Inset left & right side (inches). ...................... 8.250 Tributary Width left & right side (feet) ............................ 30.000 ..................................from Height 0.00 to Height 23.29 Tributary Width roof (feet) ......................................... 30.000 Tension Flange Bolt Hole Reduction .................................. Yes Tension Field Action at Knee ........................................ Yes Second order analysis method ........................................ C2.2b Frame Design Loads Dead Load to Frame Rafter (psf)...................................... 2.914 Frame Rafter Dead Weight (psf)...................................... 1.563 Total Roof Dead Weight (psf)........................................ 4.477 Collateral Load to Frame Rafter (psf) ............................... 4.000 Roof Live Load Entered (psf)........................................ 20.000 Design Roof Live Load Used (psf).................................... 20.000 Roof Snow Load Entered (psf)........................................ 0.000 Snow Exposure Factor [Ce] .......................................... 1.000 Snow Importance Factor [I] -- Standard Use Category ................. 1.000 Snow Thermal Factor Entered [Ct] -- User Entered ..................... 1.00.0 Snow Thermal Factor Used [Ct]Heated Building ....................... 1.000 Slippery & Unobstructed Roof Surface ................................ No Roof Snow Load [Pf = I*Pg] (psf).................................... 0.000 Snow Slope Factor[Cs] .............................................. 1.000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf).......:............... 0.000 UNBALANCED SNOW LOADING(s) -------------------------- No Unbalanced Roof Snow -Loadings. 37 Metallic Building Systems User: sgutierrez, Page: F11- 4 R -Frame Design Program - Version V5.08 Job : 19397A Wind Summary Report ' File: a_frames_1-4.fra Date: 1/ 4/16 cs 100.%23.292/30. 20./110./0. -------------------------------------------------------------------------------- Start Time: 07:51:50 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition Eave height'Left & Right (feet) ..................................... 23.292• wind Elevation on left column (feet) .................................• 23.292 Wind Elevation on right column (feet) ............................... 23.292 Total frame width (feet) ............................................. 100.000 Total building length (feet) .......................................... 90.000 Number of primary wind loadings ............:........•............... 24 38 Metallic Building Systems User: sgutierrez Page: F11- 5 R -Frame Design Program - Version V5.08 Job : 19397A Continue Wind Summary Report File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 -------------------------------------------------------------------------------- 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition *** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME *** -------------------------------------------------------------------------------- Wind Load WL1 Wind from left direction ******************* Left wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.750 1.020( 50.0%) 0.255( 50.0°') -0.750 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left wall Left Rafter ' Right Rafter Right Wall Primary Coeff. (Cp) 0.750 -0.935( 50.0%) -0.085( 50.0%) -0.750 -------------------------------------------------------------------------------- Wind Load WL3 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.750 -0.425( 50.0%) -1.020( 50.0%) -0.750 -------------------------------------------------------------------------------- Wind Load WL4 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.750 -0.935( 50."0%) -0.510( 50.0%) -0.750 --------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.750 0.678( 50.0%) 0.678( 50.0%) -0.750 -------------------------------------=------------------------------------------ Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.750 -0.683( 50.0%) -0.683( 50.0%) -0.750 --------------------------'------------------------------------------------------ Wind Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) = -0.750 0.432( 50.0%) 0.432( 50.0%) -0.750 -------------------- Wind Load LWL4 ----------------------------------------------------------- Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.750 -1.024( 50.0%) -1.024( 50.0%) -0.750 -------------------------------------------------------------------------------- Wind Load WL5 Wind from right direction ******************* Left Wall Left. Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.750 0.255( 50.0%) 1.020( 50.0%) 0.750 -------------------------------------------------------------------------------- Wind Load WL6 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.750 -0.085( 50.0%) -0.935( 50.0%) 0.750 -------------------------------------------------------------------------------- Wind Load WL7 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.750 -1.020( 50.0%) -0.425( 50.0%) 0.750 -------------------------------------------------------------------------------- Wind Load WL8 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.750 -0.510( 50.0%) -0.935( 50.0%) 0.750 39 Notes 1. wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%). If not shown the coefficients are applied fully to their respective rafter. 40 Metallic Building Systems User: sgutierrez Page: F11- 6 R -Frame Design Program - Version V5.08 Job : 19397A Load Combinations Report. File: a_frames _1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 ------------------------------------------------------------------------- ------ Load Combination :, ------------------ 1) DL +LL +COLL (SOA -L) 2) DL +LL +COLL (SOA -R) 3) 1.0737DL +0.91EQ (SOA -L) 4) 1.0737DL +0.91EQ (SOA -R) 5) 1.0737DL-0.91EQ (SOA -L) 6) 1.0737DL-0.91EQ (SOA -R) 7) 1.0737DL +1.0737COLL +0.91EQ 8) 1.0737DL +1.0737COLL +0.91EQ 9) 1.0737DL +1.0737COLL-0.91EQ 10) 1.0737DL +1.0737COLL-0.91EQ 11) 0.5263DL +0.91RBUPEQ (SOA -L) 12) 0.5263DL +0.91RBUPEQ (SOA -R) 13) 0.5263DL +0.91EQ (SOA -L) 14) 0.5263DL +0.91EQ (SOA -R) 15) 0.5263DL-0.91EQ (SOA -L) 16) 0.5263DL-0.91EQ (SOA -R) 17) 0.7947DL +2.RBUPEQ (SOA -L) 18) 0.7947DL +2.RBUPEQ (SOA -R) 19) 0.7947DL +2.5EQ (SOA -L) 20) 0.7947DL +2.5EQ (SOA -R) 21) 0.7947DL -2.5EQ (SOA -L) 22) 0.7947DL -2.5EQ (SOA -R) 23) 1.3053DL +1.3053COLL +2.5EQ 24) 1.3053DL +1.3053COLL +2.5EQ 25) 1.3053DL +1.3053COLL -2.5EQ 26) 1.3053DL +1.3053COLL -2.5EQ 27) 0.7947DL +2.5EQ (SOA -L) 28) 0.7947DL +2.5EQ (SOA -R) 29) 0.7947DL -2.5EQ (SOA -L), 30) 0.7947DL -2.5EQ (SOA -R) 31) 1.3053DL +1.3053COLL +2.5EQ 32) 1.3053DL +1.3053COLL +2.5EQ 33) 1.3053DL +1.3053COLL -2.5EQ 34) 1.3053DL +1.3053COLL -2.5EQ 35) 0.7947DL +3.5EQ (SOA -L) 36) 0.7947DL +3.5EQ (SOA -R) 37) 0.7947DL--3.5EQ (SOA -L) 38) 0.7947DL -3.5EQ (SOA -R) 39) 1.3053DL +1.3053COLL +3.5EQ 40) 1.3053DL +1.3053COLL +3.5EQ 41) 1.3053DL +1.3053COLL -3.5EQ 42) 1.3053DL +1.3053COLL -3.5EQ 43) DL +0.6WL1 (SOA -L) 44) DL +0.6WL1 (SOA -R) 45) DL +0.6WL2 (SOA -L) 46) DL +0.6WL2 (SOA --R) 47) DL +0.6WL3 .(SOA -L) 48) DL +0.6WL3 (SOA -R) 49) DL +0.6WL4 (SOA -L) 50) DL +0.6WL4 (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R.) (SOA -L) (SOA -R) (SOA -L) (SOA -R) N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N C R P N C R P N C R P N C R P N C R P N C R P N C R P N C R P N C R P N C R P N B R P N B R P N B R P N B R N B R P N B R P N B R P N B R P N K R P N K R P N K R P N K R P N K R P N K R P N K R P N K R P N A P N A P N A P N A P N A P N A P N A P N A P 41 Metallic Building Systems User:•sgutierrez Page: F11- 7 R -Frame Design.Program - Version V5.08 Job : 19397A Continue Load Comb Report File: a.frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 -------------------------------------------------------------------------------- Load Combination 51) DL +0.6WL5 (SOA -L) 52) DL +0.6WL5 (SOA -R) 53) DL +0.6WL6 (SOA -L) 54) DL +0.6WL6 (SOA -R) 55) DL +0.6WL7 (SOA -L) 56) DL +0.6WL7 (SOA -R) 57) DL +0.6WL8 (SOA -L) 58) DL +0.6WL8 (SOA -R) 59) 0.6DL +0_6WL1 (SOA -L) 60) 0.6DL +0.6WL1 (SOA -R) 61) 0.6DL +0.6WL2 (SOA -L) 62) 0.6DL +0.6WL2 (SOA -R) 63) 0.6DL +0.6WL3 (SOA -L) 64) 0.6DL +0.6WL3 (SOA -R) 65) 0.6DL +0.6WL4 (SOA -L) 66) 0.6DL +0.6WL4 (SOA -R) 67) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -L) 68) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -R) 69).0.6DL +0.6LWL2 +0.6RBUPLW (SOA -L) 70) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -R) 71) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA -L) 72) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA -R) 73) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA -L) 74) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA -R) 75) 0.6DL +0.6WL5 (SOA -L) 76) 0.6DL +0.6WL5 MA -R) 77) 0.6DL +0.6WL6 (SOA -L) 78) 0.6DL +0.6WL6 (SOA -R) 79) 0.6DL +0.6WL7 (SOA -L) 80) 0.6DL +0.6WL7 (SOA -R) 81) 0.6DL +0.6WL8 (SOA -L) 82) 0.6DL +0.6WL8 (SOA -R) 83) DL +COLL +0.6WL1 (SOA -L) 84) DL +COLL +0.6WL1 (SOA -R) 85) DL +COLL +0.6WL2 (SOA -L) 86) DL +COLL +0.6WL2 (SOA -R) 87) DL +COLL +0.6WL3 (SOA -L) 88) DL +COLL +0.6WL3 (SOA -R) 89) DL +COLL +0.6WL4 (SOA -L) 90) DL +COLL +0.6WL4 (SOA -R) 91) DL +COLL +0.6WL5 •(SOA -L). 92) DL +COLL +0.6WL5 (SOA -R) 93) DL +COLL +0.6WL6 (SOA -L) 94) DL +COLL +0.6WL6 (SOA -R) 95) DL +COLL +0.6WL7 (SOA -L) 96) DL +COLL +0.6WL7 (SOA -R) 97) DL +COLL +0.6WL8 (SOA -L) 98) DL +COLL +0.6WL8 (SOA -R) 99) DL +0.75LL +COLL +0.45WL1 (SOA -L) 100) DL +0.75LL +COLL +0.45WL1 (SOA -R) N A P N A P N A P N A P N A P N 'A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P 42 Metallic Building Systems User: sgutierrez Page: F11- 8 R -Frame Design Program - Version V5.08 Job : 19397A Continue Load Comb Report File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 -------------------------------------------------------------------------------- Load Combination 101) DL +0.75LL +COLL +0.45WL2 (SOA -L) N A P 102) DL +0.75LL +COLL +0.45WL2 (SOA -R) N A P 103) DL +0.75LL +COLL +0.45WL3 (SOA -L) N A P 104) DL +0.75LL +COLL +0.45WL3 (SOA -R) N A P 105) DL +0.751,L +COLL +0.45WL4 (SOA -L) N A P 106) DL +0.75LL +COLL +0.45WL4 (SOA -R) N A P 107) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA -L) N A P 108) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA -R) N A P 109) bL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA -L) N A P 110) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA -R) N A P 111) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA -L) N A P 112) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA -R) N A P 113) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA -L) N A P 114) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA -R) N A P 115) DL +0.75LL +COLL +0.45WL5 (SOA -L) N A P 116) DL +0.75LL +COLL +0.45WL5 (SOA -R) N A P 117) DL +0.75LL +COLL +0.45WL6 (SOA -L) N A P 118) DL +0.75LL +COLL +0.45WL6 (SOA -R) N A P 119) DL +0.75LL +COLL +0.45WL7 (SOA -L) N A P 120) DL +0.75LL +COLL +0.45WL7 (SOA -R) N A P 121) DL +0.75LL +COLL +0.45WL8 (SOA -L) N A P 122) DL +0.75LL +COLL +0.45WL8 (SOA -R) N A P 123) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -L) N A P 124) Dt +COLL +0.6LWL1 +0.6RBDWLW .(SOA -R) N A P 125) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -L) N A P 126) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -R) N A P 127) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -L) N A P 128) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -R) N A P 129) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -L) N A P 130) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -R) N A P 131) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA -L) N A P 132) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA -R) N A P 133) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA -L) N A P 134) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA -R) N A P 135) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA -L) N A P 136) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA -R) N A P 137) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA -L) N A P 138) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA -R) N A P 139) 1.0737DL +1.0737COLL +0.91RBDWEQ (SOA -L) N A P 140) 1.0737DL +1.0737COLL +0.91RBDWEQ (SOA -R) N A P 141) 1.3053DL +1.3053COLL +2.RBDWEQ (SOA -L) N C R P 142) 1.3053DL +1.3053COLL +2.RBDWEQ (SOA -R) N C R P 143) LL D 144) WL1D D 145) WL2D D 146) WL3D D 147) WL4D D 148) LWL1D D 149) LWL2D D 150) LWL3D D 43 Metallic'Building Systems User: sgutierrez Page: F11- 9 R -Frame Design Program - Version V5.08 Job : 19397A Continue Load Comb Report File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. -------------------------------------------------------------------------------- Start Time: 07:51:50 Load Combination . ------------------ 151) LWL4D D 152) WLSD D 153) WL6D D 154) WL7D D 155) WLBD D 156) 1.3053DL +EQ D E 157) 1.3053DL -EQ D E 158) 0.7947DL +EQ D E 159) 0.7947DL -EQ D E 160) 1.3053DL +1.3053COLL +EQ D E 161) 1.3053DL +1.3053COLL -EQ D E 44 Metallic Building Systems User: sgutierrez Page: F11- 10 R -Frame Design Program - Version V5.08 Job : 19397A Continue Load Comb Report File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 -------------------------------------------------------------------------------- Where DL = Roof Dead Load LL = Roof Live Load COLL = Roof Collateral Load EQ = Lateral Seismic Load [parallel to plane of frame] RBUPEQ= Upward Acting Rod Brace Load from Longit. Seismic WL1 = Lateral Primary Wind Load WL2 = Lateral Primary Wind Load WL3 = Lateral Primary Wind Load WL4 = Lateral Primary Wind Load WL5 = Lateral Primary Wind Load WL6 = Lateral Primary Wind Load WL7 = Lateral Primary Wind Load WL8 = Lateral Primary Wind Load LWL1 = Longitudinal Primary Wind Load RBUPLW= Upward Acting Rod Brace Load from Longitud. Wind LWL2 = Longitudinal Primary Wind Load LWL3 = Longitudinal Primary Wind Load LWL4 = Longitudinal Primary Wind Load RBDWLW= Downward Acting Rod Brace Load from Longit. Wind a RBDWEQ= Downward Acting Rod Brace Load from Long. Seismic WL1D = Lateral Primary Wind Load at Service Level WL2D = Lateral Primary Wind Load at Service Level WL3D = Lateral Primary Wind Load at Service Level WL4D = Lateral Primary Wind Load at Service Level LWL1D = Longitudinal Primary Wind Load at Service Level LWL2D = Longitudinal Primary Wind Load at Service Level LWL3D = Longitudinal Primary Wind Load at Service Level LWL4D = Longitudinal Primary Wind Load at Service Level WLSD = Lateral.Primary Wind Load at Service Level WL6D = Lateral Primary Wind Load at Service Level WL7D = Lateral Primary Wind Load at Service Level WLBD = Lateral Primary Wind Load at Service Level Combination Descriptions N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Strength Design Combination - ASD10 C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations 45 Metallic Building Systems User: sgutierrez Page: F11- 11 R -Frame Design Program - Version V5.08 Job : 19397A User Load Report File: a_frames_1-4.fra Date: 1/ 4/16 cs -------------------------------------------------------------------------------- 100./23.292/30. 20./110./0. Start Time: 07:51:50 * USER INPUT LOADS ------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 LC RBUPLW GLOB Y C 0.010 11.9290 0.0000 0.917 2 LC RBUPLW GLOB L C 0.010 15.3640 0.0000 0.000 3 LC RBDWLW GLOB Y C 23.292 -11.9290 0.0000 0.917 4 RC RBUPLW GLOB Y C 0.010 11.9290 0.0000 -0.917 5 RC RBUPLW GLOB L C 0.010 15.3640 0.0000 0.000 6 RC RBDWLW GLOB Y C 23.292 -11.9290 0.0000 -0.917 7 LC RBUPEQ GLOB Y C 0.010 6.4860 0.0000 0.917 8 LC RBUPEQ GLOB L C 0.010 8.3540 0.0000 0.000 9 LC RBDWEQ GLOB Y C 23.292 -6.4860 0.0000 0.917 10 RC RBUPEQ GLOB Y C 0.010 6.4860 0.0000 -0.917 11 RC RBUPEQ GLOB L C 0.010 8.3540 0.0000 0.000 12 RC RBDWEQ GLOB Y C 23.292 -6.4860 0.0000 -0.917 46 Metallic Building Systems User: sgutierrez Page: F11- 12 R -Frame Design Program - Version V5.08 Job : 19397A Load Report File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 LC RBUPLW GLOB Y C 0.010 11.9290 N/A 0.917 2 LC RBUPLW GLOB L C 0.010 15.3640 N/A, 0.000 3 LC RBDWLW GLOB Y C 23.292 -11.9290 N/A 0.917 4 RC RBUPLW GLOB Y C 0..010 11.9290 N/A -0.917 5 RC RBUPLW GLOB L C 0.010 15.3640 N/A 0.000 6 RC RBDWLW GLOB Y C 23.292 -11.9290 N/A -0.917 7 LC RBUPEQ GLOB Y C 0.010 6.4860 N/A 0.917 8 LC RBUPEQ GLOB L C 0.010 8.3540 N/A 0.000 9 LC RBDWEQ GLOB Y C 23.292 -6.4860 N/A 0.917 10 RC RBUPEQ GLOB Y C 0.010 6.4860 N/A -0.917 11 RC RBUPEQ GLOB L C 0.010 8.3540 N/A 0.000 12 RC RBDWEQ GLOB Y C 23.292 -6.4860 N/A -0.917 13 LR DL XREF Y U 0.000 -0.0874 N/A 0.000 14 RR DL XREF, Y U 0.000 -0.0874 N/A 0.000 15 LC SW GLOB Y U 0.000 -0.0645 N/A 0.000 16 LR SW GLOB Y U 0.000 -0.0469 N/A 0.000 17 RC SW GLOB Y U 0.000 -0.0645 N/A 0.000 18 RR SW GLOB Y U 0.000 -0.0469 N/A 0-.000 19 LR LL XREF Y U 0.000 -0.6000 N/A 0.000 2"0 RR LL XREF Y U 0.000 -0.6000 N/A 0.000 21 LR COLL XREF Y U 0.000 -0.1200 N/A 0.000 22 RR COLL XREF Y U. 0.000 -0.1200 N/A 0.000 23 LR SNOW XREF Y U 0.000 0.0000 N/A 0.000 24 RR SNOW XREF Y U 0.000 0.0000 N/A 0.000 25 LC WL1 MEMB Y U 0.000 -0.5517 N/A 0.000 26 RC WL1 MEMB Y U 0.000, 0.5517 N/A 0.000 27 LR WL1 MEMB Y U 0.000 -0.7503 N/A 0.000 28 RR WL1 MEMB Y U 0.000 -0.1876 N/A 0.000 29 LC WL2 MEMB Y U 0.000 -0.5517 N/A 0.000 30 RC WL2 MEMB Y U 0.000 0.5517 N/A 0.000 31 LR WL2 MEMB Y U 0.000 0.6878 N/A 0.000 32 RR WL2 MEMB Y U 0.000 0.0625 N/A 0.000 33 LC WL3 MEMB Y U 0.000 -0.5517 N/A 0.000 34 RC WL3 MEMB Y U 0.000 0.5517 N/A 0.000 35 LR WL3 MEMB Y U 0.000 0.3126 N/A 0.000 36 RR WL3 MEMB Y U 0.000 0.7503 N/A 0.000 37 LC WL4 MEMB Y U 0.000 -0.5517 N/A 0.000 38 RC WL4 MEMB Y U 0.000 0.5517 N/A 0.000 39 LR WL4 MEMB Y U 0.000 0.6878 N/A 0.000 40 RR WL4 MEMB Y U 0.000 0.3752 N/A 0.000 41 LC LWL1 MEMB Y U 0.000 0.5517 N/A 0.000 42 RC LWL1 MEMB Y U 0.000 0.5517 N/A 0.000 43 LR LWL1 MEMB Y U 0.000 -0.4990 N/A 0.000 44 RR LWL1 MEMB Y U 0.000 -0.4990 N/A 0.000 45 LC LWL2 MEMB Y U 0.000 0.5517 N/A 0.000 46 RC LWL2 MEMB Y U 0.000 0.5517 N/A 0.000 47 LR LWL2 MEMB Y U 0.000 0.5021 N/A 0.000 48 RR LWL2 MEMB Y U 0.000 0.5021 N/A 0.000 49 LC LWL3 MEMB Y U 0.000 0.5517 N/A 0.000 50 RC LWL3 MEMB Y U 0.000 0.5517 N/A 0.000 47 Metallic Building Systems User: sgutierrez Page: F11- 13 R -Frame Design Program - Version V5.08 Job : 19397A Load Report File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 ----------------------------------7------------=-------------------------------- 51 LR LWL3 MEMB Y U 0.000 -0.3176 N/A 0.000 52 RR LWL3 MEMB Y U 0.000 -0.3176 N/A 0.000 53 LC LWL4 MEMB Y U 0.000 0.5517 N/A 0.000 54 RC LWL4 MEMB Y U 0.000 0.5517 N/A 0.000 55 LR LWL4 MEMB Y U 0.000 0.7535 N/A 0.000 56 RR LWL4 MEMB Y U 0.000 0.7535 N/A 0.000 57 LC WL5 MEMB Y U 0.000 0.5517 N/A 0.000 58 RC WL5 MEMB Y U 0.000 -0.5517 N/A 0.000 59 LR WL5 MEMB Y U 0.000 -0.1876 N/A 0.000 60 RR WL5 MEMB Y U 0.000 -0.7503 N/A 0.000 61 LC WL6 MEMB Y U 0.000 0.5517 N/A 0.000 62 RC WL6 MEMB Y U 0.000 -0.5517 N/A 0.000 63 LR WL6 MEMB Y U 0.000 0.0625 N/A 0.000 64 RR WL6 MEMB Y U 0.000 0.6878 N/A 0.000 65 LC WL7 MEMB Y U 0.000 0.5517 N/A, 0.000 66 RC WL7 MEMB Y U 0.000 -0.5517 N/A 0.000 67 LR WL7 MEMB Y U 0.000 0.7503 N/A 0.000 68 RR WL7 MEMB Y U 0.000 0.3126 N/A 0.000 69 LC WL8 MEMB Y U 0.000 0.5517 N/A 0.000 70 RC WL8 MEMB Y U 0.000 -0.5517 N/A 0.000 71 LR WL8 MEMB Y U 0.000 0.3752 N/A 0.000 72 RR WL8 MEMB Y U 0.000 0.6878 N/A 0.000 73 LC WL1D MEMB Y U 0.000 -0.2364 N/A 0.000 74 RC WL1D MEMB Y U 0.000 0.2364 N/A 0.000 75 LR WL1D MEMB Y U 0.000 -0.3215 N/A 0.000 76 RR WL1D MEMB Y U 0.000 -0.0804. N/A 0.000 77 LC WL2D MEMB Y U 0.000 -0.2364 N/A 0.000 78 RC WL2D MEMB Y U 0.000 0.2364 N/A 0.000 79 LR WL2D MEMB Y U 0.000 0.2947 N/A 0.000 80 RR WL2D MEMB Y U 0.000 0.0268 N/A 0.000 81 LC WL3D MEMB Y U 0.000 -0.2364 N/A 0.000 82 RC WL3D MEMB Y U 0.000 0.2364 N/A 0.000 83 LR WL3D MEMB Y U 0.000 0.1339 N/A 0.000 84 RR WL3D MEMB Y U 0.000 0.3215 N/A 0.000 85 LC WL4D MEMB Y U 0.000 -0.2364 N/A 0.000 86 RC WL4D MEMB Y U. 0.000 0.2364 N/A 0.000 87 LR WL4D MEMB Y U 0.000 0.2947 N/A 0.000 88 RR WL4D MEMB Y U 0.000 0.1607 N/A 0.000 89 LC LWL1D MEMB Y U 0.000 0.2364 N/A 0.000 90 RC LWL1D MEMB Y U 0.000 0.2364 N/A 0.000 91 LR LWL1D MEMB Y U 0.000 -0.2138 N/A 0.000 92 RR. LWL1D MEMB Y U 0.000 --0.2138 N/A 0.000 93 LC LWL2D, MEMB Y U 0.000 0.2364 N/A 0.000 94 RC LWL2D MEMB Y U 0.000 0.2364 N/A 0.000 95 LR LWL2D MEMB Y U 0.000 0.2151 N/A 0.000 96 RR LWL2D MEMB Y U 0.000 0.2151 N/A 0.000 97 LC LWL3D MEMB Y U 0.000 0.2364 N/A 0.000 98 RC LWL3D MEMB Y U 0.000 0.2364 N/A -0.000 99 LR LWL3D MEMB Y U 0.000 -0.1361 N/A 0.000 100 RR LWL3D MEMB Y U 0.000 -0.1361 N/A 0.000 48 Metallic Building Systems User: sgutierrez Page: F11- 14 R -Frame Design Program - Version V5.08 Job : 19397A Load Report File: a frames'l-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 -------------------------------------------------------------------------------- 101 LC LWL4D MEMB Y U 0.000 0.2364 N/A 0.000 102 RC LWL4D MEMB Y U 0.000 0.2364 N/A 0.000 103 LR LWL4D MEMB Y U 0.000 0.3228 N/A 0.000 104 RR LWL4D MEMB Y U 0.000 0.3228 N/A 0.000 105 LC WL5D MEMB Y U 0.000 0.2364 N/A 0.000 106 RC WL5D, MEMB Y U 0.000 -0.2364 N/A 0.000 107 LR WLSD MEMB Y U 0.000 -0.0804 N/A 0.000 108 RR WL5D MEMB Y U 0.000 -0.3215 N/A 0.000 109 LC WL6D MEMB Y U 0.000 0.2364 N/A 0.000 110 RC WL6D MEMB Y U 0.000 -0.2364 N/A 0.000 111 LR WL6D MEMB Y U 0.000 0.0268 N/A 0.000 112 RR WL6D MEMB Y U 0.000 0.2947 N/A 0.000 113 LC WL7D MEMB Y U 0.000 0.2364 N/A 0.000 114 RC WL7D MEMB Y U 0.000 -0.2364 N/A 0.000 115 LR WL7D MEMB Y U 0.000 0.3215 N/A 0.000 116 RR WL7D MEMB Y U 0.000 0.1339 N/A 0.000 117 LC WL8D MEMB Y U 0.000 0.2364 N/A 0.000 118 RC WL8D MEMB Y U 0.000 -0.2364 N/A 0.000 119 LR WL8D MEMB Y U 0.000 0.1607 N/A 0.000 120 RR WL8D MEMB Y U_ 0.000 0.2947 N/A 0.000 49 Metallic Building Systems User: sgutierrez Page: F11- 15 R -Frame Design Program - Version V5.08 Job : 19397A Seismic Summary Report. File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 -------------------------------------------------------------------------------- 2013 CALIFORNIA Main Seismic Force Resisting System Per ASCE 7 Standard 2010 Edition Standard Risk Category Building for Seismic Loadings Seismic Loads Required for Building ................................ Yes Response Acceleration Coeff., for Short Periods [Ss] (%g) .......... 59.7000 Response Acceleration Coeff., for 1 sec. Periods (Si) (%g) ......... 26.0000 Long -period Transition Period Time [TL] (seconds) .................. 16.0000 Seismic Performance Category ....................................... D Soil Profile Type ................................................... D Seismic Site Coefficient [Fa] ...................................... 1.3224 Seismic Site Coefficient [Fv]...................................... 1.8800 Maximum Spectral Response Accel., for Short Periods (Sms] (g) ...... 0.7895 Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) ..... 0.4888 Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.5263 Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ...... 0.3259 Seismic Response Modification Factor [R] ........................... 3.5000 Seismic Importance Factor [I] .......................:.............. 1.0000 Storage/Equipment Areas and/or Service Rooms Exist ................. No Seismic Story Height [hn] (feet) ..................................... 25.3750 Seismic Fundamental Period [T] Used (seconds) ...................... 0.3721 Longitudinal Seismic Overstrength Factor [OMEGA] ................... 2.0000 Seismic Overstrength Factor (OMEGAo] ............................... 2.5000 Longitudinal Seismic Redundancy/Reliability Factor (L -rho] ......... 1.3000 Seismic Redundancy/Reliability Factor [rho] ........................ 1.3000 Snow in Seismic Force Calculations [Used] M ...................... 0.00 Snow in Seismic Force Calculations [Min. Required] M ............. 0.00 Snow in Seismic Load Combinations [Used] (%) ....................... 0.00 Snow in Seismic Load Combinations [Min. Required] (%) .............. 0.00 Mezz. Live load in Seismic Force Calculations [Used] M ........... 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) .. 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) ............ 100.00 Mezz. Live load in Seismic Load Combinations (Min. Required] M ... 100.00 Building Height Limit (feet) ....................................... 65.0000 Seismic Story Drift Limit Factor ................................... 0.0250 Seismic Story Drift Limit (in) ..................................... 6.9875 Seismic Deflection Amplification Factor [Cd] ....................... 3.0000 Seismic Response Coefficient [Cs] Used ............................. 0.1504 Seismic Story Drift [Cd*Drift/Importance Factor] (in) .............. 1.451 Theta '[Px*Ie*Delta/Vx/hx/Cd]........................................ 0.005 Theta Max [.5/BETA/Cd] where BETA=1.0 ............................... 0.167 Roof Dead Load = 17.505 Wall Weight = 0.000 Collateral Load = 12.000 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight Total Roof Weight Mezzanine Weight Col. Crane Weight 29.505 kips 29.505 = 0.000 0.000 50 -------------------------------------- TOTAL Bldg Weight `'= 29.505 kips -` X X 121 LC EQ YREF X C 20.960 Seismic Coeff. = 0.1504 EQ YREF X C 20.960 2.2184 N/A 0.000 ------------------------------------- BASE SHEAR = 4.4369 kips Seismic Load for Roof at col # 1 = 2.2184 kips Seismic Load for Roof at col-# 2 = 2.2184 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL = 4.4369 kips * SEISMIC GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 121 LC EQ YREF X C 20.960 2.2184 N/A 0.000 122 RC EQ YREF X C 20.960 2.2184 N/A 0.000 51 Metallic Building Systems User: sgutierrez Page: F11- 16 R-Fr&me Design Program - Version V5.08 Job : 19397A Forces and Allowable Stresses Summary File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 -------------------------------------------------------------------------------- Left Column Analysis Length = 21.00*ft Kx = 1.00 Weight = 1352. lbs Effective Ix = 4261.7 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 1 10.00 14.000 28.478 12.00x 0.3750 0.2500 12.00x 0.5000 6.88 55.0 2 9.34 28.478 42.000 12.00x 0.3750 0.3125 12.00x 0.5000 6.88 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 107 -45.1 -373.0 -38.9 11.4 36.8 28.7 6.1 -0.51 0.88 0.94 0.94 115 207 -44.5 -700.1 -36.6 9.1 33.6 28.2 4.4 0.31 0.97 1.0 1.0 1 115 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 47.57 ft Kx = 1.00 Weight = 2234. lbs Effective Ix = 1856.6 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 3 6.19 42.000 35.115 8.00x 0.6250 0.2500 8.00x 0.6250 -5.29 55.0. 4 10.00 35.115 24.000 8.00x 0.3750 0.3125 8.00x 0.5000 -5.29 55.0 5 10.00 24.000 24.000 8.00x 0.3125 0.2500 8.00x 0.3750 0.00 55.0 6 10.00 24.000 24.000 8.00x 0.5000 0.1850 8.00x 0.3750 0.00 55.0 7 10.00 24.000 24.000 8.00x 0.5000 0.1850 8.00x 0.3750 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 301 -37.9 -698.8 38.1 17.6 37.8 •31.6 2.8 0.80 0.85 1.0 1.0 115 401 -37.6 -491.6 33.4 16.5 36.3 34.0 6.2 0.32 1.0 0.97 1.0 ' 115 501 -37.0 -213.1 25.6 17.6 37.7 32.4 8.5 0.49 0.93 0.99 0.99 115 614 -35.0 224.5 2.3 17.5 33.1 34.8 4.7 0.11 0.87 0.97 0.97 100 704 -34.8 227.2 0.0 17.5 33.1 34.8 4.7 0.00 0.88 0.97 0.97 100 ---------------------------------'----------------------------------------------- Right Column Analysis Length = 21.00 ft Kx = 1.00 Weight = 1352. lbs Effective Ix = 4261.7 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 8 10.00 14.000 28.478 12.00x 0.3750 0.2500 12.00x 0.5000 6.88 55.0 9 .9.34 28.478 42.000 12.00x 0.3750 0.3125 12.00x 0.5000 6.88 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb --------------------------------------------------------------------------- 807 -45.1 -373.0 -38.9 11.4 36.8 28.7 6.1 0.51 0.88 0.94 0.94 100 907 -44.5 -700.1 -36.6 9.1 33.6 28.2 4.4 0.31 0.97 1.0 1.0 100 -------------------------------------------------------------------------------- 52 Metallic Building Systems User: sgutierrez Page: F11- 17 R -Frame Design Program Version V5.08 Job : 19397A Forces and Allowable Stresses Summary File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30: 20./110./0. Start Time: 07:51:50 ------------------=------------------------------------------------------------- Right Rafter Analysis Length = 47.57 ft Kx = 1.00 Weight = 2234. lbs Effective Ix = 1856.6 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 10 6.19 42.000 35.115 8.00x 0.6250 0.2500 8.00x 0.6250 -5.29 55.0 11 10.00 35.115 24.000 8.00x 0.3750 0.3125 8.00x 0.5000 -5.29 55.0 12 10.00 24.000 24.000 8.00x 0.3125 0.2500 8.00x 0.3750 0.0"0 55.0 13 10.00 24.000 24.000 8.00x 0.5000 0.1850 8.00x 0.3750 0.00 55.0 14 10.00 24.000 24.000 8.00x 0.5000 0.1850 8.00x 0.3750 0.00 55.0 ---------------------------------------------------- --------------------------- Point ---Actual Forces--- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb ------------------------------------------------------------------------------- 1001 -37.9 -698.8 38.1 17.6 37.8 31.6 2.8 0.80 0.85 1.0 1.0 100 1101 -37.6 -491.6 33.4 16.5 36.3 34.0 6.2 0.32 1.0 0.97 1.0 100 1201 -37.0 -213.1 25.6 17.6 37.7 32.4 8.5 0.49 0.93 0.99 0.99 100 1314 -35.0 224.5 2.3 17.5 33.1 34.8 4.7 0.11 0.87 0.97 0.97 115 1404 -34.8 227.2 0.0 17.5 33.1 34.8 4.7 0.00 0.88 0.97 0.97 115 -------------------------------------------------------------------------------- TOTAL MEMBER WEIGHT = 7172. lbs 53 Metallic Building Systems User: sgutierrez Page: F11- 18 R -Frame Design Program - Version V5.08 Job : 19397A Anchor Rod and Base Plate Design File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 ------------- ------------------------------------------------------------------- BOTH EXTERIOR COLUMNS ANCHOR RODS AND BASE PLATE DESIGN ------------------------------------------------------- ------------------------------------------------------- Anchor Rod & Base Plate Design Sizes >> ------------------------------------•--- Use ( 4)- 1.000 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 4.0000, 1 Q 4.0000, 6.8750 Plate Size : 12.00OOx 14.8750x 0.6250 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> 54 Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 25.021 68.330 73 0.37 Rod Shear 41.431 0.000 40.998 115 1.01 Shear & Tension 13.414 25.021 66.472 73 0.38 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet- Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.31250 . 12.000 55.685 22.808 131 0.41 Outer Flg 0.31250 12.000 55.685 11.046 73 0.20 Web Plate 0.25000 14.000 51.972 41.431 100 0.80 54 Metallic Building Systems User: sgutierrez Page: F11- 19 R -Frame Design Program - Version V5.08 Job : 19397A Connection Report File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter and Right Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 4 rows Extended - 1 in. Dia. - Standard (2 bolts per row) (I.S.) 4 rows Extended - 1 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: ----------------------- Plate: 12.00 x 1.0000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 12.00 x 0.6250 in. I.S. - 11.81 x 0.6250 in. Web Depth - 41.97.3 in. Web Thickness 0.312 in. Gage - .3.500 in. Center of Bolt to Flange: 0.250 in. Pf top (out) - 2.521 in. BFCD top (out) - 2.250 in. Rise top (out) - 0.180 in. XTO top (out) - 2..438 in. Pf top (ins) - 2.352 in. BFCD top (ins) - 2.250 in. Rise top (ins) - 0.180 in. XTI top (ins) - 2.435 in. Pf bot (out) - 2.260 in. BFCD bot (out) - 2.250 in. Rise bot (out) - 0.000 in.- XBO bot (out) - 2.250 in. Pf bot (ins) - 3.115 in. BFCD bot (ins) - 2.250 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 3.115 in. Bolt Spacing - 3.500 in. Controlling Mode : Thick Plate Angle top - 85.2 degrees - 3.500 Angle bot - 90.0 degrees Plate Controlling Load Combinations: ----------------------------- 100) DL +0.75LL +LOLL +0.45WL1 63) 0.6DL +0.6WL3 (SOA -L) Connection Design Summary: Bolt Unity Check (O.S.) = 0. Bolt Unity Check (I.S.) = 0. Right Side of Conn Data: ------------------------ Plate: 10.00 x 1.0000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 8.00 x 0.6250 in. I.S. - 8.00 x 0.6250 in. Web Depth - 41.973 in. Web Thickness 0.250 in. Gage - 3.500 in. Center of Bolt to Flange: Pf top (out) - 2.354 in. BFCD top (out) - 2.250 in. Rise top (out) - 0.180 in. XTO top (out) - 2.438 in. Pf top (ins) - 2.519 in. BFCD top (ins) - 2.250 in. Rise top (ins) - 0.180 in. XTI top,(ins) - 2.435 in. Pf bot (out) - 2.427 in. BFCD bot (out) - 2.250 in. Rise bot (out),- 0.382 in. XBO bot (out) - 2.250 in. Pf bot (ins) - 2.938 in. BFCD bot (ins) - 2.250 in. Rise bot (ins) - 0.382 in. XBI bot (ins) - 3.115 in. Bolt Spacing - 3.500 in. Controlling Mode Thick Plate Angle top - 94.8 degrees Angle bot - 79.9 degrees Left Side Frame Right Side Frame Moments Axial Shear Moments Axial Shear (k -ft) (kips) (kips) (k -ft) (kips) (kips) ------------------------------------------------- -502.80 -33.65 42.63 -698.77 =34.62 41.16 259.17 9.46 -10.20 51.46 8.46 -11.63 7012 Plate Unity Check (O.S.) = 0.5130 3080 Plate Unity Check (I..S.) = 0.2257 55 N Metallic Building Systems User: sgutierrez Page: F11- 20 R -Frame Design Program- Version V5.08 Job : 19397A Connection Report File: a_frames_1-4.fra Date: 1/ 4/16 cs 100.%23.292/30. 20./110./0. Start Time: 07:51:50 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter and Right Rafter Depth 6 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: 0.5000 in. ----------------------- Plate: 8.00 x 0.6250 in. 0.3750 in. Fy(Min) 50.0 ksi - 24.083 Fu 65.0 ksi 0.185 in. Flanges: Gage I - 3.000 O.S. - 8.00 x 0.5000 in. to Flange: I.S. - 8.00 x 0.3750 in. - 1.802 Web Depth - 24.083 in. Web Thickness 0.185 in. - 0.128 Gage - 3.000 in. Center of Bolt to Flange: - 2.196 Pf top (out) - 1.802 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.128 in. XTO top (out) - 1.750 in. Pf top (ins) - 2.196 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.128 in. XTI top (ins) - 2.248 in. Pf bot (out) - 1.885 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.128 in. XBO bot (out) - 1.938 in. Pf bot (ins) - 2.238 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.128 in. XBI bot (ins) - 2.186 in. Bolt Spacing - 3.000 in. Angle top - 85.2 degrees Angle bot - 94.8 degrees Controlling Load Combinations: ----------------------------- 73) 0.6DL +0.-6LWL4 +0.6RBUPLW 131) DL +0.75LL +COLL +0.45LWL Connection Design Summary: Bolt Unity Check (O.S.) = 0. Bolt Unity Check (I.S.) = 0. Right Side of Conn Data: ------------------------ Plate: 8.00 x 0.6250 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 8.00 x 0.5000 in. Weld I.S. - 8.00 x 0.3750 in. Weld Web Depth - 24.083 in. Web Thickness 0.185 in. Load Check Gage I - 3.000 in. Center of Bolt to Flange: No. Ratio Pf top (out) - 1.802 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.128 in. XTO top (out) - 1.750 in. Pf top (ins) - 2.196 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.128 in. XTI top (ins) - 2.248 in. Pf bot (out) - 1.885 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.128 in. XBO bot (out) - 1.938 in. Pf bot (ins) -' 2.238 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.128 in. XBI bot (ins) - 2.186 in. Bolt Spacing - 3.000 in. Angle top - 85.2 degrees Angle bot - 94.8 degrees Left Side Frame Right Side Frame Moments Axial Shear Moments Axial Shear (k -ft) (kips) (kips) (k -ft) (kips) (kips) ------------------------------------------------- -70.43 19.34 -0.00 -70.43 19.34 0.00 204.79 -32.80 0.15 204.79 -32.80 -0.15 7583 Plate Unity Check (O.S.) = 0.4647 8274 Plate Unity.Check (I.S.) = 0.6668 Required Connection Plate Welding >> (Using E70 Electrodes) Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Check Weld Location Type (in.). (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------------------ Left Side of Conn Inner Flg Fillet -BS 0.3125, 16.0000 111.3693 91.6319 131 0.8228 56 Outer Flg Groove 0.5000 8.0000 132.0000 41.2218 73 0.3123 Web Plate Fillet -BS 0.1875 48.1664 134.1064 7.5225 73 0.0561 Right Side of Conn Inner Flg Fillet -BS 0.3125 16.0000 111.3693 91.6319 131 0.8228 Outer Flg Groove 0.5000 8.0.000 132.0000 41.2218 73 0.3123 Web Plate Fillet -BS ------------------------------------------------------------------------------ 0.1875 48.1664 134.1064 7.5225 73 0.0561 NS - Near side weld, FS - Far side weld, BS - Both sides weld. 57 E Metallic Building Systems User: sgutierrez Page: F11- 20 R -Frame Design Program - Version V5.08 Job : 19397A Connection Report File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter and Right Rafter Depth 6 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: ----------------------- Plate: 8.00 x 0.6250 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 8.00 x 0.5000 in. Weld I.S. - 8.00 x 0.3750 in. Weld Web Depth - 24.083 in Web Thickness 0.185 in. Load Check Gage - 3.000 in Center of Bolt to Flange: No. Ratio Pf top (out) - 1.802 in BFCD top (out) - 1.750 in Rise top (out) - 0.128 in XTO top (out) - 1.750 in Pf top (ins) - 2.196 in BFCD top (ins) - 1.750 in Rise top (ins) - 0.128 in XTI top (ins) - 2.248 in Pf bot (out) - 1.885 in BFCD bot (out) - 1.750 in Rise bot (out) - 0.128 in XBO bot (out) - 1.938 in Pf bot (ins) - 2.238 in BFCD bot (ins) - 1.750 in Rise bot (ins) - 0.128 in XBI bot (ins) - 2.186 in Bolt Spacing - 3.000 in Angle top - 85.2 degrees Angle bot - 94.8 degrees Controlling Load Combinations: ----------------------------- 73) 0.6DL +0.6LWL4 +0.6RBUPLW 131) DL +0.75LL +COLL +0.45LWL Connection Design Summary: Bolt Unity Check (O.S.) = 0. Bolt Unity Check (I.S.) = 0. Right Side of Conn Data: ------------------------ Plate: 8.00 x 0.6250 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 8.00 x 0.5000 in. Weld I.S. - 8.00 x 0.3750 in. Weld Web Depth - 24.083 in. Web Thickness 0.185 in. Load Check Gage - 3.000 in. Center of Bolt to Flange: No. Ratio Pf top (out) - 1.802 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.128 in. XTO_top (out) - 1.750 in. Pf top (ins) - 2.196 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.128 in. XTI top (ins) - 2.248 in. Pf bot (out) - 1.885 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.128 in. XBO bot (out) - 1.938 in. Pf bot (ins) - 2.238 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.128 in. XBI bot (ins) - 2.186 in. Bolt Spacing - 3.000 in. Angle top - 85.2 degrees Angle bot - 94.8 degrees Left Side Frame Right Side Frame Moments Axial Shear Moments Axial Shear (k -ft) (kips) (kips) (k -ft) (kips) (kips) ------------------------------------------------- -70.43 19.34 -0.00 -70.43 19.34 0.00 204.79 -32.80 0.15 204.79 -32.80 -0.15 7583 Plate Unity Check (O.S.) = 0.4647 8274 Plate Unity Check (I.S.) = 0.6668 Required Connection Plate Welding >> (Using E70 Electrodes) Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Check Weld Location Type (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------------------ Left Side of Conn Inner Flg Fillet -BS 0.3125 16.0000 111.3693 91.6319 131 0.8228 56 Outer Flg Groove 0.5000 8.0000 132.0000 41.2218 73 0.3123 Web Plate Fillet -BS 0.1875 48.1664 134.1064 7.5225 73 0.0561 Right Side of Conn Inner Flg Fillet -BS 0.3125 16.0000 111.3693 91.6319 131 0.8228 Outer Flg Groove 0.5000 8.0000 132.0000 41.2218 73 0.3123 Web Plate Fillet -BS 0.1875 48.1664 134.1064 7.5225 73 0.0561 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. '57 Metallic Building Systems User: sgutierrez Page: F11- 21 R -Frame Design Program - Version V5.08 Job : 19397A Knee and Stiffener Report File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 -------------------------------------------------------------------------------- Left and Right Knee Design Knee Web Thickness Bearing Stiffener Type Bearing Stiffener at Knee Column Cap Plate Use 0.3125 in. Thick Web Horizontal 5.7500 X 0.6250 in. 12.0000 X 0.6250 in. Knee Panel Weld Sizes Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.3125 in. x 42.146 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0.3125 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.3125 in. x 42.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.3125 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 38.646 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 38.646 in. GMAW on FAR Side (STD. WELD) Column Connection Pl.: 0.2500 in. x 42.146 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld --------------------------------------- Use 5.750 in. Long Complete -Joint -Penetration Groove GMAW Weld (STD..WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. 58 12 Metallic Building Systems User: sgutierrez Page: F11- 22 R -Frame Design Program- Version V5.08 Job : 19397A Flange Brace Report File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30. 20./110./0. Start Time: 07:51:50 -------------------------------------------------------------------------------- GIRT SPACES - VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 2313-1/2" @ FLOOR 1 @ 2313-1/2" @ FLOOR PURLIN SPACES - HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 13 @ 316 @ EAVE 13 @ 316 @ EAVE 1 @ 3'2-3/4" 1 @ 3'2-3/4" 1 @ 1'3-1/4" @ PEAK 1 @ 113-1/4" @ PEAK -------------------------------------------------------------------------------- MEMBER DISTANCE TO BRACE POINTS (Feet) - LEFT RAFTER Measured along T.F. from left steel line - RIGHT RAFTER Measured along T.F. from right steel line - EXT. COLUMNS Measured along T.F. from base --------------------------------------------------------------------------------- LFT RAFTER 3.51 7.02 10.54 14.05 17.56 21.07 24.58 28.10 31.61 35.12 (N) (F) (N) (F) (N) (M) (N) (C) (N) (N) 38.63 42.15 45.66 48.90 (C) (N) (N) (C) RGT RAFTER 3.51 7.02 10.54 14.05 17.56 21.07 24.58 28.10 31.61 35.12 (N) (F) (N) (F) (N) (M) (N) (C) (N) (N) 38.63 42.15 45.66 48.90 (C) (N) (N) (C) -------------------------------------------------------------------------------- "N" Indicates that No flange braces are located at the brace point "C" Indicates that One 211x2"x14 ga flange brace is located at the brace point "M" Indicates that One 211x2"x1/8" flange brace is located at the brace point "F" Indicates One 5 ft location Large flange Brace at the brace point -------=------------------------------------------------------------------------ 59 Metallic.Building Systems User: sgutierrez Page:_F11- 23 R -Frame Design Program - Version V5.08 Job : 19397A Primary Deflection Report. File: a_frames_1-4.fra Date: 1/ 4/16 cs 100./23.292/30'. 20./110./0. Start Time: 07:51:50 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches) MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) Max. Downward Deflection Max. Upward Deflection Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L. Max. Def -4.739 in. 50.00 ft. 1.665 in. 50.00 ft. Load Comb 1 151 Defl. L/240 L/685 ------------------------------------------------------------------------------ PEAK DEFLECTIONS (Positive = Y:Upward) Y -Def ------------------- Pos. Max 1.665 in. Load Comb 151 Defl. L/685 Neg. Max -4.739 in. Load Comb 2 Defl. I L/240 Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor) LC# Cd Used Ext. Left Col Ext Right Col 157 ,X -Def Y -Def X -Def Y -Def ------------------------------------------------------------------------------ Pos. Max 1.288 0.082 1.838 0.082 Load Comb 158 152 160 144 Defl. H/195 H/136 ---------------------------------------------------- Neg. Max -1.838 -0.079 -1.288 -------------------------- -0.079 Load Comb 161 144 159 152 Defl. ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ H/136 H/195 MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) Max. Downward Deflection Max. Upward Deflection Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L. Max. Def -4.739 in. 50.00 ft. 1.665 in. 50.00 ft. Load Comb 1 151 Defl. L/240 L/685 ------------------------------------------------------------------------------ PEAK DEFLECTIONS (Positive = Y:Upward) Y -Def ------------------- Pos. Max 1.665 in. Load Comb 151 Defl. L/685 Neg. Max -4.739 in. Load Comb 2 Defl. I L/240 Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor) LC# Cd Used 156 3.0 157 3.0 158 3.0 159 3.0 160 3.0 161 3.0 Vertical Clearance at the Left.Knee is 19.3500 feet Vertical Clearance at the Right Knee is 19.3500 feet 60 . SITE PLAN Owner Name: Site Location:. Contact name - Flood Zone: Butte County Department of Development Services PERMIT CENTER 7 County Center Driv �, Oroville, CA 95965 Main Phone 530.538: 0 Fax 530.538.7785 wjtL ww.b.julte- .:w. v.neUdds Assessor's Pa reel N u m ber-.- -E1 - El - El - Phone:. Scale F'= PtflMrl 01 6 UV 0 1 - —FORM NO BUTTE COUNTY DF%IELOPMENTSERVICE! REVIEWED FORLDBP-3 CO -DE MPLIANd-j" DATE_ I> b6 BY 7' PerMit. . ....... . ... . .. . .. ................... As - JSee attached- Minimum erosion control and sediment controls for projects disturbing less than one acre NO CONSTRUCTION IN EASEMENTS ALL PORTIONS OF STRUCTURE TO BE OUT OF EASEMENT -INCLUDING FOOTINGS, FOUNDATIONS, WALLS, EAVES AND ROOF Scope of Work: Page 1 of 1 4— Flood Zone: —�K— FIRM-8 0 6D07G 6D0 03 7/56— BUTT COUN JAN 1-5 DEVELOP ENT L ....... SERVTC 's Ll � 0 �-- r I Future occupancy changes will b6 riquHad to meet�tregulatJons required at the time of permit application for a now occupancy change -=or t4RaR improvement 7c;