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Home My WebLink AboutB16-2090 063-210-0041p 'Alrd -'Xz; --p::areAHe b "U'R Imaryls", F' Resi e' j. enti It. e ;14- fln e� ajcU��i' :r ss A-1 truc ural.9 -I p,� �Jp figatio, rt, i ati **. ,44 c 1, — - DF 17 ffearation;-.- fio� pecia Iri 4 GQMOIRulle'�2` -tt ac Ir.n _4 744 BUTV- " I . - . �i COUTfy SEP 16 PERMIT # ICES BU E COUNTY DEVELOPMENT SE REVIEWED FOR CODE COMPLIANCE DATE__._�C 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations For: .Q.-Ite n t: Levi Rosser - Rosser Enterprises e[Qject: Houar 65x6O Metal Building Foundation Ad.d1r.e.ss': Lot 16 Forest Ranch Subdivision, Forest Ranch, CA (Schott Road and Cedar Creek Road) ,??,()FESS/ 1 C. j ye 8 1�m CIVI). 11-r, Note. 'These calcuiations and deuds are based on permit drawings by Star Building Comp -any. I hese calculation5 apply only to the struclure as defined in the reviewed set of Any 'harips to elther this 5el Of Calculations or the reviewed set Of drawlogs provided by Star Uuildinf; Company without (fie written con.scrIll of this Eneineer iS SUiCtly pi ohibiled an(] shall render these calculations and specifications void, Note: Summit StructL,11-al Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specificzitions/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. 1--q L-(--- (f -'E3 e y k- Q --C Summit Structural Design Project: Engineer: esign of: Foundations Soil Bearing 1,500 psf Soil capacity to resist uplift T, varies Grid Line Gravity (ktips) DL I CL LL Page�: Sqr Ftg for Soil Bearing Min Size (ft) Thickness (ft) Date Width (ft) Resistive lJolitit Load (kips unity Factor (mus! be > 1) IA 1.1.0 QUM, - 9Las!LLLqad Combos 6.30 -8.40 DL CL + LL 2.34 3 OL CI -,6W 4.00 737 DL CL +J5(,6W) 4 .7SLL 18 2.30 1.40 10.90 -11,60 Ct .75(30 . 75U 312 3 60L *.6W 4.00 7.77 60L + 3E 3,C 1.50 (IT Grid Line Gravity (ktips) DL I CL LL Uplift. (kips) Wind I Eq Sqr Ftg for Soil Bearing Min Size (ft) Thickness (ft) Length (ft) Width (ft) Resistive lJolitit Load (kips unity Factor (mus! be > 1) IA 1.1.0 0.80 6.30 -8.40 0 2.34 3 4.00 4.00 737 1.77 18 2.30 1.40 10.90 -11,60 -4�50 312 3 4.00 4.00 7.77 1.39 3,C 1.50 1.20 9.10 -16.80 -3.60 Z.92 3 4.50 4.50 9.34 L02 ID 0.90 0,70 5.10 -14.40 -4.60 2.61 3 4.50 4.50 9.34 1.15 2A 2.00 1.90' 14,901 -34,90/ -0.101, 3.54 3 -5.00 111.05 1.43 28 (D3 4.6e- 3531? -25AO' .6,80 5.51 3 S.75 < 5.75 13.87 1.17 2D 3.1.0 2.90 22�20 -18..'0 -4.30 4.34 3 4.50 4.50 9,34 1.04 3A 1.10 0.80 6.30 -.8,10 0.00 2.34 3 4.00 4.00 7.77 1.77 38 1.60 1-40 10.90 -12,70 -.10,00 3.04 3 4.00 4.00 7.77 1.17 3C L50 iI0 9A0 -37.10 0.00 - 2,94 .3 4,SO 4.50 934 1.00 31) 0;90 0.70 5.10 -.15.5-0 1 4.60 2.70 3 4.50 4.50 9.34 1.07 Summit Structural Design Project: Engineer: Date 8/25/2016 Hairpin Design (worst case Line 2) Note: All Loads are ULT F -Horizontal Force DL= 0.70 kips CL= 030 kips LL= 5,70 kips W= 4 10 kips EO= 2.60 kips Angle q= 30 deg CO Steel Grade fs= 60 ksi Vu= 1.4*DL 1,960 kips 1.2*DL + 0,5�1_1_ 4,530 kips 1,2*DL + 1.6*LL + 0.5W 12,850 kips governs 1,24DL + 0.5*LL + 1.OW 8,630 kips .1�2*Dl_ + 1.OEQ 4.280 kips 0,9DL + `I�OW 5�360 kips 0.9DL + 1,OEQ 3,860 kips ACI 318- 11 Section 9,2 Load Combinations VLI=0.9*Area'd'(fs)'cos(q) Areq'd = Vu/(0,9*(fs)*cos(q)) Areq'd= 0.275 in2 Use: I # 4 bar As= 0.393 in2 PROJECT.- PAGE: SUMMIT STRUCTURAL DESIGN ENGINEFR: www.surnmilchico, Coll) DA TE: DESIGN OF 77- PROJECr.- AGE - SUMMIT STRUCTURAL DESIGN ENGINEER: www.sumirlitchico.con? DA Tr: DESIGN OF 'CA vc. o� 4, CrT QW pre- y V-,\ c -F p W�.)-cx A 5 5-C I- s ) xzl-, s 't IA s -FA) 2- 0 - f I DESIGN OF . . . . . . . . . . PROJECr.- PAGE: SUMMIT STRUCTURAL DESIGN ENGINEER: www.sumnlitchico.com DA TE: DESIGN OF . . . . . . . . . . Anchor Designer TIA Software Version 2.4,6025.30 0 1,Proluct Infoanotion Customer coinpany.� Customer contact name: Customer e -mall: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units; Imperial units Anchor Information: Anchor type^ Cast -in-place Material- AB Diametet (inch), 0.750 Effective Embedment depth, li�, (inch): 15.000 Anchor category-. - Anchor ductility: Yes h,,� (inch).* 17.25 C i� (Inch): 1,83 S.,,w (inch). 3.00 Load and Geometry Load factor source� ACI 3 18 Section 9.2 Load combinntiow U = 0,913 , 1.OW Seismic design: No Anchors subjected to sustained tension. Not. applicable Apply entire shear load at front row. No Anchors only resisting wind andlar seismic loads: No Company: Summit Structural Design D Engineer. Andy Johnson, P.E, 4 Project: Address: 383 Rio Lindo Ave 4,1200. Chico, CA 95926 Phone, 53M92.4407 E-maiL andyQsummitchico.com Project description: Location: Fastening descOplion: Base Material Concrete: Normil-weight Concrete thickness, h (inch) 36M State: Uncracked Compressive strength, V. (psi), R500 1,4 Reinforcement condition- B tension. 3 shear Supplemental rein force men 1: No ReinforcLtnent provided at corners- No Do not evaluate concrete breakotit in wnsion,' No Do not evaluate concrete breakout in shear, No Ignore Gdo requirement: Yes Build -tip grout pad: No Base Plato Length x Width x Thickness (inch)- 8,50 x 6 00 x 0.38 <Figure 1> 4 4 -5, 1 'L 7, t A, '40 k# e4l t.-- '7 �4# 1 40- -0 %4 Y, AT 4 input data and results must be ctiecked for noreement with the exkung citcumstances, the slaridarcis and guid'-.1i'les mus: be aecked to$ ptausibility, 1-:v an*� Str"�,O-Tld� Cuelmwy Inc. 5056 1& Los Positas Bouievwd Ple"...on, CA 94588 Pivarle, 925.5CO 9000 Fa� 925 347 187; vA�,,s1zt1nf; lie, conj Anchor Designer TM 0 are Version 2.4,6025.30 <Figure 2> Company, Summit Structural Design OaW. B/2512016 Engineer: Andy Johnson, P.E. page. 2/5 Project: Address: 383 Rio Undo Ave H200, Chico, CA 95926 Phone: 530.592,4407 E-mail: andy@surnmitchicoxoryi Recommended Anchor Anchor Name: PAB Pro-Assernbled Anchot Bolt - PA86 (3/4'0) "low ev,11mitIVIM, Input data and resuits must be checked ror agreement with the exioting circurnalanec-.s. the standwd'; and rjuidelines must be cheched for PIBUSibility. G t rd Pleasanton, CA 94588 Phonc, 025,560,9000 Fox. 325.84 7.3871 vmw.strong�ie cam $956 W, Lag Pashas auto a �C Anchor Designer" Software 911 1 M�g, Version, 2.4.6025.30 company: Summit Structural Design Date; 18/25t2016 Engineer: Andy Johnson, RE. Tension load, 3/5 Project,*. Shear load combined, Address; 383 Rio Undo Ave #200, Chico. CA 95926 Phone: 530.592.4407 E-mail. andy@summitchico,com 3. RmIting Anchor Force Anchor Tension load, Shear load x, Shear load y. Shear load combined, N" (lb) V,— (lb) V.., (113) (lb) 1 4205,0 -410.0 0.0 410.0 2 4205.0 410�0 0.0 410.0 ,3 4205.0 -410.0 0.0 410.0 4 4205�O -410.0 U 410.0 Sum 16820.0 -1640.0 0.0 IV10.0 Maxittium concfete compression strain (%oy 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb)- 1682D Resultant compression larce (Ibi: 0 Eccentricity of reSUIl`.n( tension 'forces in x-axis, e',. (inch). 0.00 Eccentricity of resultant tension forces in y-axis, W,4j (inch): 0.00 Ecceniricily of resultant shear forces In x-axis, e'v, (inch); 0.00 Eccentricity of resultant shear forces In y-axis, e'vy (inch): 0.00 0 Y XY 04' Oq A. (lb) 0 ON.. (lb) 19370 0.75 14528 I Concrete Breakout-S-trength of Anphar in Tgn9pil (Sec, 0.5.2) No -- 16;. 4fhe" (Eq. 0- 7) )4 P. (psi) h.f (in) (lb) 1.00 500 15.000 72986 OiNfoo =0 (Az�� I (Sec, DA.1 &Eq. D-4) A.,,t (In 2) A&-� (in') W.,t fe 1'r, sv Ao n Nt (to) 0 (11)) 2626.56 2025.00 1.000 11000 1.25 1.000 729a6 0,70 82835 -LRvL1gmLSLrQ11MtLjQLAitr ,hpljii Tension (Sec. Q.5.31 Ar. = 0111,FW,, = OALPMwgf'� (Sec. 0.4.1, Eq. D-13 & 0-14) 1/'� A., (in') r, (psi) 0 ON;. (I b) 1.4 3,53 2500 030' 69266 input data and retiults must be chec,%Cd for agreement with the existing circumstances. the Strindards and guideiines must be Cheaiad for plaUSIbility_ simp'Un $1,ung-Tw Cummmy Ins 5056 W, Las Positas Boulevard Pleasanton, CA 04588 Phorw 025,560,9000 Fnx� 925.847,3871 www.strangtic.com OR Y. I Anchor Designer T11 Software Version 2.4.6025.30 Company: Summit Structural Design 8/25/2016 Engineer Andy Johnson, P.E Steel Project 14528 Address, 383 Rio Undo Ave #200, Chico. CA 95926 Phone 530.592.4407 E-maW andy@surnmitchico,corn 8, Steel Strength of Anchor in $hanr 16m D-6-11 -ar Force Wie Factored Load, N.. (lb) Design Strength, oN� (lb) Ratio V.. (lb) oy� 0 0.'VOWOV�. (lb) Steel 4205 14528 11625 . 1.0 0165 7555 Pass (Governs) Concrete breakout 16820 9. r�ancrete Breakout Strength of Anchor In $hear iSec. D.6.2) 0.20 Pass Pullout Shear perpendicular to edge in x -direction: 69266 0.06 Pass 92d(`�c.t','l (Eq. D-33 & Eq. D-34) Factored Load. V.. (lb) Design Strength, oV, (lb) Ratio 1. (in) cf. (in) I", (psi) c, (in) V., Vb) 410 7556 &00 0.75 i.00 2500 24.00 52909 T Concr�te bre.kout.x- 1640 OV,.,4� � 0 (Av�lAv.) (Sec. DA1 Eq� D-31) OM Pass 11 Concrete breakout y- A,v. (Ihz) A A,, (in') 99381 Vj" (11)) Pass 2484.00 2592.00 1.000 0.971 1.400 1.000 52909 030 e18241 Shearpam Ile/ to edge ;n x-directlon.: V�y 9;44l,c,,' 'I (EQ. 0-33 EQ. D-34) (in) d. (in) A4 r. (psi) 'c., (in) V�j (lb) UO 035 1.00 250'0 - 24.00 52909 DAI & Eq. D-31) Av, (in') Av. fln') Ya.. V 'K't V 'Aa V Vv� (lb) 0 OVzn,� Ob) 2484�00 2592.00 1.000 .1.000 1.400 1.000 152909 0,70 99381 11O.CgincreteP out StrpD_qLh_qf An(;hor ar (S cc. DA3) jil She �Vc,v Ok,.Ng (EQ, D-41) k, - Am- (In') jin2) N� Qb) 6 6 . V,.,a (lb) 2.0 2626.56 2025.00 1.000 1.250 1.000 72986 0.70 165670 Interaction Q1 Ignsilo -Ppd Tension -ar Force Wie Factored Load, N.. (lb) Design Strength, oN� (lb) Ratio Status Steel 4205 14528 0.29 Pass (Governs) Concrete breakout 16820 82835 0.20 Pass Pullout 4205 69266 0.06 Pass Shear Factored Load. V.. (lb) Design Strength, oV, (lb) Ratio Status Steel 410 7556 0.05 Pass (Governs) T Concr�te bre.kout.x- 1640 48241 OM Pass 11 Concrete breakout y- 820 99381 0,01 Pass Pryout 1640 165670 0.01 Pass Interaction check No.10h1q, V"/Ov� Combined Ratio Permissible status Sec, D.7.1 0.29 0.00 28.9% 1'0 Pass PAB6 (3/4"0) with hel' 115.000 inch meets the selected design criteria. InPut data and results must be checked for agreement with the existing circurnstances. the slandarcls and uuidelln�s must be checked for plauMbOity Int 5956 W. Las Positau Botjle�iitd Pleasanton. CA 94588 Phone. 92S.560.9000 FAY.. 92S.84'1.387 I wwmstronglie.rarn I 9 -��A�_STA R B-0 I MING SYSTEMS@ -AN NCI COMPANY DESIGN PACKAGE BUILDER: ROSSER INTERPRISES INC CUSTOMER: MIKE HOUAR JOB NUMBER: 15-B-42715 Burm coum TABLE OF CONTENTS SEP 2 0 2016 DEVELOPWNT SERVICES ERMIT k-a0pa BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE Original Design Completed thru Change Order # 0 Revision History . Update Rev # Reactions Reason for Revision Pages Revised Date Revised Page Design Criteria I Notes on Drawings 2,3 Deflection Criteria 4 Project Layout NA Building A,B 5-21 Special Details SEP 2 0 2016 DEVELOPWNT SERVICES ERMIT k-a0pa BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE Original Design Completed thru Change Order # 0 Revision History . Update Rev # Reactions Reason for Revision Pages Revised Date Revised Eng. Project Engineer: William Huang (Lockeford) Checking Engineer: Francois Rambau Signing Engineer: Francois Rambau, P.E. F/&e,- co ioK TARBUILDING SY�TEMS@ AN NO COMPANY August 01, 2016 ROSSER INTERPRISES INC PO BOX 502 BIGGS, CA 95917-0502 15-B-42715 MIKE HOUAR FOREST RANCH, CA MULTIPLE BUILDINGS To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressbd 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 Star Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. The calculations and the metal bLlding they represent are the product of Star Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Star Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Star Building Systems Materials for Metal Buildings An NCI Company Francois Rambau da r L -s Aug 5 2016 5:19 PM Francois Rambau, P.E. Manager of Engineering �koF ESSj� C58 70 Lu M of IVI 0 15-B-42725 P.O. Box 2376 Lockeford, CA 95237 - 209.727-5504 1 starbuildings.com Job Number ........................ Builder ............................ Jobsite Location .................. Building Code ..................... Building Risk Category ............ Roof Dead Load Superimposed ................. 15-B-42715 ROSSER INTERPRISES INC MIKE HOUAR,FOREST RANCH,California 2013 CALIFORNIA Normal (Risk Category II) 3.29 psf (Bldg A) 2.92 psf (Bldg B) Collateral ................... 4.00 psf (0.00 psf Ceiling 4.00 psf Other) Roof Live Load .................... 20.00 psf reduction allowed Snow Wind Ground Snow Load (Pg) ........ ;. 37.00 psf Snow Load Importance Factor (1) 1.00, I Flat Roof Snow Load (Pf) ..... 31.08 psf Snow Exposure Factor (Ce) .... 1.00 Th�rmal Factor (Ct) .......... 1.20 Ultimate Wind Speed (Vult) ... 110.00 mph Nominal Wind Speed (Vasd) .... 85 mph (IBC section 160.9.3.1) Wind Exposure Category ....... C Internal Pressure Coef (GCpi) 0.18/-0.18 (Bldg A) 0.55/-0.55 (Bldg B) Loads for components not provided by building manufacturer Corner Areas (within 6.00' of corner) 27.93 psf pressure -37.40 psf suction Other Areas 27.93 psf pressure -30.30 psf suction Thes * e 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 Sdl ..... 0.326 g Analysis Procedure ........... Equivalent Lateral Force Column Line (Bldg A,B) 1 & 3 2 SWA & SWC Basic Force Resisting System B3 C4 C4 & B3 Response Modification Coefficient (R) 3.25 3.50 3.25 Seismic Response Coefficient (Cs) 0.162 0.150 0.162 Design Base Shear in kips (V), 4.78 4.38 10.10 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 1 08/01/201:6 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 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 5� 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. Using 5x5 standard eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 50 feet with the first downspout from both ends of the gutter run within 25 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 4 in/hr rainfall intensity. 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 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. The metal building manufacturer has not designed the structure for snow accumulation loads at the ground level which may impose snow loads on the wall framing provided by the manufacturer. This metal building system is designed as enclosed.. All exterior components (i.e. doors, windows, vents, etc.) must be designed to withstand the specified wind loading for the design of components and cladding in accordance with the specified building code. Doors are to be closed when a maximum of 50% of design wind velocity is reached. The materials by the manufacturer will be fabricated in a -facility that has received certification of accreditation for the Manufacturers 2 08/01/2016 of Metal Building Systems (AC472) from International Accreditation Service (IAS). This certification is re'6bgnized under Section'1704 of the IBC for approved fabricators. Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings. The cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. X -Bracing is to be installed to a taut condition with all slack removed., Do not tighten beyond this state. 3 08/01/2016 Job Number ......................... 15-B-,42715 Builder ........................... ROSSER INTERPRISES INC Jobsite Location .................. MIKE HOUAR, FOREST RANCH, 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,B 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 Portal Service Wind H/ N/A 60 Total Gravity H/ 60 Service Seismic H/ 50 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. 4 08/01/2016 91OZ/10/80 9 VMS IIVM3ais 0109 0 OE u UE; O%ODO 0 '1 .0 00 Vixt'l 0 16' 0 j 'd 12' 8 '7 , C 0 zo CO �D 1' 2 9102 09,61,ci lo 8nv uOW 3010 3010 6uvnLix M-10.AaA uolsjaA lounj VgTL2t, ION qOr 60'0 ONI S3SINdN3iN I N3SSON SIDEWALL SWC Aapl I iia r f 21,696 VO HDNV8 iS3dOJ NvnOH 3AIH I Aaumo 0 z t� 0 Li 0 C:) z "i L )-" m Cki c 0 9 L 0 8 21 C� 0 0 I -I I z 6 \ I 0 zo CO �D 1' 2 9102 09,61,ci lo 8nv uOW 3010 3010 6uvnLix M-10.AaA uolsjaA lounj VgTL2t, ION qOr 60'0 ONI S3SINdN3iN I N3SSON SIDEWALL SWC Aapl I iia r f 21,696 VO HDNV8 iS3dOJ NvnOH 3AIH I Aaumo (Wj )ad I d=o IZ aldlAl.=xx IZ alcinop=x i4.n,44.S Aa>i 0 cu Li C:) z "i L Cki 0 9 L 8 21 0 :91 (Wj )ad I d=o IZ aldlAl.=xx IZ alcinop=x i4.n,44.S Aa>i key Strut x=cloubte Z, xx=tr ' pte Z, o=plpe(FM) m z ru ru r- CA �;C� ru cn r- 00 Ux rq m VMS apis V 6uipling o4- paqDD4-4-V IIVA39IS Bu I L cler i ROSSER INTERPRISES INC Job Not 42715A runOl Versioni verOl-wxhuan Mon Aug 01 13:19:50 2816 IBUILDING BI z z L W W j XCL 00 0 �,o cm CU- cu < Dc z W 0 -lU . — F, Ch [�2 Q� 15 �O, Ox Owner 9,OPEN MIKE HOUAR FOREST RANCH CA 95942 30'0 30'0 F 60'0 SIDEWALL SWA 6 08/01/2016 Star Building Systems, OKC, OK Design Summary Program User: wxhuang Job Number: 42715A Design Summary Report Version: 6.01.0 run0l Date: 08/01/16 Start Time: 01:19:37 R:\-..\15-B-42715\verOl-wxhuang\Bldg-A\run0l\42715A-bldg-,�Ol.cds ------------------------------------------------------------------------------- Building M A I N B U I L D I N G D E S I G N S U M M A R Y R E P 0 R T 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-42715\verOl-wxhuang\Bldg-A\run0l\AroofRPA-Ol.edf Panel .................... PBR26 Purlins .................. 55.0 ksi Yield Strength Eave Struts .............. 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING : 2@3.2902 5'0 2'4 5'0 1.0864 Bay Length Member Size Brace L Lap R Lap # --------------------------------------------------------------------- (ft) Identification Locations Exten Exten 1 30.000 10X3.5Z12 None S 0.000 2.479 C 2 30.000 10X3.5Z12 None C 2.479 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6 @ Supports: 1,2,3 Purlin Stiffened Clips @ Level 2,6 @ Supports: 1,2,3 Purlin Backup Plate @ Level 2,6 @ Supports: 1,2,3 7 08/01/2016 Star Building Systems, OKC, OK Design Summary Program User: wxhuang Job Number: 42715A Design Summary Report Version: 6.01.0 run0l Date: 08/01/16 Start Time: 01:19:37 R:\..\15-B-42715\verOl-wxhuang\Bldg-A\run0l\42715A — bldg — A — 01.cds ------------------------------------------------------------------------------- ROOF PLANE ------- RPC R:\Jobs\Active\ENG\15-B-42715\verOl-wxhuang\Bldg-A\run0l\AroofRPC-01.edf Panel ..................... PBR26 Purlins .................. 55.0 ksi Yield Strength Eave Struts .............. 55.0 ksi Yield Strength Note,to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING : 2@3.2902 510 214 5'0 1.0864 - Bay Length Member Size Brace . L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 30.000, 10X3.5Z12 None S 0.000 2.479 C 2 30.000 1OX3.5ZI2 None C 2.479- 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6 @ Supports: 3,2,1 Purlin Stiffened Clips @ Level 2,6 @ Supports: 3,2,1 Purlin Backup Plate @ Level 2,6 @ Supports: 3,2,1 RPC Purlin Strut @ 20.000 (ft) :10X3.5Z12 Bays 2 RPC Purlin Strut @ 20.000 (ft) :10X3.5Z12 Bays 1 SWA Eave Strut @ 18.000 (ft) :10X3.5E14 Bays 1 SWA Eave Strut @ 18.000 (ft) :10X3.5E14 Bays 2 SWC Eave Strut @ 18.000 (ft) :10X3.5E14 Bays 2 SWC Eave Strut @ 18.000 (ft) :10X3.5E14 Bays 1 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 uses (2)-1/211 A32S bolts. Eave strut interior connection at SWC uses (2)-1/211 A32S bolts. Eave strut connection at end -frame uses (4)-1/211 A325 bolts. BRACING ---- Roof: 1 bays Rod Plane SWA :Portal Frame Plane SWC 1 bays Rod: Hillside Washers Plane EWB 1 bays Rod Plane EWD 1 bays Rod 8 08/01/2016 Star Building Systems, OKC, OK Design Summary Program User: wxhuang Job Number: 42715A Design Summary Report Version: 6.01.0 run0l Date: 08/01/16 Start Time: 01:19:37 R:\..\15-B-42715\verOl-wxhuang\Bldg-A\run0l\42715A-bldg-,�Ol.cds -------------------------------------------------------------------------------- SIDEWALL PLANE SWA 8.25011 Inset columns R:\Jobs\Active\ENG\15-B-42715\verol-wxhuang\Bldg-A\run0l\AwallSWA-0i.edf Panel .................... PBR26 Girts .................... 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. GIRTS SPACINGS 7'6 5'2 3'4 Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) --------------------------------------------------------------------- (ft) Identification. Locations Exten Exten 1 716 30.000 .8X2.5Z16 F.O'. S 0.000 0.000 S 2 716 30.000 8X2.5Z16 F.O. �S 0.000 0.000 S 1 1218 30.000 8X2.5Z16 F.O.' S 0.000 0.000 S 2 1218 30.000 8X2.5Z16 F.O. S 0.000 0.000 S 1 1610 30.000 8X2.5ZI2 3 1points S 0.000 3.146 C 2 1610 30.000 8X2.5ZI2 3 points C 3.146 0.000 S provide sub lambs above 1610 girts use 8x2.5Z16 Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 1410 1410 N/A 8X3.5C12 8X2.5C16 1 1216 1410 1410 N/A 8X3.5C12 8X2.5C16 2 116 9 08/01/2016 Star Building Systems, OKC, OK Design Summary Program User: wxhuang Job Number: 42715A Design Summary Report Version: 6.01.0 run0l Date: 08/01/16 Start Time: 01:19:37 R:\..\15-B-42715\verOl-wxhuang\Bldg-A\run0l\42715A—bldg—A-0l.cds -------------------------------------------------------------------------------- SIDEWALL PLANE SWC 8.25011 Inset columns R:\Jobs\Active\ENG\15-B-42715\verOl-wxhuang\Bldg-A\run0l\AwallSWC-01.edf Panel .................... PBR26 Girts .................... 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary GIRTS SPACINGS 7'6 5'2 Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 30.000 8X3.5Z14 3 points S 0.000 3.146 C �2 716 30.000 8X3.5Z14 3 points C 3.146 0.000 S 1 1218 30.000 8X3.5Z14 3 points S 0.000 2.479 C 2 1218 30.000 8X3.5Z14 3 points C 2.479 0.000 S Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. 10 08/01/2016 Star Building Systems, OKC, OK Design Summary Program User: wxhuang Job Number: 42715A Design Summary Report Version: 6.01.0 run0l Date: 08/01/16 � Start Time: 01:19:37 R:\..\15-B-42715\verol-wxhuang\Bldg-A\run0l\42715A-bldg-A-0l.cds ------------------------------------------------------------------------------- Endwall Plane EWE Design ........ Bearing Frame (BF) R:\Jobs\Active\ENG\15-B-42715\verOl-wxhuang\Bldg-A\r�in0l\AwallEWB.Ol.edf Panel ....................... PBR26 RAFTERS ----- Mem Description Length I Start End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 W12X14 50.0 ksi 19.391 0.000 19.391 Connections ... Left : Type -V SEP 6.011 X 1/211 (4)-1/211 A325N Bolts Right: Type -III SEP 6.011 X,1/211 (4)-1/211 A325N Bolts 2 W12X14 50.0 ksi 19.391 19.391 38.783 Connections-'. Left : Type -III SEP 6.011 X 1/211 (4)-1/211 A325N Bolts Right: Type -V SEP 6.011 X 1/211 (4)-1/211 A325N Bolts Flange Braces at following purlins (horizontal distance from eave) PLANE SWA: 11.580 18.913 fb=c-type PLANE SWC: 11.580 18.913 fb=c-ty-pe Girts ........................ 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. Girts Spacings 7'6 5'2 314 Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 19.312 8X2.5Z16 None S 0.000 1.479 C 2 716 19.312 8X2.5Z16 None C 1.479 0.000 S 1 1218 19.312 8X2.5Z16 None S 0.000 1.479 C 2 1218 19.312 8X2.5Z16 None C 1.479 0.000 S 1 16'0 19.312 8X2.5Z16 None S 0.000 1.479 C 2 1610 19.312 8X2.5Z16 None, C 1.479 0.000 S Note : Maximum distance to extend girt from adjacent bay is 36.00 inches. COLUMNS ----- 8.25011 Bypass columns Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 1-D 0.0001 W8X10 50.0 ksi 0.00001 0.37511 BP thk w/( 4)-0.62511 A36 Flange Brace @ 7.50 elev. Fb=c-type 1-C 20.0001 W8X10 50.0 ksi 0.00001 0.37511 BP thk w/( 4)-0.62511 A36 Flange Brace @ 7.5, 12.67, 16.00 elev. Fb=c-type 1-B 40.0001 WlOX12 50.0 ksi 0.00001 0.37511 BP thk w/( 4)-0.62511 A36 Flange Brace @ 7.5, 12.67 elev. Fb=c-type ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS:, STRUT -TO -COLUMN CLIP COL. NO. ENDWALL PLANE 1 --------- -------------------- PLANE SWC: 1-C AT PEAK, TYPE 3 CONN.,(4)-1/211 A325N CF Brdg Channel (0.375011) (4)-3/411 A325N W8X10 COLUMN EXTENSION w/ 12.000 11 LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWA: 11 08/01/2016 Star Building Systems, OKC, OK Design Summary Program User: wxhuang Job Number: 42715A Design Summary Report Version: 6.01.0 run0l Date: 08/01/16 Start Time: 01:19:38 R:\..\15-B-42715\verOl-wxhuang\Bldg-A\run0l\42715A - bldg-,A-01.cds ------------------------------------------------------------------------------- End - wall Plane EWD Design ........ Bearing Frame (BF) R:\Jobs\Active\ENG\15-B-42715\verOl-wxhuang\Bldg-A\run0l\AwallEWD-Ol.edf Panel ........................ PBR26 RAFTERS ----- Mem Description Length' Start End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 W12X14 50.0 ksi 19.391 0.000 19.391 Connections ... Left : Type -V SEP 6.011 X 1/211 (4)-1/21, A325N Bolts Right: Type -III SEP 6.011 X 1/211 (4)-1/211 A325N Bolts 2 W12X14 50.0 ksi 19.391 19.391 38.783 Connections ... Left : Type -III SEP 6.011 X 1/211 (4)-1/211 A325N Bolts Right: Type -V SEP 6.011 X 1/211 (4)-1/211 A325N Bolts Flange Braces at following purlins (horizontal distance from eave) PLANE SWA: 11.580 18.913 fb=c-type PLANE SWC: 11.580 18.913 fb=c-type Girts ........................ 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. Girts Spacings 7'6 5'2 3'4 Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in). (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 19.312 8X2.5Z16 None S 0.000 1.479 C 2 716 19.312 None C 1.479 0.000 S 1 1218 19.312 8X2.5Z16 None S 0.000 1.479 C 2 1218 19.312 8X2.5Z16 None C 1.479 0.000 S 1 1610 19.312 8X2.5Z16 None S 0.000 1.479 C 2 1610 19.312 8X2.5Z16 None C 1.479 0.000 S Note Maximum distance to extend girt from 'adjacent bay is 36.00 inches. COLUMNS ----- 8.25011 Bypass columns ) Col Dist. Description . Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 3-B 0.0001 W8X10 50.0 ksi 0.00001 0.37511 BP thk w/( 4)-0.625;1 A36 Flange Brace @ 7.5, 12.67 elev. Fb=c-type 3-C 20.0001 W8X10 50.0 ksi 0.00001 0.37511 BP thk w/( 4)-0.62511 A36 Flange Brace @ 7.5, 12.67, 16.00 elev. Fb=c-type 3-D 40.0001 W8X10 50.0 ksi 0.00001 0.37511 BP thk w/( 4)-0.62511 A36 Flange Brace @ 12.67 elev. Fb=c-tVpe ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT -TO -COLUMN CLIP COL. NO. ENDWALL PLANE 3 --------- -------------------- PLANE SWA: 3-C AT PEAK, TYPE 3 CONN.,(4)-1/211 A325N CF Brdg Channel (0.375011) (4)-3/411 A325N W8X10 COLUMN EXTENSION w/ 12'.000 11 LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWC: FRAMES ----- Type Span Live . Wind Eave Trib Grid Labels I I CS 40.000 20.00/110.00 18.00/ 28.83 2 Note: Use square anchor rod layout. 12 08/01/2016 M Star Building Systems, OKC, OK Design Summary Program User: wxhuang Job Number: 42715A Design Summary Report Version: 6.01.0 run0l Date: 08/01/16 Star� Time: 01:19:38 R:\..\15-B-42715\verOl-wxhuang\Bldg-A\run0l\42715A—bldg_B_01.cds ----------------------------------------------------------------- 7 -------------- Building B LEAN TO ON SIDE SWA D E S I G N S U M M A R Y R E P 0 R T 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-42715\verOl-wxhuang\Bldg-A\run0l\BroofRPA—Ol.edf Panel ..................... PBR26 Purlins .................. 55.0 ksi Yield Strength Eave Struts .............. 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING : 2@4.7863 3@5'0 0'5-1/8 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 30.000 10X3.5Z12 None S 0.000 2.479 C �2 30.000 10X3.5Z12 None C 2.479 0.000 S Purlin Clip Use 2 A325 Bolts @.Level 2,3,4,5,6 @ Supports: 1,2,3 Purlin Stiffened Clips @ Level 2,6 @ Supports:- 1,2,3 Purlin Backup Plate @ Level 2,6 @ Supports: 2 SWA Eave Strut @ 1S.750 (ft) :10X3.5E14 Bays 2 SWA Eave Strut @ 15.750 (ft) :10X3.5E14 Bays 1 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 uses (2)-1/211 A325 bolts. Eave strut connection at end -frame uses (4)-1/211 A325 bolts. BRACING ---- Roof: 2 bays Rod Plane SWA :Braced to Main Building Plane EWD :Other Wall(s) Plane EWB :Other Wall(s). 13 08/01/2016 Star Building Systems, OKC, OK Design Summary Program User: wxhuang Job Number: 42715A Design Summary Report Version: 6.01.0 run0l Date: 08/01/16 Start Time: 01:19:38 R:\..\15-B-42715\verOl-wxhuang\Bldg-A\run0l\42715A—bldg_B_01.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWA -- ( 8.25011 Inset columns ) R:\Jobs\Active\ENG\15-B-42715\verol-wxhuang\Bldg-A\run0l\BwallSWA-01.edf Panel .................... PBR22 Note to Drafting: provide G90 Galvanized Secondary. Open to remain open OPEN AREAS: Size Wall Distance 6010 x 1519 SWA 010 Endwall Plane EWD Design ........ Bearing Frame (BF) R:\Jobs\Active\ENG\15-B-42715\verOl-wxhuang\Bldg-A\runol\BwallEWD-0l.edf Panel ....................... PBR22 RAFTERS ----- Mem Description Length Start. End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 5.00x 0.25/ 0.13/ 15.00 Web 23.895 0.000 23.895 Connections ... Left : Type -V SEP 6.011 X 1/211 (4)-3/411 A325N Bolts Right: Type -V SEP 6.011 X 1/211 (4)-3/411 A325N Bolts Flange Braces at following purlins (horizontal distance from eave) PLANE SWA: 14.573, 24.573 fb=c-type PURLIN SPACING : 2@4.7863 3@510 015-1/8 Note to Drafting: provide G90 Galvanized Secondary. Open full height to remain olpen OPEN AREAS: Size Wall Distance - 2510 x 17110 EWD 010 COLUMNS ----- 8.25011 Bypass columns Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 3-A 0.0001 W8X18 50.0 ksi 0.00001 0.37511 BP thk w/( 4)-0.62511 A36 14 08/01/2016 Star Building Systems, OKC, OK Design Summary Program User: wxhuang Job Number: 42715A Design Summary Report Version: 6.01.0 run0l Date: 08/01/16 Start Time: 01:19:38 R:\..\15-B-42715\verOl-wxhuang\Bldg-A\run0l\42715A—bldg_B_01.cds. ------------------------------------------------------------------------------- Endwall Plane EWB Design ........ Bearing Frame (BF) R:\Jobs\Active\ENG\15-B-42715\verOl-wxhuang\Bldg-A\run0l\BwallEWB—Ol.edf Panel ....................... PBR�2 RAFTERS ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 5.00x 0.25/' 0.13/ 15.00 Web 23.895 , 0.000 23.895 Connections ... Left : Type -V SEP 6.011 X 1/211 (4)-3/411 A325N Bolts Right: Type -V SEP 6.011 X 1/211 (4)-3/411 A325N Bolts Flange Braces at following purlins (horizontal distance from eave) PLANE SWA: 14.573, 24.573 fb=c-type Note to Drafting: provide G90 Galvanized Secondary. Oven full height to remain open OPEN AREAS: Size Wall Distance 2510 x 17110 EWB 010 COLUMNS ----- 8.25011 Bypass columns Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 1-A 25.0001 W8X18 50.0 ksi 0.00001 0.37511 BP thk w/( 4)-0.62511 A36 FRAMES ----- Type Span Live Wind Eave Trib Grid Labels LT 25.000 20.00/110.00� 17.83/ 28.83 2 Note: Use,square anchor rod layout. 15 08/01/2016 Eds?Xds, User wxhuang Job Number: 15-B-42715 Lockeford Date: 08/01/2016 02:12:33 PM Relative path: \\Ikffile0l\ts\jobs\Active\Eng\15-B-42715 ----------------------------------------------- 7 ---------------------------------------------------------------------------- Building: Bl.dg-A CDS file name: 15-B-42715_Bldg-kEds2Xds.cds Planes Name File Left File Right Frame Right File SWA \verOl-wxhuan'q\Bldq-A\run0l\AwallSWA \ver01 -wxhuan_q\Bldq-A\Drftq\x02L B O1.edf EWD \verOl-wxhuanq\Bldq-A\run0l\AwallEWD O1.edf SWC \verOl-wxhuanq\Bldq-A\run0l\AwallSWC Ol.edf EWB \verOl-wxhuanq\Bldq-A\run0l\AwaliEWB O1.edf RPA \verOl-wxhuanq\Bldq-A\run0l\AroofRPA Ol.edf RPC .\verOl-wxhuanq\Bldq-A\run0l\AroofRPC O1.edf Frames Frame Line I Pnrt,ql Frqmp,-, Plane Name Left Frame Left File Right Frame Right File 2 JA \ver01 -wxhuan_q\Bldq-A\Drftq\x02L B \ver01 -wxhuanq\Bldq-A\Drftq\x02R Pnrt,ql Frqmp,-, Plane Name Bay Frame File I SWA 1 _C I\ver01 -wxhuanq\Bldq-A\DRFTG\x03L n 16 08/01/2016 Eds2Xds User: wxhuang Job Number: 15-B-42715 Lockeford Date: 08/01/2016 02:12:33 PM Relative path: \\I,kffile0l\ts\jobs\Active\Eng\15-B-42715 ---------------------------------------------------------------------------------------------------------------------------- Building: Bldg -B CDS file name: 15-B-42715_Bldg-B_Eds2Xds.cds Pl;;np.-, Name File 11 -eft He 12 . JA SWA \verOl-wxhuanq\Bldq-A\run0l\BwallSWA 01.edf EWD ' \verOl-wxhuanq\Bldq-A\run0l\BwallEWD 01.edf \verOl-wxhuanq\Bldq-A\run0l\BDummyHighSideWalI 01.edf ,EWB erOl-wxhuanq\Bldq-A\run0l\BwallEWB 01.edf, I RPA I\verOl-wxhuanq\Bldq-A\run0l\BroofRPA Ol.edf' Framps IFramel-ine ILeftFrame 11 -eft He 12 . JA I\ver01 -wxhu�nq\Bldq-A\Drftq\xO1 L Portal Frames Plane Name Bay Fram e File Star Building Systems FRAME ID #2 USER NAME:wxhuang DATE: 8/ 1/16 TIME:13:30:53 PAGE: 2 -1 8600 S. 1-35, Oklahoma City, OK 73149 CS 40./18./36.042 20./110.'/37. JOB NAME:42715A FILE:frame-2.fra LOCATION: Gridlines 2 (1) All sectional dimensions are in inches. DETAIL FILE: 15-B-42715\verOl-wxhuang\Bldg-A\Drftg\xO2L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 1877 lbs Type BASE SPLICE PURLINS(horz. from eave) :1011-Z 2@313 1/211,51,21411,51 CAP (EXT) 2E/2E SPLICE IGIRTS (vert. from floor): 8"-Z 7'6",52"(8.25") Plate(DN) 6. OXO. 37S N/A 11 10 C) C) lB' LH. 3.0 12 CONNECTION DETAILS =2 Location W* -D @ @ @ @ @ 0 Web Dep. 8.0 16.8454 22.0 N/A 22.0 22.0 22.0 Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE 2E/2E Plate(DN) 6. OXO. 37S N/A 2. 25X0. 25 5. OXO. 25 6. OXO. 75 N/A 6. OX0. 5 Plate(UP) N/A N/A N/A N/A 6.OXO.75 N/A 6. OXO. 5 Bolts (0-3/4 N/A N/A - N/A W-3/4 NIA (8)-3/4 Star Building Systems FRAME ID #2 USER NAME:wxhuang DATE: 8/ 1/16 TIME:13:30:53 PAGE: 2 2 8600 S. 1-35, Oklahoma City, OK 73149 CS 40./18./36.042 20./110./37. JOB NAME:42715A FILE:frame-2.fra LOCATION: Gridlines 2 15.6018 (1) All sectional dimensions are in inches. DETAIL FILE: 15-B-42715\verOl-wxhuang\Bl,d§-A\Drftg\xO2R 22.0 (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 1877 lbs SPLICE HORZ STF CAP (EXT) 2E/2E PURLINS(horz. from eave) :1011-Z 2@313 1/211,51,2'4",51 2E/2E LT STIF Plate(DN) 6. OXO. 375 GIRTS (vert. from floor): 8"-Z 71611,5-2-1,3141-(8.2511) 2. 7SX0. 25 6. OXO. 25 6. 0X0. 75 N/A C) co ID rnMMV-rTTnW nVT Location *-B @ @ @ 0 @ @ 10 Web Dep. 8.0 15.6018 20.0 N/A 22.0 22.0 22.0 HALF DEP Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE 2E/2E LT STIF Plate(DN) 6. OXO. 375 N/A 2. 7SX0. 25 6. OXO. 25 6. 0X0. 75 N/A 6. OXO. 5 2. 75XO. 25 Plate(UP), NIA N/A N/A N/A 6. OXO. 75 N/A 6. OXO. S N/A Bolts 1 W-3/4 N/A N/A N/A (8)-3/4 N/A W-3/4 NI Star Building Systems FRAME ID #1 USER NAME:wxhuang DATE: 8/ 1/16 TIME:13:30:57 PAGE: 1 -1 8600 S. 1-35, Oklahoma City, OK 73149 lt 25./15.75/36.042 20./110./37. JOB NAME:42715A FILE:ltfrar-2.fra LOCATION: Gridlines 2 (1) All sectional dimensions are in inches. DETAIL FILE: 15-B-42715\verOl-wxhuang\Bldg-A\Drftg\xOlL (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 855 lbs PURLINS(horz. from eave) :1011-Z 2@419 7/1611,3@51 GIRTS (vert. from floor): 811-Z (8.25")- LEFT COLUMN C) K) M C) CONNECTION DETAILS : * = 2 Location @ *-A @- @ @ @ @ 0 Web Dep. 10.2 10.2 10.2 NIA 10.0 16.0 12.3777 10.0 Type BASE SPLICE N/A CAP (EXT) 2P/0 SPLICE SPLICE 2P/0 Plate(DN) 6. OXO. 375 N/A N/A 6. OXO. 25 S. 75XO. 36 N/A N/A 6. OXO. 25 Plate(UP) N/A N/A N/A N/A 6. OXO. 25 N/A N/A 6. OXO. 25 Bolts W-3/4 N/A N/A N/A W-1/2 N/A N/A (0-1/2 9tar Building Systems FRAME ID #3 Q USER NAME:wxhuang DATE: 8/ 1/16 TIME:13:31:04 PAGE: 3 -1 3600 S. 1-35, Oklahoma City, OK 73149 pf 28.833/18. main building at plane SW JOB NAME:42715A FILE:portal.fra �OCATION: bays 1- (Gridline B) (1) All sectional dimensions are in inches. )ETAIL FILE: 15-B-42715\verOl-wxhuang\Bldg-A\Drftg\xO3L (2) All Flange lengths are measured along qu�er flange. �OLTS:A325 FULLY TIGHT WEIGHT: 1682 lbB (3) Flange brace attachment is to the bar Doist top chord. Zafter Offset (5.5011) N/A Type BASE 'olumn Offsets-- (4.25")- LEFT COLUMN (4.25")- RIGHT COLUMN HORZ STF CAP (EXT) 2E/2E 18' E.H. 12 18' E.H. a 11) co C3 0 0) Location Q @ @ @ @ G) @ @ @ Web Dep. 17.5 17.5 17.5 ro 18.0 18.0 17.5 17.5 17.5 N/A Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E 2E/2E BASE SPLICE HORZ STF CAP (EXT) Plate(DN) 6 . OXO. 37S N/A 2.7SXO.3125 6. OXO. 37S 8. OXI. 0 C 8. oxi. 0 c 6 . OXO. 37S N/A 2.75XO.3125 6. OXO. 37S Plate(UP) 0 0 0 0 N/A N/A NIA 8. OXI. 0 R 8. OX1. 0 R N/A N/A N/A N/A Bolts W-3/4 Fi rr N/A N/A (8)-1 (8)-1 W-3/4 N/A N/A N/A H P- (D F1 (D H -- N 0) 0 1;1 0 I C� 0 Id (D W (D x 0 t:r �j C? 0 0 a Z rt H" b� CC) w rt �-j w rt 0 0 m rt (D PV 0 w M El 28'10" CQ co rV)VTKTVr-rTnM nVMhTT.0 z N a 11) co C3 0 0) Location Q @ @ @ @ G) @ @ @ Web Dep. 17.5 17.5 17.5 N/A 18.0 18.0 17.5 17.5 17.5 N/A Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E 2E/2E BASE SPLICE HORZ STF CAP (EXT) Plate(DN) 6 . OXO. 37S N/A 2.7SXO.3125 6. OXO. 37S 8. OXI. 0 C 8. oxi. 0 c 6 . OXO. 37S N/A 2.75XO.3125 6. OXO. 37S Plate(UP) NI N/A N/A NIA 8. OXI. 0 R 8. OX1. 0 R N/A N/A N/A N/A Bolts W-3/4 N/A N/A N/A (8)-1 (8)-1 W-3/4 N/A N/A N/A D I TARB NG` U.I.L.D.I. SYSTEMS@ -AN NO COMPANY REACTIONS BUILDER: ROSSER INTERPRISES INC CUSTOMER: MIKE HOUAR JOB NUMBER: 15-B-42715 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 Frarries (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 ASTM F 1554 Gr. 36 material unless noted otherwise on the anchor rod layout drawing. 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 RBDWEQ) do not include the amplification factor, 00. (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, Q0. 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. - a) For projects using ultimate design wind speeds such as 2012 IBC or 2014 Florida building code, the wind load reactions are at a strenjzth value with a load factor of 1.0. The manufacturer does not provide "maximum" load combination reactions.,However, the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. Rev G 7/01/13 22 08/01/2016 FRAME ID #2 USER NAME:wxhuang DATE: 8/ 1/16 PAGE: 2 -3 cs 40./18./36.042 20./110./ JOB NAME:42715A FILE:frame 2.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines': 2 NOTES:(1) All reactions are in kips and kip -ft.' TIME:13:30:53 REAMWN��r"�Soverstrength factor (Omega) is not included in the 11RBDWEQ11 and 11RBUPEQ11 Load Group reactions. e_smlc -ONLY" E combination reactions include an overstrength factor of: 2.000 HL HR VL VR '- -D1. B LOAD GROUP REACTION TABLE 2 COLUMN. *-D *-B LOAD GROUP HL - VL LNL HR VR LNR DL 0.7 3.1 0.0 -0.7 4.6 0.0 COLL 0.7 2.9 10.0 -0.7 4.6 0.0 PLL1 2.2 8.6 0.0 -2.2 8.6 0.0 PLLR1 -0.0 -0.1 0.0 0.2 5.1 0.0 SNOW 5.7 22.2 0.0 -5.4. 35.7 0.0 LL 2.2 8.6 0.0 -2.1 13.8 0.0 R13DWEQ 0.0 3.9 0.0 -0.0 -0.0 0.0 EQ -2.6 -2.4 0.0 -2.8 2.3 0.01 RBUPEQ 0.0 -1.9 -3.2 -0.0 0.0 0.0 WL1 -9.9 -18.1 0.0 -2.4 -16.9 0.0 WL2 -8.0 -9.0 0.0 0.3 -3.2 0.0 WL3 2.2 -9.9 0.0 2.9 -25.1 0.0 WL4 4.1 -0.8 0.0 5.7 -11.5 0.0 LWL1 0.8 -14.4 0.0 1.2 -18.6 0.0. RBUPLW 0.0 -2.1 -3.5 -0.0 0.0, 0.01 LWL2 0.3 -11.4 0.0 -0.8 -21.01 0.01 LWL3 2.7 -5.4 0.0 3.9 -4.91 0 0 LWL4 2.21 -2.37 0.01 2.01 -7.41 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load PLL1 Pattern Live Load [PLLxkl PLLR1 Pattern Live Load Right Leanto/Canopy [PLLRxx] SNOW Roof Snow Load LL Roof Live Load RBDWEQ Downward Acting Rod Brace Load from Long. Seismic EQ Lateral Seismic Load (parallel to plane of frame] R13UPEQ 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 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 23 08/01/2016 FRAME ID #2 USER NAME:wxhuang DATE: B/ 1/16 PAGE: 2 - cs 40./18./36.042 20./110./ JOB NAME:42715A FILE:frame-2.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 2 NOTES:(1) All reactions are in kips and kip -ft. TIME:13:30:53 REACTWN (' I overstrength factor (omega) is not included in the 'IRBDWEQ" and 'IRBUPEQ" Load Group reactions. AMUMNYMMSE-ONLY" combination reactions include an overstrength factor of: 2.000 HL HR VL VR LOAD GROUP REACTION TA33LE 2 COLUMN *-D *-B LOAD GROUP HL VL LNL HR VR LNR RS 4.6 12.1 0.0 -4.6 21.4 0.0 LS 4.6 21.4 0.0 -4.6 12.1 0.0 RBDWLW 0.0 -2.1 0.0 -0.0 -0.0 0.0 LOAD GROUP D20CRIPTION RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load RBDWLW Downward Acting Rod Brace Load from Longit. Wind a i 24 08/01/2016 FRAME ID #1 USER NAME:wxhuang DATE: 8/ 1/16 PAGE: 1 -2 lt 25./�5.75/36.042 20./110 JOB NAME:42715A FILE:ltfrar-2.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 2 NOTE: All reactions are in kips and kip -ft.. TIME:13:30:57 HR VR B1 HL DESCRIPTION Roof Dead Load *-A Roof Collateral Load VL HL L-A IN LOAD GROUP REACTION TABLE 2 0.0 2.0 0.0 COLL 0.0 1.9 COLUMN DESCRIPTION Roof Dead Load *-A Roof Collateral Load LOAD GROUP HL VL IN DL 0.0 2.0 0.0 COLL 0.0 1.9 , 0.0 PLLR1 0.1 5.6 0.0 SNOW 0.3 14.9 0.01 LL 0.1 5.7 Lat�ral Primary Wind Load EQ 0.0 0.1 -0.0 0.0 WL1 5.5 -12.0 0.0 WL2 -1.1 1.4 0.0 LWL1 6.0 -11.2 0.0 LWL2 6.0 -14.9. 0.0 LWL3 -0.6 2.1 0.0 LWL4 -0.7 -1.6 0.0 WL3 0.1 -14.3 0.0 WL4 -6.5 -1.0 0.0 L40AD GROUP DL DESCRIPTION Roof Dead Load COLL Roof Collateral Load PLLR1 Pattern Live Load Right Leanto/Canopy (PLLRxxl SNOW Roof Snow Load LL Roof Live Load EQ Lateral Seismic Load (parallel to plane of frame) WL1 Lateral Primary Wind Load WL2 Lateral Primary wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary wind Load LWL3 Longitudinal Primary wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lat�ral Primary Wind Load j 25 08/01/2016 FRAME ID #3 USER NAME:wxhuang DATE: 8/ 1/16 PAGE: 3 -2 pf 28.833/18. main building a JOB NAME:42715A FILE:portal.fra SUPPORT REACTIONS FOR EACH LOAD GROUP LOCATION:bays 1 -(Gridline B) NOTE: All reactions are in kips and kip -ft. TIME:13:31:04 IVL LOAD GROUP REAMON TABLE COLUM14 LEFT COLUM LOAD GROUP HL VL LOAD GROUP DESCRIPTION DL Roof Dead Load EQ Lateral Seismic Load (parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load 4 HR RIGHT COLUMN VR IKL HR VR LNR DL LOAD GROUP DESCRIPTION DL Roof Dead Load EQ Lateral Seismic Load (parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load 4 RIGHT COLUMN IKL HR VR LNR DL 0.1 O�7 0.0 -0.1 0.7 0.0 EQ_ -3.6 -4.5 0.0 -3.6 4.5 0.0 WL1 -3.6 -4.5 0.0 -3.5 4.5 0.0 r WE 2 3.S 4.5 0.0 3.6 -4.5 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load EQ Lateral Seismic Load (parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load 4 FRAME DESCRIPTION: USER NAME:Wxhuang DATE: 8/01/16 PAGE: EW -1 Endwall EWB 'JOB NAME:42715A FILE:REW3BLDG1 PATH: R:\Jobs\Active\ENG\15-B-42715\verOl-wxhuang\Bldg-A\run0l\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are in kips and kip -ft. TIME:13:19:36 ,TJON NCYr]LTTCM9 HL H1 - HR VL ivi VR 1-D 1-C 1-B LOAI) GROUP REACTION TABLE COLUMN DESCRIPTION DEAD LOAD 1-1) COLLATERAL LOAD L I -C S DESIGN SNOW LOAD 1-B BALANCED ROOF SNOW LOAD GROUP HL V1, LL Hl V1 Ll HR VR LR D 0.0 0.9 0. 0. 1.5 0.0 0.0 1.6 0. C 0.0 0.7 0. 0. 1.2 0.0 0.0 1.4 0. L 0.1 2.9 0. 0.1 5.2 0.0 0.1 5.9 _67 S 0.1 5.1 0. 0. 9.1 -0.1 0.2 10.9 0. SBAL 0.1 5.1 0. 0. 9.1 -0.1 0.2 10. 91 0. W+ -0.1 -7.0 3.5 0. -10.5 4.7 -0.3 -11.6 0. W_ -0.1 -2.8. 0. 0.. -10.5 -5.1 -0.3 -11.6 0. WR -0.1 1.5 0. 7.11 -16.8 0.1 4.2 -11.6 T WL -8.4 -14.4 0. 0. -0.9 0.11 -4.3 -11.6 0. S UR 0.1 5. �� 0. 0. 7.4 -0.1 0.0 1.5 0* SUL 0.0 1.5 0. 0. 7.4 -0.1 - 0. lr5'5 0. WL1 0.0 l.S 0. 0. 0. 0. 0. 0. 0. EQ 0.2 10.0 0. 0. 0. 0. 0. 0. 0. WL2 .-1.5 0. 0. 0. 0. 0. 0. 0. 0. E+ 0. -1.9 3.2 0. 0. 0. 0. 0. 0. E_ 0. 1.0 0. 0. 0. 0. 0. 0. 0. ER 0. 3.6 0. 4.0 -3.6 0. 0. 0. 0. EL -4.0 -4.6 0. 0. .4.6 0. 0. 0. 0. LOAD GROUP D DESCRIPTION DEAD LOAD C COLLATERAL LOAD L LIVE LOAD S DESIGN SNOW LOAD SBAL BALANCED ROOF SNOW W+ WIND LOAD AS AN INWARD ACTING PRESSURE W_ WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT SUR UNBALANCED SNOW - WIND FROM RIGHT -TO LEFT .SUL UNBALANCED SNOW - WIND FROM'LEFT TO RIGHT WL1 UNKNOWN LOAD GROUP EQ UNKNOWN LOAD GROUP WL2 UNKNOWN LOAD GROUP E+ EARTHQUAKE FORCE ACTING INWARD E_ EARTHQUAKE FORCE ACTING OUTWARD ER EARTHQUAKE FORCE FROM RIGHT EL EARTHQUAKE FORCE FROM LEFT 27 08/01/2016 FRAME DESCRIPTION: USER NAME:wxhuang DATE: 8/01/16 PAGE: EW -2 Endwall EWD JOB NAME:42715A FILE:REW4BLDG1 PATH: R:\Jobs\Active\ENG\15-B-42715\verOl-wxhuang\Bldg-A\run0l\ SUPPORT REACTIONS FOR EACH LOAD GROUP, NOTE: All reactions are in kips and kip -ft. TIME:13:19:36 ACTION NCYrATTON9 HL VL H1 HR .V1 VR 3 -B 3-C 3-D LOAD GROUP REACTION TABLE COLUMN DESCRIPTION DEAD LOAD 3-B COLLATERAL LOAD L 3-C S DESIGN SNOW LOAD 3-D BALANCED ROOF SNOW LOAD GROUP HL VL LL H1 V1 Ll HR VR LR D 0.0 1.6 0. 0. 1.5 0.0 0.0 0.9 0. C 0.0 1.4 0. 0. 1.2 0.0 0.0 0.7 0. L -0.1 5.9 0. 0. 5.2 0.0 -0.1 2.9 0. S -0.2 10.9 0. 0. 9.1 -0.1 -0.1 5.1 0. SBAL -0.2 10.91 0. 0.1 9.1 -0.1 -0.1 5.11 0. W+ 0.3 -12.7 0. 0. -10.7 4.7 0.1 -6.0 0. W_ 0.3 -12.7 0. 0. -10.7 -5.1 0.1 -6.0 0. WR 4.7 -12.7 0. 0. -1.2 0.1 8.4 -15.5 0. WL -3.7 -12.7 0. -7.1 -17.11 0.1. 0.1 0.3 0. SUR 0.1 5.5 0. 0. 7.4 , -0.1 0.0 1.5 0.1 SUL 0.0 1.5 0. 0. 7.4 -0.1 -0.1 5.5 0. WL1 0.0 1.5 0. 0. 0. 0. 0. 0. 0' EQ 0.2 10.0 0. 0. 0. 0. 0. 0. 0. WL2 -1.5 0. 0. 0. 0. 0. 0. 0. 0. ER .0. 0. 0. 0. 4.6 0. 4.0 -4.6 0. EL 0. 0. 0. -4.0 -3.6, 0., 0. 3.6. 0. LOAD GROUP D DESCRIPTION DEAD LOAD C COLLATERAL LOAD L LIVE LOAD S DESIGN SNOW LOAD SBAL BALANCED ROOF SNOW W+ WIND LOAD AS AN INWARD ACTING PRESSURE W_ WIND LOAD AS AN OUTWARD ACTING,SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT SUR UNBALANCED SNOW - WIND FROM RIGH� TO LEFT SUL UNBALANCED SNOW - WIND FROM LEFT TO RIGHT WL1 UNKNOWN LOAD*GROUP EQ UNKNOWN LOAD GROUP WL2 UNKNOWN LOAD GROUP ER EARTHQUAKE FORCE FROM RIGHT EL EARTHQUAKE FORCE FROM LEFT E 01 28 0.8/01/2016 FRAME DESCRIPTION: USER NAi4E:wxhuang DATE: 8/01/16 PAGE: EW -4 Endwall EWB JOB NAME:42715A FILE:REW4BLDG2 PATH: R:\Jobs\Active\ENG\15-B-42715\verOl-wxhuang\Bldg-A\run0l\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are in kips and kip -ft. TIME:13:19:36 WTION NOTATIONS VR 1-A LOAD GROUP REACTION TABLE COLUMN DEAD LOAD 1-A COLLATERAL LOAD LOAD GROUP HR VR LR D 0.0 1.1 0. C 0.0 0.8 0. L -0.1 3.3 0. S -0.1 6.3 0. SBAL -0.1 6.31 0. W+ 0.2 -8.4 2.9 W_ 0.2 -8.4 -3.3 WR 4.1 -8.4 0. WL 3.3 -8.4 D DEAD LOAD C COLLATERAL LOAD L LIVE LOAD S DESIGN SNOW LOAD SBAL -BALANCED ROOF SNOW W+ WIND LOAD AS AN INWARD ACTING PRESSURE W_ WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT 4 29 08/01/2016 FRAME DESCRIPTION: USER NAME:wxhuang DATE: 8/01/16 PAGE: EW -3 Endwall EWD JOB NAME:42715A FILE:REW3BLDG2 PATH: R:\Jobs\Active\ENG\15-B-42715\verOl-wxhuang\gldg-A\run0l\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are in kips and kip -ft. TIME:13:19:36 WrION NOTATIONS HL VL 3-A LOAD GROUP REACTION TABLE COLUMN 3-A t LOAD GROUP D LOAD GROUP HL VL LL D 0.0 1.1 0. C 0.0 0.8 0. L 0.1 3.3 0.1 S 0.1 6.3 0. SBAL 0.1 6.3 0. W+ -0.2 -8.4 2.9 W_ -0.2 -8.4 -3.3 WR 3.7 -8.4 0. I WL 1 -3.7 -8.41 0. t 30 08/01/2016 LOAD GROUP D DESCRIPTION DEAD LOAD C COLLATERAL LOAD L LIVE LOAD S DESIGN SNOW LOAD SBAL BALANCED ROOF SNOW W+ WIND LOAD AS AN INWARD ACTING PRESSURE W_ WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT 30 08/01/2016 ,Star Building Systems, OKC, OK Bracing Design Program User: wxhuang Job Number: 42715A Design Summary Report Version: 6.01.0 run0l Date: 08/01/16 Start Time: 01:19:09 R:\Jobs\Active\ENG\15-B-42715\verOl-wxhuang\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 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. (Sdl) 0.325867 Longitudinal Building Period (T) .................................... 0.187 Seismic Reliability/Redundancy Factor ............................... 1.3 Seismic Importance Factor (I) ....................................... 1 Building minimum longitudinal R value ............................... 3.2S Building minimum transverse R value ...... I ........................... 3.25 Roof dead load included in Seismic force "W" (psf) .................. 5.287 Roof collateral load included in Seismic force "W" (psf) ............ 4.000 2096 of roof snow load included in Seismic force "W" (psf) ............ 6.216 Roof Brace External loading (W) .7rhoV Brc T Brc T Brc strut spans applied to strut line Total --------- ----- --------------------------- ------ ------ /bay ------ Allow ------ PLANE RPC: 1 9.842 TOTAL 0.270 @ FRAME LINE 1, 3 4.651 @ BAY 1, 2 0.5000".ROD 26.0001 Transfered 9.992 1.47 1.81 '1.81 4.79 2 19.984 TOTAL 0.690 @ FRAME LINE 1, 3 9.302 @ BAY 1, 2 O.'SOOO" ROD .20.0001 Transfered 9.992 1.47 1.81 1.81 4.79 3 21.189 TOTAL 0.270 @ FRAME LINE 1, 3 10.324 @ BAY 1, 2 PLANE RPA: --------- ----- --------------------------- ------ ------ ------ ------ - Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 Roof bracing load E=rhoV; rho=1.30 .Star Building Systems, OKC, OK Bracing Design Program User: wxhuang Job Number: 42715A Design Summary Report Version: 6.01.0 run0l . Date: 08/01/16 Start Time: 01:19:09 R:\Jobs\Active\ENG\15-B-42715\verOl-wxhuang\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 9.992 Transfered from roof Tier 1 18.00, 9.842 TOTAL 0.270 @ FRAME LINE 1, 3 4.651 @ BAY 1, 2 Transfered 19.834 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 �V = (0.53)/((3.25)/(1.00))(19.83) = 3.21 0.7*Omega*V = 0.7*2.00*3.212 4.50 Brace T = 5.30 Brace T / Bay = 5.30 / 1 bays 5.30 Rod Design = 0.500011 ROD Brace Allowable 5.74 Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 3 21.339 Transfered from roof Tier 1 18.001 21.189 TOTAL 0.270 @ FRAME LINE 1, 3 '10.324 @ BAY 1, 2 Transfered = 42.527 Weight (W) V Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3 .25 (0.53)/((3.25)/(1.00))(42.53) = 6.-89 See portal frame for load application ,Star Building Systems, OKC, OK Bracing Design Program User: wxhuang Job Number: 4271SA Design Summary Report Version: 6.01.0 run0l Date: 08/01/16 Start Time: 01:19:10 R:\Jobs\Active\ENG\lS-B-42715\verOl-wxhuang\Bldg-A\run0l\ ----------- m ------------------------------ -------------------------------------- RPA LEANTO ROOF LONGITUDINAL BRACING DESIGN AT WALL PLANE SWA ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2013 CALIFORNIA (Reference 2012 International Building Code) Seismic -resistance System Per: 2010 ASCE 7 Soil Profile Type ................................................... Seismic design category .............................................. Mapped spectral response accel. for short periods (Ss) .............. Mapped spectral response accel. for I second periods (Sl) ........... Design 5% damped spectral response accel. at short periods (Sds) Design 5% damped spectral response accel. at period 1 sec. (Sdl) Longitudinal Building Period (T) ................... I ................. Seismic Reliability/Redundancy Factor ................................ Seismic Importance'Factor (I) ........................................ Building minimum longitudinal R value ................................ Building minimum transverse R value ................................. Roof dead load included in Seismic force "W" (psf) .................. Roof collateral load included in Seismic,force "W" (psf) ............ 20% of roof snow load included in Seismic force "W" (psf) ........... D D 0.597 0.26 0.526315 0.325867 0.187 1.3 1 3.25 3.25 4.913 4.000 6.216 Roof Brace External loading (W) .7rhoV Brc T Brc T Brc strut --------- spans applied to strut line ----- --------------------------- Total /bay ------ ------ ------ ------ Allow PLANE RPA: 4 11.347 TOTAL 5.673 @ BAY 1, 2 0.500011 ROD 25.0001 Transfered = 11.347 1.67 0.00 1.11 4.79 3 21.189 TOTAL 07270 @ FRAME LINE 1, 3 10.324 @ BAY 1, 2 PLANE --------- ------ ---------------- 7 ---------- ------ ------ ------ - Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 Roof bracing load E=rhoV; rho=1.30 Star Building Systems, OKC, OK Bracing Design Program User: wxhuang Job Number: 42715A Design Summary Report Version: 6.01.0 run0l Date: 08/01/16 Start Time: 01:19:10 R:\Jobs\Active\ENG\15-B-42715\verOl-wxhuang\Bldg-A\run0l\ ------------------------------------------------------------------------------- SWA LEANTO SIDEWALL LONGITUDINAL BRACING DESIGN AT WALL PLANE SWA WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 4 0.000 Transfered from,roof Tier 1 15.751 11.347 TOTAL 5.673 @ BAY 1, 2 Transfered 0.000 Weight (W) V Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 Star Building Systems, OKIC, OK Design'Summary Report Version: 6.01.0 run0l Date: 08/01/16 i Start Time: 01:19:35 R:\Jobs\Active\ENG\15-B-42715\verOl-wxhuang\Bldg-A\runol\ ------------------------------------------------------------------------------- TRANSVERSE BRACING DESIGN STABILITY BRACING AT MAIN BUILDING ENDWALL PLANE EWB LINE 1 Loading Condition Horizontal Force - --------------------------------------------- 1) Lateral Wind Load 1 from SWA to SWC ------------------ 3.10 2) Lateral Wind Load 2 from SWA to SWC 3.3S 3) Lateral Wind Load 1 from SWC to SWA 4.07 4) Lateral Wind Load 2 from SWC to SWA 3.82 5) Lateral Seismic from planes SWA,to SWC 14.74 Weight (W) 6) Lateral Seismic from planes SWC to SWA 14.74 ---------------------------------------------- Weight (W) ------------------ kips User Strut Load Information: Load Condition Column Elevation Intensity (feet) (kips) ----------------------------------------- 7 ------------ 1 3 18.00 1*.50 2 3 18.00 1.50 3 3 18.00 1.50 4 3 18.Od 1.50 5 3 18.00 10.00 6 3 18.00 10.00 ------------- ---------------------------------------- Note: A 0.60 wind load combination factor is applied to the user strut loads as shown here. The system -generated wind loads as -reported already have the 0.60 load combination factor applied. Using Max size 0.62501, RODS in' endwall module [ 1] from left to right Width= 20.00 feet Left Height= 18.00 feet Right Height= 23.00 feet Load Active Rod Design Tensile Force Tensile Force Cond Vert. Rise Length Applied Capacity (feet) (feet) (kips) (kips) ---- ---------- ------- ------------- ------------- Tier 1 1) 18.00 26.91 5.37 7.48 2) 18.00 26.91 5.71 7.48 3) 23.00 30.48 7.57 7.48 4) 23.00 30.48 7.18 7.,48 5) 18.00 26.91 7.54 8.97 6) 23.00 30.48 8.54 8.97 Tier bracing size:0.625011 ROD ---- ---------- ------- ------------- ------------- .Star Building Systems, OKC, OK User: wxhuang R -Frame Design Program - Version V6.01 Job : 42715A Seismic Summary Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37�. Start Time: 13:30:53 ---------------------------------------------------------- --------------------- 2013 CALIFORNIA main Seismic Force Resisting System Per ASCE 7 Standard FRAME LINE 2 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 [S11 (%g) ......... 26.0000 Long -period Transition Period Time [TLI (seconds) .................. 16.0000 Seismic Performance Category ............ ; .......................... D Soil Profile Type .................................................. D Seismic Site Coefficient [Fal ...................................... 1.3224 Seismic Site Coefficient [Fvl ...................................... 1.8800 Maximum Spectral Response Accel., for Short Periods (Sms] (g) ...... 0.7895 Maximum Spectral Response Accel., for 1 sec. Periods [Smil (g) ..... 0.4888 Design Spectral Response Accel., for Short Periods [Sds) (g) ....... 0.5263 Design Spectral Response Accel., for 1 sec. Periods [Sd11 (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) ..................................... 20.5000 'Seismic Fundamental Period (T] Used (seconds) ...................... 0.3137 Longitudinal Seismic Overstrength Factor [OMEGA] ................... 2.0000 Seismic Overstrength Factor (OMEGAol ................................. 2.5000 'Longitudinal Seismic-Redundancy/Reliability Factor [L-rhol ......... 1.3000 Seismic Redundancy/Reliability Factor [rho] ........................ 1.3000 Building Height Limit (feet) ....................................... 65.0000 Seismic Stoiy,Drift Limit Factor 0.0250 Seismic Story Drift Limit (in) ...... ... 5.4000 Seismic Deflection Amplif ication Factor (Cd] ............... I ......... 3.0000 Seismic Response Coefficient [Cs] Used ............................ 0.1504 Seismic Story Drift [Cd*Drift/Importance Factor] (in) .............. 3.868 Theta (Px*Ie*Delta/Vx/hx/Cd) ......... 0.016 Theta Max (.5/BETA/Cd] where BETA=1.0 ............................... 0.167 Roof Dead Load 8.521 Collateral Load 7.454 Snow Load 11.584 ------------------------------------ Total Roof Weight 27.559 kips User Mass Load (1) 1.560 ------------------------------------- Total User Mass 1.560 kips Total Roof Weight 27.559 Total User Mass .1.560 ------------------------------------- TOTAL Bldg Weight 29.119 kips X X Seismic Coeff. 0.1504 BASE SHEAR 4.3788 kips .Star Building Systems, OKC, OK Design Summary Report Version: 6.01.d run0l. Date: 08/01/16 Start Time: 01:19:35 R:\Jobs\Active\ENG\15-B-42715\verOl-wxhuang\Bldg-A\run0l\ ------------------------------------------------------------------------------- TRANSVERSE BRACING DESIGN STABILITY BRACING AT MAIN BUILDING ENDWALL PLANE EWD LINE 3 User Strut Load Information: Load Condition Column Elevation Intensity (f eet') (kips) ------------------------------------------------------ 1 1 18.00 1.50 2 1 18.00 1.50 3 1 18.00 1.50 4 1 18.00 1.50 5 1 18.00 10.00 6 1 18.00 10.00 ------------------------------------------------- Note: A 0.60 wind load combination factor is applied to the user strut loads as shown here. The system -generated wind loads as -reported already have the 0.60 load combination factor applied. Using Max size 0.625011 RODS in endwall module [ 2j from left to right Width= 20.00 feet Left Height= 23.00 feet Right Height= 18.00 feet Load Active Rod Loading Condition Tensile Force Cond Horizontal Force --------------------------------------------- 1) Lateral Wind Load 1 from SWA to SWC ------------------ 3.10 2) Lateral Wind Load 2 from SWA to SWC 3.35 3) Lateral Wind Load 1 from SWC to SWA 4.07 4) Lateral Wind Load 2 from SWC to SWA 3.82 5) Lateral Seismic.from planes SWA to SWC 14.74 18.00 26.91 7.54 8.97 6) 23.00 Weight (W) 6) Lateral Seismic from planes SWC to SWA 14.74 ------------- Weight (W) --------------------------------------------- ------------------ kips User Strut Load Information: Load Condition Column Elevation Intensity (f eet') (kips) ------------------------------------------------------ 1 1 18.00 1.50 2 1 18.00 1.50 3 1 18.00 1.50 4 1 18.00 1.50 5 1 18.00 10.00 6 1 18.00 10.00 ------------------------------------------------- Note: A 0.60 wind load combination factor is applied to the user strut loads as shown here. The system -generated wind loads as -reported already have the 0.60 load combination factor applied. Using Max size 0.625011 RODS in endwall module [ 2j from left to right Width= 20.00 feet Left Height= 23.00 feet Right Height= 18.00 feet Load Active Rod Design Tensile Force Tensile Force Cond Vert. Rise Length Applied Capacity ---- (feet) ---------- ------- (feet) ------------- (kips) ------------- Akips) Tier 1 1) 18.00 26.91 5.37 7.48 2) 18.00, 26.91 5.71 7.48 3) 23.00 30.48 7.57 7.48 4) 23.00 30.48 7.18 7.48 5) 18.00 26.91 7.54 8.97 6) 23.00 30.48 8.54 8.97 Tier ---- bracing size:0.625'0" ---------- ROD ------- ------------- ------------- Star Building Systems, OKC, OK User: wxhuang Page: F2- 1 R -Frame Design Progra'm -'Version V6.01 Job : 42715A input Data Echo File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 J:\Active\eng\15-B-42715\verOl-wxhudng\Bldg-A\ ---------------------------------------- ---------------------------------------- 7 VERSION V6.01 BRAND STAR DESCRIPTION cs 40./18./36.042 20./110./37. FRAME -ID 2 # 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 42715A ANALYZE none *DATA ' SET members brace combinations wind -array connection base BUILDING LABEL A LOCATION frame lines 2 LATERAL GRID LABEL 2 LONGITUDINAL GRID LABEL D B NUMBER FRAMES 1 *PRICE complete TYPE LEFT cs�t cs 60. 60. TYPE RIGHT cs t cs'60. 60.. MAIN GEOMETRY WIDTH 40. 20. LENGTH 60. EAVE 18. *ROOF SLOPE 3. LEANTO,RIGHT GEOMETRY WIDTH 25. 0. LENGTH 60. EAVE 15.75 *ROOF SLOPE 1. GIRT DEPTH 8. 8.25 *PURLIN DEPTH 10. 10.25 GIRT THICKNESS LEFT 0.07 *PURLIN THICKNESS 0.105 GIRT THICKNESS RIGHT 0.059 GIRT FLANGE 2.5 *PURLIN FLANGE 3.5 - PURLIN STIFFNESS 80.987 28.072 12.746 9.946 CODE LABEL 2013 CALIFORNIA BUILDING CODE IB12 U=Normal DEAD LOAD 3.292 *COLLATERAL LOAD 4. LIVE LOAD 20. reduce SNOW G=37. T=1.,2 S=N WEL=20. WER=20. WML=20.. WMR=20. WIND CODE ASIO SEISMIC CODE AS10 SEISMIC LOAD' Sl-_��6. 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 i:R= 36.0413 WALL TRIBUTARY LEFT TR= 36.0413 S=O. E=18. WALL TRIBUTARY RIGHT TR= 0. S=O. E=18. DESIGN ASD10 LATERAL BRACE LENGTH 28..83 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF L=180. S=180. W=180.- G=12,0. DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=60. TE=50. SYMKNEE CONNECTION SPLICE GUSSETS NA LT BOSS RIGHT HT=16.9971 LEN=8.25 DEPF=10. BF=5. TF=0.375 TW=0.185 EPW=6. EPD=10.625 EPT=0.25 BTD=0.5 BTN=4 BRACING SIDES LC=1 RA=l RC=1 BRACE.ATTACHMENT FLANGE .FLANGE BRACE ATTACHMENT LC=O RA=0 RC=O GIRT SPACING LEFT 7.5 5.1667 GIRT SPACING RIGHT 7.5 5.1667 3.3333 GIRT BRACE LEFT M M GIRT BRACE RIGHT Cl Ml N PURLIN-SPACING 2@3.2902 5. 2.3333 5. PURLIN BRACE C N C N C LEFT COLUMN BASE W=6. T=0.375 L=8.5 N=2 D=0.7S 8. 0. 10. 5. 0.25 0.185 0. 22. 0. 5., 0.25 0.25 LEFT RAFTER CONNECTION 0=2E I=2E W=6. T=0.75 D=0.75 22. 0. 0. 5. 0.25 0.185 0. 22. 10. 5. 0.25 0.185 CONNECTION 0=2E I=2E W=6. T=0.5 D=0.75 RIGHT COLUMN BASE W=6. T=0.37S L=8.5 N=2 D=0.75 8. 0. 10. 6. 0.25 0.25 0. 20. 0. 6. 0.25 0.25 RIGHT RAFTER CONNECTION 0=2E I=2E W=6. T=0.75 D=0.75 22. 0. 0. 5. 0.25 0.185 0. 22. 10. 5. 0.25 0.185 WIND LOAD WL1 23.870 0.3000 -0.8700 -0.6200 -0.5500 WIND LOAD WL2 23.870 0.6600 -.0.5100 -0.2600 -0.1900 WIND LOAD LWL1 23.870 -0.6300 -0.8700 -0.5500 -0.6300 WIND LOAD LWL2 23.870 -0.6300 -0.5500 -0.8700 -0.6300 WIND LOAD LWL3 23.870 -0.2700 -0.5100 -0.1900 -0.2700 WIND LOAD LWL4 23.870 -0.2700,-0.1900 -0.5100 -0.2700 WIND LOAD MWL1 16.000 0.5000 0.2500 0.2500 -0.5000 WIND LOAD, MWL2 16.000 -O.SOOO -0.2500 -0.2500 0.5000 WIND LOAD WL3 23.870 -0.5500 -0.6200 -0.8700 0-3000 WIND LOAD WL4 23.870 -0.1900 -0.2600 -0.5100 0.6600 WIND LOAD WLlD 10.227 0.3000 -0.8700 -0.6200 -0.5500 WIND LOAD WL2D 10.227 0.6600 -0.5100 -0.2600 -0.1900 WIND LOAD LWLlD 10.227 -0.6300 -0.8700 -0.5500 -0.6300 WIND LOAD LWL2D 10.227 -0.6300.-0.5500 -0.8700 -0.6300 WIND LOAD LWL3D 10.227 -0.2700 -0.5100 -0.1900 -0.2700 WIND LOAD LWL4D 10.227 -0.2700 -0.1900 -0.5100 -0.2700 WIND LOAD WL3D 10.227 -0.5SOO -0.6200 -0.8700 0.3000 WIND LOAD WL4D 10.227 -0.1900 -0.2600 -0.5100 0.6600 LOAD COMBINATIONS 1)1. DL 1. COLL 1. PLL1 *DEFL 60. 120. *PDELTA L 2)1. DL 1. COLL 1. PLL1 *DEFL 60. 120. *PDELTA R 3)1. DL 1. COLL 1. PLLR1 *DEFL, 60. 120. *PDELTA L 4)1. DL 1. COLL 1. PLLR1 *DEFL 60. 120. *PDELTA R 5)1. DL 1. COLL 1. SNOW *DEFL �0. 120. *PDELTA L 8)1. DL 1. COLL 1. SNOW .*DEFL 60. 120. *PDELTA R 7)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L 8)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R 9)1.05526 DL 1.05526 COLL 0.15 SNOW 0.682S RBDWEQ *PDELTA L 10)1.05526 DL 1.05526 COLL 0.1S SNOW 0.6825 RBDWEQ *PDELTA R 11)1.07368 DL 0.91 EQ *DEFL 50. 120. *PDELTA L 12)1.07368 DL 0.91 EQ *DEFL 50. 120. *PDELTA R 13)1.07368 DL -0.91 EQ *DEFL 50. 120. *PDELTA L 14)1.07368 DL -0.91 EQ *DEFL 50. 120. *PDELTA R 15)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 50. 120. 16)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 50. 120. 17)1.07368 DL 1.07368 COLL -0.91 EQ *DEFL 50. 120. 5. 0.25 5. 0.25 5. 0.25 5. 0.25 6. 0.25 6. 0.25 5. 0.25 5. 0.25 20.000 Left 20.000 Left 20.000 32.500 20.000 32.500 0.000 0.000 32.500 Right 32.500 Right 20.000 Left 20.000 Left 20.000 32.500 20.000 32.500 32.500 Right 32.500 Right *DEFL 60. 120. \ *DEFL 60. 120. \ *PDELTA L *PDELTA R *PDELTA L 18)1.07368 DL 1.07368 COLL -0.91 EQ *DEFL 50. 120. *PDELTA R 19)1.05526 DL 1.05526 COLL 0.15 SNOW 0.6825 EQ *DEFL 50. 120. *PDELTA L 20)1.05526 DL 1.05526 COLL 0.15 SNOW 0.6825 EQ *DEFL 50. *PIDELTA R 21)1.05526 DL 1.05526 COLL 0.15 SNOW -0.6825 EQ *DEFL 50 *PDELTA L 22)1.05526 DL 1.05526 COLL 0.15'SNOW -�0.6825 EQ *DEFL 50 *PDELTA R 23)0.52632 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L 24)0.52632,DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R 25)0.52632 DL 0.91 EQ *DEFL 50. 120. *PDELTA L 26)0.52632 DL 0.91 EQ *DEFL 50. 120. *PDELTA R 27)0.52632 DL -0.91 EQ *DEFL 50. 120. *PDELTA L 28)0.52632 DL -0.91 EQ *DEFL,.50. 120. *PDELTA R 29)0.79474 DL 2. RBUPEQ *TYPE R *APP C *PDELTA L 30)0.79474 DL 2. RBUPEQ *TYPE R *APP C *PDELTA R 31)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA L 32)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA R 33)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA L 34)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA R 35)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP C *PDELTA L 36)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP C *PDELTA R 37)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP C *PDELTA L 38)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP C *PDELTA R 39)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA L 40)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA R 41)0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA L 42)0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA R 43)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP B *PDELTA L 44)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP B *PDELTA R 45)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP B *PDELTA L 46)1.30526, DL 1.30526 COLL -2.5 EQ *TYPE R *APP B *PDELTA R 47)0.79474 DL 3.5 EQ *TYPE R *APP K *PDELTA L 48)0.79474 DL 3.5 EQ *TYPE R *APP K *?DELTA R 49)0.79474 DL -3.5 EQ *TYPE R *APP K *PDELTA L 50)0.79474 DL -3.5 EQ *TYPE R *APP'K *PDELTA R 51)1.30526 DL 1.30526 COLL 3.5,EQ *TYPE R *APP K *PDELTA L 52)1.30526 DL 1.3OS26 COLL 3.5 EQ *TYPE R *APP K *PDELTA R 53)1.30526 DL 1.30526 COLL -3.5 EQ *TYPE R *APP K *PDELTA L 54)1.30526 DL 1.30526 COLL -3.5 EQ *TYPE R *APP K *PDELTA R 55)1. DL 0.6 WL1 *PDELTA L 56)1. DL 0.6 WL1 *PDELTA R 57)1. DL 0.6 WL2 *PDELTA L 58)1. DL 0.6 WL2 *PDELTA R 59)1. DL 0.6 WL3 *PDELTA L 60)1. DL 0.6 WL3 *PDELTA R 61)1. DL 0.6 WL4 *PDELTA L 62)1. DL 0.6.WL4 *PDELTA R 63)0.6 DL 0.6 WL1 *PDELTA L 64)0.6 DL 0.6 WL1 *PDELTA R 65)0.6 DL 0.6 WL2 *PDELTA L 66)0.6 DL 0.6 WL2 *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 *PIDELTA R 71)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA L 72)0.6 DL 0.6 LWL3 0.6 R13UPLW *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 WL3 *PDELTA L 120. 120. 120. 76)0.6 DL 0.6 WL3 *PDELTA R 77)0.6 DL 0.6 WL4 *PDELTA L 78)0.6 DL 0.6 WL4 *PDELTA R 79)0.6 MWL1 *TYPE M 80)0.6 MWL2 *TYPE M 81)1. DL 1. COLL 0.6 WL1 *PDELTA L 82)1. DL 1. COLL 0.6 WL1 *PDELTA R 83)1. DL 1. COLL 0.6 WL2 *PDELTA L 84)1. DL 1. COLL 0.6 WL2 *PDELTA R 85)1. DL 1. COLL 0.6 WL3 *PDELTA L 86)1. DL 1. COLL 0.6 WL3 *PDELTA R 87)1. DL 1. COLL 0.6 WL4 *PDELTA L 88)1. DL 1. COLL 0.6 WL4 *PDELTA R 89)1. DL 1. COLL 0.75 SNOW OAS WL1 *PDELTA L 90)1. DL 1. COLL 0.75 SNOW 0.45 WL1 *PDELTA R 91)1. DL 1. COLL 0.75 SNOW 0.45 WL2 *PDELTA L 92)1. DL 1. COLL 0.75 SNOW 0.45 WL2 *PDELTA R 93)1. DL 1. COLL 0.75 SNOW 0.45 WL3 *PDELTA L 94)1. DL 1. COLL 0.75 SNOW 0.45 WL3 *PbELTA R 95)1. DL 1. COLL 0.75 SNOW 0.45 WL4 *PDELTA L 96)1. DL 1. COLL 0.75 SNOW 0.45.WL4 *PDELTA R 97)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA L 98)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA R 99)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA L 100)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA R 101)1. DL 0.75 LL 1. COLL 0.45 LWL1 OAS RBUPLW *PDELTA L 102)1. DL 0.15 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *PDELTA R 103)1. DL 0.75 LL l.-COLL 0.45 LWL2 0.45'RBUPLW *PDELTA L 104)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *PDELTA R 105)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *PDELTA L 106)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *PDELTA R 107)1. DL 0.7S LL 1. COLL 0.45 LWL4 0.45 RBUPLW *PDELTA L 108)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *PDELTA R 109)1. DL 0.7S LL 1. COLL 0.45 WL3 *PDELTA L 110)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA R 111)1. DL 0.7S LL 1. COLL 0.45 WL4 *PDELTA L 112)1. DL 0.75 IL 1. COLL 0.45 WL4 *PDELTA R 113)1. DL 1. COLL 1. RS *PDELTA L 114)1. DL 1. COLL 1. RS *PDELTA R 115)1. DL 1. COLL 1. LS *PDELTA L 116)1. DL 1. COLL 1. LS *PDELTA R 117)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA L 118)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA R 119)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA L 120)1. DL 1. COLL 0.6 LWL2 '0.6 RBDWLW *PDELTA R 121)1. DL 1. COLL 0.6 LWL3 0.6. RBDWLW *PDELTA L 122)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA R 123)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA L 124)1. DL -1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA R 125)1. DL 1. COLL 0.75 SNOW 0.45 LWL1 0.45 RBDWLW *PDELTA L 126)1. DL 1. COLL 0.75 SNOW 0.45 LWL1 0.45 RBDWLW *PDELTA R 127)1. DL 1. COLL 0.7S SNOW OAS LWL2 0.45 RBDWLW *PDELTA L 128)1. DL 1. COLL 0.75 SNOW 0.45 LWt2 0.45 RBDWLW *PDELTA R 129)1. DL 1. COLL 0.75 SNOW 0.45 LWL3 0.45 RBDWLW *PDELTA L 130)1. DL 1. COLL 0.7S SNOW 0.45 LWL3 0.45 RBDWLW *PDELTA R 131)1. DL i. COLL 0.75 SNOW 0.45. LWL4 0.45 RBDWLW *PDELTA L 132)1. DL 1. COLL 0.75 SNOW 0.45 LWL4 0.45 RBDWLW *PDELTA R 133)1.07368 DL 1.07368 COLL 0.91 RBDWEQ *PDELTA L 134)1.07368 DL 1.07368 COLL 0.91 RBDWEQ *PDELTA R 13.5)1.30526 DL 1.30526 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA L 136)1.30526 DL' 1.30526 COLL 2. RBDWEQ *TYPE R -APP C *PDELTA R 137)1. LL *DEFL 60. 180. *TYPE D 138)1. SNOW *DEFL 60. 180. *TYPE D 139)1. LS *DEFL 60. 180. *TYPE D 140)1. RS *DEFL 60. 180. *TYPE D 141)1. WLlD *DEFL 60. 180. *TYPE D 142)1. WL2D *DEFL 60. 180. *TYPE D 143)1. LWLlD *DEFL 60. 180. *TYPE D 144)1. LWL2D *DEFL 60. 180. *TYPE D 145)1. LWL3D *DEFL 60. 180. *TYPE D 146)1. LWL4D *DEFL 60. 180. *TYPE D 147)1. WL3D *DEFL 60. 180. *TYPE D 148)1. WL4D *DEFL 60. 180. *TYPE D 149)1.30526 DL 1.,EQ *DEFL 40. 0., *TYPE D *EQCD 3.0 150)1.30526 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 151)0.79474 DL 1. EQ *DEFL 40. 0. *.TYPE D *EQCD 3.0 152)0.79474 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 153)1.30526 DL 1.30526 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 154)1.30526 DL 1.30526 COLL -l.'EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS RC EQDW GLOB M C 18.000000 0.780000 0.000000 # PANEL/GIRT SELF -WEIGHT FOR E LC EQDW GLOB M C 18.000000 0.780000 0.000000 # PANEL/GIRT SELF -WEIGHT FOR E LC RBDWLW GLOB Y C 18.000000 -2.103000 0.916700 # WIND BRACE FORCE LC RBUPLW GLOB Y C 0.010000 2.103000 0.916700 # WIND BRACE FORCE LC RBUPLW GLOB L C 0.010000 3.SO6000 0.000000 # WIND 13RACE FORCE LC RBDWEQ GLOB Y C 18.000000 -3.854000 0.916700 # SEISMIC BRACE FORCE LC RBUPEQ GLOB Y C 0.010000 1.927000 0.916700 # SEISMIC BRACE FORCE LC RBUPEQ GLOB L C 0.010000 3.212000 0.000000 # SEISMIC BRACE FORCE RC DL GLOB Y C 16.564100, -1.463100 0.000000 # RC LEANTO VERT. DL RC DL GLOB X C. 16.564100 -0.040500 0.000000 # RC LEANTO HORZ. DL RC COLL GLOB Y C 16.S64100 -1.687600 0.000000 # RC LEANTO VERT. COLL RC COLL GLOB X C 16.564100� -0.044100 0.000000 # RC LEANTO HORZ. COLL RC PLLR1 GLOB Y C 16.564100 -5.061700 0.000000 # RC LEANTO VERT. PLLR1 RC PLLR1 GLOB X C 16.564100 -0.143600 6.000000 # RC LEANTO HORZ. PLLR1 RC SNOW GLOB Y C 16.564100 -13.112400 0.000000 # RC LEANTO VERT. SNOW RC SNOW GLOB X C 16.564100 -0.342600 0.000000 # RC LEANTO HORZ. SNOW RC LL 'GLOB Y C 16.564100 -5.062700 0.000000 # RC LEANTO VERT. LL RC LL GLOB X C 16.564100 -0.132300 0.000000 # RC LEANTO HORZ. LL RC EQ GLOB Y C 16.56'410C 0.088400 0.000000 # RC LEANTO VERT. EQ. RC EQ GLOB X C 16.564100 1.060300 0.000000 # RC LEANTO HORZ. EQ RC WL1 GLOB Y C 16.564100, 9.334000 o.b00000 # RC LEANTO VERT. WL1 RC WL1 GLOB X C 16.564100 8.723000, 0.000000 # RC LEANTO HORZ. WL1 RC WL2 GLOB Y C 16.564100 -0.990000 0.000000 # RC LEANTO VERT. WL2 RC WL2 GLOB X C 16.564100 -1.534500 0.000000 # RC LEANTO HORZ. WL2 RC LWL1 GLOB Y C 16.564100 8.586200 0.000000 # RC LEANTO VERT. LWL1 LWL1 GLOB X C 16.564100 9.160400 0.000000 # RC LEANTO HORZ. LWL1 RC LWL2 GLOB Y C 16.564100 11.783300 0.000000 # RC LEANTO VERT. LWL2 RC LWL2 GLOB X C 16.564100 9.818700 0.000000 # RC LEANTO HORZ. LWL2 RC LWL3 GLOB Y C 16.564100 -1.737800 0.000000 # RC LtANTO VERT. LWL3 RC LWL3 GLOB X C 16.564100 -1.097100 0.000000 # RC LEANTO HORZ. LWL3 RC LWL4 GLOB Y C 16.564100 1.459300 0.000000 # RC LEANTO VERT. LWL4 RC LWL4 GLOB X C 16.564100 -0.438800 0.000000 # RC LEANTO HORZ. LWL4 RC WL3. GLOB Y C 16.564100 12.346600 0.000000 # RC LEANTO VERT. WL3 RC WL3 GLOB X C 16.564100 3.059700 0.000000 # RC LEANTO HORZ. WL3 RC WL4 GLOB Y C 16.564100 2.022600 0.000000 # RC LEANTO VERT. WL4 RC WL4 GLOB X C 16.S64100 -7.197800 0.000000 # RC LEANTO HORZ. WL4 RC MWL1 , GLOB Y C 16.564100 -0.232500 0.000000 # RC LEANTO VERT. MWL1 RC MWL1 GLOB X C 16.564100 3.037300 0.000000 # RC LEANTO HORZ. MWL1 RC MWL2 GLOB Y C 16.564100 0.232500 0.000000 # RC LEANTO VERT. MWL2 RC MWL2 GLOB X C 16.564100 -3.037300 0.000000 # RC LEANTO HORZ. MWL2 RC' WLlD GLOB Y C 16.564100 3.999000 0.000000 # RC LEANTO VERT. WLlD RC WL1D GLOB X C 16.564100 3.737200 0.000000 # RC LEANTO HORZ. WL1D RC WL2D GLOB Y C 16.564100 '-0.424100 0.000000 # RC LEANTO VERT. WL2D RC WL2D GLOB X C 16.564100 -0.6S7400 0.000000 # RC LEANTO HORZ. WL2D RC LWLlD GLOB Y C 16.564100 3.678600 0.000000 # RC LEANTO VERT. LWLlD RC LWLlD GLOB X C 16.564100 3.924600 0.000000 #RC LEANTO HORZ. LWLlD RC LWL2D GLOB Y C 16.564100 5.048300 0.000000 #-RC LEANTO VERT. LWL2D RC LWL2D GLOB X C 16.564100 4.206600 0.000000 # RC LEANTO HORZ. LWL2D RC LWL3D GLOB Y C 16.564100 -0.744500 0.000000 # RC LEANTO VERT. LWL3D RC LWL3D ' GLOB X C 16.564100 -0.470000 0.000000 # RC LEANTO HORZ. LWL3D RC LWL4D GLOB Y C 16.564100 0.625200 0.000000 # RC LEANTO VERT. LWL4D RC LWL4D GLOB X C 16.564100 -0.188000 0.000000 # RC LEANTO HORZ. LWL4D RC WL3D GLOB Y C 16.564100 5.289600 0.000000 # RC LEANTO VERT. WL3D RC WL3D GLOB X C 16.564100 1.310900 0.000000 # RC LEANTO.HORZ., WL3D RC WL4D GLOB Y C 16.564100 0.866500 0.000600 # RC LEANTO VERT. WL4D RC WL4D GLOB X C 16.564100 -3.083700 0.000000 # RC LEANTO HORZ. WL4D RC DL GLOB Y L 16.564100 -1.953400 0.000000 # RC LEANTO (SOA) DL RC COLL GLOB Y L 16.564100 -1.916600 0.000000 # RC LEANTO (SOA) COLL RC I PLLR1 GLOB Y L 16.564100 -5.566800 0.000000 # RC LEANTO (SOA) PLLR1' RC SNOW GLOB Y L 16.564100 �-14.891700 0.000000 # RC LEANTO (SOA) SNOW RC LL GLOB Y L 16.564100 -5.749700 0.000000 .# RC LEANTO (SOA) LL RC EQ GLOB Y L 16.S64100 -0.088400 0.000000 I # RC LEANTO (SOA) EQ RC WL1 GLOB Y L 16.564100 11.958600 0.000000 # RC LEANTO (SOA) WL1 RC WL2 GLOB Y L 16.564100 -1.375800 0.000000 # RC LEANTO (SOA) WL2 RC LWLI GLOB Y L 16.564100 11.200900 0.000000 # RC LEANTO (SOA) LWL1 RC LWL2 GLOB Y L 16.564100 14.886200 0.000000 # RC LEANTO (SOA) LWL2 �RC LWL3 GLOB Y L 16.564100 -2.133500 0.000000 # RC LEANTO (SOA) LWL3 RC LWL4 GLOB Y L 16.564100 1.5S1700 0.000000 # RC LEANTO (SOA) LWL4 RC WL3 GLOB Y L 16.564100 14.322900 0.000000 # RC LEANTO (SOA) WL3 RC WL4' GLOB Y L 16.564100 0.988500 0.000000 # RC LEANTO (SOA) WL4 RC MNL1 GLOB Y L 16.564100 0.232500 0.000000 # RC LEANTO (SOA) MWL1 RC MWL2 GLOB Y L 16.564100 -0.232500' 0.000000 # RC LEANTO (SOA) MWL2 i RC WLlD GLOB Y L 16.564100 5.123400 0.000000 # RC LEANTO (SOA) WL1D RC WL2D GLOB Y L 16.564100 -0.589400 0.000000 # RC LEANTO (SOA) WL2D RC LWLlD GLOB Y L 16.564100 4.798800 0.000000 # RC LEANTO (SOA) LWLlD RC LWL2D GLOB Y L 16.564100 6.377700 0.000000 # RC LEANTO (SOA) LWL2D RC LWL3D GLOB Y L 16.564100 -0.914100 0.000000 # RC LEANTO (SOA) LWL3D RC LWL4D GLOB Y L 16.564100 0.664800 0.000000 # RC LEANTO (SOA) LWL4D RC WL3D GLOB Y L 16.564100 6.136400 0.000000 # RC LEANTO (SOA) WL3D RC WL4D GLOB Y L 16.564100 0.423500 0.000000 # RC LEANTO (SOA) WL4D END Star Building Systems,' OKC, OK User: wxhuang Page: F2- 2 R -Frame Design Program Version V6.01 Job : 42715A Building Grid label legend tile: frame-2.fr'a Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 7 ------------------------------------------------------------------------ Building Grid Label Legend Building A Frame Number 2 No. of Frames 1 Left Column Column @ * D Right Column Column @ * B *Frames located @ 2 ,Star Building Systems, OKC, OK User: wxhuang Page: F2- 3 R -Frame Design Program - Version V6.01 Job : 42715A Code Summary Report Vile: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- Building :A Frame Number :2 Location: frame lines 2 No. of Frames: 1 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) ... ; ................................. 18.000 Horizontal width'from left to right steel line (feet) ............... 40.000 Horizontal distance to ridge from left side (feet) .................. 20.000 Roof Slope Left & Right (rise:12).. 3.000 Column Slope Left & Right (lat:12) ............... I ................... 0.000 Purlin depth,left & right side (inches).. ..... 10.000 Frame Rafter Inset left & right side (inches) ....................... 10.250 Girt depth left & right side (inches) ........................ ........ 8.000 Frame Column Inset left & right side (inches) ....................... 8.250 Tributary Width left side (feet) .................................... 36.041 ....... I ........................... from Height 0.00 to Height 18.00 Tributary Width right side.(feet) .... .............................. 0.000 .............................. I .... from.Height 0.00 to Height 18.00 Tributary Width roof (feet) .......... ...... ... '' 36.041 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) ..................................... Frame Rafter Dead Weight (psf) ....................................... Total Roof Dead Weight (psf) ........................................ Collateral Load to Frame Rafter (psf) ............................... Roof Live Load Entered (psf) W/ Live Load Reduction Requested ....... Design Roof ' Live Load Used (psf) .................................... Ground Snow Load Entered [Pgl (psf) .... I ............................. Snow Exposure Factor [Ce] .................. * ......................... Snow Importance Factor [I] -- Standard Use Category ................. Snow Thermal Factor Entered [Ct] -- User Entered .................... Snow Thermal Factor Used [Ct]Unheated Building ...................... Slippery & Unobstructed Roof Surface ................................. Roof Snow Load [Pf = 0.7*Ce*Ct*I*Pg] (psf) .................... I ...... Snow Slope Factor [Cs) .............................................. Sloped * Roof Snow Load Used [Ps = Cs*Pf) (psf) ....................... Flat Roof Snow Load (Pf] (psf) ...................................... Design Uniform Roof Snow Load (psf) ................................. Roof Snow For Unbalanced, Pattern, Drifting Snow Calculation (psf).. 3.292 0.613 3.905 4.000 20.000 12.000 37.000 1.000 1.000 1.200 1.200 No 31.080 1.000 31.080 31.080 31.080 31.080 UNBALANCED SNOW LOADING(s) Unbalanced Roof Snow w/Wind From Left Load at Left Side (psf) .................. 9.324 Load at Right Peak (psf) ................. 45.715 Load at Right LeanTo Eave (psf) .......... 31.080 Drift Load Length Right (ft) ............. 8.299 Unbalanced Roof Snow w/Wind From Right Load at Left Eave (psf) .................. 31.080 Load at Left Peak (psf) .................. 45.715 Drift Load Length Left (ft) .............. 8.299 Load at Right,Side (psf) ................. 9.324 PATTERN LIVE LOADING(s) ----------------------- Alternate spans loaded with 100% of the roof load all the remaining spans loaded with 0% (min. of 2 spans). 100% 0% 100% 0% 100% .Star Building Systems, OKC, OK User: wxhuang Page: F2- 4 R -Frame Design Program - Version V6.01 Job : 42715A Wind Summary Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition Eave height Left & Right (feet) ....................................... 18.000 Wind Elevation on left colum� (feet) ................................ 18.000 Wind Elevation on right column (feet) ............................... 18.000 Total frame width (feet) ............................................. 40.000 Total building length (feet) ........................................ 60.000 Number of primary wind loadings .................................... 18 Star Building Systems, OKC, OK User: wxhuang Page: F2- 5 R -Frame Design Program - Version V6.01 Job : 42715A Continue Wind Summary Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- 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) 0.300 -0.870( 50.0%) -0.620( 50.0%) -0.550 ------------------------------------------------------------------------------ Wind Load WL2 Wind from left direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.660 -0.510( 50.0%) -0.260( 50;0%) -0-190 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.870( 50.0%) -0.550( 50.0%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) , -0.630 -0.550( 81.2%) ------------------------------------------- -0.870( 18.8%) -0.630 ------------------------------------ Wind Load LWL3 Longitudinal 7 wind Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.510( 50.0%). -0.190( 50.0%) -0.270 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.190( 81.2%) -0.510( 18.8%) -0.270 -------------------------------------------------------------------------------- Wind Load MWLl Min. Wind from left dir. Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.500 ----------------------------------- 0.250 0.250 ------------------- -0.500 ------------------------- Wind Load MWL2 7 Min. Wind from right dir. Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.500 -0.250 -0.250 0.500 -------------------------------------------------------------------------------- Wind Load WL3 wind from right direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.5so -0.620,( 81.25-6) I ---------------------------------------- -0.870( 18.8%) 0.300 --------------------------------------- Wind Load WL4 Wind from right direction Left Wall Left Rafter Right Rafter 'Right Wall Primary Coeff. (Cp) --------------------------------------------------------------------------------- -0.190 -0.260( 81.2%) -0.S10( 18.8%) 0.660 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. .Star Building Systems, OKC, OK User: wxhuang Page: F2- 6 R -Frame Design Program - Version V6.01 Job :'42715A Load Combinations Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:S3 -------------------------------------------------------------------------------- Load Combination 1) DL +COLL +PLL1 (SOA -L) 2) DL +COLL +PLL1 (SOA -R) 3) DL +COLL +PLLR1 (SOA -L) 4) DL +COLL +PLLR1 (SOA -R) 5) DL +COLL +SNOW (SOA -L) 6) DL +COLL +SNOW (SOA -R) 7) DL +LL +COLL (SOA -L) 8) DL +LL +COLL (SOA -R) 9) 1.0553DL'+1.0553COLL +0.15SNOW +0.6825RBDWEQ (SOA -L) 10) 1.0553DL +1.0553COLL +0.15SNOW +0.6825RBDWEQ (SOA -R) 11) 1.0737DL +0.91EQ (SOA -L) 1-2),1.0737DL +0.91EQ (SOA -R) 13) 1.0737DL -0.91EQ (SOA -L) 14) 1.0737DL - 0.91EQ (SOA -R) 15) 1.0737DL +1.0737COLL +0.91EQ (SOA -L) 16) 1.0737DL +1.0737COLL +0.91EQ (SOA -R) 17) 1.0737DL +1.0737COLL -0.91EQ (SOA -L) 18) 1.'0737DL +1.0737COLL -0.91EQ (SOA -R) 19) 1.0553DL +1.0553COLL +0.15SNOW +0.6825EQ (SOA -L) 20) 1.0553DL +1.0553COLL +0.15SNOW +0.6825EQ (SOA -R) 21) 1.0553DL +1.0553COLL +0.15SNOW 70.6825EQ (SOA -L) 22) 1.0553DL +1.0553COLL +0.15SNOW -0.6825EQ (SOA -R) 23) 0.5263DL +0.91RBUPEQ (SOA -L) 24) 0.526jDL +0.91RBUPEQ (SOA -R) 25) 0.5263DL +0.91EQ (SOA -L) 26) 0.5263DL +0.91EQ (SOA -R) 27) 0.5263DL -0.91EQ (SOA -L) 28) 0.5263DL -0.91EQ (SOA -R) 29) 0.7947DL +2.RBUPEQ (SOA -L) 30) 0.7947DL +2.RBUPEQ (SOA -R) 31) 0.7947DL +2.5EQ (SOA -L) 32) 0.7947DL +2.SEQ (SOA -R) 33) 0.7947DL -2.5EQ (SOA -L) 34) 0.7947DL -2.5EQ (SOA -R) 35) 1.3053DL +1.3053COLL +2.5EQ (SOA -L) 36) 1.3053DL +1.30S3COLL +2.5EQ (SOA -R) 37) 1.3053DL +1.3053COLL -2.SEQ (SOA -L) 38) 1.3053DL +1.30S3COLL -2.SEQ (SOA -R) 39) 0.7947DL +2.5EQ (SOA -L) 40) 0.7947DL +2.5EQ (SOA -R) 41) 0.7947DL -2.5EQ (SOA -L) 42) 0.7947DL -2.SEQ (SOA -R) 43) 1.3053DL +1.3053COLL +2.SEQ (SOA -L) 44) 1.3053DL +1.3053COLL +2.5EQ (SOA -R) 45) 1.3053DL +1.3053COLL -2.5EQ (SOA -L) 46) 1.3053DL +1.3053COLL -2.5EQ (SOA -R) 47) 0.7947DL +3.5EQ (SOA -L) 48) 0.7947DL +3.5EQ (SOA -R) 49) 0.7947DL -3.5EQ (SOA -L) 50) 0.7947DL -3.5EQ (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 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 P 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 ,Star Building Systems, OKC, OK User: wxhuang Page: F2- 7 R -Frame Design Program - Version V6.01 Job : 42715A Continue Load Comb Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- Load Combination : ------------------ 51) 1.3053DL +1.3053COLL +3.5EQ (SOA -L) N K R P 52) 1.3053DL +1.3053COLL +3.5EQ (SOA -R) N K R P 53) 1.3053DL +1.3053COLL -3'.5EQ (SOA -L) N K R P 54) 1.3053DL +1.3053COLL -3.5EQ (SOA -R) N K R P 55) DL +0.6WL1 (SOA -L) N A P 56) DL +0.6WL1 (SOA -R) N A P 57) DL +0.6WL2 (SOA -L) N A P 58) DL +0.6WL2 (SOA -R) N A P 59) DL +0,.6WL3 (SOA -L) N A P 60) DL.+0.6WL3 (SOA -R) N A P 61) DL +0.6WL4 (SOA -L) N A P� 62) DL +0.6WL4 (SOA -R) N A P 63) 0.6DL +0.6WL1 (SOA -L) N A P 64) 0.6DL +0.6WL1 (SOA -R) N A P 65) 0.6DL +0.6WL2 (SOA -L) N A P 66) 0.6DL +0.6WL2 (SOA -R) N A P 67) 0.6DL +0.6LWLI +0.6RBUPLW (SOA -L) N A P 68) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -R) N A P 69) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -L) N A P 70) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -R) N A P 71) OADL +0.6LWL3 +0.6RBUPLW (SOA -L) N A P 72) OADL +0.61ML3 +0.6RBUPLW (SOA -R) N A P 73) OADL +0.6LWL4 +0.6RBUPLW (SOA -L) N A P 74) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA -R) N A P 75) 0.6DL +0.6WL3 (SOA -L) 14 A P 76) 0.6DL +0.6WL3 (SOA -R) N A P 77) O.-6DL +0.6WL4 .(SOA -L) N A P 78) OADL +0.6WL4 (SOA -R) N A P 79) 0.6MWL1 N M 80) 0.6MWL2 N M 81) DL +COLL +0.6WL1 (SOA -L), N A P 82) DL +COLL +0.6WL1 (SOA -R) N A P 83) DL +COLL +0.6WL2 (SOA -L) N A P 84) DL +COLL +0.6WL2 (SOA -R) N A P 85) DL +COLL +0.6WL3 (SOA -L) N A P 86) DL +COLL +0.6WL3 '(SOA -R) N A P .87) DL +COLL +0.6WL4 (SOA -L) N A P 88) DL +COLL +0.6WL4 (SOA -R) N A P 89) DL +COLL +0.75SNOW +0.45WL1 (SOA -L) N A P 90) DL +COLL +0.75SNOW +0.45WL1 (SOA -R) N A P 91) DL +COLL +0.75SNOW +0,.45WL2 (SOA -L) N A P 92) DL +COLL +0.75SNOW +0.45WL2 (SOA -R) N A P 93) DL +COLL +0.75SNOW +0.45WL3 (SOA -L) N A P 94) DL. +COLL +0.75SNOW +0.45WL3 (SOA -R) N A P 95) DL +COLL +0.75SNOW +0.45WL4 (SOA -L) N A P 96) DL +COLL +0.75SNOW +0.45WL4 (SOA' -R) N A P 97) DL +0.75LL +COLL +0.45WL1 (SOA -L) N A P 98) DL +0.75LL +COLL +0.45WL1 (SOA -R) N A P 99) DL +0.75LL +COLL +'0.4SWL2 (SOA -L) N A P 100) DL +0.75LL,+COLL +0.45WL2 (SOA -R) N A P ,Star Building Systems, OKC, OK User: wxhuang Page: F2- 8 R -Frame Design Program - Version V6.01 Job : 42715A Continue Load Comb Report File: frame-2.fra Date: 8/ 1/16 cs. 40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- Load Combination 101) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA -L) N A P 102) DL +0.75LL +COLL +0.45LWL1 +0;45RBUPLW (SOA -R) N A P 103) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA -L) N A P 104) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA -R) N A P 105) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA -L) N A P 106) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA -R) N A P 107) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA -L) N A P 108) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA -R) N A P 109) DL +0.75LL +COLL +0.45WL3 (SOA -L) N A P 110) DL +0.75LL +COLL +0.45WL3 (SOA -R) N A P 111) DL +0.75LL +COLL +0.45WL4 (SOA -L) N A P 112) DL +0.75LL +COLL +0.45WL4 (SOA -R) N A P 113) DL +COLL +RS (SOA -L) N A P 114) DL +COLL +RS (SOA -R) N A P 115) DL +COLL +LS (SOA -L) N A P 116) DL +CbLL +LS (SOA -R) N A P 117) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -L) N P 118) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -R) N A P 119) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -L) N A P 120) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -R) N A P 121) DL +cbLL +0.6LWL3 +0.6RBDWLW (SOA -L) N A P 122) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -R) N A P 123) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -L) N A P 124) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -R) N A P 125) DL +COLL +0.75SNOW +0.45LWL1 +0.4-1;RBDWLW (SOA -L) N A P 126) DL +COLL +0.7SSNOW +0.45LWL1 +0.41-;RBDWLW (SOA -R) N A P 127) DL +COLL +0.75SNOW +0.45LWL2 +0.45RBDWLW (SOA -L) N A P 128) DL +COLL +0.75SNOW +0.45LWL2 +0.45RBDWLW (SOA -R) N A P 129) DL +COLL +0.75SNOW +0.45LWL3 +0.45RBDWLW (SOA -L) N A P 130) DL +COLL +0.75SNOW +0.45LWL3 +0.45RBDWLW (SOA -R) N A P 131) DL +COLL +0.75SNOW +0.45LWL4 +0.45RBDWLW (SOA -L) N A P 132) DL +COLL +0.75SNOW +0.45LWL4 +0.45RBDWLW (SOA -R) N A P 133) 1.0737DL +1.0737COLL +0.91RBDWEQ (SOA -L) N A P 134) 1.0737DL +1.0737COLL +0.91RBDWEQ (SOA -R) N A P 135) 1.3053DL +1.3053COLL +2.RBDWEQ (SOA -L) IN C R P 136) 1.3053DL +1.3053COLL +2.RBDWEQ (SOA -R) N C R P 137) LL D 138) SNOW D 139) LS D 140) RS D 141) WLlD D 142) WL2D D 143) LWLlD D 144) LWL2D D 145) LWL3D D 146) LWL4D D 147) WL3D D 148) WL4D D 149) 1.3053DL +EQ D E 1SO) 1.3653DL -EQ D E .Star Building Systems, OKC, OK User: wxhuang Page: 'F2- 9 R -Frame Design Program - Version V6.01 Job : 4271SA Continue Load Comb Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 Start Time: 13:30:53 -------------------------------------------------------------------------------- Load Combination 151) 0.7947DL +EQ D E 152) 0.7947DL -EQ D E 153) 1.3053DL +1.3053COLL +EQ D E 154) 1.3053DL +1.3053COLL -EQ D E Where : DL = Roof Dead Load COLL- = Roof Collateral Load, PLL1, = Pattern Live Load [PLLxxl PLLR1 = Pattern Live Load Right Leanto/Canopy [PLLRxx] SNOW = The Larger of: Code Defined Minimum Roof Snow Load User Input Minimum Roof Snow Load LL = Roof Live Load RBDWEQ= Downward Acting Rod Brace Load from Long. Seismic 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 LWL1 = Longitudinal Primary Wind Load RBUPLW= Upward Acting Rod Brace Load from Longitud. Wind tWL2 = Longitudinal Primary Wind Load LWL3 = Longitudinal Primary Wind Load LWL4 = Longitudinal Primary Wind Load MWL1 = Minimum Wind Load MWL2 = Minimum Wind Load RS = Unbalanced Right Roof Snow Load LS = Unbalanced Left Roof Snow Load RBDWLW= Downward Acting Rod Brace Load from Longit. Wind a WL1D = Lateral Primary Wind Load at Service Level WL2D = 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 WL3D Lateral Primary Wind Load at Service Level WL4D 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 M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection .Star Building Systems, OKC, OK User: wxhuang Page: F2- 10 R -Frame Design Program - Version V6.01 Job : 42715A User Load Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:S3 -------------------------------------------------------------------------------- * USER INPUT LOADS LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 RC EQDW GLOB M C 18.000 0.7800 0.0000 0.000 2 LC EQDW GLOB M C 18.000 0.7800 0.0000 0.000 3 LC RBDWLW GLOB Y C 18.000 -2.1030 0-0000 0.917 4 LC RBUPLW GLOB Y C 0.010 2.1030 0.0000 0.917 5 LC RBUPLW GLOB L C 0.010. 3.5060 0.0000 0.000 6 LC RBDWEQ GLOB Y C 18.000 -3.8540 0.0000 0.917 7 LC RBUPEQ GLOB Y C 0.010 1.9270 0.0000 0.917 8 LC R13UPEQ GLOB L C 0.010 3.2120 0.0000 0.000 9 RC DL GLOB Y C 16.564 -1.4631 0.0000 0.000 10 kC DL GLOB x C 16.564 -0.040S- 0.0000� 0.000 11 RC COLL GLOB Y C 16.564 -1.6876 0.0000 0.000 12 RC COLL 'GLOB x C 16.564 -0.0441 0.0000 0.000 13 RC PLLR1 GLOB Y C 16.564 -5.0617 0.0000 0.000 14 RC PLLR1 GLOB X C 16.564 -0.1436 0.0000 0.000 1S RC SNOW GLOB Y C 16.564 -13.1124 0.0000 0.000 16 RC SNOW GLOB x C 16.564 -0.3426 0.0000 0.000 17 RC LL GLOB Y C 16.564 -5.0627 0.0000 0.000 18 RC LL 'GLOB x C 16.564 -0.1323 0.0000 0.000 19 RC EQ GLOB Y C 16.564 0.0884 0.0000 0.000 20 RC EQ GLOB x C 16.564 1.0603 0.0000 0.000 21 RC WL1 GLOB Y C 16.564 9.3340 0.0000 0.000 22 RC WL1 GLOB x C 16.S64 8.7230 0.0000 0.000 23 RC WL2 GLOB Y C 16.564 - 0.9900 0.0000 0.000 24 RC WL2 GLOB x C 16.564 -1.5345 0.0000 0.000 25 RC LWL1 GLOB Y C 16.564 8.5862 0.0000 0.000 26 RC LWL1 GLOB x C 16.564 9.1604 0.0000 0.000 27 RC LWL2 GLOB Y C 16.564 11.7833 0.0000 0.000 28 RC LWL2 GLOB x C 16.564 9.8187 0.0000 0.000 29 RC LWL3 GLOB Y C 16.S64 -1.7378 0.0000 0.000 30 RC LWL3 GLOB x C 16.564 -1.0971 0.0000 0.000 31 RC LWL4 GLOB Y C 16.564 1.4593 0'.0000 0.000 32 RC LWL4 GLOB x C 16.S64 -0.4388 0.0000 0.000 33 RC WL3 GLOB Y C 16.564 12.3466 0.0000 0.000 34 RC WL3 GLOB x C 16.564 3.0597 0.0000 0.000 35 RC WL4 GLOB Y C 16.564 2.0226 0.0000 0.000 36 RC WL4 'GLOB x C 16.564 -7.1978 0.0000 0.000 37 RC MWLl GLOB Y C 16.564 -0.2325 0.0000 0.000 38 RC MWLl GLOB x C 16.564 3.0373 0.0000 0.000 39 RC MWL2 GLOB Y C 16.564 0.2325 0.0000 0.000 40 RC MWL2 GLOB x 'C 16.564 -3.0373 0.0000 0.000 41 RC WLlD. GLOB Y C 16.564 3.9990 0.0000 0.060 42 RC WL1D GLOB x C 16.564 3.7372 0.0000 0.000 43 RC WL2D GLOB Y C 16.564 -0.4241 0.0000 0.000 44 RC WL2D GLOB X, C 16.564 -0.6S74 0.0000 0.000 45 RC LWLlD GLOB Y C 16.564 3.6786 0.0000 0.000 46 RC LWLlD GLOB x C 16.564 3.9246 0.0000 0.000 47 RC LWL2D GLOB Y C 16.564 5.0483 0.0000 0.000 48 RC LWL2D GLOB x C 16.564 4.2066 0.0000 0.000 49 RC LWL3D GLOB Y C 16.564 -0.7445 0.0000 0.000 50 RC LWL3D GLOB x C 16.564 -0.4700 0.0000 0.000 51 RC LWL4D GLOB Y C 16.564� 0.62S2 0.0000 0.000 52 RC LWL4D GLOB X C 16.564 -0.1880 0.0000 0.000 53 RC WL3D GLOB y C 16.564 5.2896 0.0000 0.000 54 RC WL3D GLOB x C 16.564 1.3109 0,0000 0.000 55 RC WL4D GLOB y C 16.564 0.8665 0.0000 0.000 56 RC WL4D GLOB x C 16.564 -3.0837 0.0000 0.000 57 RC DL GLOB y L 16.564 -1.9534 0.0000 0.000 58 RC COLL GLOB y L 16.S64 -1.9166 0.0000 0.000 59 RC PLLR1 GLOB y L 16.564 -5.5668 0.0000 0.000 60 RC SNOW GLOB Y L 16.S64 -14.8917 0.0000 0.000 61 RC LL GLOB y L 16.564 -5.7497 0.0000 0.000 62 RC EQ GLOB y L 16.564 -0.0884 0.0000 0.000 63 RC WL1 GLOB y L 16.564 11.9586 0.0000 0.000 64 RC WL2 GLOB y L 16.564 -1.3758 0.0000 0.000 65 RC LWL1 GLOB y L �16.564 11.2009 0.0000 0.000 66 RC LWL2 GLOB y L 16.564 14.8862 0.0000 0.000 67 RC LWL3 GLOB y L 16.564 -2.1335 0.0000 0.000 68 RC LWL4 GLOB Y L 16.564 1.5517 0.0000 0.000 69 RC WL3 GLOB y L 16.S64 14.3229 0.0000 0.000 70 RC WL41 GLOB y L 16.564 0.9885 0.0000 0.000 71 RC MWL1 GLOB Y L 16.564 0.2325 0.0000 0.000 72 RC MWL2 GLOB y L 16.564 -0.2325 0.0000 0.000 73 RC WLlD GLOB y L 16.564 5.1234 0.0000 0.000 74 RC WL2D GLOB Y L 16.564 -0.5894 0.0000 0.000 75 RC LWLlD GLOB y L 16.564 4.7988 0.0000 0.000 76 RC LWL2D -GLOB y L 16.564 6.3777 0.0000 0.000 77 RC LWL3D GLOB y L 16.564 -0.9141 0.0000 o'.000 78 RC LWL4D GLOB y L 16.564 0.6648 0.0000 0.000 79 RC WL3D GLOB y L 16.564 6.1364 0.0000 0.000 80 RC WL4D GLOB y L 16.564 0.4235 0.0000 0.000 ,Star Building Systems, OKC, OK User: wxhuang Page: F2- 11 R -Frame Design Program Version V6.01 Job : 42715A Load Report. File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START E14D 1 RC EQDW GLOB M C 18.000 0.7800 N/A 0.000 2 LC EQDW GLOB M C 18.000 0.7800 N/A 0.000 3 LC RBDWLW GLOB Y C 18.000 -2.1030 N/A 0.917 4 LC RBUPLW GLOB Y C 0.010 2.1030 N/A 0.917 5 LC RBUPLW GLOB L C 0.010 3.5060 N/A 0.000 6 LC RBDWEQ GLOB Y C 18.000 -3.8540 N/A 0.917 7 LC, R13UPEO GLOB Y C 0.010 1.9270 N/A 0.917 8 LC RBUPEQ GLOB L C 0.010 3.2120 N/A 0'.000 9 RC DL GLOB Y C 16.564 -1.4631 N/A 0.000 10 RC DL GLOB X* C 16.564 -0.0405 N/A 0.000 11 RC COLL GLOB Y C 16.564 -1.6876 N/A 0.000 12 RC COLL GLOB x C 16.564 -0.0441 N/A 0.000 13 RC PLLRl GLOB Y C 16.564 -5.0617 N/A 0.000 14 RC PLLR1 GLOB x C 16.564 -0.1436 N/A 0.000 15 RC SNOW GLOB Y C 16.564 -13.1124 N/A 0.000 16 RC SNOW GLOB x C 16.564 -0.3426 N/A 0.000 17 RC LL GLOB Y C 16.564 -5.0627 N/A 0.000 18 RC LL GLOB x C 16.564 -0.1323 N/A 0.000 19 RC EQ GLOB Y C 16 * 564. 0.0884 N/A 0.000 20 RC EQ GLOB x C 16.S64 1.0603 N/A 0.000 21 RC WL1 GLOB Y C 16.564 9.3340 N/A 0.000 22 RC WL1 GLOB X C 16 ' .564 8.7230 N/A 0.000 23 RC WL2 GLOB Y C 16.564 -0.9900 N/A 0.000 24 RC WL2 GLOB x C 16.564 -1.5345 N/A 0.000 25 RC LWL1 GLOB Y C 16-564 8.5862 N/A 0.000 26 RC LWL1 GLOB x C 16.564 9.1604 N/A 0.000 27 RC LWL2 GLOB Y C 16.564 11.7833 N/A 0.000 28 RC LWL2 GLOB x C 16.564 9.8187 N/A 0.000 29 RC LWL3 GLOB Y C 16.564 -1.7378 N/A 0.000 30 RC LWL3 GLOB x C 16.564 -1.0971 N/A 0.000 j1 RC LWL4 GLOB Y C 16.564 1.4593 N/A 0.000 32 RC LWL4 GLOB x C 16.564 -0.4388 N/A 0.000 33 RC WL3 GLOB Y C. 16.564 12.3466 N/A 0.000 34 RC WL3 GLOB x C 16.564 3.0597 N/A 0.000 35 RC WL4 GLOB Y C 16.564, 2.0226 N/A 0.000 36 RC WL4 GLOB x C 16'.564 -7.1978 N/A 0.000 37 RC MWLl GLOB Y C 16.564 -0.2325 N/A 0.000 38 RC MWL1 GLOB x C 16.564 3.0373 N/A 0.000 39 RC MWL2 GLOB Y C 16.564 0.2325 N/A 0.000 40 RC MWL2 GLOB x C 16.564 -3.0373 N/A 0.000 41 RC WL1D GLOB Y C 16.564 3.9990 N/A 0.000 42 RC WLlD GLOB x C 16.564 3.7372 N/A 0.000 43 RC WL2D GLOB Y C 16.564 -0.4241 N/A 0.000 44 RC WL2D GLOB x C 16.564 -0.6574 N/A 0.000 .45 RC LWLlD GLOB Y C 16.564 3.6786 N/A 0.000 46 RC LWL1D GLOB x C 16.564 3.9246 N/A 0.000 47 RC LWL2D GLOB Y C 16.564 5.0483 N/A 0.000 48 RC LWL2D GLOB x C 16.564 4.2066 N/A 0.000 49 RC LWL3D GLOB Y C 16.564 -0.7445 N/A 0.000 50 RC LWL3D GLOB x C 16.564 -0.4700 N/A 0.000 -Star Building,Systems OKC, OK user: wxhuang Page: F2 12 R -Frame Design Program - Version V6.01 Job : 42715A Load Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- 51 RC LWL4D GLOB y C 16.564 0.6252 N/A 0.000 52 RC LWL4D GLOB x C 16.S64 -0.1880 N/A 0.000 53 RC WL3D GLOB y C 16.564 5.2896 N/A, 0.000 54 RC WL3D GLOB x C 16.564 1.3109 N/A 0.000 55 RC WL4D GLOB Y C 16.564 0.8665 N/A 0.000 56 RC WL4D GLOB x C 16.564 -3..0837 N/A 0.000 57 RC DL GLOB y L 16.564 -1.9534 N/A 0.000 58 RC COLL GLOB y L 16.564 -1.9166 N/A 0.000 59 RC PLLR1 GLOB y L 16.564 -5.5668 N/A 0.000 60 RC SNOW GLOB y L 16.5164 -14.8917 N/A 0.000 61 RC LL-� 'GLOB y L 16.564 -5.7497 N/A 0.000 62 RC EQ GLOB y L 16.564 -0.0884 N/A 0.000 63 RC WL1 GLOB y L 16.564 11.9586 N/A 0.000 64 RC WL2 GLOB Y, L 16.564 -1.3758 N/A 0.000 65 RC LWL1, GLOB L 16.564 11.2009 N/A -0.000 66 RC LWL12 GLOB y L 16.564 14.8862 N/A 0.000 67 RC LWL3 GLOB y L 16.564 -2.1335 N/A 0.000 68 RC LWL4 GLOB Y - L 16.564 1.5517 N/A 0.000 69 RC WL3 GLOB y L 16.564 14.3229 N/A 0.000 70 RC WL4 GLOB y L 16.564 0.9885 N/A 0.000 71 RC MWL1 GLOB y L 16.564 0.2325 N/A 0.000 72 RC MWL2 GLOB y L 16.564 -0.2325 N/A 0.000 73 RC WLib GLOB Y L 16.564 5.1234 N/A 0.000 74 RC WL2D GLOB y L 16.564 -0.5894 N/A 0.000 75 RC LWLiD GLOB Y L 16.564, 4.7988 N/A 0.000 76 RC LWL2D GLOB y L 16.564 6.3777 N/A 0.000 77 RC LWL3D GLOB Y. L 16.564 -0.9141 N/A 0.000 78 RC LWL4D GLOB y L 16.564 0.6648 N/A 0.000 79 RC WL3D GLOB y L 16.564 6.1364 N,/A 0.000 80 RC WL4D GLOB y L 16.564 0.4235 N/A 0.000 81 LR DL XREF y u 0.000 -0.1186 N/A 0.000 82 RR DL XREF y u 0.000 -0.1186 N/A 0.000 83 LC Sw GLOB y u 0.000 -0.0199 N/A 0.000 84 LR Sw GLOB Y. u 0.000 -0.0221 N/A 0.000 8S RC Sw GLOB y u 0.000 -0.0224 N/A 0.000 86 RR Sw GLOB y u 0.000 -0.0221 N/A 0.000 87 LR LL XREF y u 0.000 -0.4325 N/A 0.000 88 RR LL XREF y u 0..000 -0.4325 NIA 0.000 89 LR� PLL1 XREF Y U 0.0100, -0.4325 N/A 20.000 RR PLL1 XREF y u 0.000 -0.4325 N/A 20.000 91 LR COLL XREF y U, 0.0.00 -0.1442 N/A 0.000 92 RR COLL XREF Y u -0.1442 N/A 0.000 93 LR SNOW XREF y u 0.000 -1.1202 N/A 0.000 94 RR SNO W XREF y U 0.000 -1.1202 N/A 0.000 95 LR SBAL XREF y u 0.000 -1.1202 NIA 0.000 96 RR SBAL XREF Y- u 0.000 -1.1202 �N/A 0.000 97 LR RS XREF y u 0.000 -0.3360 N/A 0.000 98 RR RS XREF y u 0.000 -1.1202 N/A 0.000 99 RR RS XREF y u 11.701 -0.5275 N/A 8.299 100 LR LS ]�,REF Y U 0,.000 -1.1202 N/A 0.000 .Star Building Systems, OKC, OK User: wxhuang Page: F2- 13 R -Frame Design Program - Version V6.01 Job : 42715A Load Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- 101 LR LS XREF Y U 11.701 N/A 8.299 102 RR LS XREF Y U 0.000 -0.3360 N/A 0.000 103 LC WL1 MEMB Y U 0.000 -0.2S81 N/A 0.000 104 RC WL1 MEMB Y U 0.000 0.0000 N/A 0.000 105 LR WL1 MEMB Y U 0.000 0.7485 N/A 0.000 106 RR WL1 MEMB Y U 0.000 0.5334 N/A 0.000 107 LC WL2 MEMB Y U 0.000 -0.5678 N/A 0.000 108 RC WL2 MEMB Y U 0.000 0.0000 N/A 0.000 109 LR WL� MEMB Y U 0.000' 0.4388 N/A 0.000 110 RR WL2 MEMB Y U 0.000 0.2237 N/A 0.000 111 LC LWL1 MEMB Y U 0.000 0.5420 N/A 0.000 112 RC LWL1 MEMB Y U 0.000 0.0000 N/A 0.000 113 LR LWL1 MEMB Y U 0.000 0.7485 N/A 0.000 114 RR LWL1 MEMB Y U 0.000 0.4732 N/A 0.000 115 LC LWL2 MEMB Y U 0.000 O.S420 N/A 0.000 116 RC LWL2 MEMB Y U 0.000 0.0000 N/A 0.000 117 LR LWL2 MEMB Y U 0.000 0.4732 N/A 0.000 118 RR LWL2 MEMB Y U 0.000 0.7485 N/A 0.000 119 RR LWL2 MEMB Y U 6.117 -0.2753 N/A 0.000 120 LC LWL3 MEMB Y U 0.000 0.2323 N/A 0.000 121 RC LWL3 MEMB Y U 0.000 0.0000 N/A 0.000 122 LR LWL3 MEMB Y U 0.000 0.4388 N/A 0.000 123 RR LWL3 MEMB Y U 0.000 0.1635 N/A 0.000 124 LC LWL4 MEMB Y U 0.000 0.2323 N/A 0.000 125 RC LWL4 MEMB Y U 0.000 0.0000 N/A 0.000 126 LR LWL4 MEMB Y U 0.000 0.1635 N/A 0.000 127 RR LWL4 MEMB Y U 0.000 0.4388 N/A 0.000 128 RR LWL4 MEMB Y U 6.117 -0.2753 N/A 0.000 129 LC MWL1 MEMB Y U 0.000 -0.2883 N/A 0.000 130 RC MWL1 MEMB Y U 0.000 0.0000 N/A 0.000 131 LR MWL1 GLOB x U 01.000 0.0350, N/A 0.000 1321RR MWL1 GLOB x U 0.000 0.0350 N/A 0.000 133 LC MWL2 MEMB Y U 0.000 0.2883 N/A 0.000 134 RC MWL2 MEMB Y U 0.000 0.0000 N/A 0.000 135 LR MWL2 GLOB x U 0.000 -0.0350 N/A 0.000 136 RR MWL2 GLOB x U 0.000 -0.0350 N/A 0.000 137 LC WL3 MEMB Y U 0.000 0.4732 N/A 0.000 138 RC WL3 MEMB Y U b.000 0.0000 N/A 0.000 139 LR WL3 MEMB Y U 0.000 0.5334 N/A 0.000 140 RR WL3 MEMB Y U 0.000 0.7485 N/A 0.000 141 RR WL3 MEMB Y U 6.117 -0.2151 N/A 0.000 142 LC WL4 MEMB Y U 0.0M 0.1635 N/A 0.000 143 RC 'WL4 MEMB Y U 0.000 0.0000 N/A 0.000 144 LR WL4 MEMB Y U 0.000 0.2237 N/A 0.000 145 RR WL4 MEMB Y U 0.000 0.4388 N/A 0.000 146 RR WL4 MEMB Y U 6.117 -0.2151 N/A 0.000 147 LC WL1D MEMB Y U 0.000, -0.1106 N/A 0.000 148 RC WL1D MEMB Y U 0.000 0.0000 N/A 0.000 149 LR WL1D MEMB Y U 0.000 0.3207 N/A 0.000 150 RR WL1D MEMB Y U 0.000 0.2285 N/A 0.000 'Star Building Systems, OKC, OK User: wxhuang Page: F2- 14 R -Frame Design Program - Version V6.01 Job :-42715A Load Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- 151 LC WL2D MEMB Y U 0.000 -0.2433 N/A 0.000 152 RC WL2D MEMB Y U 0.000 0.0000 N/A 0.000 1S3 LR WL2D MEMB Y U 0.000 0.1880 N/A 0.000 154 RR WL2D MEMB Y U 0.000 0.0958 N/A 0.000 155 LC LWL1D MEMB Y U 0.000 0.2322 N/A 0.000 156 RC LWL1D MEMB Y U 0.000 0.0000 N/A 0.000 1S7 LR LWL1D MEMB Y U 0.000 0.3207 N/A 0.000 158 RR LWL1D MEMB Y U 0.000 0.2027 N/A 0.000 159 LC. LWL2D MEMB Y U 0.000 0.2322 N/A 0.000 160 RC LWL2D MEMB Y U 0.000 0.0000 N/A 0.000 161 LR LWL2D MEMB Y U 0.000 0.2027 N/A 0.000 162 RR LWL2D MEMB Y U 0.000 0.3207 N/A 0.000 163 RR LWL2D MEMB Y U 6.117 -0.1180 N/A 0.000 164 LC LWL3D MEMB Y U 0.000 0.0995 N/A 0.000 165 RC LWL3D MEMB Y U 0.000 0.0000 N/A 0.000 166 LR LWL3D MEMB Y U 0.000- 0.1880 N/A 0.000 167 RR LWL3D MEMB Y U 0.000 0.0700 N/A 0.000 168 LC LWL4D MEMB Y U 0.000, 0.0995 N/A 0.000 169 RC LWL4D MEMB Y U 0.000 0.0000 N/A 0.000 170 LR LWL4D MEMB Y U 0.000 0.0700 N/A 0.000 171 RR LWL4D MEMB Y U 0.000 0.1880 N/A 0.000 172 RR LWL4D MEMB Y U 6.117 -0.1180 N/A 0.000 173 LC WL3D MEMB Y U 0.000 0.2027 N/A 0.000 174 RC WL3D MEMB Y U 0.000 0.0000 N/A 0.000 17S LR WL3D MEMB Y U 0.000 0.2285 N/A 0.000 17.6 RR WL3D MEMB Y U 0.000 0.3207 N/A 0.000 177 RR WL3D MEMB Y U 6.117 -0.0921 N/A 0.000 178 LC WL4D MEMB Y U 0.000 0.0700 N/A 0.000 179 RC WL4D MEMB Y U 0.000 0.0000 N/A 0.000 180 LR WL4D MEMB Y U 0.000 0.0958 N/A 0.000 181 RR WL4D MEMB Y U 0.000 0.1880 N/A 0.000 182 RR WL4D MEMB Y U 6.117 -0.0921 N/A 0.000 'Star Building Systems, OKC, OK User: wxhuang Page: F2- 15 R -Frame Design Program - Version V6.01 Job : 42715A Seismic Summary Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- 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 [TLI (seconds) .................. 16.0000 Seismic Performance Category ....................................... D Soil Profile Type ...................... * ............................ D Seismic Site Coefficient (Fa] ...................................... 1.3224 Seismic Site Coefficient [Fvl ..... ...... 1.8800 Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... 0.7895 Maximum Spectral Response Accel., for 1 sec. Periods (Smi] (g) ..... 0.4888 Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.5263 Design Spectral Response Accel., for 1 sec. Periods (Sd11 (g) ...... 0.3259 Seismic Response Modification Factor [R] ........................... 3.5000 Seismic Importance Factor [I) ...................... I ................ 1.0000 Storage/Equipment Areas and/or Service.Rooms Exist ................. No Seismic Story Height [hn] (feet) ................................... 20.SOOO Seismic Fundamental Period (T) Used (seconds) ...................... 0.3137 Longitudinal Seismic Overstrength Factor [OMEGA] ................... 2.0000 Seismic Overstrength Factor [OMEGAo] ............................... 2.5000 Longitudinal Seismic Redundancy/Reliability Factor [L-rhol ......... 1.3000 Seismic Redundancy/Reliability Factor [rho] ......................... 1.3000 Snow in Seismic Force Calculations (Used] M ...................... 20.00 Snow in Seismic Force Calculations (Min. Required] M ............. 20.00 Snow in Seismic Load Combinations (Used] M ....................... 20.00 Snow in Seismic Load Combinations (Min'. Required] (%) .............. 20.00 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] (%) ...... 6 ..... 100.00 Mezz. Live load in Seismic Load Combinations (Min. Required) (%) ... 100.00 Building Height Limit (feet) ....................................... 65.0000 Seismic Story Drift Limit Factor .... 0.0250 Seismic Story Drift Limit (in) ..................................... 5.4000 Seismic Deflection Amplification Factor [Cd] ....................... 3.0000 Seismic Response Coefficient [Cs] Used ............................. 0.1504 Seismic Story Drift [Cd*Drift/Importance Factor] (in) ............... 3.868 Theta [Px*Ie*Delta/vx/hx/Cd] .......... 0.016 Theta Max [.5/BETA/Cd] where BETA=1.0 ............................... 0.167 Roof Dead Load 8.521 Wall Weight 0.000 Collateral Load 7.454 Snow Load 11.584 Rafter Crane Weight 0.000 ------------------------------------- Total Roof Weight 27.559 kips* User Mass Load (1) = 1.560 ------------------------------------- Total User Mass 1.560 kips Total Roof Weight 27.55§ Total User Mass 1.560 Mezzanine Weight 0.000 Col. Crane Weight 0.000 -------------------------------------- TOTAL Bldg Weight 29.119 kips x x Seismic Coeff. 0.1504 ------------------------------------- BASE SHEAR 4.3788 kips Seismic Load for Roof at col # 1 = 1.6133 kips Seismic Load for Roof at col # 2 = 2.5410 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL 4.1543 kips Seismic Ld for Mass # 1 @ col # 1 0,1123 kips Seismic Ld for Mass # 1 @ col # 2 0.1123 kips --------------------------------------------------- SEISMIC LOAD for Mass in TOTAL 0.2245 kips Star*Building Systems, OKC, OK User: wxhuang Page: F2- 16 R -Frame Design Program Version V6.01 Job*: 42715A Continued Seismic Load Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. -------------------------------------------------------------------------------- Start Time: 13:30:53 SEISMIC GENERAL LOAD CARDS GENERATED -------------------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH* NO. START END 183 LC EQ YREF x C 16.566 1.6133 N/A 0.000 184 LC EQ, YREF X C 18:000 0.1123 N/A 0.000 185 RC EQ YREF x C 16.'S45 2.5410 N/A 0.000 186. RIC EQ YREF x C 18.000 0.1123 N/A 0.000 .Star Building Systems, OKC, OK User: wxhuang Page: F2- 17 R -Frame Design Program - Version V6.01 Job : 4271SA Forces and Allowable Stresses Summary File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- Left Column Analysis Length = 16.58 ft Kx = 1.00 Weight = 329. lbs Effective Ix = 322.9 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 8.000 16.845 5.00x 0.2500 0.1850 5.00x 0.2500 4.22 55.0 2 5.83 16.845 22.000 5 .00x 0.2500 0.2500 5.00x 0.2500 4.22 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) (ks�) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 106 -28.3 -46.7 -7.5 15.9 31.4 35.8 13.0 0.15 1.0 0.94 1.0 5 204 -22.4 -84.7 -7.2 18.0 31.4 33.8 13.6 0.07 0.94 0.88 0.94 95 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 18.91 ft Kx = 1.00 Weight = 423. lbs Effective Ix = 473.6 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 8.144 22.000 22.000 5.00x 0.2500 0.1850 5.00x 0.2500 0.00 55.0 4 10.00 22.000 22.000 5.00x 0.2500 0.1850 5.00x 0.2500 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 -13.0 -87.5 22.0 17.8 39.3 -1-2.S 5.6 0.95 0.70 0.83 0.95 5 409 -6.0 ' 98.1 -0.7 12.5 29.8 -34.6 5.6 0.03 0.98 0.85 0.98 116 -------------------------------------------------------------------------------- Right Column Analysis Length = i6.SS ft Kx = 1.00 Weight,= 370. lbs Effective,Ix = 314.1 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 5 10.00 8.000 15..602 6.00x 0.2500 0.2500 .6.00x 0.2500 3.62 55.0 6 5.79 15.602 20.000 6.00x 0.2500 0.2500 6.00x 0.2500 3.62 55.0 ------------- z ------------------------------------------------------------------- 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 --------------------------------------------------------------- 7 ----------------- 510 -45.0 -56.6 -7. 1 21.1 38.6 33.4 17.9 0.07 0.80 0.87 0.87 6 608 -44.9 -89.3 -7.1 19.1 39.4 33.3 12.3 0.08 0.83 0.92 0.92 6 -------------------------------------------------------------------------------- ,.Star Building Systems, OKC, OK User: wxhuang Page: F2- 18 R -Frame Design Program 7 Version V6.01 Job : 42715A Forces and Allowable Stresses Summary File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13-:30:53 -------------------------------------------------------------------------------- Right Rafter Analysis Length = 19.00 ft Kx = 1.00 Weight = 425. lbs Effective Ix = 473.6 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) S ' tart(in) End(in) (in) Thick (in) Angle (ksi) 7 8.61 22.000 22.000 5.00x 0.2500 0.1850, 5.00x 0.2500 0.00 55.0 8 10.00 22.000 22.000 5.00x 0.2500 0.1850 5.00x 0.2500 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 -------------------------------------------------------------------------------- 701 -13.0 -100.8 22.8 17.8 39.3 32.5 5.6 0.98- 0.79 0.94 0.98 6 809 -6.1 97.6 -0.6 12.5 29.8 34.6 S.6 0.02 0.97 0.84 0.97 113 -------------------------------------------------------------------------------- TOTAL MEMBER,WEIGHT 1547. lbs ,Star Building Systems, OKC, OK User: wxhuang Page: F2- 19 R -Frame Design Program - Version V6.01 Job : 42715A Anchor Rod and Base Plate Design File: frame 2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 ------------------------------------------------------- L ------------------------ LEFT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN Anchor Rod & Base Plate Design Sizes >> ---------------------------------------- Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 1.5000 Plate Size 6.0000x 8.5000x 0.3750 in. (WidthxDepthxThickness)- Controlling Reactions for Anchor Rod Design >> Standard Base Plate Welding >> (Using E70 Electrodes) Fillet Shear Tension Allowable Load Check Loading Type,' (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 9.050 38.436 64 0.24 Rod Shear 8.108 0.000 23.061 95 0.35 Standard Base Plate Welding >> (Using E70 Electrodes) Fillet Weld Weld Weld Design (kips) (kips) Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.25000 5.000 18.562 8.924 5 0.48 Outer Flg 0.25000 5.000 18.562 2.923 68 0.16 Web Plate 0.18750 8.000 22.274 8.108 95 0.36 RIGHT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN Anchor Rod & Base Plate Design Sizes >> ----------- 7 --------- ------------------- Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 1.5000 Plate Size : 6.0000x 8.5000x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 12.319 38.436 75 0.32 Rod Shear 7.085 0.000 23.061 6 0.31 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 0.25000 6.000 22.274 13.572 6 0.61 Outer Flg 0.25000 6.000 22.274 3.696 75 0.17 Web Plate 0.25000 8.000 29.698 7.085 6 0.24 .Star Building Systems, OKC, OK User: wxhuang Page: F2- 20 R -Frame Design Program - Version V6.01 Job : 42715A Connection Report File: frame-2.fra Date:, 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S..-,Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: ----------------------- Plate: 6.00 x 0.7SOO in. Fy(Min) SO.0 ksi Fu 6S.0 ksi Flanges: O.S. - 5.00 x 0.2500 in. in. I.S. - 4.75 x 0.2500 in. Web Depth - 22.677 in. Web Thickness 0.250 in. Gage - 3.000 in. Center of Bolt to Flange: in. Pf top (out) - 2.375 in. BFCD top (out) - 1.7SO in. Rise top (out) - 0.414 in. XTO top (out) - 2.188 in. Pf top (ins) - 2.367 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.414 in. XTI top (ins) - 2.555 in. Pf bot (out) - 1.758 in., BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 2.492 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 2.492 in. Bolt Spacing - 3.000 in. Controlling Mode Thick Plate Angle top - 76.0 degrees Angle bot - 90.0 degrees Right Side of Conn Data: ------------------------ Plate: 6.00 x 0.7500 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 22.677 in. Web Thickness 0.185 in. Gage - 3.000 in. Center of Bolt to Flange: Pf top (out) - 2.000 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.414 in. XTO top (out) - 2.188 in. Pf top (ins) - 2.742 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.414 in. XTI top (ins) - 2.555 in. Pf bot (out) - 1.937 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.414 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 2.305 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.414 in. XBI bot (ins) - 2.492 in. Bolt Spacing - 3.000 in. Controlling Mode Thick Plate Angle top -104.0 degrees Angle bot - 76.0 degrees Left Side Conn Right Side Conn Controlling Moments, Axial Shear Moments Axial Shear Load Combinations: (k -ft) (kips)- (kips) (k -ft) (kips) (kips) ----------------------------- ------------------------------------------------- 53) 1.3053DL +1.3053COLL -3.5 -177.10 -4.83 15.54 -177.10 -4.83 1S.54 48) 0.7947DL +3.5EQ (SOA -R) 141.15 3.05 -6.81 141.15 3.05 -6.81 Connection Design Summary: Bolt Unity Check (O.S.) = 0.7685 Plate Unity Check (O.S.) = 0.55S3 Bolt Unity Check (I.S.') = 0.6426 Plate Unity Check (I.S.) = 0.4431 .Star Building Systems, OKC, OK User: wxhuang Page: F2- 21 R -Frame Design Program -Version V6.01 Job : 42715A Connection Report File: frame-2.fra Date: 8/ 1/16 cs -40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter Depth 3 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolt.s per row) (I.S.) 2 rows Extended - 3/4 in. Dia� - Standard (2 bolts per row) Left Side of Conn Data: -------- -------------- Plate- 6.00 x 0.5000 in. Fy(Min) SO.0 ksi Fu 65.0 ksi Flanges: Right Side of Conn Data: ------------------------ Plate: 6.00 x O.SOOO in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 5.00 x 0.2500 in. Weld O.S. - 5.00 x 0.2500 in. Weld Joint I.S. - 5.00 x 0.2SOO in. Capacity I.S. - 5.00 x 0.2500 in. Weld Location Type (in.) Web Depth - 22.677 in. Web Depth - 22.677 in. Web Thickness 0.185 in. Web Thickness 0.185 in. 10.0000 41.7635 Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1.875 in. Pf top (out) - 1.875 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.352 in. Rise top (out) - 0.352 in. XTO'top (out) - 1.750 in. XTO top (out) - 1.750 in. Pf top (ins) - 2.367 in. Pf top (ins) - 2.367 in. BFCD top (ins) 7 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.352 in. Rise top (ins) - 0.352 in. XTI top (ins) - 2.492 in. XTI top (ins) - 2.492 in. Pf bot (out) - 2.000 in. Pf bot (out) - 2.000 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.352 in. Rise bot (out) - 0.352 in. XBO bot (out) - 2.125 in. XBO bot (out) - 2.125 in. Pf bot (ins) - 2.242 in. Pf bot (ins) - 2.242 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.352 in. Rise bot (ins) - 0.352 in. XBI bot (ins) - 2.117 in. XBI bot (ins) - 2.117 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Angle top - 76.0 degrees Angle top - 76.0 degrees Angle bot -104.0 degrees Angle bot -104.0 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k -ft). (kips) (kips) (k -ft) (kips) (kips) ----------- 7 ----------------- ------------------------------------------------- 63) 0.6DL +0.6WL1 (SOA -L) -13.22 4.88 -1.82 -13'.22 4.88 1.82 6) DL +COLL +SNOW (SOA -R) 95.16 -7.09 -0.53 95.16 -7.09 0.53 Connection Design Summary: Bolt Unity Check (O.S.) 0.1852 Bolt Unity Check (I.S.) 0.9212 Plate Unity Check (O.S.) = 0.18S2 Plate Unity Check (I.S.) = 0.9212 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 0.1875 10.0000 41.7635 41.2500 6 0.9877 Outer Flg Fillet -BS 0.1875 10.0000 41.7635 7.8314 63 0.1875 Web Plate Fillet -BS 0.1875 45.3542 126.2766 5.6663 116 0.0449 Right Side of Conn Inner Flg Fillet -BS 0.1875 10.0000 41.7635 41.2500 6 0.9877 Outer Flg Fillet -BS 0.1875 10.0000 41.7635 7.8315 63 0.1875 Web Plate Fillet -BS 0.1875 45.3S42 126.2766 5.6663 116 0.0449 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. ' Star Building Systems, OKC, OK User: wxhuang Page: F2- 22 R -Frame Design Program - Version V6.01 Job : 42715A Connection Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- Vertical Knee Connection @ Right Rafter Depth 1 ------------ ------------------------------------------------------------------- BOLTS A325 H.S�- 7 Fully tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Plate: 6.00 x 0.7500 in. Fy(Min) 50.0 ksi Fu 65.0 ksi in. Flanges: 0.185 in. O.S. - 6.00 x 0.2SOO in. in. I.S. - 5.75 x 0.2500 in. Web Depth - 22.677 in. Web Thickness 0.250 -in. in. Gage - 3.000 in. Center of Bolt.to Flange: I � Pf top (out) - 2.375 in. BFCD top (out) - 1.7SO in. Rise top (out) - 0.414 in. XTO top (out) - 2.188 in. Pf top (ins) - 2.367 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.414 in. XTI top (ins) - 2.555,in. in. Pf bot (out) 1.758 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 2.492 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 2.492 in. Bolt Spacing - 3.00O.in. Controlling Mode Thick Plate Angle top - 76.0 degrees Angle bot - 90.0 degrees Controlling Load Combinations: ----------------------------- 52) 1.3053DL +1.3053COLL +3.5 49) 0.7947DL -3.5EQ (SOA -L) Connection Design Summary: Bolt Unity Check (O.S.) = 0. Bolt Unity Check (I.S.) = 0. Right Side of Conn Data: ------------------------ Plate: 6.00 x 0.7500 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 22.677 in. Web Thickness 0.185 in. Gage - 3.000 in. Center of Bolt to Flange: Pf top (out) 2.000 in. BFCD top -(out) - 1.750 in. Rise top (out) - 0.414 in. XTO top (out) - 2.188 in. Pf top (ins) - 2.742 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.414 in. XTI top (ins) - 2.555 in. Pf bot (out) - 1.937 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.414 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 2.305 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.414 in. XBI bot (ins) - 2.492 in. Bolt Spacing - 3.000 in. Controlling Mode Thick Plate Angle top -104.0 degrees Angle bot - 76.0 degrees Left Side Conn Right Side Conn .,Moments Axial Shear, Moments Axial Shear (k -ft) (kips) (kips) (k -ft) (kips) (kips) _ ---- ----------------------------------------- -191.88 2.14 15.78 -191.88 2.14 15.78 149.12 �-3.44 -6.70 149.12 -3.44 8644 Plate Unity Check (O.S.) = 0.6247 6498 Plate Unity Check (I.S.) = 0.4484 ,Ptar Building Systems, OKC, OK User: wxhuang Page: F2- 23 R -Frame Design Program Version V6.01 Job : 42715A Knee and Stiffener Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./-36.042 20./110./37. , Start Time: 13:30:S3, -------------------------------------------------------------------------------- Left Knee Design Knee Web Thickness Bearing Stiffener Type Bearing Stiffener at Knee Column Cap Plate Use 0.2500 in. Thick Web Horizontal 2.2500 X 0.-2500 in. 5.0000 X 0.2500 in. Knee Panel Weld Sizes Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.2500 in. x 22.677 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 22.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 17.177 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x i7.177 in. GMAW on FAR Side (STD. WELD) Column Connection Pl.: 0.1875 in. x 22.677 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld 0.1875 in. x 2.250 in..GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK.' Right Knee -Design Knee Web Thickness Bearing Stiffener Type Bearing Stiffener at Knee Column Cap Plate Use 0.2500 in. Thick Web Horizontal 2.7500 X 0.2500 in. 6.0000 X 0.2500 in. Knee Panel Weld Sizes ---------- Required (Due to Weld Shear) Min. Fillet Welds, around,the Knee Web Panel are: Column Cap Plate: 0.2500 in. x 20.616 in. GMAW on NEAR Side (STD. WELD) Column Cap.Plate: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 20.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 17.677 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 17.677 in. GMAW on FAR Side (STD. WELD) Column Connection Pl.: 0.1875 in. x 22.677 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld 0.1875 in. x 2.750,in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK .Star Building Systems, OKC, OK User: wxhuang Page: F2- 24 R -Frame Design Program Version V6.01 Job : 42715A Flange Brace Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./j6.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- GIRT SPACES - VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 716 @ FLOOR 1 @ 716 @ FLOOR 1 @ 5'2 1 @ 5'2 1 @ 514 @ EAVE 1 @ 314 1 @ 210 @ EAVE PURLIN SPACES HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 2-@ 3'3-.1/2" @ EAVE 2 @ 313-1/211 @ EAVE 1 @ 510 1 @ 5'0 1 @ 214 1 @ 214 1 @ 5'0 1 @ 5'0 1 @ 111-1/1611 @ PEAK i @ 1,1-1/16" @ PEAK - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 7 - - - - - - - - - - - - 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 ----------- 7 -------------------------------------------------------------------- LFT COLUMN 7.50 12.67 (M) (M) LFT RAFTER 3.39 6.78 11.94 14.34 19.50 (C) (N) (C) (N) (C) RGT COLUMN 7.50 12.67 16.00 (C) (M) (N) RGT RAFTER 3.39 6.78 11.94 14.34 19.50 (C) (N) (C) (N) (C) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 'IN" Indicates that No flange braces are located at the brace point "C" Indicates that One 211x2IIx14 ga flange brace is located at.the brace point I'M" Indicates that One 211x2IIx1/81I flange brace is located at the brace point -------------------------------------------------------------------------------- 'Star Building Systems,, OKC, OK User: wxhuang Page: F2- 25 R -Frame Design Program Version V6.01 Job : 42715A Primary Deflection Report File: frame-2.fra Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches) MAXRAFTER 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. ----------- 7 ------------------------------------------------------------------ Max. Def -1.,484 in. 19.82 ft. 0.288 in. 25.,61 ft. Load Comb 5 141 Defl. L/306 L/999 PEAK DEFLECTIONS (Positive = Y:Upward) Y -Def Pos. Max 0.249 in. Load Comb 141 Defl. L/999 ------------------- Neg. Max -1.484 in. Load Comb � 6 Def 1. L/306 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 ----- ------- 149 3.0 150 3.0 151 3.0 152 3.0 153 3.0 154 3.0 Ext. Left Col Ext Right Col X -Def Y -Det X -Def Y -Def ------------------------------------------------------------------------------ Pos. Max 3.730 0.042 4.072 0.03.3 Load Comb 151 1S2 153 141 Defl. H/ 53 H/ 48 ------------------------------------------------------------------------------ Neg. Max -4.043 -0.048 -3.788 -0.046 Load Comb 154 153 152 154 Defl. H/ 49 H/ 52 MAXRAFTER 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. ----------- 7 ------------------------------------------------------------------ Max. Def -1.,484 in. 19.82 ft. 0.288 in. 25.,61 ft. Load Comb 5 141 Defl. L/306 L/999 PEAK DEFLECTIONS (Positive = Y:Upward) Y -Def Pos. Max 0.249 in. Load Comb 141 Defl. L/999 ------------------- Neg. Max -1.484 in. Load Comb � 6 Def 1. L/306 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 ----- ------- 149 3.0 150 3.0 151 3.0 152 3.0 153 3.0 154 3.0 'Star Building Systems, 'OKC, OK User: wxhuang Page: F2- 26 R -Frame Design Program - Version V6.01 Job : 42715A Stiffener Design for Leanto File: frame-2;fra, Date: 8/ 1/16 cs 40./18./36.042 20./110./37. Start Time: 13:30:53 -------------------------------------------------------------------------------- Leanto Stiffener on Right Column Web Thickness Use 0.2500 inches Thick Web Bearing Stiffener Type Bearing Stiffener Top Bearing stiffener Bearing Stiffener Size 2.7500 X 0.2500 X 10.0000 inches Control Case 129 Allowable At Ctrl Case 55.060 kips Check Ratio 0.1313 Bottom Bearing Stiffener Bearing Stiffener Size 2.7500 X 0.2500 X 10.0000 inches Control Case 6 Allowable At Ctrl Case 55.000 kips Check Ratio, 0.3637 Panel Stiffener Size Not Required Control Case 0 Allowable Shear Cap. 0.000 kips Check Ratio, 0.0000 Required stiffener weld size are: Top -Bearing Stiffener to Web 0.2500 inches(STD. WELD ONE SIDE) Bottom -Bearing Stiffener to Web 0.2500 inches(STD. WELD ONE SIDE) Bearing stiffener to inner flange use 0.2500 inches Bearing stiffener to outer flange use CJP weld and develop full strength. All weld has a strength of 3.712 (kips) per inch. Top-Stiffener,Weld Check: Strength and Check Ratio Case P Weld To Web ratio Weld To Flange ratio (kips) (kips) (kips) ---------------------------------------------------- 7 ------------------- 5 -12.674 64.956 0.195 23.662 0.000 Bottom Stiffener Weld Check: Strength and Check Ratio Case P Weld -To Web ratio Weld To Flange ratio (kips) (kips) (kips) -7 ----------------------------------------------------------------------- 5 13.101 64.956 0.202 23.662 0.000 Vertical Clearance at the Left Knee is 15.8535 feet Vertical Clearance at the Right Knee is 15.8118 feet Star Building Systems, OKC, OK U�er: wxhuang Page: Fl- 1 R -Frame Design Program - Version V6.01 Job : 42715A Input Data Echo File: ltfrar.2.ira Date: 8/ 1/16 lt 2S./lS.7S/36.042 20./110./37. Start Time: 13:30:57 J:\Active\eng\lS-B-42715\verOl-wxhuang\Bldg-A\ -------------------------------------------------------------------------------- VERSION V6.01 BRAND STAR DESCRIPTION lt' 25./15.75/36.042 20./110./37. FRAME ID 1 # FRAME LEFT SIDE IS BLDG. PLANE SWA # AND FRAME RIGHT SIDE IS BLDG. PLANE PRINT echo code loads base connection deflection boss profile seismic detail flg-brace summary stiffeners pro-grplds OPTIMIZATION none *PLANT atw *JOB 42715A ANALYZE none,*DATASET members brace combinations wind -array connection base BUILDING LABEL B LOCATION frame lines 2 LATERAL GRID LABEL 2 LONGITUDINAL GRID LABEL A B NUMBER FRAMES 1 *PRICE complete TYPE lt p cs 60. 60. right MAIN GEOMETRY WIDTH 40. 20. LENGTH 6d. EAVE 18. *ROOF SLOPE 3. LEANTO RIGHT GEOMETRY WIDTH 25. 0. LENGTH 60. 'EAVE 15.75�*ROOF SLOPE 1. BOSS 8.25 GIRT DEPTH 8. 8.25 *PURLIN DEPTH 10. 1d.25 GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.105 GIRT FLANGE 2.5 *PURLIN FLANGE 3.S PURLIN STIFFNESS 80.987 28.072 12.746 9.946 CODE LABEL 2013 CALIFORNIA BUILDING CODE IB12 U=Normal DEAD LOAD 2.918 *COLLATERAL LOAD 4. LIVE LOAD 20. reduce SNOW G=37. T=1.2 S=N WEL=20. WER=20. WML=20. WMR=20. WIND CODE AS10 SEISMIC CODE AS10 SEISMIC LOAD S1=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= 36.0413 WALL TRIBUTARY LEFT TR= 36.0413 S=O. E=15.75 WALL TRIBUTARY RIGHT TR= 28.833 S=O. E=17.8333 DESIGN ASD10 LATERAL BRACE LENGTH 28.83 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF L=180. S=180. W=180. G=120. .DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=60. TE=40. SPLICE GUSSETS NA BRACING SIDES LC=3 RA=1 RC=1 BRACE ATTACHMENT FLANGE FLANGE BRACE ATTACHMENT LC=O RA=O GIRT SPACING GIRT BRACE PURLIN SPACING 2@4.7863 3@5. PURLIN BRACE C C N C C LEFT COLUMN. BASE W=6. T=0.375'L='10.2 N=2 D=0.75 WlOX22 10. WlOX22 0. LEFT RAFTER CONNECTION 0=2P W=5.75 6. T=0.36 0.25 D=0.5 10. 16. 0. 6. '0.3125 0.156 6. 0.25 16. 0. 10. 6. 0.375 0.156 6. 0.3125 0. 10. 6.6336 6. 0.3125 0.185 6. 0.25 CONNECTION 0=2P W=6. T=0.25 D=0.5 WIND LOAD WL1 23.870 -0.9200 -0.9900 -1.2400 -0.0700 25.000 Left WIND LOAD WL2 23.870 0.1800 0.1100 -0.1400 1.0300 25.000 Left WIND LOAD LWL1 23.870 -1.0000 -0.92'00 -1.2400--l.0000 25.000 ,WIND LOAD LWL2 23.870 -1.0000 -1.2400 -0.9200 -1.0000 25.000 -WIND LOAD LWL3 23.870 �0.1000 0.1800 -0.1400 0.1000 25.000 WIND LOAD LWL4 23.870 0.1000 -0.1400 0.1800- 0.1000 25.000 WIND LOAD MWL1 16.000 -0.5000 0.5000 0.5000 0.5000 0.000 WIND LOAD, MWL2 16.000 0.5000 -0.5000 -0.5000 -0.5000 0.000 WIND LOAD �WL3 23.870* -0.0700 -1.2460 -0.9900 -0.9200 25.0.00 Right WIND LOAD WL4 23.870 1.0300 -0.1400 0.1100 0.1800 25.000 Right WIND LOAD WLlD 10.227 -0.9200 -0.9900 -1.2400 -0.0700 25.000 Left WIND LOAD WL2D 10.227 0.1800 0.1100 -0.1400 1.0300 25.000 Left WIND LOAD LWLlD 10.227 -1.0000 -0.9200 -1.2400 -1.0000 25.000 WIND LOAD LWL2D 10.227 -1.0000 -1.2400 -0.9200 -1.0000 25.000 WIND LOAD LWL3D 10.227 0.1000 0.18.00 -0.1400 0.1000 25.000 WIND LOAD LWL4D 10.227 0.1000 -0.1400 0.1800 0.1000 25.000 WIND LOAD WL3D 10.227 -0.0700 -1.2400 -0.9900 -0.9200 25.000 Right WIND LOAD WL4D 10.227 1.0300 -0.1400 0.1100 0.1-800 25.000 Right LOAD COMBINATIONS I ; 1)1. DL 1. COLL *DEFL 60. 120. 2)1. DL 1. COLL 1. PLLR1 *DEFL -80. 120. 3)1. DL 1. COLL 1. SNOW *DEFL 60. 120. 4)1. DL 1. LL 1. COLL *DEFL 60. 120. 5)1.07368 DL 0.91 EQ *DEFL 40. 120. 6)1.07368 DL -0.91 EQ *DEFL 40. 120. 7)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 40. 120. 8)1.07368 DL 1.07368 COLL -0.91 EQ *DEFL 40. 120. 9)1.05526 DL 1.05526 COLL 0.15 SNOW 0.6825 EQ *DEFL 40. 120. 10)1.05526 DL 1.05526 COLL 0.15 SNOW -0.6825 EQ *DEFL 40. 120. 11)0.52632 DL 0.91 EQ *DEFL 40. 120. 12)0.S2632 DL -0.91 EQ *DEFL 40. 120. 13)0.79474 DL 2.5 EQ *TYPE R *APP C � 14�0.79474 DL -2.5 EQ *TYPE R *APP C. 15)1.30526 DL 1.30S26 COLL 2.5 EQ *TYPE R 16)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R 17)0.79474 DL 2.5 EQ *TYPE R *APP B 18)0.79474 DL -2.5 EQ *TYPE R *APP B 19) ' 1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R 20)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R 21)1. DL 0:6,.WL1 22)1. DL 0.6 WL2 23)1. DL 0.6 LWL1 24)1. DL 0.6 LWL2 25)1. DL 0.6 LWL3 26)1. DL 0.6 LWL4 27)1. DL 0.6 WL3 28)1. DL 0.6 WL4 29)0.6 DL 0.6 WL1 30)0.6. DL 01.6 WL2 31)0.6 DL 0.6 LWL1 32)0.6 DL 0.6 LWL2 *APP C *APP' C *APP -B *APP B DL 0.6 LWL3 34)0.6 DL 0.6 LWL4 3S)0.6 DL 0.6 WL3 36)0.6 DL 0.6 WL4 37)0.6 MWL1 *TYPE M 38)0.6 MWL2 *TYPE M 39)1. DL 1. COLL 0.6 WL1 40)1. DL 1. COLL 0.6 WL2 41)1. DL 1. COLL 0.6 LWL1 42)1. DL 1. COLL 0.6 LWL2 43)1. DL 1. COLL 0.6 LWL3 44)1. DL 1. COLL 0.6 LWL4 45)1. DL 1. COLL 0.6 WL3 46)1. DL 1. COLL 0.6 WL4 47)1. DL 1. COLL 0.75 SNOW 0.45 WL1 48)1. DL 11. COLL 0.75 SNOW 0.45 WL2, 49)1. DL 1. COLL 0.75 SNOW 0.45 LWL1 50)1. DL 1. COLL 0.75 SNOW 0.45 LWL,2 Sl)l. DL 1., COLL 0.75 SNOW 0.45 LWL3 52)1. DL 1. COLL 0.7S SNOW 0.45 LWL4 53)1. DL 1. COLL 0.75 SNOW 0.45 WL3 54)1. DL 1. COLL 0.75 SNOW 0.45 WL4 55)1. DL 0.75 LL 1. COLL 0.45 WL1 56)1. DL 0.75 LL 1. COLL 0.45 WL2 57)1. DL 0.75 LL 1. COLL 0.45 LWL1 58)1. DL 0.75 LL 1. COLL 0.45 LWL2 59)1. DL 0.75 LL 1. COLL 0.45 LWL3 60)1. DL 0.75 LL 1. COLL 0.45 LWL4 61)1. DL 0.75 LL 1. COLL 0.45 WL3 62)1. DL 0.75 LL 1. COLL 0.45 WL4 63)1. LL *DEFL 60. 180. *TYPE D 64)1. SNOW *DEFL 60. 180. *TYPE D 65)1. WLlD *DEFL 60. 180. *TYPE D 66)1. WL2D *DEFL 60. 180. *TYPE D 67)1. LWLlD *DEFL 60. 180. *TYPE D LWL2D *DEFL 60. 180. *TYPE D 69)1. LWL3D *DEFL 60. 180. *TYPE,D 70)1. LWL4D *DEFL 60. 180. *TYPE D .71)1. WL3D *DEFL 60. 180. *TYPE D 72)1. WL4D *DEFL 60. 180. *TYPE D 73)1.130526 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 74)1.30526 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 75)0.79474 DL 1. EQ *DEFL 40. 0. *TY PE D *EQCD 3.0 76)0.79474 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 71)1.30526 DL 1.30526 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 78)1.30526 DL 1.30526 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 END Star Building Systems, OKC, OK User: wxhuang Page: Fl- 2 R -Frame Design Program - Version V6.01 Job : 42715A Building Grid label legend File: ltfrar-2.fra Date: 8/ 1/16 lt 25./lS.75/36.042 20./110./37. Start Time: 13:30:57 -------------------------------------------------------------------------------- building Grid Label Legend Building B Frame Number No. of Frames Left Column Column @ A Right Support Support @ B *Frames located @ 2 Star Building Systems, OKC, OK User: wxhuang Page: Fl- 3 R -Frame Design Program - Version V6.01 Job : 42715A Code Summary Report File: ltfrar-2.fra Date: 8/ 1/16 lt 25./lS.75/36.042 20./110./37. Start Time: 13:30:57 ------------ 7 ------------------------------------------------------------------- Building :B Frame Number :1 Location: frame lines 2 No. of Frames: 1 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 (feet) .............................................. 15.750 Horizontal width from left to right steel line (feet) ............... 25.000 Horizontal distance to ridge from left side (feet) .................. 25.000 Roof Slope Left (rise:12) ............................................. 1.000 Column Slope*Left & Right (lat:12) ................................... 0.000 Purlin depth left & right side (inches) ............................. 10.000 Frame Rafter Inset left & right side (inches) ....................... 10.250 Girt depth left & right side (inches) ............................... 8.000 Frame Column Inset left & right side (inches) ........................ 8.250 Tributary Width left side (feet) .................................... 36.041 .................................. from Height, 0.00 to Height 15.75 Tributary Width roof (feet) .......................................... 36.041 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) ... ....................... I ............ 2.918 Frame Rafter Dead Weight (psf) .......... I ............................ 0.548 Total Roof Dead Weight (psf) ............ ............................. 3.466 Collateral Load to Frame Rafter (psf) ... ............................ 4.000 Roof Live Load Entered (psf) W/ Live Load Reduction Requested ....... 20.000 Design Roof,Live Load Used (psf) .................................... 12.000 Ground Snow Load Entered [Pg] (psf) ................................. 37.000 Snow Exposure Factor [Cel ........................................... 1.000 Snow Importance Factor [I) -- Standard Use Category ................. 1.000 Snow Thermal Factor Entered [Ctl -- User Entered .................... 1.200 Snow Thermal Factor Used [Ct]Unheated Building ...................... 1.200 Slippery & Unobstructed Roof Surface ................................ No Roof Snow Load [Pf = 0.7*Ce*Ct*I*Pgl (psf) ............................ 31.080 Snow Slope Factor [Cs] ............................................... 1.000 Sloped Roof Snow Load Used [Ps = Cs*Pfll(psf) ....................... 31.080 Flat Roof Snow Load [Pf] (psf) ...................................... 31.080 Design Uniform Roof Snow Load (psf) ................................... 31.080 Roof Snow For Unbalanced, Pattern, Drifting Snow Calculation (psf).. 31.080 UNBALANCED SNOW LOADING(s) -------------------------- No Unbalanced Roof Snow Loadings. PATTERN LIVE LOADING(s) ------------- --------- 1) Alternate spans loaded with 100% of the roof load & all the remaining spans loaded with 0% (min. of 2 spans). 100% 0% 100% 0% 100% Star Building Systems, OKC, OK User: wxhuang. Page: Fl- 4 k -Frame Design Program - Version V6.01 Job : 42715A. Wind Summary Report File: ltfrar-2.fra Date: 8/ 1/16 lt 25./15.75/36.042 20./110./37. Start Time: 13:30:57. -------------------------------------------------------------------------------- 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition Eave height Left (feet) ............................................. 15.750 Wind Elevation on left column (feet) ................................ 18.000 Wind Elevation on right column (feet) ............................... 18.000 Total frame width (feet) ............................................ 25.000 Total building length (feet) ........................................ 60.060 Number of primary wind loadings .................................... 18 Star Building Systems, OKC, OK User: wxhuang Page: Fl- 5 R -Frame Design Program Version V6.01 Job : 42715A Continue Wind Summary Report File: ltfrar-2.fra Date: 8/ 1/16 lt 25./15.75/36.042 -------------------------------------------------------------------------------- 20./110./37. Start Time: 13:30:S7 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition *** PRIMARY WIND COEFFICIENTS FOR LEAN-TO FRAME *** -------------------------------------------------------------------------------- Wind Load WL1 Wind from left direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.920 -0.990(100.0%) -1.240( 0.0%) -0.070 -------------------------------------------------------------------------------- Wind Load WL2 Wind from lef t direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.180 0.110(100.0%) -0.140( 0.0%) a 1.030 ----------------------------------------- Wind Load LWL1 Longitudinal ------------- wind --------------------------- Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -1.000 -0.920(100.0-'.) -1.240( 0.016) -1.000 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind 'Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -1.000 -1.240(100.0%) -0.920( 0.0%) -1.000 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind Left Wall Left'Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.100 0.180(100.0%) -0.140( 0.0%) 0.100 ------------------------------------------------- Wind Load LWL4 Longitudinal 7 ------------------------------ wind Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.100 -0.140(100.0%) '0.180( 0.0%) 0.100 -------------------------------------------------------------------------------- Wind Load MWL1 Min. Wind from left dir. Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.500 0.500 0.500 0.500 -------------------------------------------------------------------------------- Wind Load MWL2 Min. Wind from right dir. Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.500 -0.500 -0.500 -0.500 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. -------------------------------------------------------------------------------- (Cp) -0.070 -1.240(100.0-'.) -0.990( 0.0%) -0.920 Wind Load WL4 Wind from right direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. -------------------------------------------------------------------------------- (Cp) 1.030 -0.140(100.0%) 0.110( 0.026) 0.180 Notes : 1. Wind coefficients applied to th ' � 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. Star Building Systems, OKC, OK User: wxhuang Page: Fl- 6 �Z-Frame Design Program - Version V6.01, Job : 42715A Load Combinations Report File: ltfrar-2.fra Date: 8/ 1/16 lt 25./15.7S/36.042 20./110./37. Start Time: 13:30:57 -------------------------------------------------------------------------------- Load Combination 1) DL +COLL . N A 2) DL +COLL +PLLR1 N A 3) DL +COLL +SNOW N A 4) DL +LL +COLL N A 5) 1.0737DL +0.91EQ N A 6) 1.0737DL -0.91EQ N A 7), 1.0737DL +1.0737COLL +0.91EQ A 8) 1.073!DL +1.0737COLL -0.91EQ N A 9) 1.OS53DL +1.OSS3COLL +0.1SSNOW +0.682SEQ N A 10) 1.OSS3DL +1.OS53COLL +0.1SSNOW -0.682SEQ N A 11) O.S263DL +0.91EQ N A 12) O.S263DL -0.91EQ N A 13) 0.7947DL +2.5EQ N C R 14) 0.7947DL -2.SEQ N C R 1S) 1.30S3DL +1.30S3COLL +2.SEQ N C R 16) 1.30S3DL +1.30S3COLL -2.5EQ N C R 17) O.7947DL +2.SEQ N B R 18) 0.7947DL -2.SEQ N B R 19) 1.3053DL +1.3053COLL +2.5EQ N B R 20) 1.30S3DL +1.3053COLL -2.SEQ N B R 21) DL,+0.6WL1 N A 22) DL +0.6WL2 N A 23) DL +O.6LWL1 N A 24) DL +0.6LWL2 N A 25) DL +0.6LWL3 N A 26) DL +0.6LWL4 N A 27) DL +0.6WL3 N A 28) DL +0.6WL4 N A 29) 0.6DL +0.6WL1 N A 30) OADL * +0.6WL2 N A 31) OADL +0.6LWL1 N A 32) OADL +O.6LWL2 N A 33) O.6DL +0.6LWL3 N A 34) OADL +0.6LWL4 N A 35) OADL +0.6WL3 N A 36) OADL +0.6WL4 N A 37) O.6MWL1 N M 38) O.6MWL2 N M 39) DL +COLL +0.6WL1 N A 40) DL +COLL +0.6WL2 N A 41) DL +COLL +0.6LWL1' N A 42) DL +COLL +0.6LWL2 N A 43) DL +COLL +0.6LWL3 N A 44) DL +COLL +O.6LWL4 N A 45) DL +COLL +O.6WL3 N A 46) DL +COLL +O.6WL4 N A 47) DL +COLL +0.7SSNOW +0.45WL1 N A 48) DL +COLL +0.75SNOW +0.45WL2 N A 49) DL +COLL +0.75SNOW +0.45LWL1 N A SO) DL +COLL +0.75SNOW +0.45LWL2 N A Star Building Systems, OKC, OK User: wxhuang Page: Fl- 7 R -Frame Design Program - Version V6.01 Job : 42715A Continue Load Comb Report File: ltfrar-2.fra Date: 8/ 1/16 lt 20./110./37. -------------------------------------------------------------------------------- Start Time: 13:30:57 Load Combination ------------------ 51) DL +COLL +0.75SNOW +0.45LWL3 N A 52) DL +COLL +0.75SNOW +0.45LWL4 N A 53) DL +COLL +0.75SNOW +0.45WL3 N A 54) DL +COLL +0.75SNOW +0.45WL4 N A 55) DL +0.75LL +COLL +0.45WL1 N A 56) DL +0.75LL +COLL +0.45WL2 N A 57) DL +0.75LL +COLL +0.45LWL1 N A 58) DL +0.75LL +COLL +0.45LWL2 N A 59) DL +0.75LL +COLL +0.45LWL3 N A 60) DL +0.75LL +COLL +0.45LWL4 N A 61) DL +0.75LL +COLL +0.45WL3 N A 62) DL +0.75LL +COLL +0.45WL4 N A 63) LL D 64) SNOW D 65) WLID D 66) WL2D D 67) LWL1D D 68) LWL2D D 69) LWL3D, D 70) LWL4D D 71) WL3D D 72) WL4D D 73) 1.3053DL +EQ D E 74) 1.3053DL -EQ' D E 75) 0.7947DL +EQ D E 76) 0.7947DL -EQ D E 77) 1.3053DL +1.3053COLL +EQ D E 78) 1.3053DL +1.3053COLL -EQ D E Star Building Systems, OKC, OK User: wxhuang Page: Fl- 8 'R -Frame Design Program - Version V6.01 Job : 42715A Continue Load Comb Report File: ltfrar-2.fra Date: 8/ 1/16 lt 25./15.75/36.042 20./110./37. Start Time: 13:30:57 -------------------------------------------------------------------------------- Where DL = Roof Dead Load COLL = Roof Collateral Load PLLR1 = Pattern Live Load Right Leanto/Canopy (PLLRxx] SNOW = The Larger of: Code Defined Minimum Roof Snow Load User Input Minimum Roof'Snow Load LL = Roof Live Load EQ = Lateral Seismic Load [parallel to plane of frame] WL1 = Lateral Primary Wind Load WL2 = Lateral Primary Wind Load LWL11 = Longitudinal Primary Wind Load LWL2 = Longitudinal Primary Wind Load LWL3 = Longitudinal Primary Wind Load LWL4 = Longitudinal Primary Wind Load WL3 = Lateral Primary Wind Load WL4 = Lateral Primary Wind Load MWL1 = Minimum Wind Load MWL2 = Minimum Wind Load WL1D = Lateral Primary Wind Load at Service Level WL2D = 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 WL3D = Lateral Primary wind Load at Service Level WL4D = Lateral Primary Wind Load at Service Level Combination Descriptions N= No 1/3 Increase in Allowable for Combination B= Base Only Combination A= Ailowable Strength Design Combination - ASD10 C= Column Only Combination for Seismic D= Deflection Only Combination R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection Star Building Systems,- OKC, OK User: wxhuang Page: Fl- 9 I R -Frame Design Program -Version V6.01 Job : 42715A ,Load Report File: ltfrar-2.fra Date: 8/ 1/16 lt 25./15.75/36.042� 20./110./37. Start Time: 13:30:57 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 LR DL XREF Y U 0.000 -0.1052 N/A 0.000 2 LC Sw GLOB Y U 0.000 -0.02�1 N/A 0.000 3 LR SW GLOB Y U 0.000 -0.0197 N/A 0.000 4 LR LL XREF Y U 0.000 -0.4325 N/A 0.000 5 LR PLLR1 XREF Y U 0.000 -0.4325 N/A 25.000 6 LR COLL XREF Y U 0.000 -0.1442 N/A 0.000 7 LR SNOW XREF Y U 0.000 -1.1202 N/A 0.000 8 LR SBAL XREF Y U 0.000 -1.1202 N/A 0.000 9 LC WL1 MEMB Y U 0.000 0.7915 N/A 0.000 10 LR WL1 MEMB Y U 0.000 0.8517 N/A 0.000 11 LC WL� MEMB Y U 0.000 -0.1549 N/A 0.000 12 LR WL2 MEMB Y U 0.000 -0.0946 N/A 0.000 13 LC LWL1 MEMB Y U 0.000 0.8603 N/A 0.000 14 LR LWL1 MEMB Y U 0.000 0.7915 N/A 0.000 15 LC LWL2 MEMB Y U 0.000 0.8603 N/A 0.000 16 LR LWL2 MEMB Y U 0.000 1.0668 N/A 0.000 17 LC LWL3 MEMB Y U 0.000 -0.0860 N/A 0.000 18 LR LWL3 MEMB Y U 0.000 -0.1549 N/A 0.000 19 LC LWL4 MEMB Y U 0.000 -0.0860 N/A 0.000 20 LR LWL4 MEMB Y U 0.000 0.1204 N/A 0.000 �21 LC MWL1 MEMB Y U 0.000 0.2883 N/A 0.000 22 LR MWL1 GLOB x U 0.000 -0.0239 N/A 0.000 23 LC MWL2 MEMB Y U 0.000 -0.2883 N/A 0.000 24 LR MWL12 GLOB x U 0.000 0.0239 N/A 0.000 25 LC WL3 MEMB Y U 0.000 0.0602 N/A 0.000 26 LR WL3 MEMB Y U 0.000 1.0668 NIA 0.000 27 LC WL4 MEMB Y U 0.000 -0.8861 N/A 0.000 28 LR WL4 MEMB Y U 0.000 0.1204 N/A 0.000 29 LC WL1D MEMB Y U 0.000 0.3391 N/A 0.000 30 LR WL1D MEMB Y U 0.000 0.3649 N/A 0.000 31 LC WL2D MEMB Y U 0.000 -0.0663 N/A 0.000 32 LR WL2D MEMB Y U 0.000 -0.0405 N/A 0.000 33 LC LWL1D MEMB Y U 0.000 0.3686 N/A 0.000 34 LR LWL1D MEMB Y U 0.000 0.3391 N/A 0.000 35 LC LWL2D MEMB Y U 0.000 0.3686 N/A 0.000 36 LR LWL2D MEMB Y U 0.000 0.4571 N/A 0.000 37 LC LWL3D MEMB Y U 0.000 -0.0369 N/A 0.000 38 LR LWL3D MEMB Y U 0.000 -0.0663 N/A 0.000 39 LC LWL4D MEMB Y U 0.000 -0.0369 N/A 0.000 40 LR LWL4D MEMB Y U 0.000 0.0516 N/A 0.000 41 LC WL3D MEMB Y U 0.000 0.0258 N/A 0.000 42 LR WL3D MEMB Y U 0.000 0.4571 N/A 0.000 43 LC WL4D MEMB Y U 0.000 -0.3797 N/A 0.000 44 LR WL4D MEMB Y U 0.000 0.0516 N/A 0.000 Star Building Systems, OKC, OK User: wxhuang Page: Fl- 10 R -Frame Design Program - Version V6.01 Job : 42715A Seismic Summary Report File: ltfrar-2.fra' Date: 8/ 1/16 lt 25./15.75/36.042 20./110./37. Start Time: 13:30:57 -------------------------------------------------------------------------------- 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 ... * I ********'* ......... ''******* Yes Response Acceleration Coeff., for Short Periods [Ss] (%g) .......... S9.7000 Response Acceleration Coeff., for 1 sec. Periods [Sl] (%g) ......... 26.0000 Long -period Transition Period Time (TLI (seconds) .................. 16.0000 Seismic Performance Category ....................................... D Soil Profile Type .................................................. D Seismic Site Coefficient [Fal ...................................... 1.3224 Seismic Site Coefficient [Fvl ...................................... 1.8800 Maximum Spectral Response Accel., for Short Periods [Sms) (g) ...... 0.789S Maximum Spectral Response Accel., for 1 sec. Periods [Smll (g) ..... 0.4888 Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.5263 Design Spectral Response Accel., for 1 sec. Periods [Sd11 (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) ................................... 16.7917 Seismic Fundamental Period [T] Used (seconds) ...................... 0.2674 Seismic Overstrength Factor [OMEGAo] ............................... 2.5000 Longitudinal Seismic Redundancy/Reliability Factor (L-rhol ......... 1.3000 Seismic Redundancy/Reliability Factor [rho] ........................ 1.3000 Snow in Seismic Force Calculations (Used] M ...................... 20.00 Snow in Seismic Force Calculations (Min. Required] (%) ............. 20.00 Snow in Seismic Load Combinations (Used) (%) ........................ 20.00 Snow in Seismic Load Combinations [Min. Required] (%) .............. 20.00 Mezz. Live load in Seismic Force Calculations [Used] (%) ........... 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] (%) ... 100.00 Building Height Limit (feet) ....................................... 65.0000 Seismic Story Drift Limit Factor ................................... 0.0250 Seismic Story Drift Limit (in) ..................................... 5.3500 Seismic Deflection Amplification Factor [Cd] ....................... 3.0000 Seismic Response Coefficient [Cs] Used ............................. 0.1504 Seismic Story Drift [Cd*Drift/Importance Factor] (in) .............. 0.006 Theta [Px*Ie*Delta/Vx/hx/Cd] ......................................... 0.000 Theta Max [.5/BETA/Cd] where BETA=1.0 ............................... 0.167 Roof Dead Load 2.149 Wall Weight 0.000 Collateral Load 1.917 Snow Load 2.978 Rafter Crane Weight 0.000 ------------------------------------- Total Roof Weight 7.044 kips Total Roof Weight 7.044 Mezzanine Weight 0.000 Col. Crane Weight 0.000 ------------------------------------- TOTAL Bldg Weight 7.044 kips x x Seismic Coeff. 0.1504 ------------------------------------- - BASE SHEAR 1.OS92.kips Sei smic Load for Roof at col # 1 = 1.0592 kips Seismic Load for Roof at col # 2 = 0.0000 kips ----------- 7 --------------------------------------- SEISMIC LOAD for Roof in TOTAL 1.0592 kips SEISMIC GENERAL LOAD CARDS GENERATED -------------------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE. INTENSITY LENGTH NO. START END 45 LC EQ YREF x C 14.588 1.0592 N/A 0.000 Star Building Systems, OKC, OK User: wxhuang Page: Fl- 11 R -Frame Design Program Version V6.01 Job : 42715A Forces and Allowable Stresses Summary File: ltfrar-2.fra Date: 8/ 1/16 lt 25./15.75/36.042 20./110./37. Start Time: 13:30:57 - - - - - - - - - - - - - - 7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Left Column Analysis Length = 14.59 ft Kx = 1.00 Weight = 322. lbs Part Length Mem Depths at Member Description Web Fy No. (ft) Start(in) End(in) Thickness (ksi) 1 10.00 10.200 10.200 WlOX22 0.2400 in 50.0 2 4.14 10.200 10.200 WlOX22 0.2400 in 50.0 -------------------------------------------------------------------------------- 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 ------------------------------------------------- 7 ------------------------------ 105 -14.4 8.3 -0.2 8.3 21.9 33.6 20.0 0.00 0.45 0.39 0.45 54, 205 -18.4 -6.0 -0.4 8.3 33.6 31.4 20.0 0.01 0.43 0.43 0.43 3 Left Rafter Analysis Length = 23.55 ft Kx = 1.00 Weight = 466. lbs Part Length Web Height at Outer I Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 3 6.98 10.000 16.000 6.00x 0-3125 0.1560 6.00x 0.2500 4.10 55.0 4 , 10.00 16.000 12.378 6'.00x 0.3750 0.1560 6.00x 0.3125 -1.73 55.0 5 6.63 12.378 10.000 6.00x 0.3125 0.1850 6.00x 0.2500 -1.73 55.0 -------------------------------------------------------------------------------- Point --- Actual Forces ---- -- Allowable Stresses -- ------ 7Unity 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 -------------------------------------------------------------------------------- 308 -1.0 79.7 6.6 19.6 32.9 37.5 7.5 0.18 0.83 0.82 0.83 3 409 -0.2 93.9 -2.2 17.0 34.2 38.3 10.2 0.01 0.95 0.95 0.95 3 501 0.2, 77.1 -7.1 32.9 33.5 39.1 16.7 0.14 1.0 0.99 1.0 3 TOTAL MEMBER WEIGHT = 789. lbs Star Building Systems_ OKC, OK User: wxhuang Page: F1-12 k -Frame Design Program -'Version V6.01 Job : 42715A Anchor Rod and Base,Plate Design File: ltfrar-2.fra Date: 8/ 1/16 lt 25./15.75/36.042 ------------------------------------------------------- 20./110./37. ------------------------- Start Time: 13:30:57 LEFT EXTERIOR COLUMN ANCHOR RODS*AND BASE PLATE DESIGN Anchor Rod Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 3.2000 Plate Size 6.0000x 10.2000x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Checi Loading Type (kips) (kips) (kips) No. Ratio - -------------------------------------- Rod Tension ---------------------------- 0.000 7.760 38.436 32 0.20' Rod Shear 3.880 0.000 23.061 36 0.17 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 5.750 26.682 2.504 32 0.09 Outer Flg 0.31250 5.750 26.682 2.504 32 0.09 Web Plate 0.18750 9.480 26.395 4.529 32 0.17 Star Building Systems, OKC, OK User: wxhuang Page: Fl- 13 R -Frame Design Program Version V6.01 Job : 42715A Leanto Boss Report File: ltfrar-2.fra Date: 8/ 1/16 lt -------------------------------------------------------------------------------- 25./15.75/36.042 20./110./37. Start Time: 13:30:57 BOSS DESIGN SEGMENT STARTING ENDING WEB OUTER FLANGE INNER FLANGE SEG LENGTH WEB DEPTH WEB DEPTH THICKNESS WIDTH THICKNESS WIDTH THICKNESS NUM (FEET) (INCHES) (INCHES) (INCHES) (IN.) (IN.) (IN.) (IN.) 1 7- --------- 0.688 10.0000 --------- 10.0000 --------- 0.1850 --------------- 5.00 x 0.3750 --------------- 5.00 x 0.3750 FY= 50.00 KSI FU= 65.00 KSI LENGTH= 8.25 INCHES WEIGHT= 13.1 LBS. Star Building Systems, OKC, OK User: wxhuang Page: Fl- 14 h -Frame Design Program Version V6.01 Job : 42715A Connection Report File:-ltfrar-2.fra Date: 8/ 1/16 lt 25./15.75/36.042 20./110./37. Start Time: 13:30:57 ----------------------------------------------------------------- -------------- Vertical Knee Connection @ Left Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows P. Depth - 1/2 in. Dia. Standard (2 bolts perrow) Left Side of Conn Data: ----------------------- Plate: S.7S x 0.3600 in. Fy(Min) SS.0 ksi Fu 70.0 ksi Right Side of Conn Data: Plate: 6.00 x 0.2500 in. Fy(Min) 55.0 ksi Fu 70.0 ksi Flanges: O.S. - 6'.00 x 0.3125 in. I.S. - 6.00 x 0.2500 in. Web Depth - 10.068 in. Web Thickness 0.156 in. .Gage - 2.500 in. Center of Bolt to Flange: Pf top (ins) - 2.082 in. BFCD top (ins) - 1.500 in. Rise top (ins) - 0.076 in. XTI top (ins) - 2.061 in. Bolt Spacing - 2.500 in. Angle top - 94.8 degrees Angle bot - 89.3 degrees 'Plate Length - 6.082 in. Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips) ----------------------------- ------------------------------------------------- 3) DL +COLL +SNOW 0.00 -0.43 16.33 0.00 -0.43 16.33 Connection Design Summary: Bolt Unity Check (O.S.) = 0.7703 Plate Unity Check (O.S.) = 0.6137 Weld Unity Check = 0.9173 Star Building Systems, OKC, OK User: wxhuang Page: Fl- 15 k -Frame Design Program Version V6.01 Job : 42715A Connection Report File: ltfrar-2.fra Date: 8/ 1/16 lt 25./15.75/36.042 20./110./37. Start Time: 13:30:57 --------------- m ------------------------------------------------------------------ Peak Connection @ Left Rafter Depth 4 --------------------------------------------- ------------------------------ BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows P. Depth - 1/2 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: ----------------------- Plate: 6.00 x 0.2500 in. Fy(Min) 55.0 ksi Fu 70.0 ksi Flanges: O.S. - 6.00 x 0.3125 in. I.S. - 6.00 x 0.2500 in. Web Depth - 10.021 in Web Thickness 0.185 in. Gage - 2.500 in Center of Bolt to Flange: Pf top (ins) - 1.604 in BFCD top (ins) - 1.500 in Rise top (ins) - 0.076 in XTI top (ins) - 1.625 in Bolt Spacing - 2.500 in Angle top - 85.2 degrees Angle bot - 96.5 degrees Plate Length - 5'.625 in. Right Side of Conn Data: ------------------------ Plate: 6.00 x 0.2500 in. Fy(Min) S5.0 ksi Fu 70.0 ksi Flanges: O.S. - 5.00 x 0.3750 in. I.S. - 5.00 x 0.3750 in. Web Depth - 10.021 in. Web Thickness 0.185 in. Gage - 2.500 in. Center of Bolt to Flange: Pf top (ins) - 1.625 in. BFCD top (ins) - 1.500 in. Rise top (ins) - 0.000 in. XTI top (ins) - 1.625 in. Bolt Spacing - 2.500 in. Angle top - 90.0 degrees Angle bot - 90.0 degrees Plate Length - 5.625 in. Left Side Conn Right Side Conn Controlling Moments Axial Shear Moment's Axial Shear Load Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips) ------------------------------ ------------------------------------------------- 32) 0.6DL +0.6LWL2 -0.00 5.87 6.19 Connection Design Summary: Bolt Unity Check (O.S.) = 0.7669 Plate Unity Check (O.S.) 0.7679 Weld Unity Check = 0.8372 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 0.1875 12.0000 50.1162 1.6830 32 0.0336 Outer Flg Fillet -BS. 0.2500 12.0000 66.8216 2.1038 32 0.0315 Web Plate Fillet -BS 0.1875 20.0421 55.8020 16.2630 3 0.2914 ------------------------------------------------------------------------------ NS Near side weld, FS - Far side weld, BS - Both sides weld. Star Building Systems, OKC, OK User: wxhuang Page: Fl- 16 k -Frame Design Program - Version V6.01 Job : 42715A Knee and Stiffener Report File: ltfrar-2.fra Date: 8/ 1/16 lt 25./15.75/36.042 -------------------------------------------------------------------------------- 20./110./37. Start Time: 13:30:57 Left Knee Design Knee Web Thickness Use 0.2400 in. Thick Web Column Cap Plate 6.0000 X 0.2500 in. 17 Star Building Systems, OKC, OK User: wxhuang Page. Fl R -Frame Design Program Version V6.01 Job : 4271SA Flange Brace Report File: ltfrar-2.fra Date: �,8/ 1/16 lt 2S./lS.75/36.042' 20./110./37. Start Time: 13:30:57 ---------------------------------------------------------------------------- 7 GIRT SPACES VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 1519 @ FLOOR PURLIN SPACES HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 2 @ 419-7/1611 @ EAVE 3 @ 510 i @ O's -1/8" @ PEAK -------------------------------------------------------------------------------- MEMBER DISTANCE TO BRACE POINTS (Feet) - LEFT i RAFTER : Measured along T.F. from left steel line - RIGHT RAFTER.:.M . easured along T.F. from right steel line - EXT. COLUMNS : Measured along T.F. from base -------------------------------------------------------------------------------- LFT RAFTER 4.80 9.61 14.62 19.64 24.66 (C) (C) (N) (C) (C) -------------------- 7 ----------------------------------------------------------- 'IN" Indicates that No flange braces are located'at the brace point IICII Indi.cates that One 211x2IIxl4 ga flange brace is located at the brace point' ------------------------------------- ---------- --------------------------- ,Star Building Systems, OKC, OK User: wxhuang Page: Fl- 18 k -Frame' Design Program Version V6.01 Job : 42715A h Primary,Deflectio'n Report File: ltfrar-2.fra Date: .8/ 1/16 lt- 25./15.75/36.042 20./110./37. Start Time: 13:30:57 7 ------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive X: Right Y:Upward) (Inches) Ext. Left Col Ext Right Col. X -Def Y -Def X -Def Y -Def ------------------------------------------------------------------------------ Neg. Max -0.025 -0.017 Load Comb 68 3 Defl. H/999 MAX RAFTER UEFLECTIONS 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 -1.456 in. 14.37 ft. 0.487 in. 14.37 ft. Load Comb 3 68 Defl. L/580 -------------- -------- Verticai Clearance at the Left Knee is 14.1395 feet Vertical Clearance -at the Right Knee.is 1 5.9684 feet Star Building Systems, OKC, OK User: wxhuang. Page: F37 1 R -Frame Design Program - Version V6.01 Job : 4271SA Input Data Echo File: portal.fra Date: 8/ 1/16 pf 28.833/18. main building at plane SWA Start Time: 13:31:04 J:\Active\eng\15-B-4271S\verOl-wxhuang\Bldg-A\ -------------------------------------------------------------------------------- VERSION V6.01 BRAND STAR DESCRIPTION pf 28.833/18. main building at plane SWA FRAME -ID 3 PRINT echo code reactions base connection deflect ion profile seismic detail flg_brace summary stiffeners OPTIMIZATION none *PLANT atw *JOB 42715A" ANALYZE none *DATASET members brace combinations wind -array connection base LOCATION bays 1 -(Gridline B) NUMBER FRAMES 1 *PRICE complete TYPE pf p cs 60. 60. WIDTH 28.833 EAVE 18. PURLIN TYPE BAR JOIST GIRT DEPTH 0. 4.25 *PURLIN DEPTH 0. 5.5 GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 PURLIN STIFFNESS 0. 0. 0. 0. ERROR - Missing Purlin Stiffness Detected. Stiffness will (Frame ID = 3) WARNING - Unusual Purlin Stiffness Entered (Frame ID 3), CODE LABEL 2013 CALIFORNIA BUILDING CODE IB12 U=Normal WIND CODE AS10 SEISMIC CODE AS10 not be checked SEISMIC LOAD S1=26. SS=59..7 TL=16. %CR=NORM %SR=NORM RHOT=1.3 R=3.25 \ TOF=2.5 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR= 0. WALL TRIBUTARY TR= 0. S=O. E=O. DESIGN ASD10 STIFFNESS CHECK NONE BOLT TIGHTENING Fully DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=60. TE=40. SYMKNEE CONNECTION SPLICE GUSSETS NA FLANGE BRACE ATTACHMENT LC=O RA=O RC=O GIRT BRACE PURLIN BRACE MINIMUM RAFTER FLANGE WIDTH 0. MAXIMUM RAFTER FLANGE WIDTH 99. LEFT COLUMN BASE W=6. T=0.375 L=18. N=2 D=0.75 17.5 0. 10. 6. 0.25 0.134 6 0. 17.5 0. 6. 0.3125 0.3125 6 LEFT RAFTER CONNECTION 0=2E I=2E W=8. T=1. D=1. 18. 0. 0. 8. 0.25 0.134 8 0. 0. 10. 8. 0.134 8 0. 18. 7.604 8. 1 0.25 0.134 8 CONNECTION 0=2E I=2E W=8. T=l. D=1. SYMMETRICAL ALL WIND LOAD 0.000 0.000 0.0000 0.0000 0.0000 0.0000 WIND LOAD 0.000 0.000 0.0000 0.00,00 0.0000 0.0000 WIND LOAD WL1D 0.000 0.0000 0.-0000 0.0000 0.0000 WIND LOAD WL2D 0.000 0.0000 0.0000 0.0000 0.0000 0.25 0.3125 0.2S 0.2S 0.25 0.000 Left 0.000 Left 0.000 Left 0.000 Left LOAD COMBINATIONS 1)1. DL *DEFL 60. 0. *PDELTA L 2)1. DL *DEFL 60. 0. *PDELTA R 3)1.07368 DL .0.91 jEQ *DEFL 40. 0. *PDELTA L 4)1.07368 DL 0.91 EQ *DEFL 40 * 0. *PDELTA R 5)1.07368 DL -0.91 EQ *DEFL 40. 0. *PDELTA L 6)1.07368 DL -0.91 EQ *DEFL 40. 0. *PDELTA R 7)0.52632 DL 0.91 EQ *DEFL 40. 0. *PDELTA L 8)0.52632 DL 0.91 EQ *DEFL 40. 0. *PDELTA R 9)0.52632 DL -0.91 EQ *DEFL 40. 0. *PDELTA L 10)0.52632 DL -0.91 EQ *DEFL 40. 1 0. *PDELTA R 11)0.79474 DL, 2.5 EQ *TYPE R *APP C *PDELTA L 12)0.79474� DL 2.5 EQ *TYPE R *APP C *PDELTA R 13)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA L 14)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA R 15)1.30526 DL 2.5 EQ *TYPE R *APP C *PDELTA L 16)1.30526 DL 2.5 EQ *TYPE R *APP C *PDELTA R 17)1.30526 DL -2.5 EQ *TYPE R *APP C *PDELTA L 18)1.30526 bL -2.5 EQ *TYPE R *APP C *PDELTA R 19)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA L 20)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA R 21)0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA L 22)0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA R 23)1.30526 DL 2.5 EQ *TYPE R *APP B *PDELTA L 24)1.30526 DL 2.5 EQ *TYPE R *APP B *PDELTA R 25)1.30526 DL -2.5 EQ *TYPE R *APP B *PDELTA L 26)1.30526 DL -2.5 E� *TYPE R *APP B *PDELTA R 27)0.79474 DL 3.25 EQ *TYPE R *APP K *PDELTA L 28)0.79474 DL 3.25 EQ *TYPE R *APP K *PDELTA R 29)0.79474 DL -3.25 EQ *TYPE R *APP K *PDELTA L 30)0 .79474 DL -3.25 EQ *TYPE R *APP K *PDELTA R 31)1.30526 DL 3.25 EQ *TYPE R *APP K *PDELTA L 32)1.30526 DL 3.25 EQ *TYPE R *APP K *PDELTA R 33)1.30526 DL -3.25 EQ *TYPE R *APP K *PDELTA L 34)1.30526 DL -3.25 EQ *TYPE R *APP K *PDELTA R 35)1. DL 0.6 WL1 *PDELTA L 36)1. DL 0.6 WL1 *PDELTA R 37)1. DL 0.6 WL2 *PDELTA L 38)1. DL 0.6 WL2 *PDELTA R 39)0.6 DL .0.6 WL1 *PDELTA L 40)0.6 DL 0.6 WL1 *PDELTA R 41)0.6 DL 0.6 WL2 *PDELTA L 42)0.6 DL 0.6 WL2 *PDELTA R 43)1. WLlD. *DEFL 60. 0. *TYPE D 44)1. WL2D *DEFL 60. 0. *TYPE D 45)1.30526 DL 1. EQ *DEFL 40. 0., *TYPE D *EQCD 3.0 DL -l..EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 47)0.79474 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 48)0.79474 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS LC WL1 GLOB X C 16.708000 7.095000 0.000000 #USER INPUT LOAD RC WL2 GLOB X C #USER INPUT LOAD LC WLlD GLOB X C #USER INPUT LOAD RC WL2D GLOB X C #USER INPUT LOAD LC EQ GLOB X C #USER INPUT LOAD END 16.708000 -7.095000 0.000000 16.708000 3.040000 0.000000 16.708000 -3.040000 0.000000 16.708000 6.887000 0.000000 Star Building Systems, OKC, OK User: wxhuang Page: F3- 2 R -Frame Design.Program - Version V6.01 Job : 42715A Code Summary Report File: portal.fra Date: 8/,1/16 pf 28.833/18. main building at plane SWA Start Time: 13:31:04 ------------ 7 ------------------------------------------------------------------- Building Frame Number :3 Location: bays 1 -(Gridline B) No. of Frames: 1 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) ..... 18.000 Horizontal width from left to right steel line (feet) ............... 28.833 Horizontal distance to ridge from left side (feet) .................. 28.833 Roof Slope Left & Right (rise:12) ................................... 0.000 Column Slope Left & Right (lat:12) ................................... 0.000 Purlin depth left & right side (inches) ............................. 0.000 Frame Rafter Inset left & right side (inches) ........................ 5.500 Girt depth left & right side (inches) ................................ 0.000 Frame Column Inset left & right side (inches) ........................ 4.250 Tributary Width left & right side (feet) ............................ 0.000 .................................. from Height 0.00 to Height 0.00 Tributary Width roof (feet) ......................................... 0.000 Tension Flange Bolt Hole Reduction .................................. Yes Tension Field Action at Knee ........................................ Yes Second order analysis method ......................................... C2.2b Frame Design Loads ------------------ Ground Snow Load Entered [Pg] (psf) ................................. 0.000 Snow Exposure Factor [Cel ....... I ................................... 1.000 Snow Importance Factor [I] -- Standard Use Category .................. 1.000 Snow Thermal Factor Used [Ct]Heated Building ........................ 1.000 Slippery & Unobstructed Roof Surface ................................ Yes Roof Snow Load [Pf = I*Pg] (psf) ..................................... 0.000 Snow Slope Factor [Cs] ............................................... 1.000 Sloped Roof Snow Load Used [Ps = Cs*Pfl�(psf) ........................ 0.000 UNBALANCED SNOW LOADING(s) -------------------------- No Unbalanced Roof Snow Loadings. Star Building Systems, OKC, OK User: wxhuang Page: F3- 3 R -Frame Design Program - Version V6.01 Job : 42715A Wind Summary Report File: portal.fra Date: 8/ 1/16 pf 28.833/18. -------------------------------------------------------------------------------- main building at plane SWjk Start Time: 13:31:04 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition Eave height Left & Right (feet) ...................................... 18.000 Wind Elevation on left column (feet) ................................ 18.000 Wind Elevation on right column (feet) ............................... 18.000 Total frame width (feet) ............................................ 28.833 Number of primary wind loadings ........... I ........................... 4 Star Building Systems, OKC, OK User: wxhuang Page: F3- 4 R -Frame Design Program -Version V6.01 Job : 42715A Continue Wind Summary Report File: portal.fra Date: 8/ 1/16 pf 28.833/18. main building at plane SWA Start Time: 13:31:04 -------------------------------------------------------------------------------- 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 12010 Edition *** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME *** -------------------------------------------------------------------------------- Wind Load 0.'000 Wind from left direction Left'Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.000 0.000( 0.0%) 0.000(100.0%) 0.000 --------------------------------------------------------------------------------- Wind Load 0,000 Wind from left direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.000 0.000( 0.0%) 0.000(100.0%) 0.000 -------------------------------------------------------------------------------- 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. Star Building Systems, OKC, OK User: wxhuang Page: F3- S R -Frame Design Program - Version V6.01 Job : 42715A Load Combinations Report File: portal.fra Date: 8/ 1/16 pf 28.833/18. main building at plane SWA Start Time: 13:31:04 ------------------------------------------------------ w -------------------------- Load Combination 1) DL (SOA -L) 2) DL (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) 0.5263DL +0.91EQ (SOA -L) 8) 0.5263DL +0.91EQ (SOA -R) 9) 0.5263DL -0.91EQ (SOA -L) 10) 0.5263DL -0.91EQ (SOA -R) 11) 0.7947D�L +2.5EQ (SOA -L) 12) 0.7947DL +2.5EQ (SOA -R) 13) 0.7947DL -2.5EQ (SOA -L) 14) 0.7947DL -2.5EQ (SOA -R) 15) 1.3053DL +2.5EQ (SOA -L) 16) 1.3053DL +2.5EQ (SOA -R) 17) 1.3053DL -2.5EQ (SOA -L) 18) 1.3053DL -2.5EQ (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 +2.5EQ (SOA -L) 24) 1.3053DL +2.5EQ (SOA -R) 25) 1.3053DL -2.5EQ (SOA -L) 26) 1.3053DL -2.5EQ (SOA -R) 27) 0.7947DL +3..25EQ (SOA -L) 28) 0.7947DL +3.25EQ (SOA -R) 29) 0.7947DL -3.25EQ (SOA -L) 30) 0.7947DL -3.25EQ (SOA -R) 31) 1.3053DL +3.25EQ (SOA -L) 32) 1.3053DL +3.25EQ (SOA -R) 33) 1.3053DL -3.25EQ (SOA -L) 34) 1.3053DL -3.25EQ (SOA -R) 35) DL +0.6WL1 (SOA -L) 36) DL +0.6WL1 (SOA -R) 37) DL +0.6WL2 (SOA -L) 38) DL +,0.6WL2 (SOA -R) 39) 0.6DL +0.6WL1 (SOA -L) 40) 0.6DL +0.6WL1 (SOA -R) 41) 0.6DL +0.6WL2 (SOA -L) 42) 0.6DL +0.6WL2 (SOA -R) 43) WL1D 44) WL2D 45) 1.3053DL +EQ 46) 1.3053DL -EQ 47) 0.7947DL +EQ 48) 0.7947DL -EQ 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 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 P 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 D D D E D E D E D E 'Star Building Systems, OKC, OK User: wxhuang Page: F3- 6 i -Frame Design Program - Version V6.01 Job.: 42715A Continue Load Comb Report File: portal.fra Date: 8/,1/16 pf 28.833/18. -------------------------------------------------------------------------------- main building at plane SWA Start Time: 13:31:04 Where DL = Roof Dead Load EQ = Lateral Seismic Load [parallel to plane of frame] WL1 = Lateral Primary Wind Load WL2 = Lateral Primary Wind Load WL1D = Lateral Primary Wind Load at Service Level WL2D = 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 Star Building Systems, OKC, OK User: wxhuang Page: F3- 7 R -Frame Design Program Version V6.01 Job :,42715A User Load Report File: portal.fra Date: 8/ 1/16 pf ---------------------------------------- 28.833/18. main building at plane SWA --------------------------------------- Start Time: 13:31:04 USER INPUT LOADS, --------------- LOAD MEM NAME 7 --- SYS DIR TYP DISTANCE INTENSITY LENGTH. NO. START END 1 LC WL1 GLOB X C 16.708 7.0950 0.0000 0.000 2 RC WL2 GLOB x C 16.708 -7.09SO 0.0000 0.000 3 LC WL1D GLOB x C 16.708 3.0400 0.0000 0.000 4 RC WL21) GLOB x C 16.708 -3.0400 0.0000 0.000 5 LC E0 GLOB x C 16.708 6.8870 0.0000 0.000 'Star Building Systems, OKC, OK User: wxhuang Page: F3- 8 i -Frame Design Program - Version V6.01 Job : 4271SA Seismic Summary Report File: portal.fra Date: 8/ 1/16 pf 28.833/18. main building at plane STRA Start Time: 13:31:04 -------------------------------------------------------------------------------- 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 [TLI (seconds) .................. 16.0000 Seismic Performance Category ........................................ D SoilProfile Type .................................................. D Seismic Site Coefficient (Fal ...................................... 1.3224 Seismic Site Coefficient [Fv) ...................................... 1.8800 Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... 0.789S Maximum Spectral Response Accel., for 1 sec. Periods (Smll (g) ...... 0.4888 Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.5263 Design Spectral Response Accel., for 1 sec. Periods [Sd11 (g) ...... 0.3259 Seismic Response Modification Factor [R-,, . ............................ 3.2500 Seismic Importance Factor [I] ...................................... 1.0000 Storage/Equipment Areas and/or Service Rooms Exist ......... ........ No Seismic Story Height [hn] (feet) ................................... 18.0000 Seismic Fundamental Period [T] Used (seconds) ...................... 0.2827 Seismic Overstrength Factor [OMEGAol ............................... 2.5000 Longitudinal Seismic Redundancy/Reliability Factor [L-rhol ......... 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] (%) ............. 0.00 Snow in Seismic Load Combinations (Used] M ....................... 0.00 Snow in Seismic Load Combinations (Min. Required) (%) .............. 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) ........... . 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) (%) ... 100.00 Building Height Limit (feet) ....................................... 6S.0000 Seismic Story Drift Limit Factor ................................... 0.0250 Seismic Story Drift Limit (in) ..................................... 5.4000 Seismic Deflection Amplification Factor [Cd] ....................... 3.0000 Seismic Response Coefficient [Cs] Used ............................. 0.1619 Roof Dead Load 1.506 Wall Weight 0.000 Collateral Load 0.000 Snow Load 0.000 Rafter Crane Weight 0.000 ------------------------------------- Total Roof Weight 1.506 kips Total Roof Weight 1.506 Mezzanine Weight 0.000 Col. Crane Weight 0.000 ------------------------------------- TOTAL Bldg Weight 1-506 kips X X Seismic Coeff. 0.1619 ------------------------------------- 'BASE SHEAR 0.2439 kips Seismic Load for Roof at col # 1 = 0.1220 kips Seismic Load for Roof at col # 2 = 0.1220 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL 0.2439 kips * SEISMIC GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 16 LC EQ YREF x C 16'.771 .0.1220 N/A 0.000 17 RC EQ YREF x C 16.771 0.1220 N/A 0.000 Siar Building Systems, OKC, OK User: wxhuang Page: F3- 9 R -Frame Design Program - Version V6.01 Job : 4271SA Forces and Allowable Stresses Summary File: portal.fra Date: 8/ 1/16 Pf 28.833/18. main building at plane SWA Start Time:,13:31:04 -------------------------------------------------------------------------------- Left Column Analysis Length = 16.77 ft Kx = 1.00 Weight = 394. lbs Effective Ix = 396.3 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 17.500 17.500 6.00x 0.2500 0.1340 6.00x 0.2500 0.00 55.0 2 6.00 17.500 17.500 6.00x 0.3125 0.3125 6.00x 0.3125 0.00 55.0 L------------------ ------------------------------------------------------------ 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 -4.6 -33.6 -3.4 5.7 33.0 15.7 4.6 0.30 0.45 0.86 0.86 5 205 -4.5 -53.8 -3.4 4.2 , 39.1 15.4 19.8 0.03 0.40 0.-93 0.93 5 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 26.61 ft Kx = 1.00 Weight = 581. lbs Effective Ix = 398.2 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 7.50 18.000 18.000 8-00x 0.2500 0.1340 8-00x 0.2500 0.00 55.0 4 10-00, 18.000 18.000 8-00x 0.2500 0.1340 8.00x 0.2500 b-00 55.0 5 7.60 18.000 18.000 8-00x 0.�500 0.1340 8.00x 0.2500 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 ----------------------------------------- I ----- I ---------------------------------- 301 -3.1, 51.5 -4.0 4.4 15.4 36.2 4.4 0.37 0.99 0.45 0.99 8 401 -3.1 21.7 -4.0 4.4 15.4 36.2 4.4 0.37 0.45 0.22 0.45 4 506 -3.1 -52.7 -4.4 4.4 36.2 17.1 4.4 0.41 0.46 0.92 0.92 4 --------------------------------------------------------------------------------- Right Column Analysis Length 16.77 ft KX = 1.00 Weight = 394. lbs Effective Ix = 396.3 in4 Part Length Web Height at , Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 6 10.00 17.500 17.500 6.00x 0.,2500 0.1340 6.00x 0.2500 0.00 55.0' 7 6.00 17.500 17.500 6.00x 0.3125 0.3125 6.00x 0.3125 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) Ofl9 Iflg Max Comb -------------------------------------------------------------------------------- 607 -4.6 -33.4 -3.3 5.7 33.0 15.8 4.6 0.30 0.45 0.85 0.85 4 705 -4.5 -53.5 -3.3 '4.2 39.1 15.5 19.8 0.03 0.40 0.92 0.92 4 ---------------------------------------- 7 ---------------------------------------- TOTAL MEMBER WEIGHT = 1369. lbs ' .Star Building Systems; OKC, OK User: wxhuang Page: F3- 10 R -Frame Design Program Version V6.01 Job : 42715A Reactions Report File: portal.fra Date:' 8/ 1/16 pf 28.833/18. main building at plane SWA Start Time: 13:31:04 -L ------------------------------------------------------------------------------ General Reaction Notes ---------------------- 1. Vertical column reactions are positive in the upward direction. 2. Transverse horizontal column reactions are positive to the right on all columns. 3. Longitudinal horizontal reactions are perpendicular to the transverse horizontal reactions, and the positive direction is inward to the page. 4..Fixed base moments are positive in the counter -clockwise direction on all columns. 5. Reactions for a particular load combination may be obtained by summing-up individual load reactions that have been multiplied by their load factors. 6. Forces on the foundations will act in the opposite direction to the direction ofthe column reactions. 7.. These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit state and include magnification factors when so required by the seismic provisions of the applicable code for ASD design. It is the responsibility of the foundation designer to apply the load factors and load combinations appropriate for the concrete foundation design. Reactions for Load Combinations ------------------------------- Load Comb. Member ------ ------ 1 Left Column Right Column 2 Left Column Right Column 3 Left Column Right Column 4 Left Column Right Column 5 Left Column Right Column 6 Left Column - Right Column 7 Left Column Right,Column 8 Left Column Right Column 9 Left Column Right Column -3.276 Vertical Horizontal Longi - -3.402 Reaction Reaction -tudinal 4.873 (Kips) (Kips) (Kips) 4.496 0.687 __7 ----- 0.056 -------- 0.000 0.682 -0.052 0.000 0.682 0.052 .1 oil 0.687 -0.056 a off Load Comb. Member ------ ------ 1 Left Column Right Column 2 Left Column Right Column 3 Left Column Right Column 4 Left Column Right Column 5 Left Column Right Column 6 Left Column - Right Column 7 Left Column Right,Column 8 Left Column Right Column 9 Left Column Right Column -3.276 -3.148 4.746 -3.241 -3.402 -3.248 4.872 -3.341 4.873 3.365 -3.402 3.225 4.746 3.264 -3.276 3.125 -3.653 -3.180 -3.213 -3.775 -3.276 4.495 -3.310 4.496 3.333 -3.775 3.253 0.000 0.000 0.000 0.000 0.000 0.000 Moment (Kip -Ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Star Building Systems, OKC, CK User: wxhuang Page: F3- 11 R -Frame Design Program.- Version V6.01 Job :. 42715A Reactions Report File: portal.fra Date: 8/ 1/16 pf 28.833/18. main building at plane SWA Start Time: 13�:31:04 -------------------------------------------------------------------------------- Reactions for Load Combinations Vertical Horizontal Longi - Load Reaction Reaction tudinal Moment Comb. ----- Member ------ (Kips) -------- (Kips) -------- (Kips) (Kip -Ft) 10 Left Column 4.374 3.236 -------- 0.000 ------ 0.000 Right.Column -3.653 3.156 0.000 0.000 11 Left Column -10.198 -8.545 0.000 0.000 Right Column 11.286 .-8.566 0.000 0.000 12 Left Column -11.100 -9.260 0.000 0.000 Right Column 12.188 -9.283 0.000 0.000 13 Left Column 12.190 9.348 0.000 0.000 Right Column -11.102 9.198 0.000 0.000 14 Left Column 11.285 8.629 0 .000 0.000 Right Column -10.196 8.480 0.000 0.000 15 Left Column -9.843 -8.513 0.000 0.000 Right Column 11.630 -8.589 0.000 0.000 16 Left Column -10.756 -9.237. 0.000 0.000 Right Column 12.544 -9.315 0.000 0.000 17 Left Column 12.546 9.381 0.000 0.000 Right Column -10.758 9.175 0.000 0.000 18 Left Column 11.628 8.652 0.000 0.000 Right Column -9.841 8.447 0.000 0.000 19 Left Column -10.198 -8.545 0.000 0.000 Right Column 11.286 -8.566 0.000 0.000 20 Left Column -11.100 -9.260 0.000 0.000 Right Column 12.188 -9.283 0.000 0.000 21 Left Column 12.190 9.348 0.000 0.000 Right Column -11.102 9.198 0.000 0.000 22 Left Column 11.285 8.629 0.000 0.000 Right Column -10.196 8.480 0.000 0.000 23 Left Column -8.513 0.000 0.000, Right Column 11.630 -8.589 0.000 0.000 24 Left Column -10.756 -9.237 0.000 0.000 Right Column 12.544 -9.315 0.000 0.000 25 Left Column 12.546 9.381 0.000 0.000 Right Column -10.758 9.175 0.000 0.000 Star Building Sy stems, OKC, OK User: wxhuang Page: F3- 12 R -Frame Design Program - Version V6.01 Job : 42715A Reactions Report File: portal.fra Date: 8/ 1/16 pf 28.833/18. main building at plane SWA Start Time: 13:31:04 -------------------------------------------------------------------------------- Reactions for Load Combinations vertical Horizontal Longi - Load Reaction Reaction tudinal Moment Comb. Member (Kips) (Kips) (Kips) (Kip -Ft) ----- 26 ------ Left Column -------- 11.628 -------- 8.652 -------- 0.000 ------ 0.000 Right Column -9.841 8.447 0.000 0.000 27 Left Column -13.248 -10.985 0.000 Right Column 14.337 -10A87 0.000 0.000 28 Left Column -14.766 -12.188 0.000 0.000 Right Column 15.854 -12.192 0.000 0.000 29 Left Column 15.857 12.277 0.000 0.000 Right Column -14.769 12.107 0.000 0.000' 30 Left Column 14.334 11.067 0.000 0.000 Right Column -13.245 10.899 0.000 0.000 31 Left Column -12.891 -10.951 0.000 0.000 RighttColumn 14.679 -11.008 0.'000 0.000 32 Left Column -14.424 -12.166 0.000 0.000 Right Column 16.211 -12.226 0.000 0.000 33 Left Column 16.214 12.311 0.000 0.000 Right Column -14.427 12.085 0.000 0.000 34 Left Column 14.676 11.089 0.000 0.000 Right Column -12.888 10.866 0.000 0.000 35 Left Column -1.960 -2.060 0.000 0.000 Right -Column 3.329 -2.'153 0.000 0.000 36 Left Column -2.016 -2.104 0.000 0.000 Right Column 3.385 -2,197 0.000 0.000 37 Left Column 3.385 2.197 0.000 0.000 Right Column -2.016 2.104 0.000 0.000 38 Left Column. 3.329 2.153 0.000 0.000 Right Column -1.960 2.060 0.000 0.000 39 Left Column -2.235 -2.083 0.000 0.000 Right Column 3.056 -2.132 0.000 0.000 40 Left Column -2.288 -2.125 0.000 0.000 Right Column 3.110 -2.174 0.000 0.000 41 Left Column 3.110 2.174 0.000 0.000 Right.Column -2.288 2.125 0.000 0.000 'Star Building Systems, OKC, OK User:, wxhuang Page: F3- 13 R -Frame Design Program Version V6.01 Job : 42715A Reactions Report- File: portal.fra Date: 8/ 1/16 pf 28.833/18. main building ----------------------------------------------------- at plane SWA' -------------------------- Start Time: 13:3'1:04 Reactions for Load Combinations - ------------------------------- Vertical Horizontal Longi - Load Reaction Reaction tudinal Moment Comb. Member ----- ------ (Kips) -------- (Kips) -------- (Kips) -------- (Kip -Ft) 42 Left Column, 3.056 2.132 0.000 ------ Right Column -2.235 2,083 0.000 0.000 43 Left Column -1.908 -1.526 0.000. 0.000 Right Column 1.908 -l.514 0.000 0.000 44 Left Column 1.908 1.�14 0.000 0.000 Right Column -1.908 1.526 0.000 0.000 45 Left Column -3.584 -3.508 -0.000 0.000 Right Column 5.371 -3-.623 0.000 0.000 46 Left Column 5.371 -3.649 0.000' 0.000 Right Column -3.584 3.482 0.000 0.000 47 Left Column -3.933 -3.53S 0.000 0.000 Right Column 5.021 -3.596 0.000 0.000 48 Left Column 5.021 3.621 0.000 0.000 Right Column -3.933 3.510 0.000 0.000 Ztar Buil ' ding Systems, OKC, OK User: wxhuang Page: F3- 14 R -Frame Design Program Version V6.01 Job : 42715A Anchor Rod and Base Plate Design File: portal.fra Date:. 8/ 1/16 pf 28.833/18. -------------------------------------------------------------------------------- main building at plane SWA Start Time: 13:31:04 BOTH EXTERIOR COLUMNS ANCHOR RODS AND BASE PLATE DESIGN Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 11.0000 Plate Size 6.0000x 18.0000x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> Standard Base Plate Welding >> (Using E70 Electrodes) Fillet Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 11.102 57.653 21 0.19 Rod Shear 9.381 0.000 34.592 25 0.27 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 0.25000 6.000 33.411 3.116. 21 0.09 Outer Flg 0.25000 6.000 33.411 3.116 �1 0.09 Web Plate 0.18750 17.500 73.086 10.463 20 0.14 Star Building Systems, OKC, OK User: wxhuang Page: F3- 1S R -Frame Design Program - Version V6.01 Job : 4271SA Connection Report File: portal.fra Date:, 8/ 1/16 pf 28.833/18. main building at plane SWA Start Time: 13:31:04 ------------------------------------------------------------------- ------------- Vertical Knee Connection @ Both Sides -------------------------------------------------------------------------------- BOLTS A325 H.S. -.Fully Tightened (O.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 1 in. Dia; - Standard (2 bolts per row) Left Side of Conn Data: ----------------------- Plate: 8.00 x 1.0000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: Right Side of Conn Data: ------------------------ Plate: 8.00 x 1.0000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 6.00 x 0.3750 in. O.S. - 8.00 x 0.2500 in. I.S. - 5.81 x 0.3125 in. I.S. - 8.00 x 0.2500 in. Web Depth - 18.000 in. Web Depth - 18.000 in. Web Thickness 0.312 in. Web Thickness 0.134 in. Gage - 3.500 in. Gage - 3.500 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 2.250 in., Pf top (out) - 2.375 in. BFCD top (out) - 2.250 in. BFCD top (out) - 2.250 in. Rise top (out) - 0.000 in * Rise top (out) - 0.000 in. XTO top (out) - 2.250 in. XTO top (out) - 2.250 in. Pf top (ins) - 2.375 in. Pf top (ins) - 2.375 in. BFCD top (ins). - 2.250 in. BFCD top (ins) - 2.250 in. Rise top (ins) - 0.000 in. Rise top (ins) - 0.000 in. XTI top (ins) 2.375 in. XTI top (ins) - 2.375 in. Pf bot (out) 2.2SO in. Pf bot (out) - 2.312 in., BFCD bot (out) 2.250 in. BFCD bot (out) - 2.250 in. Rise bot (out) 0.000 in. Rise bot (out) - 0.000 in. XBO bot (out) 2.250 in. XBO bot (out) - 2.250 in. Pf bot (ins) 2.438 in. Pf bot (ins) - 2.438 in. BFCD.bot (ins) 2.250 in. BFCD bot (ins) - 2.250 in. Rise bot (ins) 0.000 in. Rise bot (ins) - 0.000 in. XBI bot (ins) 2.438 in. XBI bot (ins) - 2.438 in. Bolt Spacing 3.500 in. Bolt Spacing - 3.500 in. Controlling Mode Thick Plate Controlling Mode Thick Plate Angle top - 90.0 degrees Angle top - 90.0 degrees Angle bot - 90.0 degrees Angle bot - 90.0 degrees Left Side Frame Right Side Frame Controlling Moments, Axial Shear Moments - Axial Shear Load Combinations: ----------------------------- (k -------------------------------------------------- -ft) -(kips) (kips) (k -ft) (kips) (kips) 33) 1..3053DL -3.25EQ (SOA -L) -193.21 11.69 15.68 191.39 11.69 14.96 29) 0.7947DL -3.25EQ (SOA -L) -192.76' 11.71 15.53 191.65 11.71 15.10 Connection Design Summary: Bolt Unity Check (O.S.) = 0.6337 Plate Unity Check (O.S.) = 0.4166 Bolt Unity Check (I.S.) = 0.6275 Plate Unity Check (I.S.) = 0.4187 Star Building Systems, bKC, OK User: wxhuang Page: F3- 16 R -Frame Design Program - Version V6.01 Job : 42715A Knee and Stiffener Report File: portal.fra Date: 8/ 1/16 pf 28.833/18. main building at plane SWA Start Time: 13:31:04 -------------------------------------------------------------------------------- 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 2.7500 X 0.3125 in. 6.0000 X 0.3750 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 17.500 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 17.500 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 18.000 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 18.000 in. GMAW on FAR Side (STD. WELD) Column Connection Pl.: 0.2500 in. x 18.000 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld 0.2500 in. x 2.7SO in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. ��tar*Building Systems, OKC, OK User: wxhuang Page: F3- 17 R -Frame Design Program - Version V6.01 Job : i2715A Flange Brace Report File: portal.fra Date: 8/ 1/16 pf 28.833/18. main building at plane SWA Start Time: 13:31:04 ----------------------------------------------------------------------- -------- GIRT SPACES VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 1810 @ FLOOR 1 @ 1810 @ FLOOR PURLIN SPACES HORIZONTAL MEASUREMENTS LEFT,RAFTER RIGHT RAFTER 1 @ 28110 @ EAVE -------------------------------------------------------------------------------- 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 ----------------------------- -------------------------------------------------- --------------------------------- 7 ---------------------------------------------- -------------------------------------------------------------------------------- .btar Building Systems, OKC, OK User: wxhuang' Page: F3- 18 R -Frame Design Program Version V6.01 Job :.42715A Primary Deflection Report File: portal.fra Date:, 8/ 1/16 pf 28.833/18. main building at plane SVIA Start Time:.13:31:04 ---------- : ---------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive X: Right Y:Upward) (Inches) Ext. Left Col Ext Right Col X -Def Y -Def X -Def Y -Def ------------------------------------------------------------------------------ Pos. Max 4.521 0.004 4.503 0.004. Load Comb '45 47. 47 48 Defl. lil 4 4 H/ 44 ------------------------------------------------------------------------------- Neg. Max -4.521 -0.005 -4.503 -0.005 Load Comb 48 46 46 45� Defl. H/ 44 H/ 44 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 -C.104 in. 22.22 ft. 0.094 in. 22.22 ft. Load Comb 46 47 Defl. L/999 L/999 PEAK DEFLECTIONS (Positive = Y:Upu�ard) Y -Def -------------------- Pos. Max 0.004 in. Load Comb 48 Defl. L/999 -------------------- Neg. Max -0.005 in. Load Comb 45 Defl. L/999 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 ----- ------- - 45 3.0 46 3.0 47 3 .'0 48 3.0 Vertical Clearance at the Left Knee is 1S.9896 feet Vertical Clearance at the Right Knee is 1S.9896 feet